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1853 Atlantic Beach Dr - New Home-Driveway j ! i 7 �,. ._ _ `s CITY OF ATLANTIC BEACH r' .; = - ) 800 SEMINOLE ROAD ?IF 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: 16- SFR -76 Job Type: SINGLE FAMILY RESIDENCE Description: NEW HOME DRIVEWAY Estimated Value: $375,964.00 Issue Date: 2/17/2016 Expiration Date: 8/15/2016 PROPERTY ADDRESS: Address: 1853 ATLANTIC BEACH DR RE Number: None 1 GENERAL CONTRACTOR INFORMATION: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN Phone: - - PERMIT INFORMATION: UTILITY DEPT.: Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and visible. A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES: ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $653.95 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $1,307.89 STATE DCA SURCHARGE $19.62 STATE DBPR SURCHARGE $19.62 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. , r3 ` CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD J = ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 di4 J3319 t> SEWER SDC- SYSTEM DEV CHG $4,050.00 WATER CONNECT/TAP & METER $370.00 WATER CROSS CONNECTION $50.00 WATER SDC- SYSTEM DEV CHG $1,140.00 Total Payments: $7,761.08 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH OFFICE COPY 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 Job Address: 1853 Atlantic Beach Drive; Atlantic Beach, FL 32233 Permit Number: /6 - 3FR - 76 Legal Description Lot 50 Atlantic Beach Country Club Unit 2 67- 132- 08- 2S- 29E.204 Parcel Floor Area of Sq.Ft. Sq.Ft Valuation of Work $ 375,964 Proposed Work heated /cooled 3,278 non - heated /cooled 904 Class of Work (circle one): 480 Addition Alteration Repair Move Demolition pool /spa window /door Use of existing /proposed structure(s) (circle one): Commercial Residential If an existing structure, is a fire sprinkler system installed? (Circle one): oC N /A Florida Product Approval # See attached For multiple products use product approval form Describe in detail the type of work to be performed: New Residential Construction Property Owner Information: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Phone 904 217 -0739 E -Mail or Fax # (Optional) arogers @tollbrothers.com Contractor Information: CONTRACTOR EMAIL ADDRESS: arogers(atollbrothers.com Company Name: Toll Bros., Inc. Qualifying Agent: Steven R. Merten Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Office Phone 904 217 -0739 Job Site/ Contact Number 904 386 -6472 Fax # State Certification/Registration # CGC 1510225 Architect Name & Phone # Engineer's Name & Phone # Fee Simple Title Holder Name and Address Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned for a period of six (6) months at any pme after work is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters, Tanks and Air Conditioners, etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 1 hereby certify that 1 have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal, state, or local law regulating construction or the performance of construction. Signature of Owner ZAO Signature of Contract Print Name Steven R. erten, Division Sr. Vice President Print Name Steven R. Merten Before me Before me this 4 Day of December , 2015 this D. of " December , 2015 A Notary Public Not. Ors 'c Revised 01.26.10 O MELISSA IEI_ISSA LI.E.BERMAiV Ni"( COMMISSION 4r'FF055o05 '2°`�p 4e�„e MELISSA t.fEBE?M AN EXPIRES September 18. 2017 ! ° 10 °€ NiY COMMISSION r6FF055B05 ( 407) 39F FloridallotaryService.com F oN • ;_ EXPIRES September 18. 2017 .. of r'�: (407)368-Q1.53 FlorldallotarySorvico.cem DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 2010 FLORIDA BUILDING CODE Review Result (circle ones: Approved ) Disapproved Approved w/ Conditions Review Initials/Date: / 6 171 Development Size Habitable Space 3 / one' S- f Non - Habitable 9 / 5. Impervious area Miscellaneous Information Occupancy Group - 3 Type of Construction V/ 6 Number of Stories 2 Zoning District C '4 l r� C lG b Max. Occupancy Load Fire Sprinklers Required Flood Zone 2( Conditions /Comments: $ y CITY OF ATLANTIC BEACH 0 # ` , Building Department A tk / 800 Seminole Road j . r � Atlantic Beach, Florida 32233 (904) 247 -5800 OFFICE COPY PLAN REVIEW COMMENTS Permit Application # /6 - S FR 7 Property Address: /?5 4//. geo C , A . Applicant: to // 8ro S, Project: 7V e Iv C7o in e-/ Or i ve wa y This permit application has been: ❑ Approved 0 Reviewed and the following items need attention: -,., 0 e 14 Ca /c, 3 S' Svgs' oke w - Peri e-e Eir CiPvo--- w, 4 A /7? c Crewel 0 r 1 -/Pal, A Aiiir. V QC, j1S/ i irr Please re- submit your application when these items have been completed. Reviewed By: Date: ' c17 -1 1 .. OFFICE COPY • CITY OF ATLANTIC BEACH rd i ,,, , ..,) s‘ 800 Seminole Road EcEovE h Atlantic Beach, Florida 32233 Telephone (904) 247-5800 FEB - 8 2016 FAX (904) 247-5845 ,-..., ) B - 4,01119 a • " - e T SHEET Date: D I 03 I 1 ID • l't cl,, ciliqrrn-. Resubmitted: Permit Number: ItA9 - SFR - 7 (.., 1 Original Plans Examiner: Project Name: ittlantiC Venal &rind Clula 1 Project Address: i Contractor: - 1D11 bycitteys I S Alia Beach cri ye, Contact Name: IN. ' A_A . • er Contact Phone : qp+2.11-0 Contact e-mail :Ctro• ' S @to ibron - . • Revision / Plan Check / Permit Fee (s) Due: $ NIA 1 Description of Proposed Revision to Existing Permit: Nieto mantActi S co yliplia we Repormqs RectutsiccIfyinckiMike Jorte • 1 _ Additional Increase in Building Value: $ Nit% Additional S.F. N IA 4 Site Plan Revised: NO Public W / U Approval: By signing below. I (print name)_ i i affirm that the above revision • is inclusive o ' - proposed changes. , II a1l1 4 Signa'. - of ontracto / Agent (Contractor must sign if increase in valuation) Date L'A Office Use Only I Date. 0/1 / / 6 Approved. Rejected. Notified by $.: PI. eview Co ments: fl/ rove• CI s S' ti h rn a h ,- • z De ent review required Yes No '. wilding w oning Tree Administrator PI Examiner Public Works Public Utilities 2/ 1 //j 4 A , ' Public Safety „ „ , Fire Services Date Created WW1 S Rev 2 , e• .4” Permits Page 1 of 1 Permits � 5� Gindlesperger,Toni [tgin @coab.us] Sent: Wednesday, January 27, 2016 3:28 PM To: Jones, Rogers OFFICE COPY Cc: Joness, , Mike [mjones @coab.us] Attachments: 1871 ATLANTIC BEACH DR - P-i.pdf (219 KB) You have the same problem at 1853 Atlantic Beach Dr. We are receiving design information from Mc Gowan's Heating and Air Conditioning prepared by Renie Brown that are not filled out correctly and not inputting the manufacturer's data. In other words the holdup is Florida Energy Efficiency Code and Manual "S" requirements. Everything has been approved but that. Toni Gindlesperger Building Permit Technician City of Atlantic Beach 904 - 247 -5800 ext 5800 ext 5852 tgin @coab.us https:// tmail .tollbrothersinc.com/owa/ ?ae= Item& t= IPM.Note &id= RgAAAADJZwPXE7Fy... 2/1/2016 Army / # 16 " Sire- 7C NOTICE OF COMMENCEMENT OFFICE COPY State of : FLORIDA Tax Folio No. 169505 -1545 County of : DUVAL To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 50 Atlantic Beach Country Club Unit 2, 67 -132 08- 2S- 29E.204 Address of property being improved: 1853 Atlantic Beach Drive, ATLANTIC BEACH, FL 32233 General description of improvements: NEW HOME CONSTRUCTION Owner: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD. HORSHAM, PA 19044 I Owner's interest in site of the improvement: FEE SIMPLE Fee Simple Titleholder (if other than owner): Name: Contractor: TOLL BROS., INC. V Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 ■ Telephone No: 904 - 217 -3852 Fax No: 904 - 460 -2683 Surety (if any) Address: Amount of Bond $ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: STEVE MERTEN Address: 160 CAPE MAY AVE. PONTE VEDRA, FL 32081 Telephone No: 904 - 217 -3852 Fax No: 904 - 460 -2683 In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement (the expiration date is one (1) year from the date of recording unless a different date is specified): 06/30/17 THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: Date: to (L. (.S Before me t ' (n day of ne in the County of Duval, State Of Florida, s personally appeared STI�(- Notary Public at Large, State f Fl rida, County of Duval. Doc # 2015237735, OR BK 17337 Page 581, My commission expires: q l Sl 7 C Number Pages: 1 Personally Known: or Recorded 10/15/2015 at 01:58 PM, Produced Identification: Ronnie Fussell CLERK CIRCUIT COURT DUVAL 20`' "� 6 "' MELISSA LIEBERMAN COUNTY ='i MY COMMISSION #FF055605 RECORDING $10.00 = % . '' F - o?�:� EXPIRES September 18. 2017 (4071398 - 0153 FloridallotaryService.com tttttttttt.— i 1 RECETVEt TY OF ATLANTIC BEACH a , ;,� , 800 Seminole Road JAN 9 9 Z016 Atlantic Beach, Florida 32233 j r � Telephone (904) 247 -5800 v _ _ -"� : ______. -1 FAX (904) 247 -5845 Itspr REVISION REQUEST SHEET Date: 0 Received by: Resubmitted: Permit Number: 11 - SFR - 7(0 Original Plans Examiner: Project Name: MIQr►fi1G Balch c 1, u., Project Address: Is 63 / IQr 11 c Becich D ri ve- Contractor: TA YOt 'S I flC . _ ___ Contact Name: 1... ' e Y_ Contact Phone : clog-2r? O Contact e- mail: GUTTY- _ I • t 1 bre S. eem Revision / Plan Check / Permit Fee (s) Due: $ 0.00 Description of Proposed Revision to Existing Permit: pew si+e plan Fey .Pun Ie .Punic worKS coge h -em S. Maximum c - iv Vvi,._ 1>n r ' ,ig - - 15 _ ") . , u ,r,,,, _ ___. I2-Pd1/I Cn St' Additional Increase in Building Value: $ D• DO Additional S.F. N lii Site Plan Revised: Public W / U Approval: By signing below. I .rint name) /shl . affirm that the above revision is inclusive of t e ro osed changes. All th...2.441 / DipOito Signature i Co ractor / Ag ( . ctor must sign if increase in valuation) Date Office Use Only 1 ©f a � E /2 S: Date: l ( Approved: Rejected: M t t.� JAN 2 5 2016 J Plan Review Comments: - J (4 r L ( �'PP� frt— . Department review required Eri No // Building _� << -7(� I, - Z- ----__— Planning & Zoning Tree Administrator Plans Examiner ��iP]ItyTPNLa.a s . arca>r =� / V -Ti IIII Date Created MI5 Rev. 2 +��.•1,`!1 -J s CITY OF ATLANTIC BEACH :? DEPARTMENT OF PUBLIC WORKS .'`.� 1200 Sandpiper Lane 1 - Atlantic Beach, FL 32233 -4318 - r , 'r' TELEPHONE: (904) 247 -5834 w .- . FAX: (904) 247 -5843 www.coab.us CONTRACTOR: Toll Brothers, Inc. DATE: 1-22-2016 160 Cape May Ave. PERMIT # 16- SFR -76 Ponte Vedra, FL 32081 ADDRESS: 1853 Atlantic Beach Dr. Email: arouers@tollbrothers.com PERMIT APPLICATION FOR NEW HOME DRIVEWAY Your permit application has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order that we may approve your application. If you have any questions, please contact Scott Williams, Deputy Public Works Director at 904- 247 -5834 or email swilliams@coab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the, following information to the Public Works Department) ** Maximum driveway width in City right -of -way is 20'. Submit revised plans. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) ** 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, Realm, Republic Services, Shappel's and Waste Pro.) ** Full right -of -way restoration, including sod, is required. ** Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10' in each direction from the center of the cut. Repair must be shown on the plans ** Maximum driveway width in City right -of -way is 20'. EE ©E Q V E 1 D 1 cc: Toni Gindlesperger, Bldg. Dept. JAN 2 5 2016 t±.,:vp r a City of Atlantic Beach APPLICATION NUMBER JS Building Department ` s.iVD E (To be assigned by the Building Department.) 800 Seminole Road , V 4 _ -Cf/e - 7& Atlantic Beach, Florida 32233 -5445 II �� u Phone (904) 247 -5826 • Fax (904) 2 5843'�� Z CUID E -mail: building- dept @coab.us Date routed: 0 Ar/ City web -site: http: / /www.coab.us tl =� _ _ APPLICATION REVIEW AND TRACKING FORM cAr Property Address: /i6 * Ade% D rtment review required Yes No Applicant: j / Plannin. & Zonin. Tree Administrator Project: AiL W mm 6 ) vG i.(Jj9 ubl Works (--- ublic Utilities Public Safety Fire Services Review fee $ Dept Signature Z4--t Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: 1 'Approved. ' Denied. (Circle one.) Comments: fie ItifG/i`Ld �/01fit Y' BUILDING �77�' /� a G li PLANNING & ZONING Reviewed by: /t `', '' Date: // '/Ag AP TREE ADMIN. Second Review: U<Dproved as revised. `Denied. PUBLIC WORKS Comments: �A� * 441)(41 _ �r�iC� PUBLIC UTILITIES �7l/ (��j PUBLIC SAFETY Reviewed by: ��`_ Date: 2/2 h b FIRE SERVICES Third Review: 1 !Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 giro S J City of Atlantic Beach APPLICATION NUMBER Building Department REC TVE,D Co be assigned by the Building Department.) ;, ` j 800 Seminole Road �� _ �� . 7& \j r / Atlantic Beach, Florida 32233 -5445 . 1 $ 2015 Phone (904) 247 -5826 • Fax (904) 247 -5845 -"A_„0 E -mail: building- dept @coab.us 13Y° Date routed: / /z City web -site: http: / /www.coab.us . -'=" �..r. // APPLICATION REVIEW AND TRACKING FORM Property Address: /I4i / gj ,7 4 ' 4 t i/ D t r rtmeneview required Yes No Applicant: / /1 i4 S Planning & Zoni Tree Administrator Project: /17 N t7 6 )t' r G ion l�ublip Works / (-1 Utilities Public Safety Fire Services Review fee $ 5 Dept Signature k viN Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: [ ‘roved. nDenied. (Circle one.) Comments: BUILDING PLANNING & ZONING " .. Reviewed b // Y: - -�� Date: / `1 1 TREE ADMIN. Second Review: A roved as revised. ❑ pp ['Denied. C WOR Comments: r • BLIC UTILITIES / PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: (Approved as revised. 1 (Denied. Comments: Reviewed by: Date: Revised 07/27/10 �, , f 4', . CITY 01 ATLANTIC BEACI PUBLIC IJT 1 I` ,IT'IE 1200 Sandpiper Lane is i S i ATLANTIC BEACH, FL 32233 (904) 270 -2535 or (904) 247 -5874 NEW WATER/SEWER TAP REQUEST Date: 1- 1 2 — 16 Project Address: /85 iii7,4/2/- we * D No. of Units: ( Commercial Residential V Multi - Family New Water Tap(s) & Meter(s) .3 / Meter Size(s) New Irrigation Meter ✓ Upgrade Existing Meter from to s ( ize) 3 •• New Reclaimed Water Meter Size f `f New Connection to City Sewer Name: Applicant Address: City: State: Zip Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# /to -,S rie, -7(0 Water System Development Charge $ l 0 9 s 0. t� Sewer System Development Charge $ , [)3 Water Meter Only $_i �q�, � Reclaimed Meter Only $ I (33 Water Meter Tap $ Sewer Tap $ (notes) Cross Connection $ ro . ts0 Other $ TOTAL $5 Lev, 00 APPROVED: Kavle Moore, PE 2 (Deputy PW Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CANBEASSESSED t j ∎ 0 oo �] 01 to . 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A O 0 0 - N W (IQ CIQ O CD 0 O 0 CD CD W 0 0 0 Cr; Cro r 0 0 0 0 ;Y w 0 n o O cm p� 0 Z O z b a �` -i 7 v) Z a c o co 10 y 0 • =° 0 a o a o w ao a. co co • 0 Os o • 0 li 7' -1 v o co cn Z N O Cis 0 w -4 w p 0 b co . 0 (D CL y 0 cr 2 IX n 1 0 o • 0 0 0 0 O (D O M 5 O CZ ' V) O a . 5 X M 0 0 a cr o n j 0 EA r ., 0 0 n, N N o 2 n w o - 0 o K CD • 0 c 0 a a. o w 1 co l-44 N co" co : MO 0 0 O rib .1 0 0 N a w 0 5 �! A 1 A) r. 0 O 0 0 1 . FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Builder Name: Toll Brothers, Inc. Project Name: Anastasia 3278 Left SW Permit Office: Atlantic Beach Street: 1853 Atlantic Beach Drive (Lot 50 AB) City, State, Zip: Atlantic Beach , FL , Permit Number: Owner. Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types (3670.1 sqft.) Insulation Area a. Frame - Wood, Exterior R =19.0 3416.60 ft 2. Single family or multiple family Single- family b. Frame - Wood, Adjacent R =13.0 253.50 ft 3. Number of units, if multiple family 1 c. N/A R= ft2 /A R= ft2 4. Number of Bedrooms 4 d. N 10. C Types (2669.0 sqft.) Insulation Area 5. Is this a worst case? No Under Attic (Vented) R =38.0 2320.00 ft 3278 b. Under Attic (Vented) R =19.0 349.00 ft 6. Conditioned floor area above grade (ft c. N/A R= ft2 Conditioned floor area below grade (ft 0 11. Ducts R ft 242 a. U- Factor: DbI, Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 328 2 7. c sqft.) U=0.33 Description 447.56 ft2 b. Sup: Attic, Ret: Attic, AH: Attic a. U-Factor: UU ==0.3 SHGC: SHGC =0.30 b. U- Factor: 12. Cooling systems kBtu/hr Efficiency a. Central Unit N/A ft 18.0 SEER:14.00 SHGC: b. Central Unit 36.0 SEER:14.00 ft2 = c. U-Factor: N/A kBtu/hr Efficiency SHGC: 13. Heating systems f a. Electric Heat Pump 18.0 HSPF:8.20 S d. Factor: N/A b. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 4.128 ft. 14. Hot water systems Area Weighted Average SHGC: 0.300 a. Natural Gas Tankless Cap: 1 gallons 8. Floor Types (3278.0 sqft.) Insulation Area EF: 0.600 a. Slab -On -Grade Edge Insulation R =0.0 2669.00 ft b. Conservation features b. Floor Over Other Space R =0.0 609.00 ft None I c, N/A R= ft 15, Credits Pstat Total Proposed Modified Loads: 75.34 PASS Glass /Floor Area: 0.137 Total Baseline Loads: 82.21 ..,o I hereby certify that the plans and specifications covered by Review of the plans and �° 01t .. ...fi,Tl• ° '+ • this calculation are in compliance with the Florida Energy specifications covered by this ... y \. Code. calculation indicates compliance c"; ;' •f _ F.. . �N�,,•.. 1 / with the Florida Energy Code. 'j��rrr:•', , A � ) � :;;5"''-:4'...!'" PREPARED BY' �* "'� r Before construction is completed _ j . � M .� this building will be inspected for 's c� 1 ir e 0 DATE: --�2� � 6 compliance with Section 553.908 �r .," * - • - Florida Statutes. �' I hereby certify that this building, as designed, is in compliance 4 OD yVL � J with the Florida Energy C " "" OWNER /AGENT: BUILDING OFFICIAL: DATE: r % _ �� - DATE: 0111 Ilo - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory- sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation inspection Checklist in accordance with 8402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. i OFFICE COPY i 1 of 5 12/18/2015 11:25 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page i 1 • FORM R405 -2014 PROJECT Title: Anastasia 3278 Left SW Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3278 Lot # Owner: Toll Brothers, Inc. Total Stories: 2 Block /SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers, Inc. Rotate Angle: 0 Street: 1853 Atlantic Beach Dri Permit Office: Atlantic Beach Cross Ventilation: No County: Duval Jurisdiction: 261300 Whole House Fan: No City, State, Zip: Atlantic Beach , Family Type: Single - family FL , New /Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Blockl 2669 26690 2 Block2 609 5481 = SPACES , Number Name Area Volume Kitchen Occupants Bedrooms !nth ID Finished Cooled Heated 1 Main 2669 26690 Yes 4 3 1 Yes Yes Yes 2 2nd Floor 609 5481 No 1 1 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet ✓ 1 Slab -On -Grade Edge Insulatio Main 232.3 ft 0 2669 ft ____ 0 0 1 2 Floor Over Other Space 2nd Floor ___ ____ 609 ft2 0 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 3091 ft 780 ft Medium 0.6 N 0.9 No 0 30.3 _ ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC V 1 FuII attic Vented 300 2669 ft' N N I gY 12/18/2015 11:25 AM Ener Gauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 I 1 FORM R405 -2014 CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type C ✓ 1 Under Attic (Vented) Main 38 1828 ft 0.11 Wood ✓ 2 Under Attic (Vented) 2nd Floor 38 492 ft 0.11 Wood ---V- 3 Under Attic (Vented) 2nd Floor 19 117 ft 0.11 Wood V 4 Under Attic (Vented) Main 19 232 ft 0.11 Wood i WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below V # Ornt To wail_type Space R-Value Ft In Ft In Area R V -atuP Fraction -Absnr flrade 1 1 SW Exterior Frame - Wood Main 19 16 10 10 0 168.3 ft 0 0.25 0.6 0 ✓ 2 SW Exterior Frame - Wood 2nd Floor 19 38 0 9 0 342.0 ft 0 0.25 0.6 0 ✓ 3 SE Exterior Frame - Wood Main 19 85 6 10 0 855.0 ft 0 0.25 0.6 0 ✓ 4 SE Exterior Frame - Wood 2nd Floor 19 24 5 9 0 219.8 ft 0 0.25 0.6 0 7- 5 NE Exterior Frame - Wood Main 19 45 0 10 0 450.0 ft 0 0.25 0.6 0 V 6 NE Exterior Frame - Wood 2nd Floor 19 38 0 9 0 342.0 ft 0 0.25 0.6 0 ✓ 7 NW Exterior Frame - Wood Main 19 85 6 10 0 855.0 ft 0 0.25 0.6. 0 ✓ 8 NW Exterior Frame - Wood 2nd Floor 19 20 6 9 0 184.5 ft 0 0.25 0.6 0 ✓ 9 SW Garage Frame - Wood Main 13 28 2 9 0 253.5 ft 0 0.25 0.01 0 DOORS # Ornt Door Type Space Storms U -Value Width Height Area _- Ft In Ft In ✓ 1 SW Insulated Main None .54 3 8 24 ft ✓ 2 SW Wood Main None .39 2 8 8 21.3 ft WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U- Factor SHGC Area Depth Separation Int Shade Screening ✓ 1 SW 1 Vinyl Low -E Double Yes 0.33 0.3 8.0 ft 5 ft 4 in 1 ft 4 In None Exterior 5 ✓ 2. SW 1 Vinyl Low -E Double Yes 0.33 0.3 36.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 ✓ 3 SE 3 Vinyl Low -E Double Yes 0.33 0.3 60.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 ✓ 4 NE 5 Vinyl Low -E Double Yes 0.33 0.3 128.0 ft 11 ft 8 in 1 ft 4 in None Exterior 5 ✓ 5 NE 5 Vinyl Low -E Double Yes 0,33 0.3 30.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 ✓ 6 NE 5 Vinyl Low -E Double Yes 0.33 0.3 20.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 t/ 7 NW 7 Vinyl Low -E Double Yes 0.33 0.3 60.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 ✓ 8 NW 7 Vinyl Low -E Double Yes 0.33 0.3 3.6 ft 1 ft 0 in 1 ft 4 in None Exterior 5 ✓ 9 SE 4 Vinyl Low -E Double Yes 0.33 0.3 45.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 V 10 NW 8 Vinyl Low -E Double Yes 0.33 0.3 30.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 T Y 11 SE 3 Vinyl Low -E Double Yes 0.33 0.3 18.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 _ 12 NE 6 Vinyl Low -E Double Yes 0.33 0.3 3.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 I 13 SW 2 Vinyl Low -E Double Yes 0.33 0.3 6.0 ft 1 ft 0 in 1 ft 4 in None Exterior 5 I 12/18/2015 11:25 AM EnergyGauge® Ener Gau e® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 1 • 'FORM R405 -2014 GARAGE J # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 602 ft' 602ft 53ft 9ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000312 2680.9 147.18 276.79 .2956 5 HEATING SYSTEM V e Subtype Efficiency Capacity Block Ducts # System Type J 1 Electric Heat Pump Split HSPF:8.2 18 kBtu /hr 2 sys #1 V 2 Electric Heat Pump Split HSPF:8.2 36 kBtu /hr 1 sys #2 COOLING SYSTEM J # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts J 1 Central Unit Split SEER: 14 18 kBtu /hr 540 cfm 0.7 2 sys #1 2 Central Unit Split SEER: 14 36 kBtu /hr 1080 cfm 0.7 1 sys #2 HOT WATER SYSTEM • J # System Type SubType Location EF Cap Use SetPnt Conservation J 1 Natural Gas Tankless Exterior 0.6 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM • J FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF ft V None None DUCTS / - -- Supply - -- — Return - -- Air CFM 25 CFM25 HVAC # - V # Location R -Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 242 ft Attic 82.225 Default Leakage 2nd Floor (Default) (Default) 1 1 J 2 2 2 Attic 6 328.9 ft Attic 82.225 Default Leakage Attic (Default) (Default) 12/18/2015 11:25 AM 9Y g Ener Gau e® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 8 . • FORM R405 -2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Jun X Jul Aug Sep Oct Nov [ ] Dec Cooling Jan Feb ' ] Mar [ ] Apr [ ] May [X] Se Oct X; Nov X Dec Jan X Mar Apr May Venting Xl Jan f X� Feb X] Mar [ ] Apr ] May L 1 Jun Jul Aug Sep PX Oct X, Nov Dec Venting [ Feb [ ) [X] 11 L J —__ Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ('ND) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 68 68 Heating (WEH) AM 68 68 68 66 8 8 68 68 68 68 68 66 66 . • . i Page 5 of 5 1 12/18/2015 11:25 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software g 1 . FORM R405 -2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods • ADDRESS: 1853 Atlantic Beach Drive (Lot 50 AB) Permit Number: I Atlantic Beach , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 7 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour In Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood - burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. i R402.4.3 Fenestration air Ieakage.Windows, skylights and sliding glass doors shall have an air Infiltration rate of no more than 0.3 cfm per square foot (1.5 Us /m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us /m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. y( R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric- resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. [� R403.2.2 Sealing (Mandatory)All ducts, air handlers, and filter boxes and building cavities that form the primary air containment . / passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post- construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post - construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested, , at a pressure differential of 0.1 inches w.g. (25Pa) across the system, Including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler Is not Installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. I I i 12/18/2015 11:25 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 I • FORM R405 -2014 MANDATORY REQUIREMENTS - (Continued) R403.2.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. i R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. y R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105 °F (41°C) or below 55 °F (13 °C) shall be insulated to a minimum of R -3., 7 R403.3.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance, and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot -water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 5/ R403.4.4 Water heater efficiencies (Mandatory). Water heater efficiencies R403.4.4.1 Storage water heater temperature controls . R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100 °F to 140 °F (38 °C to 60 °C). . R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. N R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. . R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system, The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. i R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403,5.1 Whole -house mechanical ventilation system fan efficacy. Mechanical ventilation system fans shall meet the efficacy requirements of Table R403.5.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.5.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings In ASHRAE 62, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air- conditioned system make air shall be provided to conditioned space from attics, crawlspaces, attached closed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed spaces(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R -11 and the ceiling shall be insulated to a minimum or R -19, space permitting, or R -10 otherwise. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 7 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include Toads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. I 12/18/2015 11:25 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 1 FORM R405 -2014 MANDATORY REQUIREMENTS - (Continued) Y' R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water - source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load . calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi - family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida- registered engineer, in attached single- and multi - family units, the capacity of equipment may be sized In accordance with good design practice. 71 R403.6.1.2 Heating equipment capacity ' R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design • requirements calculated according to the procedure selected in Section R403.6.1. ' R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base Toad periods is utilized. ❑ R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403,8 Snow melt system controls (Mandatory). Snow and ice - melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55 °F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40 °F. ❑ R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI /APSP -15. The energy requirements for portable spas shall be in accordance with ANSI /APSP -14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance . with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. p R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24 -hour pump operations. 2. Where pumps are required to operate solar- and waste- heat - recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor- retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat lass. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site - recovered energy, such as a heat pump or ' solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps In permanently installed lighting fixtures shall be high - efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low - voltage lighting shall not be required to utilize high- efficacy lamps. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 8405. Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R -6. R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R -19. Where single assemby of the exposed deck and beam type or I 1 concrete deck roofs do not have sufficent space, R -10 is allowed. I 12/18/2015 11:25 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 I i I • • FORM R405 -2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Anastasia 3278 Left SW Builder Name: Toll Brothers, Inc. Street: 1853 Atlantic Beach Drive (Lot 50 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number. Owner: Toll Brothers, Inc. Jurisdiction: 261300 Design Location: FL, Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. 7/ Air - permeable insulation shall not be used as a sealing material. Ceiling /attic The air barrier in any dropped ceiling /soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window /door jambs and framing and skylights and 77 framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above - garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently 7 , attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or 7/ unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. /.. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower /tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. 7/ Electrical /phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 1 12/18/2015 11:25 AM EnergyGaugee USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 i FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Anastasia 3278 Left SW Builder Name: Toll Brothers, Inc. Street: 1853 Atlantic Beach Drive (Lot 50 AB) Permit Office: Atlantic Beach City, State, Zip: Atlantic Beach , FL , Permit Number: Design Location: FL, Jacksonville Jurisdiction: 261300 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: • R: CFM(50): Single or Multi Point Test Data 1 ELA: HOUSE PRESSURE FLOW: EqLA: - - - -- ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour In Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, If installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. _ 1 hereby certify that the above envelope leakage Where required by the code official,` 15 S T'�TC o. performance results demonstrate compliance testing shall be conducted by an ' k s' o rf with Florida Energy Code requirements in app roved third party. A written `f'' e' ` 1 o accordance with Section R402.4.1.2. report of the results of the test shall be signed by the third party * g O y • conducting the test and provided to ` 5 r= SIGNATURE: the code official. t 1'+o��G ; pD.g� PRINTED NAME: BUILDING OFFICIAL: DATE: DATE: 12/18/2015 11:25 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Softwar Page 1 of 1 . 14 c:Gr n Summary 5018 GrrsfSArr • y Date: 50 AB 15 Ilan 50211, arflrlg Project Summa Job: (Rest of House) By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 -278 -0339 Fax: 904 - 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Pro'ect Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Notes: The Anastasia I Desi • n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 ° F Daily range M Relative humidity 50 % Moisture difference 61 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 25516 Btuh Structure 19901 Btuh Ducts 3410 Btuh Ducts 4351 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 28925 Btuh Use manufacturer's data y Rate /swing multiplier 1.00 Infiltration Equipment sensible load 25252 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3469 Btuh Ducts 760 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft 2669 2669 Equipment latent load 4229 Btuh Volume (ft 27011 27011 Air changes /hour 0.23 0.12 Equipment total load 29481 Btuh Equiv. AVF (cfm) 103 55 Req. total capacity at 0.70 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier I Trade Trade Model CH14NB0360000A Cond CH14NB0360000A 1 AHRI ref 0 Coil FB4CNP036L AHRI ref 0 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47 °F Latent cooling 9900 Btuh Temperature rise 28 °F Total cooling 33000 Btuh Actual air flow 1100 cfm Actual air flow 1100 cfm Air flow factor 0.038 cfm /Btuh Air flow factor 0.045 cfm /Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O I Space thermostat Load sensible heat ratio 0.85 I Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. � 2016 - Jan -29 08:08:17 r wright:soft' Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 1 CCk ...Toll Brothers\Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW 1 . McGowan'' Job: 50 ABCC Project Summary Date: 12/18/15 +td r� up By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 -278 -0339 Fax: 904 - 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Notes: The Anastasia Desi • n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 6874 Btuh Structure 6162 Btuh Ducts 1129 Btuh Ducts 1511 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 8002 Btuh Use manufacturer's data y Rate /swing multiplier 1.00 Infiltration Equipment sensible load 13529 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 1337 Btuh Fireplaces 0 Structure Ducts 263 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft 609 609 Equipment latent load 2049 Btuh Volume (ft 5967 5967 Air changes /hour 0.52 0.28 Equipment total Toad 15578 Btuh Equiv. AVF (cfm) 51 28 Req. total capacity at 0.70 SHR 1.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade 14 SEER PURON HP Trade 14 SEER PURON HP Model CH14NB0180000A Cond CH14NB0180000A AHRI ref 0 Coil FB4CNP018L AHRI ref 0 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 12460 Btuh Heating output 17600 Btuh @ 47 °F Latent cooling 5340 Btuh Temperature rise 27 °F Total cooling 17800 Btuh Actual air flow 593 cfm Actual air flow 593 cfm Air flow factor 0.074 cfm /Btuh Air flow factor 0.077 cfm /Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.83 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2016- Jan -29 08:08:17 A--- " wr i g ht so ft . Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 2 ACC* ...Toll Brothers\Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW • N ee First Floor 3" Fan \r] 8x4 16x16 14" 411 'A 10x6 U\ 3" Fan 911 4ze 14x6 4 „ s " hers ^ h15 8 x 4 8x4 4" 1 6 7 x 12 breakfast 2 -way bar1 �i B ;droom 1''6'x E ° 3" Fa 10 4x8 4 1. 12 x 12 G m 6512 r` e l 6x10 2 -way •• °p 611 ,f 0° I otreat 7" p kitchen 24x18 6x12 14 16" 2 -way 8x4 41 1 4x8 :Bedroom 3 1 ■ , 10x6 ..fry: 4a110 611 Bat 1 dry 12x12 .J 10x6 13x10 r� " 10x mom ��i • it 1g^ Fp yer j pining Ilk M''PAli ... �:1 ... 14 x 6 PAMPA ; y 10x6 12x12 8 " 6" 10" Job #: 50 ABCC Scale: 1 : 125 McGowan's Heating & Air Conditioning Performed by Stephen Barber for: Page 1 Steve Marten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park, FI 32073 15.0.23 RSU12270 Ponta Vedra, FI 32081 Phone: 904 - 278 -0339 Fax: 904- 278 -0366 2016- Jan -29 08:09:03 Phone: (904) 217 -0739 Fax: (904) 814 -8173 www.mcgowansac.com korey ©mcgowansac.com ...nastasia 3278 Left Lot 50 AB.rup www.tollbrothers.com smerten @tollbrothersinc.com • iA_ Up :‘ 4 .. 3" t)8111 6x12 10x6 I 12x12 71. ; ■s,o,ws, 0 ,E 0 6x12 loftp 6x12 bea,a 18x18 14" 6x12 sts an;;- 7 Job #: 50 ABCC McGowan's Heating & Air Conditioning Scale: 1 : 125 Performed by Stephen Barber for: Page 2 Steve Merten 4850 Collins Road Comfort Builder by Wrightsoft 160 Cape May Ave. Orange Park, FI 32073 15.0.23 RSU12270 Ponte Vedra, FI 32081 Phone: 904- 278 -0339 Fax: 904 - 278 -0366 2016- Jan -29 08:09:03 Phone: (904) 217 -0739 Fax: (904) 814 -8173 www.mcgowansac.com korey @mcgowansac.com ...nastasia 3278 Left Lot 50 AB.rup www.tollbrothers.com smerten @tollbrothersinc.com Job: 50 ABCC rowan', Duct System Summary Date: 12/18/15 rrr�,iti,q &ntr Corfdf 4oriing (Rest of House) By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 -278 -0339 Fax: 904 - 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply / return available pressure 0.341 / 0.159 in H2O 0.341 / 0.159 in H2O Lowest friction rate 0.079 in /100ft 0.079 in /100ft Actual air flow 1100 cfm 1100 cfm Total effective length (TEL) 633 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 2 h 270 10 10 0.211 4.0 Ox 0 VIFx 21.2 140.0 st2 Bedroom 2 c 1423 51 65 0.081 6.0 Ox 0 VIFx 98.5 320.0 st6 Bedroom 3 h 2129 81 80 0.205 6.0 Ox 0 VIFx 26.0 140.0 st2 Dining c 1782 66 81 0.155 6.0 Ox 0 VIFx 34.6 185.0 st3 Foyer h 2025 77 77 0.212 6.0 Ox 0 VIFx 20.4 140.0 st2 Great Room -B c 2390 98 108 0.129 7.0 Ox 0 VIFx 44.5 220.0 st4 Great Room -C c 2390 98 108 0.122 7.0 Ox 0 VIFx 53.3 225.0 st4 Great Room -D c 2390 98 108 . 0.122 7.0 Ox 0 VIFx 53.3 225.0 st4 Ldry. c 667 28 30 0.221 5.0 Ox 0 VIFx 14.0 140.0 st2 Master Bath h 3335 127 65 0.093 6.0 Ox 0 VIFx 89.7 275.0 st5 Master Bedroom -A h 3406 130 123 0.098 8.0 Ox 0 VIFx 76.3 270.0 st5 Pantry h 366 14 9 0.159 4.0 Ox 0 VIFx 29.2 185.0 st3 Retreat -A c 1273 51 58 0.080 6.0 Ox 0 VIFx 106.9 320.0 st6 bath c 80 2 4 0.079 4.0 Ox 0 VIFx 106.6 325.0 st6 clst h 399 15 7 0.095 4.0 Ox 0 VIFx 89.8 270.0 st5 hers h 710 27 15 0.084 4.0 Ox 0 VIFx 95.0 310.0 st6 his c 79 2 4 0.084 4.0 Ox 0 VIFx 97.5 310.0 st6 study c 3252 126 148 0.204 8.0 Ox 0 VIFx 26.7 140.0 st2 we c 42 1 2 0.095 4.0 Ox 0 VIFx 87.5 270.0 st5 ACS 2016- Jan -29 08:08:17 ,'� wrightsoft 1 p Comfort Builder by W ghtsoft 15.0.23 RSU12270 Page 1 JA G....Toll Brothers'Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Typ e ( cfm ) ( cfm ) FR (fpm) (in) (in) Material Trunk st6 Peak AVF 132 145 0.079 328 9.0 0 x 0 VinIFIx st5 st5 Peak AVF 405 341 0.079 516 12.0 0 x 0 VinIFIx st4 st4 Peak AVF 698 666 0.079 653 14.0 0 x 0 VinIFIx st3 st3 Peak AVF 778 756 0.079 557 16.0 0 x 0 VinIFIx st2 st2 Peak AVF 1100 1100 0.079 622 18.0 0 x 0 VinIFIx Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb5 Ox 0 170 89 201.6 0.079 159 14.0 Ox 0 VIFx rt2 rt2 rb9 Ox 0 269 305 148.5 0.107 559 10.0 Ox 0 VIFx rt2 rb3 Ox 0 256 284 165.4 0.096 204 16.0 Ox 0 VIFx rb1 Ox 0 221 228 73.0 0.218 652 8.0 Ox 0 VIFx rsb2 Ox 0 184 194 106.5 0.149 557 8.0 Ox 0 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 695 678 0.079 393 18.0 0 x 0 VinIFIx 2016- Jan -29 08:08:17 ^�t� +14 wrightsoft• Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 2 AZ ...Toll BrotherstAnastasia 3278 Left Lot 50 AB.rup Cale = MJ8 Front Door faces: SW Duct System Summary Job: 50 ABCC McGowan's McGowan's uc y Y Date: 12/18/15 Hnvtinp& Dat Stephen Barber 4, McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 -278 -0339 Fax: 904 - 278 -0366 Email: korey@mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com 1 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply / return available pressure 0.289 / 0.211 in H2O 0.289 / 0.211 in H2O Lowest friction rate 0.169 in /100ft 0.169 in /100ft Actual air flow 593 cfm 593 cfm Total effective length (TEL) 295 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk bath 3 h 713 53 43 0.183 5.0 Ox 0 VIFx 18.0 140.0 st1 bed 4 c 1697 118 131 0.179 7.0 Ox 0 VIFx 21.5 140.0 st1 bed 4 -A c 1697 118 131 0.169 7.0 Ox 0 VIFx 26.0 145.0 st1 loft -B c 1617 124 125 0.172 7.0 Ox 0 VIFx 23.3 145.0 st1 loft -C c 1617 124 125 0.171 7.0 Ox 0 VIFx 24.1 145.0 st1 wic 4 -A h 746 55 38 0.173 4.0 Ox 0 VIFx 22.1 145.0 st1 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st1 Peak AVF 593 593 0.169 555 14.0 0 x 0 VinIFIx Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb4 Ox 0 233 206 124.5 0.169 427 10.0 Ox 0 VIFx rt1 rb2 Ox 0 361 387 121.5 0.173 362 14.0 Ox 0 VIFx rt1 2016- Jan -29 08:08:17 4 1— wrightsoft Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 3 AM ...Toll Brothers\Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 593 593 0.169 555 14.0 0 x 0 VinIFIx 2016- Jan -29 08:08:17 te '-, +id- wrightsof• Comfort Builder by Wrightsoft 15.0.23 RSU12270 Page 4 ck ...Toll Brothers\Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW Manual S Compliance Report Job: 50 ABCC Date: 12/18/15 4- wrightsoft First By: Stephen Barber McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 - 278 -0339 Fax: 904-278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Cooling Equipment Design Conditions Outdoor design DB: 99.2 °F Sensible gain: 24625 Btuh Entering coil DB: 75.8 °F Outdoor design WB: 80.2 °F Latent gain: 4300 Btuh Entering coil WB: 62.9 °F Indoor design DB: 75.0 °F Total gain: 28925 Btuh Indoor RH: 50% Estimated airflow: 1176 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB036 * * * *B +FB4CNP0 Actual airflow: 1176 cfm Sensible capacity: 25045 Btuh 102% of load Latent capacity: 5248 Btuh 122% of load Total capacity: 30293 Btuh 105% of load SHR: 83% Heating Equipment Design Conditions Outdoor design DB: 31.7 °F Heat loss: 29235 Btuh Entering coil DB: 69.6 °F Indoor design DB: 70.0 ° F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB036 * * ** B +FB4CNP036L Actual airflow: 1176 cfm o Capacity balance: 30 °F Output capacity: 26455 Btuh 90% of Toad Economic balance: -99 °F Supplemental heat required: 2779 Btuh Backup equipment type: Elec strip Manufacturer: Carrier Model: Actual airflow: 1176 cfm Output capacity: 8.0 kW 93% of load Temp. rise: 22 °F The above equipment was selected in accordance with ACCA Manual S. t, 2016 - Jan -28 19:18:51 wrighltsoft Right- Suite® Universal 2015 15.0.24 RS000000 Page 1 !P`% ...acobs \Desktop \Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW . Job: 50 ABCC Manual S Compliance Report Date: 12/18/15 u p By: Stephen Barber wrightsoft McGowan's Heating & Air Conditioning, Inc. 4850 Collins Road, Orange Park, FI 32073 Phone: 904 - 278 -0339 Fax: 904 - 278 -0366 Email: korey @mcgowansac.com Web: www.mcgowansac.com Project Information For: Steve Merten, Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, FI 32081 Phone: (904) 217 -0739 Fax: (904) 814 -8173 Web: www.tollbrothers.com Email: smerten @tollbrothersinc.com Cooling Equipment Design Conditions B: 75.8 °F Outdoor design DB: 99.2 °F Sensible gain: 7662 Btuh Entering Indoor design DB: 75.0 °F Total gain: 9266 Btuh Indoor RH: 50% Estimated airflow: 600 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB018 * * A +FB4CNF018L Actual airflow: 600 cfm Sensible capacity: 13295 Btuh 174% of load Latent capacity: 2251 Btuh 140% of load Total capacity: 15546 Btuh 168% of load SHR: 86% Heating Equipment Design Conditions Outdoor design DB: 31.7 °F Heat loss: 7998 Btuh Entering coil DB: 69.6 °F Indoor design DB: 70.0 °F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB018 * * A +FB4CNF018L Actual airflow: 600 cfm 1 anc ba Capacity l e: 16 °F Output capacity: 12945 Btuh 162% of Toad C Capaapa bale: -99 °F Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Carrier Model: Actual airflow: 600 cfm Output capacity: 5.0 kW 213% of Toad Temp. rise: 27 °F The above equipment was selected in accordance with ACCA Manual S. 2016- Jan -28 19:18:51 ee t, Page 2 1A rights a Right- Suite® • universal 2015 15.0.24 RSU00000 f ...acobs \Desktop \Anastasia 3278 Left Lot 50 AB.rup Calc = MJ8 Front Door faces: SW _ Building Component Supply, Inc. ' • B CS OFFICE COPY 4627 J.P. Hall Blvd. Suite 208 Green Cove Springs, FL 32043 BUILDING COMPONENT SUPPLY, INC. Tel: (904) 297 -9390 Re : 8821 TO Date: 12/22/15 Site Information: Project Customer: Toll Brothers Model Name : Anastasia Lot/Block: 050 Subdivision : Atlantic Beach Elevation : Coastal Site Address: Atlantic Beach St: FL Zip: Name Address and License # of Structural Engineer of Record, If there is one, for this building. Name: Lou Pontigo & Assoc. - Lou Pontigo P.E. License #: 53311 Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf Wind Code: MWFRS(Directional) /C -C hybrid Wind ASCE 7 -10 Wind Speed: 130 mph This package includes 80 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 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date [ Truss ID# Seal# No. Date Truss ID# Seal# _ No. Date Truss ID# Seal# 1 12/10/15 EJ01 A0082543 20 12/18/15 FG06 A0082562 39 12/18/15 T06 A0082581 2 12/10/15 EJ02 A0082544 21 12/18/15 FT01 A0082563 40 12/10/15 T07 A0082582 3 12/10/15 EJ03 A0082545 22 12/18/15 FT02 A0082564 41 12/10/15 TO8 A0082583 4 12/10/15 EJ04 A0082546 23 12/18/15 FT03 A0082565 42 12/10/15 T09 A0082584 5 12/10/15 EJO4A A0082547 24 12/08/15 GEB01 A0082566 43 12/10/15 T10 A0082585 6 12/10/15 EJ06 A0082548 25 12/10/15 HJO1 A0082567 44 12/11/15 T11 A0082586 7 12/18/15 F01 A0082549 26 12/10/15 HJO3 A0082568 45 12/11/15 T12 A0082587 8 12/18/15 F02 A0082550 27 12/18/15 PB01 A0082569 46 12/21/15 T13 A0082588 9 12/18/15 F03 A0082551 28 12/18/15 PB02 A0082570 47 12/21/15 T14 A0082589 10 12/18/15 F04 A0082552 29 12/21/15 PB03 A0082571 48 12/18/15 T15 A0082590 11 12/08/15 F05 A0082553 30 12/21/15 PB04 A0082572 49 12/18/15 T16 A0082591 12 12/18/15 F06 A0082554 31 12/18/15 PB05 A0082573 50 12/18/15 T17 A0082592 13 12/18/15 F07 A0082555 32 12/18/15 PB06 A0082574 51 12/18/15 T18 A0082593 14 12/18/15 F08 A0082556 33 12/18/15 PB07 A0082575 52 12/18/15 T19 A0082594 15 12/18/15 FG01 A0082557 34 12/10/15 TO1 A0082576 53 12/18/15 T20 A0082595 16 12/18/15 FG02 A0082558 35 12/10/15 T02 A0082577 54 12/18/15 T21 A0082596 17 12/18/15 FG03 A0082559 36 12/18/15 T03 A0082578 55 12/18/15 T22 A0082597 18 12/18/15 FG04 A0082560 37 12/18/15 T04 A0082579 56 12/18/15 T23 A0082598 19 12/18/15 FG05 A0082561 38 12/18/15 T05 A0082580 57 12/18/15 T24 A0082599 The truss drawing(s) referenced above have been prepared by MiTek Truss Design Engineer's Name: Julius Lee, PE Industries, Inc. under my direct supervision based on the parameters My license renewal date for the state of Florida is February 28, 2017. provided by Building Component Suppy, Inc. in Green Cove Springs, FL. \ ��1111111/ 1 11 Note: The seal on these drawings indicate acceptance of \\ \\ vS S K 11�, professional engineering responsibility solely for the truss J �� •. • " "' •. • , i components shown. The suitability and use of this component .:_:-••• \GENSF . �� for any particular building is the responsiblity of the building * • ---- desinger, per ANSI/TPI -1 Section 2. _ : ..• • 0 4869 _ 12/22/2015 = -0 : + r $ I (1 — W = � •.. STATE OF •• � • ••.gORIDP.•' c. •, "/ / /// ONIA\... \ 1109 COASTAL BAY Page 1 of 2 BOYNTON BEACH, FL 33435 4y 3 33m : b k Lllu t lh ! ttI i i . v, a§ w O E, a. 92.0a to D = L '0 .N (ll» a i a C a OO - f-° p toz '.c i P HdI O c r0 ; i1i fl h1 !Ju Ill Building Component Supply, Inc. B C S 4627 J.P. Hall Blvd. Suite 208 Green Cove Springs, FL 32043 BUILDING COMPONENT SUPPLY. INC. Tel: (904) 297-9390 Re : 8821 TO Date: 12/22/15 Site Information: Project Customer: Toll Brothers Model Name : Anastasia Lot/Block: 050 Subdivision : Atlantic Beach Elevation : Coastal Site Address: Atlantic Beach St: FL Zip: Name Address and License # of Structural Engineer of Record, If there is one, for this building. Name: Lou Pontigo & Assoc. - Lou Pontigo P.E. License #: 53311 Address: 420 Osceola Avenue , Jacksonville Beach, FL 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 /TPI2007 Design Program: 7.62 Apr 30 2015 Roof Load: 40.0 psf Floor Load: 55.0 psf Wind Code: MWFRS(Directional) /C -C hybrid Wind ASCE 7 -10 Wind Speed: 130 mph This package includes 80 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# I No. Date Truss ID# Seal# 58 12/18/15 T25 A0082600 77 12/18/15 T44 A0082619 59 12/18/15 T26 A0082601 78 12/21/15 T45 A0082620 60 12/21/15 T27 A0082602 79 12/18/15 T46 A0082621 61 12/18/15 T28 A0082603 80 12/21/15 T47 A0082622 62 12/18/15 T29 A0082604 63 12/18/15 T30 A0082605 64 12/18/15 T31 A0082606 65 12/18/15 T32 A0082607 66 12/18/15 T33 A0082608 67 12/18/15 T34 A0082609 68 12/18/15 T35 A0082610 69 12/18/15 T36 A0082611 70 12/18/15 T37 A0082612 71 12/18/15 T38 A0082613 72 12/21/15 T39 A0082614 73 12/21/15 T40 A0082615 74 12/21/15 T41 A0082616 75 12/21/15 T42 A0082617 76 12/18/15 T43 A0082618 The truss drawing(s) referenced above have been prepared by MiTek Truss Design Engineer's Name: Julius Lee, PE Industries, Inc. under my direct supervision based on the parameters My license renewal date for the state of Florida is February 28, 2017. provided by Building Component Suppy, Inc. in Green Cove Springs, FL. Note: The seal on these drawings indicate acceptance of Digitally signed by Julius professional engineering responsibility solely for the truss components shown. The suitability and use of this component \ ,,, 1 11 i I Lee for any particular building is the responsiblity of the building ,` . vs EN S l� ' D N: c =US, st= Florida, desinger, per ANSI/TPI -1 Section 2. ` .. F *. N 34869 * ; I= Boynton Beach, o= Julius U� .� Lee, cn= Julius Lee, SATE OF '•.f CO\� email= leeengr @aol.com %i`S7ONAL �•\, Date: 2015.12.22 10 :20 :30 - 05'00' Page 2 of 2 Job Truss Truss Type Qty Ply < < A00825431 8821T0 EJ01 Jack - Open 5 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:20 2015 Page 1 ID:FOp6ELx916x0g8badd DV nQyIfSU -Mqq H3ZGnIed 3h8znH ivL6bVyy ?I I45VEnc3nLvy6Tl1 1-8-0 1-8-0 Scale = 1:15.0 7.00112 2 I I 2x4 6#/_15# T1 , Q 56#/ -54# N E. i 29#/ -42# 4 2x4 11 3 LOADING (psf) SPACING- 2 - - CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -8 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 4= 60/0 -3 -8 (min. 0 -1 -8), 2 =43 /Mechanical, 3 =17 /Mechanical Max Horz4 =78(LC 12) Max Uplift4= -15(LC 10), 2= -54(LC 12), 3= -42(LC 12) Max Grav4 =60(LC 1), 2 =56(LC 17), 3 =29(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4= -47/8, 1- 2= -48/41 BOT CHORD 3 -4 =0 /0 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 4, 54 Ib uplift at joint 2 and 42 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. LOAD CASE(S) Standard Job Truss Truss I ype Qty Ply s A0062544 8821T0 EJ02 Half Hip Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:21 2015 Page 1 ID: FOp6ELx916xOg8badd DV nQylfS U- g00fGvH P3yIwJ HYzrPQafo27d PeJ pYI NOGoLtMy6TIO 2 -0-0 3 -0-0 2 -0-0 1 -0 -0 NAILED Scale: 3/4 " =1' 7.00 12 2 3x6 - 3 7 L 2x4 71N-74# 1 ►= 6 4 NAILED 48#1 -57# 5 0- 3- 8(0-28) 107#/ -39# 2-0-0 3 -0-0 1 _ 2-0-0 1 -0-0 Plate Offsets (X,Y)— [2:0- 3 -0,0 -1 -12] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 3 =71 /Mechanical, 5= 107/0 -3-8 (min. 0 -1 -8), 4= 32/Mechanical Max Horz 5 =87(LC 8) Max Uplift3= -74(LC 8), 5= -39(LC 8), 4= -57(LC 8) Max Grav3 =71(LC 29), 5= 107(LC 1), 4 =48(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 43/30, 2- 3 =0/0, 1- 5= -83/29 BOT CHORD 5- 6 =0/0, 4 -6 =0/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left exposed; porch left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 3, 39 Ib uplift at joint 5 and 57 Ib uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3 -10d (0.148 "x3 ") or 2 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -60, 2- 3 =-60, 4 -5 = -20 Concentrated Loads (Ib) Vert: 2 =14(B) 6 = -0(B) Job Truss Truss Type Qty Ply A0082545 8821T0 EJ03 Jack -Open 8 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:21 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- gOOfGvH P3yIwJHYzrPQafo26GPcupYINOGoltMy6TIO 3 -0 -0 3 -0 -0 Scale = 1:18.8 2 7.00112 '1 112#/-21# 90#/ -78# 0- 3- 8(0 -1 -8) 2x4 II r: o rs 1116.11 '1 11 54#/-51# 4 3 3x4 11 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 4= 112/0 -3 -8 (min. 0 -1 -8), 2 =79 /Mechanical, 3 =33 /Mechanical Max Horz4= 108(LC 12) Max Uplift4= -21(LC 8), 2= -78(LC 12), 3= -51(LC 12) Max Grav4= 112(LC 1), 2 =90(LC 17), 3 =54(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 88/24, 1- 2= -73/61 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 4, 78 Ib uplift at joint 2 and 51 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply - A0082546 8821T0 EJ04 Jack- Closed 19 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:21 2015 Page 1 I D: FOp6 ELx916xOg8baddDVnQyIfSU- g00fGvH P3yIwJHYzrPQafo25vPdapYINOGoLtMy6TIO 3 -6-0 3 - 6 - 0 2x4 II Scale = 1:20.2 3 7.00 12 2 2x4 II • , • B1 • 'I ICA 5 160#/ -103# 0- 53(641-81 4 II 123#/0# 2x4 Plate Offsets (X,Y)— [6:0- 2 -0,0 -1 -0) LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 123/0 -5-8 (min. 0 -1 -8), 5= 135 /Mechanical Max Horz 6= 121(LC 12) Max Uplift5=- 103(LC 12) Max Grav6= 123(LC 1), 5= 160(LC 17) FORCES. (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 97/35, 1- 2=- 61/39, 2- 3 = -3/0, 2 -5 =- 154/136 BOT CHORD 5-6 =- 39/41, 4 -5 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) 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) 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 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ib uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 9 A0082547 8821T0 EJ04A Monopitch Supported Gable 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:21 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- g0OfGvH P3yIwJHYzrPQafo25PPdCpYINOGoLtMy6TIO 3-6-0 3-6-0 2x4 II Scale = 1:20.2 3 7.00 12 2 2x4 II • 1 • B1 • 5 4 � 19 2x4 5#/188845# 1 20 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 5= 119/3 -6 -0 (min. 0 -1 -8), 3 =- 45/3 -6-0 (min. 0 -1-8), 4= 189/3 -6-0 (min. 0 -1 -8) Max Horz 5= 122(LC 12) Max Uplift3= -45(LC 1), 4=- 128(LC 12) Max Grav5= 119(LC 1), 3 =18(LC 12), 4= 205(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -5 =- 96/33, 1- 2=- 64/37, 2 -3 =- 33/30, 2-4 =- 196/172 BOT CHORD 4 -5= -44/48 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Comer(3) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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 nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 3 and 128 Ib uplift at joint 4. 9) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply • r A0082548 8821T0 EJ06 Jack -Open 4 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:21 2015 Page 1 ID: FOp6 ELx916x0g8badd DVnQyIfS U- g0OfGvH P3yIwJ HYzrPQafo2x7 PbH pYI NOGoLtMy6TI0 6 -2-8 6 -2-8 Scale = 1:34.6 406#/ -182# 2 1 , 1 7.00 12 0- 5- 8(0 -1 -8) 6 5 5x6 II 1 • A 97#/0# 4 3 3x4 II Plate Offsets (X,Y)— [4:0- 2 -0,0 -0-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.04 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.11 3-4 >686 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 4= 367/0 -5-8 (min. 0 -1 -8), 2 =68 /Mechanical, 3 =45 /Mechanical Max Horz4= 132(LC 19), 2= 238(LC 12) Max Uplift4=- 182(LC 12), 2= -16(LC 10) Max Grav4= 406(LC 17), 2 =68(LC 1), 3 =97(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 4=- 413/303, 1 -5 =- 397/283, 5 -6 =- 367/295, 2-6 =- 361/307 BOT CHORD 3 -4 =0/0 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 6 -1 -12 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) 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 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint 4 and 16 Ib uplift at joint 2. 6) Non Standard bearing condition. Review required. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply , c A0082549 882110 F01 Floor 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:22 2015 Page 1 ID:FOp6ELx916x0g8badd DV nQylfSU -I Dy1 TFI2gFtnwR7907xpB0a6 ?ooHYn9XFwYu Poy6T1? 0 -1 -8 H 1 -3-0 1 -7-4 1 0 -7 -8 1-4-4 Scale: 1/2 " =1' Special Special 5x6 = Special Special 1.5x3 = 4x6 = 3x4 = 1.5x3 II 3x4 = 3x6 = 4x6 = 5x6 = 1 2 Special 3 Special 4 5 Special 6 7 8 T1 im 1 ` �� . III %� 4I jW4O ..ftw, A i 9 - , i / 16 15 14 13 12 11 10 1280 # /0# 4x6 = 5x6 = 4x6 = 1.5x3 H 3x4 = 3x4 = 4x6 = 5x6 = 3x4 I' 0- 3- 8(0 -1 -8) 1589 # /0# USP THD46 5-4 -8 6 -2 -2 6 -11 -12 10-4 -4 14 -7 -0 5-4 -8 0 -9 -10 0 -9 -10 3-4 -8 4 -2 -12 Plate Offsets (X,Y) -- [1:Edge,0 -1 -8], [3:0-1-8,Edqe], [13:0- 1- 8,Edge], [16:0-2-8,Edqe], [17:Edge,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.12 12 -13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.39 12 -13 >439 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.07 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 80 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 4-4 -14 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 17= 1589/0 -3 -8 (min. 0 -1 -8), 9= 1240 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 17- 18=- 1585/0, 1 -18 =- 1583/0, 8 -9 =- 1235/0, 1 -2 =- 1550/0, 2 -3 =- 3633/0, 3-4 =- 4432/0, 4 -5 =- 4432/0, 5 -6 =- 4087/0, 6 -7 =- 3500/0, 7 -8 =- 1276/0 BOT CHORD 16 -17 =0/82, 15- 16= 0/2918, 14- 15= 0/4432, 13- 14= 0/4432, 12- 13= 0/4550, 11- 12= 0/3500, 10- 11= 0/2409, 9- 10 =0/0 WEBS 6 -11 =- 886/0, 1 -16= 0/1995, 2 -16 =- 1903/0, 2 -15= 0/994, 3 -15 =- 1148/0, 3 -14= 0/233, 6 -12= 0/781, 5 -12 =- 682/0, 5 -13 =- 425/172, 4 -13 =- 124/201, 8 -10= 0/1698, 7 -10 =- 1576/0, 7 -11= 0/1410 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Special hanger(s) or other connection device(s) shall be provided starting at 0 -2-4 from the left end to 10 -4-4 sufficient to connect truss(es) (1 ply 2x4 SP) to front face of top chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9- 17 = -10, 1-6= -224, 6 -8= -100 1 1 Job Truss Truss Type Qty Ply A0082550 882170 F02 Floor 3 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:22 2015 Page 1 ID :FOp6ELx916x0g8baddDVnQyIfSU -I Dy1 TFI2gFtnwR7907xpB0a8sor2YsQXFwYuPoy6TI? 0 -1-8 H 1 1-3-0 I 1 -7-4 f 0 -7 -8 I 1-4-4 1 Scale = 1:23.7 • 4x6 = Special 1.5x3 = 1.5x3 11 3x = 4x6 = 1 2 3 4 5 6 7 8 T1 18 �� Nom line NIIE ra \ NWT diMI1160110! ‘ , . AL... . \14veli ,.. t / 16 15 14 13 12 11 10 9&5#/0# 4x6 = 1.5x3 11 3x6 = 4x6 = 0- 3- 8(0 -1 -8) 853/0a USP THD46 5-4-8 I 6-2 -2 1 6 -11 -12 1 10-4-4 14 -7-0 5-4-8 0 -9 -10 0 -9-10 3-4-8 4 -2 -12 Plate Offsets (X,Y) -- [1:Edge,0 -1-8], [3:0- 1- 8,Edge], [7:0-1-8,Edqe], [13:0- 1- 8,Edge] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.16 12 -13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.25 12 -13 >687 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 80 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 - 0 - 0 oc bracing. REACTIONS. (Ib /size) 17= 853/0 - (min. 0 -1 -8), 9= 965 /Mechanical • FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 17 -18 =- 852/0, 1 -18 =- 851/0, 8 -9 =- 961/0, 1 -2 =- 851/0, 2 -3 =- 2051/0, 3-4 =- 2605/0, 4 -5 =- 2605/0, 5 -6 =- 2705/0, 6 -7 =- 2527/0, 7 -8= -968/0 BOT CHORD 16 -17 =0/44, 15- 16= 0/1586, 14- 15= 0/2605, 13- 14= 0/2605, 12- 13= 0/2783, 11- 12= 0/2527, 10- 11= 0/1820, 9- 10 =0 /0 WEBS 6 -11 =- 578/0, 1 -16= 0/1097, 2 -16 =- 1022/0, 2 -15= 0/647, 3 -15 =- 814/0, 3 -14 =- 15/263, 6 -12= 0/254, 5 -12 =- 237/35, 5 -13 =- 545/176, 4 -13 =- 110/280, 8 -10= 0/1288, 7 -10 =- 1185/0,7 -11 =0/914 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9- 17 = -10, 1 -8= -100 Concentrated Loads (Ib) Vert: 6= -248 Job russ runs ype Sty • y , 'A008255111 8821T0 F03 Floor 1 1 Job Reference (optional) 1 Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:23 2015 Page 1 ID:FOp6ELx9I6x0g8badd DVnQyIfSU -mPW PhbJgbZ ?eYbiLygS2kD7JpCBDH IFgTZHRyEy6T1_ 0 -1 -8 H 1 -3-0 1 -7-4 1 0 -7 -8 - I 1-4-4 Scale = 1:23.7 4x6 = Special Special 1.5x3 = 1.5x3 I I 3x6 = 4x6 = 1 2 3 4 5 6 7 Special 8 T1 18 r ` W Aigih6. -N i rIS im z, %u v fil. SIM I di Ali ih r . 16 15 14 13 12 11 10 1223 # /0# 4x6 = 1.5x3 II 3x6 = 4x6 = 0- 3- 8(0 -1 -8) USP THD46 855#/0# 5-4 -8 6 -2 -2 6 -11 -12 10-4 -4 14 -7 -0 1 5-4 -8 0 -9 -10 0 -9 -10 3-4 -8 4 -2 -12 Plate Offsets (X,Y)— [1:Edge,0 -1 -8], [3:0- 1- 8,Edge], [13:0- 1- 8,Edge] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.12 12 -13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.27 12 -13 >632 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) I Weight: 80 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (lb /size) 17= 855/0 -3 -8 (min. 0 -1 -8), 9= 1223 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 17 -18 =- 853/0, 1 -18 =- 852/0, 8 -9 =- 1218/0, 1 -2 =- 853/0, 2 -3 =- 2057/0, 3 -4 =- 2614/0, 4 -5 =- 2614/0, 5 -6 =- 2719/0, 6 -7 =- 2542/0, 7 -8 =- 1110/0 BOT CHORD 16 -17 =0/44, 15- 16= 0/1590, 14- 15= 0/2614, 13- 14= 0/2614, 12- 13= 0/2794, 11- 12= 0/2542, 10- 11= 0/2093, 9- 10 =0/0 WEBS 6 -11 =- 366/0, 1 -16= 0/1100, 2 -16 =- 1025/0, 2 -15= 0/650, 3 -15 =- 818/0, 3 -14= 0/264, 6 -12= 0/235, 5 -12 =- 143/37, 5 -13 =- 550/47, 4 -13 =- 41/283, 8 -10= 0/1477, 7-10=-1367/0, 7-11=0/580 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Special hanger(s) or other connection device(s) shall be provided starting at 10 -4-14 from the left end to 14 -5 -8 sufficient to connect truss(es) (1 ply 2x4 SP) to front face of top chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9- 17 = -10, 1-6= -100, 6 -8= -224 Job Truss Truss Type Qty Ply ' A0082552 8821T0 F04 For - 4 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:23 2015 Page 1 I D: FOp6ELx916x0g8badd DV nQylfSU -m P W PhbJgbZ ?eYbiLyq S2kD7 MjC7sH LcgTZH RyEy6TL_ 0-1 -8 H I 1 -3-0 I 1 1 - 11-3 I a�7� Scale = 1:23.7 4x6 = 1.5x3 = 4x6 = 1 2 3 4 5 6 7 T 9 17 i rlirrialliMipir• IC li _ 41641, ■MIMINNINMIM k v .....4 :. ..... A N II IIIV..... 'Wargo 27 - __ __ . It W . ti 15 14 13 12 11 10 9 7✓fh#/0# 4x6 = 1.5x3 11 1.5x3 11 4x6 0- 3- 8(0 -1 -8) 782#/0# USP THD46 5-4-8 6-4-4 1 7-4-0 1 14 -7-0 5-4-8 0 -11 -12 0 - 11 - 12 7-3-0 Plate Offsets (X,Y)— [1:Edge,0 -1-8], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.15 11 -12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.23 11 -12 >742 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 77 Ib FT = 20 %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 BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 2 -2 -0 oc bracing: 12 -13. REACTIONS. (Ib /size) 16= 782/0 -3-8 (min. 0 -1 -8), 8= 788 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 16 -17 =- 780/0, 1 -17 =- 779/0, 7 -8 =- 783/0, 1 -2 =- 772/0, 2 -3 =- 1821/0, 3-4 =- 2267/0, 4 -5 =- 2283/0, 5 -6 =- 1824/0, 6 -7= -770/0 BOT CHORD 15 -16 =0/40, 14- 15= 0/1438, 13- 14= 0/2267, 12- 13= 0/2267, 11- 12= 0/2267, 10- 11= 0/2178, 9- 10= 0/1448, 8 -9 =0/0 WEBS 1 -15= 0/995, 2 -15 =- 926/0, 2 -14= 0/533, 3 -14 =- 682/0, 3 -13= -42/235, 7 -9= 0/1025, 6 -9 =- 943/0, 6 -10= 0/523, 5 -10 =- 491/0, 5 -11= 0/296, 4 -11 =- 283/253, 4 -12 =- 313/97 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss truss Type Qty Ply A0082553 882170 F05 Floor Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:24 2015 Page 1 ID: FOp6 ELx916x0g 8badd DV nQylfSU- Fb3nuxJl Mt7VAI HY WXzH H RgS7cVYOngq i D 1 ?Tgy6THz 0 -1-8 H I 1 -3-0 I 1 -11-4 I 1-4 -12 Scale = 1:23.7 4x6 = MSH422 1.5x3 = 3x6 = 3 6 = 4x6 = 1 2 3 ; 5 6 7 111161117/14MbAdillE Y 15 14 13 12 11 10 9 8981 # /0# 4x6 = 1.5x3 11 3x6 = 4x6 = 0- 3- 8(0 -1 -8) 844#/0# 6-5-10 7-6-12 6- 5 -0� 0-111- 100 -8-12 7-3-12 a 1 9-0-12 15-6-4 0-0-12 0-1-8 Plate Offsets (X,Y)— [1:Edge,0 -1-8], [3:0-1-8,Edqe], [4:0-1-8,Edqe], [12:0-1-8,Edqe] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.20 11 -12 >863 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.31 11 -12 >562 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 81 Ib FT = 20 %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 BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS. (Ib /size) 16= 844/0 -3-8 (min. 0 -1 -8), 8= 891 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 16 -17 =- 843/0, 1 -17 =- 842/0, 7 -8 =- 886/0, 1 -2 =- 841/0, 2 -3 =- 2021/0, 3-4 =- 2590/0, 4 -5 =- 2588/0, 5-6 =- 2142/0, 6 -7= -890/0 BOT CHORD 15 -16 =0/44, 14- 15= 0/1564, 13 -14= 0/2590, 12- 13= 0/2590, 11- 12= 0/2708, 10 -11= 0/2708, 9- 10= 0/1674, 8 -9 =0 /0 WEBS 5-11= 0/168, 1 -15= 0/1084, 2 -15 =- 1005/0, 2 -14= 0/636, 3 -14 =- 859/0, 3 -13= 0/301, 5 -12 =- 392/103, 4 -12= -92/0, 7 -9= 0/1185, 6 -9 =- 1090/0, 6 -10= 0/650, 5 -10= -724/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Use USP MSH422 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 9 -0 -12 from the left end to connect truss(es) F07 (1 ply 2x4 SP) to front face of top chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 8- 16 = -10, 1 -7= -100 Concentrated Loads (Ib) Vert: 5=- 164(F) Job Truss Truss Type Qty Ply . 1 A0082554 8821T0 F06 Floor 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:24 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- Fb3nuxJ1 Mt7VAIHYWXzHHRgZ3cc5OtZgi D1 ?Tgy6THz 1 -3-0 I I 0 -10-8 I 3x6 = Scale = 1:10.5 1 3x6 = 21.5x3 11 3 3x4 = 4 T1 W1W1 w 2 Wiwi v L _ BI 1.5x3 H 3x4 = 9 8 7 6 5 3x4 = 282 # /0# 282 # /0# 3x4 11 3x4 USPTHD46 1-7-8 I 2-0 -12 I 2-6-° 3 -108 I 548 USP MSH422 1 -7-8 0 -5-4 0 -5-4 1 -4-8 1-6-0 Plate Offsets (X,Y)— [3:0- 1- 8,Edge], [5:Edqe,0-1-81, [8:0- 1- 8,Edge], [9:Edge,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.02 6 -7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.03 6 -7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 33 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4 -8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 9= 282 /Mechanical, 5= 282 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -9 =- 300/0, 4 -5 =- 283/0, 1 -2 =- 302/0, 2 -3 =- 302/0, 3-4= -188/0 BOT CHORD 8- 9 = -0/0, 7- 8= 0/302, 6- 7= 0/302, 5 -6 =0/0 WEBS 4 -6= 0/250, 1 -8= 0/394, 3 -6 =- 155/0, 2 -8 =- 141/0, 3 -7= -129/1 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job truss Truss Type Qty Ply A0082555 8821T0 F07 Floor Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:24 2015 Page 1 ID:FOp6ELx916x0g8badd DV nQylfSU- Fb3nuxJIMt7VAIHYWxzHHRgegcfJot4giD 1 ?Tgy6THz 0 -1-8 3x6 = H 3x4 = 1-3-0 2 1.5x 0-0 3 .5x3 I I 4 MS -422 Scale = 1:9.1 ■- .111.11111 9 ,, N I ■ r. o . ❖. 3x4 = 3x4 = 7 6 5 264 # /0# 3x4 = 3x4 II 0- 3- 8(0 -1 -8) 1 -7-8 1 -10-0 2 -0-8 3-6-4 • t1::: 422 1 -7-8 0 -2 -8 0 -2-8 1 -5 -12 0 -1 -1 Plate Offsets (X,Y)— [6:0- 1- 8,Edge]P! 8,Edge] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7 -8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.01 7 -8 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 25 Ib FT = 20 %F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3 -8 -0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 8= 287/0 -3 -8 (min. 0 -1 -8), 5= 264 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 8 -9 =- 274/0, 1 -9 =- 273/0, 4 -5 =- 264/0, 1 -2 =- 249/0, 2 -3 =- 249/0, 3-4= -249/0 BOT CHORD 7 -8 =0/14, 6- 7= 0/249, 5 -6 =0/0 WEBS 1- 7= 0/313, 2 -7 =- 238/0, 4- 6= 0/325, 3 -6= -158/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Use USP MSH422 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 1 -9 -12 from the left end to connect truss(es) F06 (1 ply 2x4 SP) to front face of top chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 5- 8 = -10, 1 -4= -100 Concentrated Loads (Ib) Vert: 2=- 182(F) Job Truss Truss Type Qty Ply r 4 A0082556 882170 FO8 Floor 3 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:24 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- Fb3nuxJIMt7VAIHYWXzHHRgYQcW30pvgiD1 ?Tgy6THz 0 -1 -8 H 1 -4-15 1 -3-0 I 1 -3 -1 Scale = 1:22.2 Special 1.5x3 = 1.53 = 3x6 = 1i 23x6= 3 4 5 6 7 T1 18` Y � 1+ q II 17 • MEM :Mr NM Wir N_Ir IP; U g 16 ?� 14 13 12 11 10 9 625#/0# 1.5x3 11 3x6 = 1.5x3 11 1.5x3 11 0- 3- 8(0 -1-8) 1403#/0# USP THD46 1 -7 -15 1 3 -1 -15 5-7 -15 7 -0-7 7 -8 -0 8 -3 -8 9 -8-0 12 -2-0 13-8-0 1 -7 -15 0-1-8 1-4-8 I 2-6-0 I 1-4-8 1 0 -7 -8 1 0 -7 -8 1 1 -4-8 2-6-0 1-6 -0 Plate Offsets (X,Y)— [4:0- 1- 8,Edge], [5:0-1-8,Edqe], [14:0- 1- 8,Edge] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (Ioc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.06 10 -11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.09 10 -11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014fTPI2007 (Matrix) Weight: 75 Ib FT = 20 %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 BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 14-15,13-14. REACTIONS. (Ib /size) 8= 566 /Mechanical, 15= 1403/0 -3-8 (min. 0 -1-8) Max Grav8= 625(LC 4), 15= 1403(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 16- 17 =0 /4, 17 18 =0/4, 1- 18 =0 /4, 7-8 =- 619/0, 1- 2= 0/751, 2- 3=- 434/508, 3-4 =- 1220/144, 4 -5 =- 1466/0, 5-6 =- 1294/0, 6- 7= -587/0 BOT CHORD 15- 16 = -0/0, 14 -15 =- 751/0, 13 -14 =- 309/971, 12- 13= 0/1466, 11- 12= 0/1466, 10- 11= 0/1466, 9- 10= 0/1100, 8 -9 =0 /0 WEBS 2 -15 =- 829/0, 1 -15 =- 941/0, 7 -9= 0/782, 2 -14= 0/885, 6 -9 =- 713/0, 3 -14 =- 816/0, 6 -10 =- 27/290, 3 -13= 0/456, 5-10 =- 322/112, 4 -13 =- 550/0, 4 - 12 = - 81/196, 5- 11=- 176/101 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 8- 16 = -10, 1 -7= -100 Concentrated Loads (Ib) Vert: 1= -500 Job Truss Truss Type Qty Ply f r A0082557 8821T0 FG01 Flat Girder 1 3 'Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:25 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- jndA6H Kw7AFMovsk4FV W peCcjOn WI84zxtmY ?7y6THy 1 -9 -11 5 -9 -10 9 -9 -9 13 -9 -8 18 -3 -6 22 -9 -5 1 -9 -11 3 -11 -15 3 -11 -15 3 -11 -15 4 -5 -15 4 -5 -15 Scale = 1:39.7 Special THD26 THD26 THD26 Special 4x5 = THD26 4x6 = 3x4 = 4x10 = 2x4 II 4x6 = 6x8 = 1THD26 2 5x8 - THD26 3 THD26 THD26 4 17 5 18 6 THD26 THD26 7 THD26 8 mil l = 1 11 171,.. 11 1 _ 11 1 11 ; 11 1 .-II 11 v il-7 w�. 41tkl . 1 11 11 11 _ RR 11 11 11 111 1"1 I1 11 I 16 19 IL 20 21 14 13 22 12 23 24 11 25 26 10 27 28 11470 # / -3427# 2x4 I I 7x6 = NAILED 5x10 MT20HS= NAILED NAILED = NAILED 410 = NAILED 6x8 = NAILED 8x14 M18SHS I I NAILED NAILED 8x10 = NAILED THD26 NAILED NAILED 0- 3- 8(0 -5 -1) NAILED NAILED NAILED 12946 # / -3830# Special 1 -9 -11 , 5 -9 -10 9 -9 -9 13 -9 -8 18 -3 -6 22 -9 -5 1 -9 -11 I 3 -11 -15 3 -11 -15 3 -11 -15 4 -5 -15 4 -5 -15 Plate Offsets (X,Y) -- [2:0- 2- 4,0- 1 -12], [3:0- 2- 4,0 -1 -8], [7:0 -2- 12,0 -1 -8], [8:0 -2- 12,0 -2-4], [9:Edge,0 -3 -8], [10:0 -2- 12,0 -2 -4], [11:0- 2- 8,0 -1 -8], [12:0 -1- 12,0- 1 -12], [14:0- 3- 8,0 -4 -8], [15:0- 3- 0,0 -4 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.21 11 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.43 11 -12 >575 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.94 Horz(TL) 0.06 9 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 520 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -3 -8 oc purlins, except BOT CHORD 2x6 SP No.2 *Except* end verticals. B2: 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 *Except* W1,W5: 2x4 SP No.2, W4: 2x4 SP No.1, W6: 2x4 SP SS REACTIONS. (Ib /size) 9= 11470 /Mechanical, 15= 12946/0 -3 -8 (req. 0 -5 -1) Max Uplift9=- 3427(LC 5), 15=- 3830(LC 4) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -16 =- 363/115, 1 -2 =- 155/45, 2 -3 =- 11671/3420, 3-4 =- 18498/5418, 4 -17 =- 19947/5917, 5 -17 =- 19947/5917, 5 -18 =- 19947/5917, 6 -18 =- 19947/5917, 6 -7 =- 19947/5917, 7 -8 =- 13406/3973, 8 -9 =- 11144/3262 BOT CHORD 16- 19= -6/22, 15- 19= -6/22, 15 -20 =- 45/155, 20- 21=- 45/155, 14- 21=- 45/155, 13 -14 =- 3420/11671, 13 -22 =- 3420/11671, 12 -22 =- 3420/11671, 12 -23 =- 5418/18498, 23- 24=- 5418/18498, 11 -24 =- 5418/18498, 11 -25 =- 3973/13406, 25 -26 =- 3973/13406, 10 -26 =- 3973/13406, 10 -27 =- 53/181, 27 -28 =- 53/181, 9 -28 =- 53/181 WEBS 1 -15 =- 85/282, 2 -15 =- 12249/3530, 2 -14= 4281/14576, 3 -14 =- 8947/2534, 3 -12 =- 2592/8641, 4 -12= 4841/1358, 4 -11 =- 648/2137, 6 -11 =- 3719/1012, 7 -11 =- 2392/7947, 7 -10 =- 9062/2572, 8 -10= 4815/16243 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc, Except member 6 -11 2x4 - 1 row at 0 -5 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 9, 15 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3427 Ib uplift at joint 9 and 3830 Ib uplift at joint 15. 12) Load case(s) 1, 2, 12 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 0 -7 -9 from the left end to 20 -7 -9 to connect truss(es) (1 ply 2x4 SP) to front face of top chord. Continued on page 2 Job Truss Truss Type Qty Ply r A0082557 8821T0 FG01 Flat Girder 1 3 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:25 2015 Page 2 I D:FOp6ELx916xOg8badd DVnQyIfSU- jndA6H Kw7AFMovsk4FV WpeCcjOn WI84zxtmY ?7y6THy NOTES - 15) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 13 -9 -8 from the left end to connect truss(es) (1 ply 2x4 SP) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 18) Special hanger(s) or other connection device(s) shall be provided starting at 0 -1 -12 from the left end to 22 -7 -9 sufficient to connect truss(es) (1 ply 2x4 SP) to front face of top chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (p10 Vert: 1 -8= -924, 9- 16 = -20 Concentrated Loads (Ib) Vert: 16 = -1(F) 9=- 135(F) 13=- 115(F) 11=- 1795(F= -1426, B = -369) 19=- 115(F) 20=- 115(F) 21=- 115(F) 22=- 115(F) 23=- 115(F) 24=- 115(F) 25=- 115(F) 26=- 115(F) 27=- 115(F) 28=- 115(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -8= -820, 9- 16 = -20 Concentrated Loads (Ib) Vert: 16 = -1(F) 9=- 119(F) 13= -99(F) 11=- 2394(F= -1248, B= -1147) 19= -99(F) 20= -99(F) 21= -99(F) 22= -99(F) 23= -99(F) 24= -99(F) 25= -99(F) 26= -99(F) 27= -99(F) 28= -99(F) 12) Dead: Lumber Increase =0.90, Plate Increase =0.90 Plt. metal =0.90 Uniform Loads (plf) Vert: 1 -8= -507, 9- 16 = -20 Concentrated Loads (Ib) Vert: 16=- 1(F)9= -73(F) 13= -53(F) 11=- 2119(F= -713, B= -1406) 19=- 53(F)20=- 53(F)21= -53(F) 22= -53(F) 23=- 53(F)24=- 53(F)25= -53(F) 26= -53(F) 27= -53(F) 28= -53(F) Job Truss Truss Type Qty Ply t { A0082558 8821 TO FG02 FLOOR 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:26 2015 Page 1 ID: FOp6ELx916x0g8badd DVnQyIfSU- B_BYJd LYuUN DP3Rwdy0IMslz_Q IMUg I69XW6XZy6THx 1 3-6-4 7 -0 -8 3-6-4 3 -6 -4 Scale = 1:13.0 3x8 = 1 3x8 = 22x4 11 3 T1 • • W1 W2 W7 W2 W1 THD26 THD26 THD26 1426 # /0# 5 426#/0# 4x10 = 2x4 H 2x4 11 THD26 THD26 USP THD26 -2 USP THD26 -2 3 -6-4 7 -0 -8 3 -6-4 3 -6-4 LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /def L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.04 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.06 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix -M) Weight: 78 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 6= 1426 /Mechanical, 4= 1426 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 875/0, 1 -2 =- 2505/0, 2 -3 =- 2505/0, 3-4= -875/0 BOT CHORD 5- 6 =0/0, 4 -5 =0/0 WEBS 1- 5= 0/2604, 2- 5=- 349/0, 3- 5= 0/2604 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc. 2) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) "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 at their outer ends or restrained by other means. 6) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 0 -1 -12 from the left end to 6 -10 -12 to connect truss(es) (1 ply 2x4 SP) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -100, 4- 6=- 322(F = -312) Job truss Truss Type Qty Ply . A0082559 8821T0 FG03 FLOOR 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:26 2015 Page 1 I D: FOp6ELx916x0g8baddDVnQylfSU- B_BYJdLYuU NDP3Rwdy0IMsIuVQFaUiC69XW6XZy6THx 3 -6 -12 7 -1-8 3 -6 -12 3 -6 -12 2x4 H Scale = 1:15.8 1 3x4 = 2 3 5x8 = Zl BL1 W W2 W1 W3 W1 3x6 = 9 8 N El It I I O JUS24 THD26 THD26 9 Special 5 10 4 4x10 — 2x4 II 2x4 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 11100 # /0# 3-6-12 3-6-12 1:30 #1b# Plate Offsets (X,Y) -- [ 1:0 -1- 12,0 -1- 8],[3:0- 1- 8,0 -3 -0] LOADING (psf) SPACING 2 - - CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.02 5 -6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.03 5 -6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix -M) Weight: 90 Ib FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb /size) 6= 1808/0 -3 -8 (min. 0 -1 -8), 8= 1556/0 -3 -8 (min. 0 -1 -8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -6 =- 1190/0, 1 -2 =- 1816/0, 2 -3 =- 1816/0, 4 -7= 0/430, 3 -7 =0/430 BOT CHORD 6- 9 = -0/0, 5- 9 = -0/0, 5- 10= 0/246, 4 -10 =0/246 WEBS 1- 5= 0/2093, 3- 5= 0/1853, 2 -5= -364/0 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. 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 been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 at their outer ends or restrained by other means. 6) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 1-4-4 from the left end to connect truss(es) FT02 (1 ply 2x4 SP) to front face of bottom chord. 7) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 3 -6 -12 from the left end to 5 -6 -12 to connect truss(es) FT01 (1 ply 2x4 SP) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 792 Ib down at 1 -6 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3= -100, 4 -6 = -10 Concentrated Loads (Ib) Vert: 5=- 792(B) 9=- 1059(F= -267, B = -792) 10=- 792(B) Job Truss Truss Type Qty Ply ► 0 A0082560 882170 FG04 FLAT GIRDER 1 3 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:26 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- B_BYJdLYuU NDP3Rwdy0IMslpzQDtUaM69XW6XZy6THx 2 -11 -9 5 -7 -10 8 -3 -11 10 -11 -12 16 -2-8 2 -11 -9 2-8 -1 2-8-1 2-8 -1 I 5 -2 -12 Scale = 1:27.2 4x5 = 3x6 II 5x6 = 6x8 = 5x6 = 1 5x6 = 2 15 3 4x5 = 4 5 6 16 7 T1 _ T2 4 _ 0 \ 11-. 1 l JV1 H d111 3 V1 4 I m • 1 fl fl 61 11 fl fl fl fl fl fl 62 I I fl fl fl fl 17 13 12 18 11 19 10 20 - 21 22 135741/ -294# 14 NAILED 5x6 4x6 = 3x4 — NAILED 5x12 _ 9 NAILED NAILED 2x4 11 3x4 11 NAILED NAILED NAILED 3x6 = 0- - f P0) 0- 3- 8(0 -4 -0) USP THDH26 -3 5087 # / -1104# 10151 # / -2082# 2 -11 -9 5 -7 -10 8-3 -11 10 -11 -12 16 -2 -8 2 -11 -9 2-8 -1 i 2-8-1 2-8 -1 5 -2 -12 Plate Offsets (X,Y)— [1:0- 2 -0,0 -2-8], [5:0- 2- 8,0 -2 -8], [9:0- 2- 4,0 -1-8], [13:0- 2 -0,0 -2 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.04 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.08 11 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 1.00 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 368 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 6 -0 -0 oc bracing: 9 -10. REACTIONS. (Ib /size) 14= 5087/0 -3 -8 (min. 0 -2 -0), 8= 1357 /Mechanical, 9= 10151/0 -3 -8 (req. 0 -4-0) Max Upliftl4=- 1104(LC 4), 8=- 294(LC 5), 9=- 2082(LC 5) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 14=- 4831/1006, 1-2=-5514/1194, 2-15=-6639/1439, 3-15=-6639/1439, 3-4=-3276/725, 4-5=-3276/725, 5-6=-376/1762, 6-16=-376/1762, 7-16=-376/1762, 7-8 =- 1289/296 BOT CHORD 14- 17= -45/202,13 -17= -45/202,12 -13 =- 1194/5514,12 -18 =- 1194/5514,11 -18 =- 1194/5514,11 -19 =- 1439/6639,10 -19 =- 1439/6639,10 -20 =- 1762/376, 9-20=-1762/376, 9-21=-31/115, 21-22=-31/115, 8-22=-31/115 WEBS 1 -13 =- 1363/6305, 2 -13 =- 3359/625, 2 -11 =- 313/1357, 3 -11 =- 646/271, 3 -10 =- 4056/861, 4 -10 =- 1275/270, 5 -10 =- 1327/6077, 5 -9 =- 8908/1736, 7 -9 =- 1992/427 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x8 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. 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 been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 3.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); Lumber DOL =1.60 plate grip DOL =1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 9 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 9 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1104 Ib uplift at joint 14, 294 Ib uplift at joint 8 and 2082 Ib uplift at joint 9. 11) Load case(s) 1, 2, 12 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -7= -978, 8- 14 = -10 Continued on page 2 Job Truss Truss Type Qty Ply X0082560 8821T0 FG04 FLAT GIRDER 1 3 'Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:26 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- B_BYJdLYuU NDP3Rwdy0IMslpzQDtUaM69XW 6XZy6THx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 14 = -1(F) 13=- 125(F) 17=- 125(F) 18=- 125(F) 19=- 125(F) 20=- 125(F) 21=- 125(F) 22=- 125(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -7= -821, 8- 14 = -10 Concentrated Loads (Ib) Vert: 14 = -1(F) 13=- 109(F) 17=- 109(F) 18=- 109(F) 19=-109(F) 20=-109(F) 21=- 109(F) 22=- 109(F) 12) Dead: Lumber Increase =0.90, Plate Increase =0.90 Plt. metal =0.90 Uniform Loads (plf) Vert: 1- 7 = -349, 8- 14 = -10 Concentrated Loads (Ib) Vert: 14 = -1(F) 13= -63(F) 17= -63(F) 18= -63(F) 19= -63(F) 20= -63(F) 21= -63(F) 22= -63(F) Job Truss Truss Type Qty Ply < < �f A0082561 8821T0 FGOS Flat Girder 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:27 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- fAIwXzMAfoW41 C07BgX_u318YpgoDBNGOBFf4 ?y6THw 2 -1 -12 4 -3 -8 2 -1 -12 2 -1 -12 Special THD26 Special 1 4x5 = 2 2x4 I 1 3 Scale = 1:14.0 4x5 = W1 W1 W2 W1 T � 1 B1 7 5 3x8 = 8 4 JUS24 JUS24 2045 # / -519# 6 2x4 I I 2x4 11 0- (QEb 2096 # / -545# 2 -1 -12 4 -3 -8 USP THD6-2 2 -1 -12 2 -1 -12 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /def L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(TL) -0.01 5 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.38 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Wind(LL) 0.01 5 >999 240 Weight: 66 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -3 -8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS. (Ib /size) 6= 2096/0 -3 -8 (min. 0 -1 -8), 4= 2045 /Mechanical Max Uplift6=- 545(LC 4), 4=- 519(LC 4) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 6=- 1784/422, 1 -2 =- 1150/307, 2- 3=- 1150/307, 3-4 =- 1784/422 BOT CHORD 6- 7 = -0 /0, 5- 7 = -0 /0, 5- 8 = -0 /0, 4- 8 = -0/0 WEBS 1 -5 =- 420/1577, 2 -5 =- 1701/353, 3 -5 =- 420/1577 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x6 - 2 rows staggered at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. 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 been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 3.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); 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 Toad nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 Ib uplift at joint 6 and 519 Ib uplift at joint 4. 9) Load case(s) 1, 2, 12 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 2 -1 -12 from the left end to connect truss(es) (1 ply 2x4 SP) to front face of top chord. 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0 -0 oc max. starting at 1 -0 -9 from the left end to 3 -0 -9 to connect truss(es) T43 (1 ply 2x4 SP) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 15) Special hanger(s) or other connection device(s) shall be provided starting at 0 -1 -12 from the left end to 4 -1 -12 sufficient to connect truss(es) (1 ply 2x4 SP) to front face of top chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply 1 A0082561 8821 TO FG05 Flat Girder 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:27 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- fAIwXzMAfoW41 C07BgX_u318YpgoDBNGOBFf4 ?y6THw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -778, 4 -6 = -10 Concentrated Loads (Ib) Vert: 6 = -1(F) 7=- 494(B) 8=- 494(B) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1 -3 =-653, 4 -6 = -10 - Concentrated Loads (Ib) Vert: 6 = -1(F) 7=- 433(B) 8=- 433(B) 12) Dead: Lumber Increase =0.90, Plate Increase =0.90 Plt. metal =0.90 Uniform Loads (plf) Vert: 1 -3= -278, 4 -6 = -10 Concentrated Loads (Ib) Vert: 6 = -1(F) 7=- 248(B) 8=- 248(B) Job Truss Truss Type Qty Ply t T �f A0082562 8821 FG06 Half Hip Girder 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:27 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- fAIwXzMAfoW41 C07BgX_u3lzypYHD1 mGOBFf4 ?y6THw 1 -10-8 I 3 -5-8 7 -10-4 12 -3 -1 1 -10-8 1 -7-0 4 -4 -12 4-4-12 Scale = 1:23.7 2x4 11 3 7.00 12 3x4 3x4 = 4x10 = - 2 7x10 = 5 6 T I 4 3x5 G ,, 2 ■ 1 6 W3 W8 1 W W8 2 1 1 1 -1 B1 nn I 1 I 11 nr B2 InI 11 /\ 11 10 13 14 9 8 5x8 = I 1 I 5 I I 16 12 4x10 = 6x6 = NAILED 4x6 = NAILED NAILED NAILED 7 n4-8(0-1-8) THDH26 -3 338-8(0-1-8) 2402 # / -68# 2560 # /0# 1 -10-8 I 3-5-8 I 7 -10-4 12 -3 -1 1 -10-8 1 -7-0 4-4 -12 4-4-12 Plate Offsets (X,Y)— [2:0 -1- 12,0 -1-8], [4:0- 7- 4,0 -4 -0], [8:0- 3- 4,0 -2 -8], [10:0- 3 -0,0 -4-0], [11:0- 5 -0,0 -2-4] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.05 8 -10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.12 8 -10 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.99 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 162 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4 -7 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS. (Ib /size) 7= 2451/0 -3-8 (min.0 -1. 8),.12= 2402/0 -5 -8 (min. 0-1-8) Max Horz 12= 184(LC 8) Max Upliftl2= -68(LC 5) Max Grav7= 2560(LC 2), 12= 2402(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2119/75, 2 -3 =- 73/113, 4 -10 =- 140/1291, 3-4 =- 88/48, 4 -5= 4219/224, 5-6 =- 3940/0, 6 -7 =- 2335/0, 1 -12 =- 2331/71 BOT CHORD 11 -12 =- 166/130, 10 -11 =- 224/3979, 10- 13= 0/3940, 13- 14= 0/3940, 9- 14= 0/3940, 8- 9= 0/3940, 8- 15= 0/160, 15- 16= 0/160, 7 -16 =0/160 WEBS 2 -11 =- 34/1436, 2-4 =- 1879/100, 4 -11 =- 3457/106, 5 -10 =- 677/473, 5 -8 =- 1606/0, 6-8= 0/4161, 1 -11= 45/2122 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. 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 been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -10; Vult =,130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 3.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 12. 9) Load case(s) 1, 2, 12, 21, 22, 23 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Use USP THDH26 -3 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 3 -8-4 from the left end to connect truss(es) FG04 (3 ply 2x6 SP) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down at 0 -1 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply Y A0082562 8821T0 FG06 Half Hip Girder 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:27 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- fAIwXzMAfoW41 C07BgX_u31rypYH D1 mGOBFf4 ?y6THw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -100, 4-6= -334, 7- 12 = -10 Concentrated Loads (Ib) Vert: 12=-1(F) 8=-33(B) 13=-1347(B) 14=-33(B) 15=-33(B) 16= -33(B) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -80, 4- 6 = -294, 7- 12 = -10 Concentrated Loads (Ib) Vert: 12=- 1(F) 8=- 175(B) 13 =- 1134( B )14=- 175(B)15=- 175(B)16=- 175(B) 12) Dead: Lumber Increase =0.90, Plate Increase =0.90 Plt. metal =0.90 Uniform Loads (plf) Vert: 1- 3 = -20, 4 -6= -174, 7- 12 = -10 Concentrated Loads (Ib) Vert: 12=-1(F) 8=-222(B) 13=-496(B) 14=-222(B) 15=-222(B) 16=-222(B) 21) Reversal: Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -100, 4 -6= -334, 7- 12 = -10 Concentrated Loads (Ib) Vert: 12 = -1(F) 8= -33(B) 13=- 496(B) 14= -33(B) 15= -33(B) 16= -33(B) 22) Reversal: Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 3 = -80, 4 -6= -294, 7- 12 = -10 Concentrated Loads (Ib) Vert: 12=-1(F) 8=22(B) 13=-496(B) 14 =22(B) 15= 22(B) 16 =22(B) 23) Reversal: Dead: Lumber Increase =0.90, Plate Increase =0.90 Plt. metal =0.90 Uniform Loads (plf) Vert: 1- 3 = -20, 4 -6= -174, 7- 12 = -10 Concentrated Loads (Ib) Vert: 12=-1(F) 8=40(B) 13=-496(B) 14=40(B) 15=40(B) 16=40(B) 1 i Job Truss Truss Type Qty Ply 1 A0082563 882170 FT01 FLOOR 3 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:27 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- fAIwXzMAfoW41 C07BgX_u317 ?pdzD7vGOBFf4?y6THw 3-9-8 7 -5-4 11 -1-0 14 -10-8 3-9-8 3 -7 -12 3 -7 -12 3 -9 -8 Scale = 1:24.6 2x4 II 3x4 = 3x5 = 1 3x5 = 2 3x4 = 3 4 5 T I I I I 1 1 1 1 1 W W1 W W1 W1 2 W I I EMI I I r � 80431/0# 9 8 7 3x5 = 8C0/0# 2x4 3x5 = 3x8 = 2x4 11 USP THD26 USP THD26 3 -9-8 7 -5-4 11 -1-0 14 -10-8 3 -9-8 3-7 -12 3 -7 -12 3 -9-8 Plate Offsets (X,Y)— [1 :0- 2- 4,0 -1-8], [5:0- 2 -4,0 -1-8], [7:0- 2- 4,0 -1-8], [9:0- 2- 4,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.06 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(TL) -0.10 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -7-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 10= 802 /Mechanical, 6= 802 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 777/0, 1 -2 =- 1127/0, 2 -3 =- 1473/0, 3-4 =- 1473/0, 4 -5 =- 1127/0, 5 -6= -777/0 BOT CHORD 9 -10 =0/33, 8- 9= 0/1127, 7- 8= 0/1127, 6 -7 =0/33 WEBS 1 -9= 0/1254, 2 -9 =- 584/0, 2-8= 0/396, 3 -8 =- 350/0, 4-8= 0/396, 4 -7 =- 584/0, 5 -7= 0/1254 NOTES - 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0082564 882170 FT02 FLOOR 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:27 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- fAIwXzMAfoW41 C07BgX_u3196pi6DFHGOBFf4 ?y6THw 2-8-0 1 5-4 -0 2-8-0 2 -8 -0 2x4 H 3x4 = Scale =1:15.1 1 3x4 = 2 3 5 3x8 = 4 2x4 II 2x4 0- 3-0(0 -1 -8) 2-8-0 5-4-0 U _SP_JUS24 2-8-0 2-8-0 2r r #nom LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 277/0 -3 -0 (min. 0 -1 -8), 4= 277 /Mechanical FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 264/0, 1 -2 =- 205/0, 2- 3=- 205/0, 3- 4= -264/0 BOT CHORD 5- 6 = -0/0, 4- 5 = -0/0 WEBS 1 -5= 0/264, 2 -5 =- 308/0, 3 -5 =0/264 NOTES - 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I 1 Job Truss Truss type Qty Ply b 1 1 A0082565 8821 TO FT03 FLOOR 4 1 Job Reference (optional) I Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:28 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- 7MJIkINoQ5ewfMbJIN2DRHgBwD1 pyc_Pdr ?CcSy6THv 5 -2 -12 10 -11 -12 16 -2 -8 5 -2 -12 5 -9-0 I 5 -2 -12 Scale = 1:26.8 , 3x4 = 3x6 = 2x4 II 3x4 = 3x4 = I 1 2 3 4 5 T1 LI T2 r• U ❑ r.r. W1 on ■ 3 W1 r 2 W1 =1 n I I 1 B2 0; U b N 7 232/ -30# 2x4 II 4x10 = 3x4 = 3x6 = 2x4 I I 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 546#/0# 1053#/0# 5 -2 -12 10 -11 -12 16 -2-8 ' 5 -2 -12 5 -9-0 5-2 -12 Plate Offsets (X,Y)- [1:0 -1- 12,0 -1- 8],[5:0 -1- 12,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.03 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.05 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 82 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -5 -9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -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) 10= 539/0 -3 -8 (min. 0 -1 -8), 6= 159 /Mechanical, 8= 1053/0 -3 -8 (min. 0 -1-8) Max Uplift6= -30(LC 3) Max Gray 10= 546(LC 3), 6= 232(LC 4), 8= 1053(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 515/0, 1 -2 =- 800/0, 2 -3 =- 800/0, 3 -4=- 800/0, 4 -5= 0/150, 5-6 =- 210/47 BOT CHORD 9 -10 =0/54, 8 -9 =- 150/0, 7- 8= -5/54, 6- 7 = -5/54 WEBS 1- 9= 0/808, 3 -9 =- 598/0, 4- 9= 0/1009, 4-8 =- 914/0, 5 -8= -185/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) The Fabrication Tolerance at joint 2 = 20 %, joint 7 = 20% 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 6. 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 -10d (0.131" X 3 ") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply + A0082566 8821T0 GEBO1 FLAT 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:28 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- 7MJIk1 NoQ5ewfMbJIN2DRHgA ]DsMyVOPdr?CcSy6THv 4 -7 -10 I 9 -1 -8 13 -7-6 18 -3-0 4 -7 -10 4 -5 -14 4 -5 -14 4 -7 -10 Scale = 1:30.3 Special 2 4 II 3x8 = 3x6 = 4x10 = 1 4x10 = 13 2 3x6 = 14 4 15 5 16 6 = T1 L_U T2 NM ` W1 N1 N1 `2 D1 I I 1 B2 , A. ►A .t 11 9 84x10 = ►t 12 10 3 5 II 4x10 = 3x12 M18SHS= 4x10 = 3x5 I I 0- 3- 8(0 -2 -0) 0- 3- 8(0 -2 -0) 1680 # / -513# 1680 # / -513# 4 -7 -10 9 -1-8 13 -7-6 18 -3 -0 I 4 -7 -10 I 4 -5 -14 4 -5 -14 4 -7 -10 I Plate Offsets (X,Y)— [2:0- 2- 4,0 -1- 8],[5:0- 2- 4,0 -1- 8],[7:0 -2- 12,0 -1- 8],[8:0 -3- 12,0 -2 -4],[11:0 -3- 12,0 -2- 4],[12:0 -2- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 59.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.44 9 >485 240 MT20 244/190 TCDL 0.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.56 9 >387 180 M18SHS 244/190 BCLL 0.0 * Rep Stress Incr NO WB 0.93 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1 -11 -3 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-8 -12 oc bracing. W2: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 12= 1680/0 -3-8 (min. 0 -2 -0), 7= 1680/0 -3 -8 (min. 0 -2 -0) Max Upliftl2=- 513(LC 8), 7=- 513(LC 9) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-12=-1616/525, 1-13=-3984/1209, 2-13=-3984/1209, 2-14=-6032/1808, 3-14=-6032/1808, 3-4=-6032/1808, 4-15=-6032/1808, 5-15=-6032/1808, 5-16=-3984/1209, 6-16=-3984/1209, 6-7=-1616/525 BOT CHORD 11-12=-36/114, 10-11=-1209/3984, 9-10=-1209/3984, 8-9=-1209/3984, 7-8 =- 36/114 WEBS 2 -11 =- 1285/468, 3 -9 =- 1373/509, 5 -8 =- 1285/468, 1 -11 =- 1244/4103, 2 -9 =- 748/2172, 5 -9 =- 748/2172, 6 -8 =- 1244/4103 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 0.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 18 -1-4 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) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or Tess) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 Ib uplift at joint 12 and 513 Ib uplift at joint 7. 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) 882 Ib down and 279 Ib up at 9 -1-8 on top chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 7- 12 = -20, 1-6= -118 Concentrated Loads (Ib) Vert: 3 =-882 Job Truss Truss Type Qty Ply r 4 A0082567 8821T0 HJ01 Jack -Open 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:28 2015 Page 1 ID :FOp6ELx916x0g8baddDVnQytfSU -7 MJI kI NoQ5ewfMbJIN2 DRHgKdD 1 vyjUPdr ?CcSy6THv 2 -0-9 2 -0-9 4.95 I 12 Scale = 1:14.3 2 2x4 II 53 #/ -50# N ■ �11 3 36 #/ -38# 4 2x4 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 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 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -0 -9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 4= 73/0 -4 -3 (min. 0 -1 -8), 2 =53 /Mechanical, 3 =21 /Mechanical Max Horz 4 =72(LC 12) Max Uplift4= -24(LC 8), 2= -50(LC 12), 3= -38(LC 12) Max Grav4 =73(LC 1), 2 =53(LC 1), 3 =36(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 57/57, 1- 2= -59/22 BOT CHORD 3 -4 =0 /0 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 4, 50 Ib uplift at joint 2 and 38 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply rr�� A0082568 8821T0 HJ03 Jack -Open 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:28 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 7MJIkIN0O5ewfMbJIN2DRHgJnD ?IyjU Pdr ?CcSy6THv 2 -9 -3 2 -9 -3 4.95 12 2 Scale = 1:15.8 102#/ -33# 2x4 I I 73#/ -61# 1 0-4 -3 N ■ B =' 3 50#/ -42# 4 2x4 11 Plate Offsets (X,Y)— [4:0- 2 -0,0 -1 -0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -9 -3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 4= 102/0 -4 -3 (min. 0 -1 -8), 2 =73 /Mechanical, 3 =29 /Mechanical Max Horz 4 =84(LC 12) Max Uplift4= -33(LC 8), 2= -61(LC 12), 3 = -42(LC 12) Max Grav4= 102(LC 1), 2 =73(LC 1), 3 =50(LC 3) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 4=- 81/88, 1 -2= -79/28 BOT CHORD 3 -4=0/0 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) zone; end vertical left exposed; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 Ib uplift at joint 4, 61 Ib uplift at joint 2 and 42 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. LOAD CASE(S) Standard Job I russ b uss t ype Qty Ply • • A0082569 8821T0 PB01 Piggyback 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:29 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyffSU- bZtgxeN RBPmnG WAVJ5ZS_UN WUdMxh9wZsVkm8uy6THu 3-7-6 8 -9 -13 12 -5 -3 3 -7-6 5 -2 -7 1 3 -7-6 Scale = 1:20.7 3x6 = 2x4 II 3x6 = 4 14 5l1 15 6 16 7.00 rff 13 lb 2x4 II 7 2x4 II 3 T W2 1 o 2 / . �:I R 6 9 ,n 7.1 _ c o 3x4 = 12 11 10 3x4 = 2x4 I I 2x4 H 2x4 12 -5 -3 12 -5 -3 Plate Offsets (X,Y)— [4:0- 3 -0,0- 1 -12], [6:0- 3 -0,0 -1 -12] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.00 8 n/r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 40 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 2= 144/10 -8 -14 (min. 0 -1 -8), 8= 144/10 -8 -14 (min. 0 -1-8), 11= 286/10 -8 -14 (min. 0 -1 -8), 10= 175/10 -8 -14 (min. 0 -1 -8), 12= 175/10 -8 -14 (min. 0 - - 8) Max Horz 2 =55(LC 11) Max Uplift2= -75(LC 12), 8= -75(LC 12), 11= -99(LC 9), 10= -38(LC 12), 12= -38(LC 12) Max Grav2= 144(LC 1), 8= 144(LC 1), 11= 286(LC 1), 10= 191(LC 18), 12= 194(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/15, 2 -3 =- 173/82, 3 -13 =- 187/137, 4 -13 =- 153/143, 4 -14 =- 134/135, 5 -14 =- 134/135, 5 - 15 = - 134/135, 6 - 15 = - 134/135, 6 -16 =- 153/144, 7- 16=- 187/138, 7 -8 =- 173/81, 8 -9 =0/15 BOT CHORD 2- 12= 47/134, 11- 12= 47/134, 10- 11= 47/134, 8 -10 =- 47/134 WEBS 5 -11 =- 201/173, 7 -10 =- 138/109, 3 -12 =- 137/109 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -3 -11 to 3 -3 -11, Interior(1) 3 -3 -11 to 3 -7-6, Exterior(2) 3 -7-6 to 12 -1-8 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 2, 75 Ib uplift at joint 8, 99 Ib uplift at joint 11, 38 Ib uplift at joint 10 and 38 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply t 1 A0082570 8821T0 PB02 Piggyback 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:29 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQytfSU- bZtgxeNRBPmnG WAVJSZS_UNV7dN ?h9mZsVkm8uy6THu 5-7-6 I 6 -9 -13 12 -5-3 5-7-6 1 -2 -7 5 -7-6 Scale = 1:21.2 3x6 = 2x4 II 3x6 = 4 5 6 �� — T2 �: 7.00 12 15 14 u of 2 x4 I 7 2x4 I I — el W2 3 13 ! 1 16 8 2 0 — 9 0 1 Ai — — bk.. Y o . : :• : • : : : ::•: • :• •: :5 : : : : : : -.•v:::.:::. : :: : : : 55.5 5 : 55 5 5 .-• : :. -: 5 5 5 55 5 5 5 5 5555: ;55 5555 : : : : : : :• :•: :5555 5 5 ° ]. ='- - e.• ..::.:.::::•- - e.:•... :• .:: 5555:•- -'- e.::.::•.:::•- - =' °- =' : :'- 12 11 10 3x4 = 2x4 I I 2x4 I I 2x4 II 3x4 = 12 -5 -3 I 12 -5 -3 Plate Offsets (X,Y)— [4:0- 3 -0,0 -1- 12],[6:0- 3- 0,0 -1 -12] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 9 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 2= 82/10 -8 -14 (min. 0 -1 -8), 8= 82/10 -8 -14 (min. 0 -1-8), 11= 253/10 -8 -14 (min. 0 -1 -8), 10= 254/10 -8 -14 (min. 0 -1-8), 12= 254/10 -8 -14 (min. 0 -1-8) Max Horz2= -88(LC 10) Max Uplift2= -37(LC 12), 8= -37(LC 12), 11 = -3(LC 9), 10=- 105(LC 12), 12=- 105(LC 12) Max Grav2 =87(LC 18), 8 =82(LC 1), 11= 253(LC 1), 10= 282(LC 18), 12= 284(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/15, 2-13=-121/45, 3-13=-89/54, 3-14=-150/114, 4-14=-131/126, 4-5=-151/144, 5-6=-151/144, 6-15=-131/127, 7 -15 =- 150/115, 7- 16=- 66/23, 8 -16 =- 98/18, 8 -9 =0/15 BOT CHORD 2- 12= -5/86, 11- 12= -5/86, 10- 11= -5/86, 8- 10 = -5/86 WEBS 5-11=-166/68, 7-10=-259/205, 3-12=-258/205 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -3 -11 to 3 -3 -11, Interior(1) 3 -3 -11 to 5 -7-6, Exterior(2) 5 -7-6 to 6 -9 -13, Interior(1) 11 -0 -12 to 12 -1 -8 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 2, 37 Ib uplift at joint 8, 3 Ib uplift at joint 11, 105 Ib uplift at joint 10 and 105 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss fruss ype v y A0082571 882170 PB03 GABLE 1 3 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:30 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 31R39_O3yjueugkiso4h Wiwg_1jIQcVi49UJgKy6THt 18 -1-4 22 -7-0 18 -1-4 4 -5 -12 Scale = 1:39.2 2.00 FIT 4x5 11 1213 7.00112 10 ek 7 8 3x6 = 6 . 111 27 te r', 3 4 5 • • 28 3x511 • 26 �� i 14 c • • 12 o .:• :: :• ::• :: •:•::• ::.':•::•:::•:•:•:•:::::: : : :• :; :•.. :..........:::::::• :::•:::• :• : ;•:::' •: :• : :•:::•:•:•:•:::::::•:.,..• :::::::•: -6 L o d 3x4 = 25 24 23 22 21 20 19 18 17 16 15 3x6 = 22 -7-0 22 -7-0 Plate Offsets (X,Y)- [2:0-8-13,0-0-4], [13:0-3-3,0-2-4], [14:0-3-4,0-1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(TL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 278 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib /size) 15= 221/22 -7 -0 (min. 0 -1 -8), 2= 1340/22 -7 -0 (min. 0 -1-8), 16= 275/22 -7 -0 (min. 0 -1-8), 17 =- 5/22 -7-0 (min. 0 -1 -8), 18= 131/22 -7 -0 (min. 0 -1 -8), 19= 101/22 -7 -0 (min. 0 -1-8), 1=- 1025/22 -7 -0 (min. 0 -1-8), 20= 111/22 -7 -0 (min. 0 -1 -8), 21= 91/22 -7 -0 (min. 0 -1-8), 23= 180/22 -7-0 (min. 0 -1 -8), 24 =- 209/22 -7 -0 (min. 0 -1-8), 25= 586/22 -7-0 (min. 0 -1 -8) Max Horz 1 =81(LC 9) Max Upliftl5= -90(LC 12), 2=- 727(LC 8), 16= -21(LC 12), 17= -62(LC 22), 18= -43(LC 9), 19= -48(LC 9), 1=- 1025(LC 21), 20 = -46(LC 9), 21= -49(LC 9), 23= -68(LC 8), 24=- 209(LC 1), 25=- 232(LC 8) Max Grav15= 229(LC 18), 2= 1340(LC 1), 16= 275(LC 1), 17 =46(LC 21), 18= 131(LC 1), 19= 102(LC 21), 1= 597(LC 8), 20= 111(LC 1), 21 =91(LC 21), 23= 180(LC 1), 24 =67(LC 8), 25= 586(LC 21) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 161/173, 2 -26 =- 162/59, 3 -26 =- 150/59, 3-4 =- 141/65, 4 -5 =- 185/107, 5-6 =- 166/95, 6 -7 =- 175/109, 7-8 =- 179/117, 8-9=-184/127, 9-10=-188/136, 10-11=-195/146, 11- 12=- 187/147, 12 -13 =- 202/160, 13-27=-156/128, 27-28=-165/117, 14 -28 =- 186/113, 14 -15 =- 212/141 BOT CHORD 2- 25=- 40/97, 24 -25 =- 40/97, 23- 24= 40/97, 22- 23=- 40/97, 21- 22= 40/97, 20- 21= 40/97, 19- 20=- 40/97, 18- 19=- 40/97, 17- 18= 40/97, 16 -17 =- 40/97, 15- 16= -40/97 WEBS 12 -16 =- 167/74, 11- 17=- 64/54, 10-18=-91/63, 9-19=-79/60, 8-20=-82/60, 7-21=-71/58, 6-23=-126/94, 5-24=-100/134, 4- 25=- 416/311 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9 -0 oc. Bottom chords 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 been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0-0, Interior(1) 3 -0-0 to 18 -1-4, Exterior(2) 18 -1-4 to 21 -1-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • 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. Continued on page 2 Job Truss Truss Type Qty Ply A0082571 8821T0 PB03 GABLE 1 3 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:30 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- 31R39_O3yjueugkiso4hW iwg_ljIQcVi49UJgKy6THt NOTES - 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 15, 727 Ib uplift at joint 2, 21 Ib uplift at joint 16, 62 Ib uplift at joint 17, 43 Ib uplift at joint 18, 48 Ib uplift at joint 19, 1025 Ib uplift at joint 1, 46 Ib uplift at joint 20, 49 Ib uplift at joint 21, 68 Ib uplift at joint 23, 209 Ib uplift at joint 24 and 232 Ib uplift at joint 25. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ' 8821T0 PB04 Piggyback 1 1 A0082572 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:30 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- 31R39_O3yjueugkiso4hWiwcol hIQbfi49UJgKy6THt 6-1 -1 24 -2 -5 6-1 -1 18 -1-4 Scale = 1:40.8 4x5 = 2.00112 3 16 7.00 12 1 = 4 2 3x6 = 17 5 18 • ■ 1111, 1111, 6 7 8 qj ■ �- 19 _ ■ ■ �� a 9 0 i ■ ■ ■ ■ o 3x4 = 14 13 12 11 10 3x4 = 5x8 24 -2 -5 24 -2 -5 Plate Offsets (X,Y)— [3:0- 2- 15,0 -2-4], [11:0- 3- 6,0 -2 -13] LOADING (psf) SPACING- 2 -0-0 CSI. DEM_ in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) 0.02 1 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 92 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. B2: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (Ib /size) 2= 230/23 -10 -3 (min. 0 -2-4), 11 =- 85/23 -10 -3 (min. 0 -2-4), 14= 394/23 -10 -3 (min. 0 -2-4), 13= 310/23 -10 -3 (min. 0 -2 -4), 12= 307/23 -10 -3 (min. 0 -2-4), 10= 550/23 -10 -3 (min. 0 -2-4), 9= 198/23 -10 -3 (min. 0 -2-4) Max Horz2= -60(LC 8) Max Uplift2=- 102(LC 12), 11= -85(LC 1), 14= -72(LC 12), 13=- 157(LC 8), 12=- 132(LC 9), 10=- 251(LC 9), 9= -76(LC 9) Max Grav2= 230(LC 1), 11 =44(LC 9), 14= 394(LC 1), 13= 332(LC 22), 12= 307(LC 1), 10= 550(LC 1), 9= 198(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/16, 2 -15 =- 98/72, 3 -15 =- 32/86, 3 -16 =- 53/98, 4 -16 =- 65/92, 4 -17= 45/73, 5 -17= 47/70, 5 -18 =- 48/70, 6 -18 =- 53/69, 6 -7 =- 34/44, 7- 8=- 43143, 8- 19=- 23/17, 9 -19 =45/3 BOT CHORD 2- 14= -2/51, 13- 14= -2/51, 12- 13= -2/51, 11 -12= -2/51, 10- 11= -6/54, 9- 10 = -3/54 WEBS 3 -14 =- 267/137, 4 -13 =- 261/196, 6 -12 =- 226/168, 8 -10 =- 380/285, 7 -11= 42/48 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -2 -15 to 3 -2 -15, Interior(1) 3 -2 -15 to 6 -1 -1, Exterior(2) 6 -1 -1 to 9 -1 -1 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 2, 85 Ib uplift at joint 11, 72 Ib uplift at joint 14, 157 Ib uplift at joint 13, 132 Ib uplift at joint 12, 251 Ib uplift at joint 10 and 76 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply . • A0082573 882170 P605 HIP CAP 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:30 2015 Page 1 ID:FOp6 ELx916x0g8baddDV nQylfSU- 31R39_O3yj ueugkiso4 h W iwgE 1 jKQc_i49U JgKy6THt 1 1-7-6 1 2 -2 -10 1 6 1 10 -2 -10 1 10 -9 -13 12 -5 -3 1 1 -7-6 0 -7-4 4 - - 4 -0-0 0 -7-4 1 -7-6 Scale = 1:20.5 700 12 3x6 = 3x6 11 3x6 11 3x6 11 7 3x6 = 3 4 19 5 20 6 2 T IV1l1) IW1h ( 1I V1h 1 ll Y � 4 61 9 0 1 2 1 . ° _ a N1 1 Id " 3x4 = " 3x4 = " 0- 3- 8(0 -2 -9) 0 - 3 - 8(0 - - 8) 0-3- 8(0 -1-8) 0- 3- 8(0-1 -8) 0- 3- 8(0 -2 -8) 43#/ -9# 288 # / - 98# 341 # / -148# 282#/ -97# 42#/ -11# I 1-9-2 1 2 -2 -10 6 -2 -10 10 -2 -10 1 10 -8-1 12 -5-3 1 1-9-2 a5 8 4 -0-0 4 -0-0 0-5-8 1 -9-2 Plate Offsets (X,Y) -- [3:0- 3 -0,0- 1 -12], [7:0- 3- 0,0 -1 -12] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 18 Vert(LL) -0.00 11 -12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 10 -11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 36 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 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. (lb /size) 1= 41/0 -3-8 (min. 0 -2 -9), 9= 36/0 -3 -8 (min. 0 -2 -8), 11= 339/0 -3 -8 (min. 0 -1-8), 10= 282/0 -3 -8 (min. 0 -1 -8), 12= 288/0 -3 -8 (min. 0 -1 -8) Max Horz 1= -25(LC 10) Max Upliftl = -9(LC 12), 9= -11(LC 12), 11=- 148(LC 8), 10= -97(LC 8), 12= -98(LC 9) Max Grav1 =43(LC 21), 9 =42(LC 18), 11= 341(LC 21), 10= 282(LC 1), 12= 288(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 30/22, 2 -3 =- 30/63, 7 -8 =- 31/61, 8 -9 =- 24/18, 3-4 =0/28, 4 -19 =0/28, 5 -19= 0/28, 5-20 =0/28, 6 -20 =0/28, 6 -7 =0/28 BOT CHORD 2- 12=- 46/42, 11- 12=- 44/35, 10- 11=- 44/35, 8- 10= -51/40 WEBS 5- 11=- 255/189, 6- 10=- 221/213, 4 -12 =- 224/212 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 5 -10 -5, Interior(1) 5 -10 -5 to 10 -9 -13, Exterior(2) 10 -9 -13 to 12 -3 -7 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1, 11 Ib uplift at joint 9, 148 Ib uplift at joint 11, 97 Ib uplift at joint 10 and 98 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0082574 8821T0 PB06 PIGGYBACK 6 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:31 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQylfSU- Xx_RMKPhjOOV WgJuQWbw3vSr1 R2Y92AsJpDtDmy6THs 2 -0-0 1 6-4-4 1 10-4-4 i 12-8 -7 2 - 4 - 4 4 - 0 - 0 4 -0-0 2-4-4 4x5 = Scale = 1:23.1 4 7.00 1 18 2x4 II 17 . 5 2x4 II 3 2 'i ill■ 6 1 dl/i41. 3x4 = 2x4 11 2x4 11 2x4 11 3x4 = 1 0- 3- 8(0 -2 -12) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0-3-8(0-2-11) 80(#1 -12# 336#/ 6 -4 -4 288#/0# 10-4-4 323#/I 130# 2-4-4 50#/- # 2-4-4 LOADING (psf) SPACING- 2 - CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.17 Vert(LL) -0.00 9 -10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) - 0.01 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 55/0 -3-8 (min. 0- 2 -12), 7= 50/0 -3-8 (min. 0- 2 -11), 9= 288/0 -3 -8 (min. 0 -1 -8), 8= 305/0 -3 -8 (min. 0 -1-8), 10= 310/0 -3 -8 (min. 0 -1-8) Max Horz 1=- 103(LC 10) Max Upliftl= -12(LC 10), 7 = -3(LC 12), 8=- 130(LC 12), 10=- 127(LC 12) Max Gray 1 =80(LC 18), 7 =50(LC 1), 9= 288(LC 1), 8= 323(LC 18), 10= 336(LC 17) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 123/111, 2 -3 =- 82/107, 3 -17 =- 112/93, 4 -17 =- 91/111, 4 -18 =- 90/113, 5 -18 =- 112/94, 5-6 =- 37/56, 6 -7= -22/15 BOT CHORD 2 -10 =- 53/57, 9- 10=- 29/37, 8- 9=- 29/37, 6-8= -59/53 WEBS 4 -9 =- 203/46, 5-8 =- 311/226, 3 -10 =- 313/227 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 6-4-4, Exterior(2) 6 -4-4 to 9-4-4 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 bottom chord and any other members. 5) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 1, 3 Ib uplift at joint 7, 130 Ib uplift at joint 8 and 127 Ib uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 4 -- A0082575 8821T0 PB07 GABLE 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL. Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:31 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- Xx_RMKPhjOOV WgJuQWbw3vSgiROY92ssJpDtDmy6TH s 5-7 -13 � 11 -3 -9 5-7 -13 5 -7 -13 4x5 = Scale = 1:20.3 3 7.00 2 r �1 12 23 24 •11. 21 4 1 • • •B1 • • ` 5 0 0 3x4 — r/ 3x4 — 0- 3- 8(0 -3 -7) (}��(� -18) 0- 3- 8(0 -1-8) 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 38�(�_1 0- 3- 8(0 -3 -5) 1 4., - • S,. .. • Plate Offsets (X,Y)— [2:0- 3- 5,Edge], [4:0- 3- 5,Edge] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.01 17 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.09 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 1= 87/0 -3-8 (min. 0 -3 -7), 5= 80/0 -3-8 (min. 0 -3 -5), 8= 449/0 -3-8 (min. 0 -1-8), 9 =- 51/0 -3-8 (min. 0 -1 -8), 10= 192/0 -3-8 (min. 0 -1-8), 7=- 49/0 -3 -8 (min. 0 -1 -8), 6= 187/0 -3 -8 (min. 0 -1-8) Max Horz 1= -91(LC 10) Max Uplift1= -16(LC 12), 5= -19(LC 12), 8=- 151(LC 12), 9= -60(LC 17), 10= -71(LC 12), 7= -54(LC 18), 6= -73(LC 12) Max Gray 1= 102(LC 21), 5 =95(LC 22), 8= 449(LC 1), 9 =53(LC 12), 10= 215(LC 17), 7 =54(LC 12), 6= 204(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 105/76, 2 -21 =- 187/129, 21 -22 =- 35/142, 3 -22 =- 33/205, 3 -23 =- 33/199, 23 -24 =- 35/123, 4 -24 =- 174/108, 4 -5= 45/25 BOT CHORD 2 -10 =- 208/377, 9-10=-188/126, 8-9=-188/126, 7-8=-188/126, 6-7=-188/126, 4-6=-215/350 WEBS 3-8 =- 384/191 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5 -7 -13, Exterior(2) 5 -7 -13 to 8 -7 -13 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 1, 19 Ib uplift at joint 5, 151 Ib uplift at joint 8, 60 Ib uplift at joint 9, 71 Ib uplift at joint 10, 54 Ib uplift at joint 7 and 73 Ib uplift at joint 6. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Job Truss Truss type Qty Ply A6082576 8821T0 T01 Common Supported Gable 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:32 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 08YpagQJUK8M7 _u4_D7967 ?OJgONuVY ?YTzQIDy6THr 9-1-8 1 18 -3-0 9-1-8 9-1-8 4x5 = Scale = 1:39.2 8 7 7.00 12 i i 6 10 i i 11 5 4 12 3 i i 13 • 2 14 15 il�fil ■ r ■ • • ■ • • �� ■ ■ ■ I lil�� v • 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 5x6 = 18 -3-0 18 -3-0 Plate Offsets (X,Y)- [21:0- 3 -0,0 -0-4] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 126 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 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) 31= 37/18 -3-0 (min. 0- 1 -11), 16= 37/18 -3 -0 (min. 0- 1 -11), 24= 95/18 -3-0 (min. 0- 1 -11), 25= 110/18 -3 -0 (min. 0- 1 -11), 26= 106/18 -3 -0 (min. 0- 1 -11), 27= 107/18 -3 -0 (min. 0- 1 -11), 28= 106/18 -3 -0 (min. 0- 1 -11), 29= 109/18 -3-0 (min. 0- 1 -11), 30= 96/18 -3-0 (min. 0-1-11), 23= 110/18 -3 -0 (min. 0- 1 -11), 22= 106/18 -3-0 (min. 0- 1 -11), 20= 107/18 -3 -0 (min. 0- 1 -11), 19= 106/18 -3 -0 (min. 0-1-11), 18= 109/18 -3 -0 (min. 0-1-11), 17= 96/18 -3 -0 (min. 0 -1 -11) Max Horz 31=- 189(LC 10) Max Uplift3l=- 125(LC 10), 16= -91(LC 11), 25= -28(LC 12), 26= -54(LC 12), 27= -45(LC 12), 28= -48(LC 12), 29= -42(LC 12), 30= -96(LC 9), 23= -28(LC 12), 22= -54(LC 12), 20= -45(LC 12), 19= -48(LC 12), 18= -42(LC 12), 17= -83(LC 8) Max Grav31= 163(LC 11), 16= 129(LC 10), 24= 165(LC 12), 25= 117(LC 17), 26= 113(LC 17), 27= 112(LC 17), 28= 116(LC 17), 29= 109(LC 1), 30= 192(LC 10), 23= 115(LC 18), 22= 114(LC 18), 20= 112(LC 18), 19= 115(LC 18), 18= 109(LC 1), 17= 172(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -31 =- 100/76, 1 -2 =- 129/116, 2 -3 =- 94/79, 3 -4=- 85/77, 4 -5 =- 105/121, 5-6 =- 142/165, 6 -7 =- 182/213, 7-8 =- 211/247, 8-9=-211/247, 9-10=-182/213, 10 -11 =- 142/165, 11 -12 =- 105/121, 12- 13=- 69/77, 13- 14=- 71/55, 14- 15=- 100/87, 15- 16= -78/54 BOT CHORD 30- 31=- 89/79, 29 -30 =- 89/79, 28- 29=- 89/79, 27- 28=- 89/79, 26- 27=- 89/79, 25 -26 =- 89/79, 24- 25=- 89/79, 23- 24=- 89/79, 22 -23 =- 89/79, 21- 22=- 89/79, 20- 21=- 89/79, 19- 20=- 89/79, 18- 19=- 89/79, 17- 18=- 89/79, 16- 17= -89/79 WEBS . 8 -24 =- 173/110, 7-25=-90/54,6-26=-107/84, 5-27 =- 99/74, 4 -28 =- 100/75, 3 -29 =- 101/75, 2 -30 =- 118/97, 9 -23 =- 89/54, 10 -22 =- 107/84, 11-20=-99/74, 12-19=-100/75, 13-18=-101/75, 14-17=-112/93 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =2ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Corner(3) 0 -1 -12 to 3 -1 -12, Exterior(2) 3 -1 -12 to 9 -1 -8, Corner(3) 9 -1 -8 to 12 -1-8 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. Continued on page 2 Job Truss Truss Type — Qty Ply A0082576 8821T0 T01 Common Supported Gable 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:32 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- 08YpagQJUK8M7 _u4_D7967 ?OJgONuVY ?YTzQIDy6THr NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 31, 91 Ib uplift at joint 16, 28 Ib uplift at joint 25, 54 Ib uplift at joint 26, 45 Ib uplift at joint 27, 48 Ib uplift at joint 28, 42 Ib uplift at joint 29, 96 Ib uplift at joint 30, 28 Ib uplift at joint 23, 54 Ib uplift at joint 22, 45 Ib uplift at joint 20, 48 Ib uplift at joint 19, 42 Ib uplift at joint 18 and 83 Ib uplift at joint 17. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0082577 8821T0 T02 Common 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:32 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 08YpagQJUK8M7 _u4_D7967?yEgoNuPx ?YTzQIDy6THr 4-8-8 9 -1-8 13-6 -8 18 -3-0 4-8-8 4 -5-0 4 -5 -0 4-8-8 4x5 = Scale = 1:39.5 3 7.00 I 12 11 12 4x5 i 4x5 2 4 #4 �, 13 10 2x4 II 2x4 I I 1 5 u B1 imo Imo 8 9 3x8 = 3x6 = 6 0-00=1 0V8(0 - - 8) 7184/ 389# 9-1-8 18 -3-0 • 89# 9-1-8 9-1-8 Plate Offsets (X,Y)— [6:0 -1- 12,0 -1- 8],[9:0 -1- 12,0 -1 8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.13 6-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.33 6 -8 >652 180 BCLL 0.0 • Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 105 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 9= 718/0 -5-8 (min. 0 -1 -8), 6= 718/0 -5 -8 (min. 0 -1 -8) Max Horz9=- 208(LC 10) Max Uplift9=- 189(LC 12), 6=- 189(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-10=-216/86, 2-10=-175/99, 2-11=-738/256, 3-11=-713/276, 3-12=-713/276, 4-12=-738/256, 4-13=-175/99, 5- 13=- 216/86, 1-9=-218/104, 5-6=-218/104 BOT CHORD 8 -9 =- 219/671, 7-8 =- 211/643, 6 -7 =- 211/643 WEBS 3 -8 =- 123/471, 4-8 =- 212/180, 2 -8 =- 212/180, 2 -9 =- 712/245, 4-6 =- 712/245 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 9 -1-8, Exterior(2) 9 -1-8 to 12 -1-8 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 Ib uplift at joint 9 and 189 Ib uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply 4 A0082578 8821T0 T03 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:32 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQytfSU- 08YpagQJUK8M7_u4 D7967?yzgDNuPx ?YTzQIDy6THr 4-8 -8 i 9 -1-8 I 13 -6-8 I 15 -10 -7 i 1-3-6 -3-0 i 4-8 -8 4 -5-0 4 -5-0 2 -3 -15 2-4 -9 4x5 = Scale = 1:39.5 3 1 7.00 12 13 14 4x5 i 4x5 2 4 2x4 I I <12 i 4 ' 4x5 = 2 x4 5 2x4 II 1 O o N� N :1 �� 1E3 9 718#/-196# 10 11 3x8 = 3x6 = 8 0- 00)T -8) 3x4 = 718f[/ -181 9 - 1 -8 18-3 -0 I 9-1-8 9 -1-8 Plate Offsets (X,Y)— [8:0 -1- 12,0 -1-8], [11:0 -1- 12,0 -1-8] USP THD26 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.13 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.33 10 -11 >652 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 110 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 8= 718 /Mechanical, 11= 718/0 -5-8 (min. 0 -1 -8) Max Horz 11=- 176(LC 10) Max Uplift8=- 196(LC 12), 11=- 181(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =- 216/86, 2 -12 =- 175/99, 2 -13 =- 725/244, 3 -13 =- 700/264, 3 -14 =- 698/262, 4 -14 =- 723/241, 4 -5 =- 153/16, 5-6 =- 189/30, 5- 7= -8/31, 6 -8 =- 196/80, 6- 7=- 74/56, 1 -11 =- 218/104 BOT CHORD 10 -11 =- 245/656, 9 -10 =- 214/624, 8 -9 =- 214/624 WEBS 2 -10 =- 213/181, 3 -10 =- 109/451, 4 -10 =- 171/156, 4 -8 =- 686/276, 2 -11 =- 712/233 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 9 -1 -8, Exterior(2) 9 -1 -8 to 12 -1-8, Interior(1) 15 -9 -15 to 18 -1-4 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 Ib uplift at joint 8 and 181 Ib uplift at joint 11. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard Job truss T russ Type Qty Ply . A0082579 8821T0 T04 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:32 2015 Page 1 ID: FOp6 ELx916x0g8badd DVnQyIfSU -08YpagQJU K8M7_u4_D7967 ?y ?go8u Pm ?YTzQIDy6TH r I 4-8 -8 9-1-8 13 -10 -7 18-3-0 4-8-8 4 -5-0 4 -8 -15 4 -0 -9 4x5 = Scale = 1:39.5 3 7.00 12 11 2 4x 5 4 4x5 = 2x4 11 2 5 0•A4/ 0 ii i 2x4 11 1 4 v r 8 7 718#/ -204# 9 6 3x8 = 3x6 = 0- 53* -8) 3x4 = 71: • • 9 -1-8 18-3-0 9 -1-8 9 -1-8 Plate Offsets (X,Y)— [9:0 -1- 12,0 -1-8] USP THD26 LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 41 Vert(LL) -0.14 6 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.36 6-8 >600 180 BCLL 0.0 * Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 107 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 718 /Mechanical, 9= 718/0 -5-8 (min. 0 -1 -8) Max Horz 9=- 160(LC 10) Max Uplift6=- 204(LC 12), 9=- 173(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 215/87, 2 -10 =- 175/100, 2 -11 =- 699/233, 3 -11 =- 675/253, 3 -12 =- 665/248, 4 -12 =- 688/233, 4 -13= -31/0, 5 -13= -31/0, 5-6 =- 120/90, 1 -9 =- 219/105 BOT CHORD 8 -9 =- 286/683, 7 -8 =- 237/608, 6 -7 =- 237/608 WEBS 2-8 =- 214/181, 3 -8 =- 83/405, 4- 8=- 133/119, 4-6 =- 783/318, 2 -9 =- 712/221 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 9 -1-8, Exterior(2) 9 -1 -8 to 12 -1 -8, Interior(1) 13 -10 -7 to 18 -1-4 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 Ib uplift at joint 6 and 173 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply i 4 A0082580 882170 T05 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:33 2015 Page 1 I D: FOp6ELx916x0g8badd DV nQylfSU -U K6Bn0QxFeG DI7TGYwe08KY60EZGdIe8m7izHfy6THq I 4-8-8 I 9 -1-8 11 -10 -7 I 18 -3-0 I 4-8-8 4 -5-0 2 -8 -15 6-4 -9 4x5 = Scale = 1:39.5 3 740 12 p 4x5 = 3x4 I I 5 11 4x5 i i 2 - 10 v N 2X4 I I ,� 1 G . :1 11111111 Imo♦ 8 7 718#/ -216# 9 3x8 = 3x6 = 6 0-5:30J-8) 3x4 = 71: • - 9 -1-8 18-3-0 9 - 9 -1-8 Plate Offsets X,Y 9:0 -1 -12 0 -1-8 LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.14 6 -8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.37 6-8 >588 180 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 718 /Mechanical, 9= 718/0 -5 -8 (min. 0 -1 -8) Max Horz9= 192(LC 12) Max Uplift6=- 216(LC 12), 9=- 161(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 212/85, 2 -10 =- 171/98, 2 -11 =- 686/215, 3 -11 =- 630/236, 3-4 =- 660/258, 4 -12= -27/8, 12 -13= -27/8, 5 -13= -27/8, 5-6 =- 185/133, 1 -9 =- 215/102 BOT CHORD 8- 9=- 325/703, 7-8 =- 241/603, 6- 7=- 241/603 WEBS 2-8 =- 232/189, 3 -8 =- 129/438, 4 -8 =- 188/135, 4 -6 =- 734/298, 2 -9 =- 716/209 NOTES - 1) Unbalanced roof live Toads have been considered for this design. . 2) Wind: ASCE 7 -10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL =5.Opsf; BCDL =5.Opsf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 9 -1-8, Exterior(2) 9 -1 -8 to 11 -10 -7 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 6 and 161 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0082581 8821T0 TO6 Jack -Open Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:33 2015 Page 1 ID: FOp6 ELx916x0g8baddDVnQyIfSU -U K6Bn0QxFeG DI7TGYweO8 KYBcEe6dtk8m7izHfy6THq 3-1-4 6 -2-8 3 -1-4 3 -1-4 Scale = 1:36.4 3 7.00 12 2x4 3x4 2 3x4 1 7 8 5 9 1151#/58# 0- -80 -1 -11) THD26 4 1 /319# 6x6 = 3x4 = THD26 THD26 3-1-4 628 USPTHD26 3 -1-4 3 - Plate Offsets (X,Y)— [1:0 -1- 12,0 -1- 8],[2:0 -1- 12,0 -1- 8],[5:0- 3- 0,0 -4 -8] LOADING (psf) SPACING- 2-0 -0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.03 4 -5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.45 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 53 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 1417/0 -5-8 (min. 0-1-11), 4=1151/Mechanical Max Horz6= 213(LC 8) Max Uplift6=- 319(LC 4), 4= -458(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6 =- 847/170, 1- 2=- 703/161, 2- 3= -54/30 BOT CHORD 6 -7 =- 177/90, 7 -8 =- 177/90, 5 -8 =- 177/90, 5 -9 =- 246/585, 4 -9 =- 246/585 WEBS 2 -5 =- 305/946, 3-4 =- 74/51, 1 -5 =- 174/730, 2-4 =- 973/408 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left 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 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 Ib uplift at joint 6 and 458 Ib uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -0-0 oc max. starting at 0 -8 -12 from the left end to 4 -8 -12 to connect truss(es) T03 (1 ply 2x4 SP), T04 (1 ply 2x4 SP), T05 (1 ply 2x4 SP) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 =-60, 4 -6 = -20 Concentrated Loads (Ib) Vert: 7=- 698(B) 8=- 698(B) 9=- 698(B) Job Truss Truss Type Qty Ply c A0082582 882170 707 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:34 2015 Page 1 I D: FOp6ELx916x0g 8baddDV nQylfSU- yWgz ?MRZ ?x04 N H2T5e9dhY4BBeu G M BH I ?n SXg5y6TH p 4-8 -8 I 9 -1-8 0 -3 -9 13 -8 -10 18 -3 -12 23 -1-6 I 27 -11-0 4 -8 -8 4 -5-0 1 -2 - 7 3-4-11 4 -7 -2 4 -9 -10 4 -9 -10 Scale = 1:51.1 4x5 = NAILED 3x6 = 3x6 = 3 44x5= 2x4 11 36= 5x12= 7.00 Dr Uk 5 6 NA ED 8 NA ED NA ED 9 It K 11 Il nl n= 11 11 ma 20 22 23 24 ON 4x5 i ki;ii 2 0 p _ 18 �� r \ MIN i �� M — - 11111 nn B2 nn nn nn " 13 25 26 27 28 16 15 14 12 11 10 4x5 = 3x8 = 4x6 = 7x10 = NAILED 4x5 = NAILED 0-5-8(0-1-13) THD26 NAILED NAILED 0 -3 8(0 -1 -8) 1514#/ -405# 1939#/ -537# 9 -1-8 13 -8 -10 18 -3-12 23 -1-6 27 -11-0 9 -1-8 4 -7 -2 4 -7 -2 I 4 -9 -10 4- _ 9 -10 Plate Offsets (X,Y)– [8:0- 2 -0,0 -1 -8], [9:Edge,0 -3 -0], [10:0- 2- 0,0 -0 -0], [11:0- 2- 8,0- 1 -12], [12:0- 5- 0,0 -4-4], [16:0- 2- 8,0 -2-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.18 15 -16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.49 15 -16 >680 180 BCLL 0.0 * Rep Stress Incr NO WB 1.00 Horz(TL) 0.16 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 219 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6 -12 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 -10 -14 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 3 -8 -10 (4 -15); 3 -7 -8 (2 -16); OTHERS 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= 1514/0 -5 -8 (min. 0- 1 -13), 18= 1939/0 -3 -8 (min. 0 -1-8) Max Horz 16= 228(LC 25) Max Upliftl6=- 405(LC 8), 18=- 537(LC 5) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 226/95, 2 -3 =- 1945/598, 3 -4=- 1829/604, 4 -19 =- 2270/735, 5 -19 =- 2270/735, 5 -20 =- 2487/791, 6 -20 =- 2487/791, 6 -21 =- 2487/791, 7 -21 =- 2487/791, 7 -8 =- 2487/791, 8 -22 =- 1443/414, 22 -23 =- 1443/414, 23 -24 =- 1443/414, 9 -24 =- 1443/414, 10 -17= 0/137, 9 -17= 0/137, 1 -16 =- 216/103 BOT CHORD 15-16=-604/1528, 14-15=-631/1929, 13-14=-735/2270, 12-13=-734/2271, 12-25=-414/1443, 25-26=-414/1443, 11- 26=- 414/1443, 11 -27 =- 34/120, 27 -28 =- 34/120, 10 -28 =- 34/120 WEBS 2 -15 =- 108/244, 3 -15= 475/1590, 4 -15 =- 1533/507, 4 -14 =- 267/744, 5 -14 =- 607/261, 5 -12 =- 358/487, 6 -12 =- 279/174, 8 -12 =- 591 / 1631, 8 -11 =- 1588/586,9 -11 =- 630/2191,2 -16 =- 1867/522 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. 11: Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 Ib uplift at joint 16 and 537 Ib uplift at joint 18. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 18 -3 -12 from the left end to connect truss(es) T06 (1 ply 2x6 SP) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply A0082582 8821T0 T07 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:34 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- yWgZ? MRZ? xO4NH2T5e9dhY4BBeuGMBHI ?nSXg5y6THp LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 =-60, 3- 4 =-60, 4- 9 =-60, 10- 16 = -20 Concentrated Loads (lb) Vert: 7 =-8(F) 12=- 1131(F) 21 =-8(F) 22 = -8(F) 24 =-8(F) 25= -25(F) 26= -25(F) 27= -25(F) 28= -25(F) Job Truss Truss Type Qty Ply A0 8821 TO T08 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:34 2015 Page 1 ID: FOp6ELx916xOg8badd DVnQyIfSU -yW gZ ?MRZ ?xO4N H2T5e9d hY4 C_et6MBj I? nSXg5y6TH p 5-1 -5 9 -11 -1 I 15 -11 -8 21 -8 -11 27 -11-0 5-1 -5 4 -9 -13 6 -0 -7 5 -9 -3 6-2 -5 Scale = 1:50.1 3x6 = 4x5 = 5x6 = 5x6 = 3 16 17 18 4 5 19 6 R T7 !I • T3 - 7.00 12 4x5 % 15 2 �� ,� cL1 - 0 0 ' 14 �� 7 • W4 = n 13 " p \ '2 .. / / 4 0 el H1 FT 1 137 11 10 9 20 21 8 22 23 7 3x5 = 3x8 = 3x6 = 4x5 = 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 1123#/ -254# 1138#1 -364# I 9 -11 -1 18 -9 -5 I 27 -11-0 9 -11 -1 8-10 -3 9-1 -11 Plate Offsets (X,Y)— [4:0- 3 -0,0 -3 -0], [6:0- 3 -0,0 -3 -0], [7:0- 2- 0,0 -2 -0], [11:0- 2 -4,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.24 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.62 10 -11 >537 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.13 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 199 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7 -7 -10 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -10 -1 (4 -10); 6 -9 -1 (5 -7); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 11= 1105/0 -5-8 (min. 0 -1 -8), 13= 1082/0 -3 -8 (min. 0 -1-8) Max Holz 11= 276(LC 12) Max Upliftl 1=- 254(LC 12), 13=- 364(LC 9) Max Grav11= 1123(LC 17), 13= 1138(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =- 256/84, 2 -14 =- 212/98, 2 -15 =- 1315/403, 3 -15 =- 1248/426, 3 -16 =- 1097/418, 16 -17 =- 1097/418, 17- 18=- 1097/418, ' 4-18=-1097/418, 4-5=-1052/342, 5-19=-69/19, 6-19=-69/19, 7-12=-297/1010, 6-12=-297/1010, 1-11=-248/114 BOT CHORD 10 -11 =- 559/1158, 9- 10=- 428/1152, 9- 20=- 428/1152, 20- 21= 428/1152, 8 -21 =- 428/1152, 8 -22 =- 292/805, 22 -23 =- 292/805, 7- 23=- 292/805 WEBS 2 -10 =- 209 / 182, 3- 10 = -36/ 363, 4 -10 =- 193/94, 4-8 =- 331 /230, 5-8 =- 130 / 635, 5 -7 =- 1160/430, 2 -11 =- 1257/389 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 9 -11 -1, Exterior(2) 9 -11 -1 to 14 -2 -0 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) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 Ib uplift at joint 11 and 364 Ib uplift at joint 13. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply 4 • A0082594 8821 TO T09 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:34 2015 Page 1 I D: FOp6ELx916x0g8badd DVnQyIfSU -yW gZ ?MRZ ?xO4 N H2T5e9dhY4CceyYM Ixl? nSXg5y6TH p 6-1-5 _ 11-11-1 19 -11 -1 l 27 -11-0 6 -1 -5 5 -9 -13 7 -11 -15 7 -11 -15 Scale = 1:55.9 3x6 = 3x6 = 4x5 = 3x6 = 6x8 = 3 17 18 4 5 19 6 7.0012 •• p II >v" S , / P #/ :) ER 3x5 i 14 1 W3 p p 4 12 11 10 9 8 20 7 2x4 11 4x5 = 3x8 = 3x6 = 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 1111V-241# 6 -1 -5 11 -11 -1 I 19 -11 -1 I 27 -11-0 1184#/ 6 -1 -5 5-9 -13 7 -11 -15 7 - - Plate Offsets (X,Y)— [1:0- 2- 4,0- 1- 8],[2:0 -1- 12,0 -1- 8],[6:0- 1- 8,0 -3 -0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.10 8 -10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.24 8 -10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.51 Horz(TL) 0.14 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 223 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -5 -12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7 -11 -2 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 8 -11 -2 (5 -10); 5 -10 -10 (5 -8); 8 -8 -11 ( MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 12= 1105/0 -5-8 (min. 0 -1 -8), 14= 1082/0 -3 -8 (min. 0 -1-8) Max Horz 12= 324(LC 12) Max Upliftl2=- 241(LC 12), 14=- 369(LC 9) Max Gray 12= 1111(LC 17), 14= 1184(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-15=-1398/361, 2-15=-1323/378, 2-16=-1201/368, 3- 16=- 1120/394, 3 -17 =- 987/399, 17-18=-987/399, 4-18=-987/399, 4 -5 =- 987/399, 5 -19 =- 873/313, 6 -19 =- 873/313, 7 -13= 0/172, 6 -13= 0/172, 1 -12 =- 1050/324 BOT CHORD 11- 12=- 362/414, 10 -11 =- 554/1209, 9 -10 =- 313/873, 8 -9 =- 313/873, 8 -20 =- 22/63, 7- 20= -22/63 WEBS 2 -11 =- 111/108, 2 -10= 414/197, 3 -10= 0/289, 5 -10 =- 127/282, 5-8 =- 663/408, 6-8 =- 432/1193, 1 -11 =- 210/1057 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 11 -11 -1, Exterior(2) 11 -11 -1 to 16 -2 -0 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) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 Ib uplift at joint 12 and 369 Ib uplift at joint 14. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard , Job Truss Truss Type Qty Ply A0082585 , 882170 T10 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:35 2015 Page 1 ID:FOp6ELx916x0g8baddDVnQylf U- QjEyCiSBmFWx _RdffLgsDIdQX2J55kQRERB4MYy6THo 7 -1 -5 13 -11 -1 I 20 -11 -1 27 -11-0 7 -1 -5 6 -9 -13 6 -11 -15 6 -11 -15 3x6 = Scale = 1:60.8 3x6 = 7.00112 4x5 = 5x8 = 4 17 18 5 19 6 3x6 i 16 � 2 o i • o, 15 .` I ° _ 3x5 t � J ' 14 W I/ 9 122x4 11 11 10 9 20 8 21 7 3x6 = 0- 5- 8(0 -1 -8) 4x5 = 3x8 = 0- 3- 8(0 -1 -8) 111 -225# 7 -1 -5 13 -11 -1 20 -11 -1 27 -11-0 1197#/ - 375# 7 -1 -5 j 6 -9 -13 6 -11 -15 6 -11 -15 Plate Offsets (X,Y)— [1:0-2-0,0-1-8], [2:0-1-12,0-1-8], [6:0-1-8,0-3-0], [12:0-1-12,0-1-4] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.17 8 -9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(TL) 0.13 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -0 -12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7 -9 -15 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6-4 -14 (2 -9); 7 -0-10 (5 -8); T- Brace: 2x4 SP No.3 - 6-8 Fasten (2X) T and 1 braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 12= 1105/0 -5 -8 (min. 0-1-8), 14= 1082/0 -3 -8 (min. 0 -1 -8) Max Horz 12= 372(LC 12) Max Upliftl2=- 225(LC 12), 14=- 375(LC 9) Max Gray 12= 1113(LC 17), 14= 1197(LC 17) FORCES. (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-15=-1422/328, 2-15=-1345/349, 2-16=-1106/316, 3-16=-1027/328, 3-4=-1010/347, 4-17=-892/365, 17-18=-892/365, 5 -18 =- 892/365, 5 -19 =- 702/257, 6 -19 =- 702/257, 7 -13= 0/153, 6 -13= 0/153, 1 -12 =- 1046/307 BOT CHORD 11- 12=- 420/495, 10 -11 =- 564/1249, 9 -10 =- 564/1249, 9 -20 =- 257/702, 8 -20 =- 257/702, 8 -21 =- 18/52, 7 -21= -18/52 WEBS 2 -11= 45/156, 2 -9 =- 558/251, 4 -9= 0/245, 5 -9 =- 184/419, 5 -8 =- 721/420, 6 -8 =- 418/1131, 1 -11 =- 160/1033 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd =101 mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 13 -11 -1, Exterior(2) 13 -11 -1 to 18 -2-0 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) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 Ib uplift at joint 12 and 375 Ib uplift at joint 14. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply f ' A0082586 8821TO T11 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:35 2015 Page 1 I D: FOp6 ELx916x0g8badd DVnQylfS U -Qj EyCiS BmF W x_RdffLgsDIdTP2 FP5edRERB4 MYy6TH o I 5-0-0 15 -11 -1 I 23 -2-4 27 -11-0 5 -0-0 10 -11 -1 7 -3 -3 4 -8 -12 3x6 = Scale = 1:66.2 3x6 = 4x5 % 2x4 II 3x4 = 5x8 = 5 6 21 7 22 8 7.00 12 K — 2X4 20 •" \ 4 3x6 3x4 o 3 4 2 0 \ 1 �� 3x4 .� r 18 . � • �:K� N} 13 12 �i �� 4x10 = 23 4x10 24 2 = I 1,7, 16 15 14 11 10 25 9 0-5-g0-18) 4x10 = 2x4 I I 2x4 I 4x10 = 0 -01-8) 1131#/ -209# 5 -0-0 10 -5-8 18 -5 -8 23-2_4 27 -1 t -0 11 /- 3# 5-0-0 I 5-5-8 8 -0-0 4-8 -12 4-8 -12 I Plate Offsets (X,Y)- [1:0-1-12,0-1-8], [2:0-1-12,0-1-8], [5:0-2-8,0-1-8], [8:0-1-8,0-3-0], [12:0-4-12,0-2-4], [13:0-4-4,0-2-4] - - - LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.23 12 -13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) - 0.57 12 -13 >585 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.20 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 247 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9 -10 oc purlins, except BOT CHORD 2x4 SP No.2 'Except' end verticals. B2,B4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -12 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 5 -12, 7 -10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 16= 1105/0 -5-8 (min. 0 -1 -8), 18= 1082/0 -3 -8 (min. 0 -1-8) Max Horz 16= 378(LC 12) Max Upliftl6=- 209(LC 12), 18=- 373(LC 9) Max Gray 16= 1131(LC 17), 18= 1165(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -19 =- 1386/291, 2 -19 =- 1310/304, 2 -3 =- 1981/593, 3 -4 =- 1916/617, 4 -20 =- 2060/762, 5 -20 =- 1981/788, 5-6 =- 934/363, 6 -21 =- 927/365, 7-21=-927/365, 7-22=-438/168, 8 -22 =- 438/168, 9-17=0/111, 8-17=0/111, 1 -16 =- 1085/272 BOT CHORD 15- 16= -423/450, 14- 15= -25/9, 13 -14 =0/92, 4- 13=- 446/286, 13- 23=- 432/1015, 23- 24=- 432/1015, 12- 24= 432/1015, 11 -12 =0/76, 6- 12=- 222/143, 10- 11= -47/0, 10 -25 =- 14/40, 9 -25= -14/40 WEBS 2-15=-759/373, 5-13=-540/1309, 5-12=-360/221, 7-10=-1111/521, 10 -12 =- 178/539, 7-12=-396/985, 8-10=-406/1054, 1-15=-167/1100, 13-15=-628/1431, 2-13=-165/493 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =28ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 15 -11 -1, Exterior(2) 15 -11 -1 to 20 -2 -0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 16 and 373 Ib uplift at joint 18. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0682587 8821T0 T12 GABLE 1 1 IJob Reference (optional) Building Component Supply. Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:36 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- uvoKP2TgXZeocbCrD3B5mz9fESIQgKwbT5xdu _y6THn 3 -3 -0 6 -6 -0 3 -3 -0 3 -3 -0 Scale = 1:19.1 4x5 2 7.00 12 r1 3 ' lil ■ ■ ■ ■ e lil • • • ■B1 • • • 5 /1 6 4 0- 3- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 3 -3 -0 6-6-0 L 24 -153# 3 -3 -0 I 3 -3-0 248#/ -153# LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 34 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 6= 248/0 -3 -8 (min. 0 -1 -8), 4= 248/0 -3 -8 (min. 0 -1 -8) Max Horz6 =92(LC 11) Max Uplift6=- 153(LC 12), 4=- 153(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 212/268, 2- 3=- 212/266, 1 -6 =- 196/219, 3-4 =- 196/218 BOT CHORD 5-6 =- 193/138, 4 -5 =- 193/138 WEBS 2- 5=- 145/91 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =oft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) zone; end vertical left and right exposed; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1 -4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 6 and 153 Ib uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0082588 8821T0 T13 Hip Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:36 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- uvoKP2TgXZeocbCrD3B5mz9aRSgKgDsbT5xdu_y6THn 1-8-0 4-8-8 6 -0-8 7-4-8 8-8-8 10 -0-8 114-8 12-8 -8 15 -9 -0 17 -5 -0 1-8-0 3 -0-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4 -0 1-4-0 3 -0-8 1 -8 -0 4x5 = Scale = 1:41.4 11 ..�� 9 7 135 i 13 15 7 NAILED 4x5 NAILE 5 17 19 4x5 = 4x5 a 34 ■ ,. 4x5 �.1 1111 e �. , �� ■ rl� �. 3x4 3x4 i !iilillh��IIIYC�kliiaTllaifail ��M -R% :. 1p_ v c 1 f . biLaj N __ 71 IL1nl 11 -.' I ■1 I I111♦• = - __ ' 26 29 30 31 32 25 33 24 23 ii 27 22 3x8 = NAILED NAILED NAILED NAILED 3x6 = 3x8 = 0 - - 0 3 8(0 - 1 - 8) I 5991/ - 529 # NAILED 728#/ -409# NAILED 1 -8-0 8 -8 -8 15-9-0 17 - - 1-8-0 7 -0-8 ( 7 -0-8 1 - - Plate Offsets (X,Y)- [1:0 -1- 12,0 -1-81, [2:0 -2- 12,0 -2 -0], [3:0- 3- 4,0 -2-4], [10:0- 5 -0,0 -2-8], [18:0- 2- 8,0 -2 -4], [20:0 -0- 8,0 -2 -0], [21:0 -1- 12,0 -1 -8], [27:0 -2- 12,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.10 25-26 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.13 23 -25 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. Except: WEBS 2x4 SP No.3 6 -0-0 oc bracing: 18 -20 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. JOINTS 1 Brace at Jt(s): 10, 14, 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 27= 597/0 -3-8 (min. 0 -1 -8), 22= 728/0 -3 -8 (min. 0 -1-8) Max Horz27=- 208(LC 6) Max Uplift27=- 529(LC 8), 22=- 409(LC 8) Max Grav27= 599(LC 30), 22= 728(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 543/513, 2 -28 =- 486/493, 3 -28= 486/493, 3 -4 =- 213/346, 4-6 =- 213/346, 6-8 =- 213/346, 8 -10 =- 213/346, 10- 12=- 418/372 , 12- 14=- 418/372, 14- 16= 418/372, 16 -18 =- 418/372, 18- 20=- 643/459, 19 -20= -47/0, 20- 21=- 675/389, 1- 27=- 622/561, 21 -22 =- 749/393, 3 -34= 434/230, 5 -34 =- 395/225, 5 -7 =- 396/264, 7 -9 =- 376/280, 9 -35 =- 375/327, 11 -35 =- 346/322, 11 -13 =- 378/328, 13 -15 =- 382/284, 15- 17=- 401/263, 17- 18= 436/228 BOT CHORD 27 -29 =- 197/188, 26- 29=- 197/188, 26 -30 =- 638/878, 30 -31 =- 638/878, 31- 32=- 638/878, 25- 32=- 638/878, 25- 33=- 638/878, 24- 33=- 638/878, 23- 24=- 638/878, 22- 23= -41/34 WEBS 2- 26=- 186/127, 10- 26= 493/293, 10- 25=- 74/258, 10 -23 =- 343/337, 20 -23 =- 307/251, 1 -26 =- 573/647, 21- 23=- 467/830, 10 -11 =- 175/250, 12 -13 =- 86/89, 14 -15 =- 37/27, 16-17=-80/64, 4-5=-63/64, 6-7=-34/32, 8- 9= -85/87 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 Ib uplift at joint 27 and 409 Ib uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. 10) "NAILED" indicates 3 -10d (0.148 "x3 ") or 2 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply A0 62588 8821T0 T13 Hip Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:36 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- uvoKP2TgXZeocbCrD3B5mz9aRSgKgDsbT5xdu _y6THn LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -60, 2- 3 = -60, 18- 20 = -60, 19- 20 = -60, 20- 21 = -60, 22- 27 = -20, 3- 11 = -60, 11- 18 = -60 Concentrated Loads (lb) Vert: 2 = 32(8)26= 3( B) 13= 17( B) 7= 17( B) 28= 17( B) 29= 8( B) 30= 3( B) 31= 3( B )32= 3(B)33= 3(B)34= 17(B)35 =17(B) Job Truss Truss Type Qty Ply t • A0082589 8821T0 T14 Common Structural Gable 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:37 2015 Page 1 I D: FOp6ELx916xOg8baddDVnQyIfSU- M5MidN USIsmfEln2nmiKlAim7r _oZ14khIgBQQy6THm 4-6 -0 _ 8 -8 -8 12 -10-4 1 17 -3-8 4-6 -0 4 -2 -8 4 -1 -12 4 -5-4 4x5 = Scale = 1:42.7 3 7.00 12 2x4 I I 12 13 4x5 2 4 11 14 x4 II 2x4 11 1 M n ■ ■ �� • -•vim • • • vv •v •v • vvvvcw vv • • •- vcv•v- vrwvry ._ !•!•. O�! i�i�ii�i��l �l�l�!�il�l�l�l�l�l�l�S!�!�!•!i •!�: !�: ! �!�'.•!�!�!•'.ci100�!�!�!�!�!i! ►� 2x4 11 2x4 11 3x4 = 6 (d-q -8) (@ 1 -8 (if-1-8) 0-Y§(071-8) 196#/ -77# 454 # / -14# = 482#/ -67# 354#/ -189# 8 -8 -8 17 -3-8 8-8-8 8 - 1 Plate Offsets (X,Y)— [6:Edge,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(TL) 0.31 6 -7 >321 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.32 6 -7 >312 180 BCLL 0.0 * Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -7 -14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 10= 193/11 -7 -0 (min. 0 -1 -8), 7= 458/11 -7 -0 (min. 0 -1-8), 6= 354/0 -5-8 (min. 0 -1 -8), 9= 354/11 -7-0 (min. 0 -1-8) Max Horz 10=- 187(LC 10) Max Upliftl0= -77(LC 12), 7= -67(LC 13), 6=- 189(LC 13), 9=- 194(LC 12) Max Gray 10= 196(LC 17), 7= 482(LC 19), 6= 354(LC 1), 9= 454(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -11 =- 151/107, 2 -11 =- 109/120, 2 -12 =- 289/241, 3 -12 =- 266/259, 3 -13 =- 261/265, 4 -13 =- 285/246, 4 -14 =- 100/259, 5 -14 =- 139/247, 1- 10=- 187/119,5 -6 =- 169/198 BOT CHORD 9- 10=- 128/187, 8 -9 =- 128/187, 7 -8 =- 128/187, 6 -7 =- 194/266 WEBS 3- 7=- 209/70, 4 -7 =- 274/202, 4 -6 =- 278/195, 2 -9 =- 366/236 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8-8-8, Exterior(2) 8 -8 -8 to 11 -8-8 zone; end vertical left exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 10, 67 Ib uplift at joint 7, 189 Ib uplift at joint 6 and 194 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truype Qty Ply t A0082590 8821T0 T15 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:37 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- M5MidNUSIsmfEln2nmiKlAimCr31 ZhskhlgBQQy6THm 4-6-0 8 -8 -8 15 -1-0 17 -3 -8 4-6-0 4 - - 6-4 -8 I 2 -2-8 iti = Scale = 1:38.9 3 II 7.00 FIT • 12 13 4x5 2 ° 4x5 = 2x 4 11 ' 11 4 1 11\\zomumiri I 2x4 II , c ■ �B1 = ■■ 1 3x4 = 3x4 = 8 3x6 = 3x46 0- 5- 8(0 -1 -8) 0- 3x4((1-1 -8) 0- 5- 8(0 -1 -8) 4431/ -101# 5 -9 -14 I 1144 695#/ 17 -3-8 233#/ - 5 -9 -14 5-6-6 5 -11-4 Plate Offsets (X,Y)— [3:0-2-8,0-1-12], [6:0-1-12,0-1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.08 6 -8 >818 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.07 6 -8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix -M) Weight: 104 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 221/0 -5 -8 (min. 0 -1 -8), 8= 695/0 -5 -8 (min. 0 -1 -8), 10= 443/0 -5 -8 (min. 0 -1-8) Max Horz 10=- 170(LC 10) Max Uplift6=- 132(LC 12), 8=- 288(LC 12), 10=- 101(LC 12) Max Grav6= 233(LC 22), 8= 695(LC 1), 10= 443(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -11 =- 174/103, 2 -11 =- 136/115, 2 -12 =- 444/162, 3 -12 =- 405/182, 3 -13= 0/139, 4 -13 =- 68/44, 4 -5 =- 18/31, 5-6 =- 21/37, 1- 10=- 194/111 BOT CHORD 9 -10 =- 122/390, 8- 9=- 17/172, 7 -8 =- 102/150, 6 -7 =- 102/150 WEBS 2- 9=- 235/188, 3- 9=- 93/370, 3 -8 =- 491/176, 4-8 =- 253/193, 4-6 =- 229/115, 2 -10 =- 363/49 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8-8-8, Exterior(2) 8 -8 -8 to 11 -8 -8, Interior(1) 15 -1 -0 to 17 -1 -12 zone; end vertical left exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 6, 288 Ib uplift at joint 8 and 101 Ib uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ` A0082591 8821T0 T16 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:37 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- M5MidN USIsmfEln2nmiKlAiokr _5ZgrkhlgBQQy6THm 4 -6 -0 8-8-8 11 -5-8 13 -1-0 17 -3-8 1 I I 4 -2-8 I 2 -9-0 1 1 -7-8 I 4 -2-8 1 5x6 = Scale = 1:38.2 3 7.00 12 2x4 I I 13 4 14 4x5 i 5 4x5 = 2x4 11 2 6 A i s - . 12 o N 2x411 1111,1 o 1 * v Al 5x8 = . 3x4 = o • N B1 ■ WI 10 9 11 3x4 — 3x8 = 2x4 11 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 680aj/ 162# 8 - 8 - 8 I 11 - I 17 -3-8 680#/ } 95# 8-8-8 2 -9-0 5 -10-0 Plate Offsets (X,Y)— [3:0- 2- 8,0 -1- 12],[8:0 -2- 12,0 -2- 81, [11:0 -1- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.14 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.35 10 -11 >581 180 BCLL 0.0 • Rep Stress Incr YES WB 0.50 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 111 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5 -9 oc purlins, except BOT CHORD 2x4 SP No.2 `Except` end verticals. B2: 2x4 SP No.3 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 truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 7= 680/0 -3 -8 (min. 0 -1 -8), 11= 680/0 -5 -8 (min. 0 -1 -8) Max Horz 11=- 154(LC 10) Max Uplift7=- 195(LC 12), 11=- 162(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =- 207/78, 2 -12 =- 168/91, 2 -13 =- 645/222, 3 -13 =- 621/241, 3-4 =- 1157/448, 4 -14 =- 1104/397, 5 -14 =- 1127/390, 5-15=-53/12, 6-15=-53/12, 6-7=-130/89, 1- 11=- 208/95 BOT CHORD 10 -11 =- 277/638, 9- 10= -22/6, 8- 9= -52/0, 4 -8 =- 151/110, 7- 8=- 441/1185 WEBS 2 -10 =- 212/175, 3 -10 =- 121/69, 8 -10 =- 157/606, 3 -8 =- 334/862, 5 -8 =- 326/173, 5 -7 =- 1233/467, 2 -11 =- 659/219 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8-8-8, Exterior(2) 8 -8 -8 to 11 -8 -8, Interior(1) 13 -1-0 to 17 -1 -12 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 7 and 162 lb uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply t A0082592 8821 TO T17 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:37 2015 Page 1 ID: FOp6ELx916x0g8baddDV nQylfSU -M5M id N U S I smfEl n2n mi KlAiokr_5ZhGkh Ig BQQy6TH m 4 -6 -0 8 -8 -8 11 -1-0 17 -3-8 I - 4 -6 -0 l 4 -2 -8 1 2 -4-8 I 6 -2 -8 I 5x6 = Scale = 1:38.2 3 rte \) x5 4 = 3x4 = 7.00 12 5 6 13 - - 4x5 , 12 • 7i C7 , 5) N 2X411 111 J "' 1 0 6x8= ,1 2x4 II a I r e _. ■ B1 ■ o■ 10 9 11 _ 3x8 = 2x4 I I 0 -5-8(0 8) 0- 3- 8(0 -1 -8) 680¢/ 1500 8-8-8 } 11 -5-8 I 17 -3 -8 6809/ 209# 8-8-8 2 -9-0 5 -10-0 Plate Offsets (X,Y)— [3:0- 2- 8,0- 1- 12],[4:0 -2- 12,0- 2 -4],[8:0- 2-8,0- 212],[11:0 -1- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.14 10 -11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.35 10 -11 >584 180 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 112 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5 -7 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 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 truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 7= 680/0 -3 -8 (min. 0 -1 -8), 11= 680/0 -5 -8 (min. 0 -1 -8) Max Horz 11= 190(LC 12) Max Uplift7=- 209(LC 9), 11=- 150(LC 12) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -12 =- 206/78, 2 -12 =- 168/90, 2 -13 =- 636/202, 3 -13 =- 577/222, 3-4 =- 1094/440, 4 -5 =- 932/351, 5 -14 =- 960/365, 14 -15 =- 960/365, 6 -15 =- 960/365, 6- 7=- 618/286, 1 -11 =- 207/95 BOT CHORD 10 -11 =- 310/654, 9- 10= -25/9, 8- 9= -52/0, 5-8 =- 796/379, 7- 8= -14/37 WEBS '3 -10 =- 119 / 86,2 -10 =- 220/180,8 -10 =- 189/612, 3-8=-348/858, 6-8=-394/1032, 2- 11=- 659/201 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8 -8 -8, Exterior(2) 8 -8 -8 to 11 -1 -0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 7 and 150 Ib uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0032593 4 882170 718 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:38 2015 Page 1 ID :FOp6ELx916x0g8baddDVnQylfSU -q Iw4g1U43AuWrvMEKUDZrOFzmFJsl8utwPQkzsy6THI 4 -3-12 1 8-4-0 1 11 -5-8 17 -3-8 1 4 -3-12 4 -0-4 3 -1-8 5 -10-0 5x6 % Scale = 1:36.9 2x4 I I 3x4 = 3 4 12 13 5 c• T2 7.00 W 4x5 2 Y . 11 IN Y 2x4 I' ii� 4x10 = ■ w !I 2x4 11 Pl. ■ B1 • ►1 9 8 10 3x4 = 3x8 = 2x4 I I 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 8-4-0 11 -5-8 17 -3 -8 680tH -134# 8 4-0 3-1-8 1 5 - 10 - 8801/-468# Plate Offsets (X,Y)— [3:0- 1- 4,0- 2- 4],[7:0 -4- 12,0 -2- 4],[10:0 -1- 12,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL. in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 9 -10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.31 9 -10 >655 180 BCLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 115 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 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 truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 6= 680/0 -3 -8 (min. 0 -1 -8), 10= 680/0 -5 -8 (min. 0 -1 -8) Max Horz 10= 238(LC 12) Max Uplift6=- 268(LC 9), 10=- 134(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -11 =- 194/73, 2 -11 =- 158/85, 2 -3 =- 644/208, 3-4 =- 668/297, 4 -12 =- 686/305, 12- 13=- 686/305, 5 -13 =- 686/305, 5-6 =- 621/317, 1 -10 =- 196/89 BOT CHORD 9 -10 =- 364/654, 8 -9= -32/0, 7 -8= -32/0, 4 -7 =- 316/236, 6 -7= -9/23 WEBS 2 -9 =- 221/185, 3 -9 =- 116/121, 7 -9 =- 245/603, 3 -7 =- 165/302, 5 -7 =- 362/809, 2 -10 =- 668/193 • NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd =101 mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 8-4-0, Exterior(2) 8 -4 -0 to 12 -6 -15 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. 4)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 Ib uplift at joint 6 and 134 Ib uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply , A0082594 8821T0 T19 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:38 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- gIw4gjU43AuWrvMEKU DZrOFvcFLj184twPQkzsy6THl 5 -3-12 10-4-0 i 11 -5_8 17 -3-8 5 -3-12 5-0-4 1 -1-8 5 -10-0 4x5 = Scale = 1:43.7 3x4 = 3 14 1516 4 .4 /1 1111—t- - 7.00 I 12 3x4 % 13 2 ; r, 12 3x4 co •r, . 2x411 2x4 II C 4 ors ors 10 9 8 7 0- 52- (0-1 -8) 3x8 = 2x4 II 0- 3- 8(0 -1-8) 686#I -112# 691#/ -249# i 5 -3 -12 10-4-0 1 p$ � 17 -3-8 5 -3 -12 5-0-4 1- -8 5-10-0 Plate Offsets (X,Y)— [1:0-1-8,0-1-8], [2:0-1-12,0-1-8], [4:0-1-12,0-1-8], [6:0-2-8,0-2-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.23 5-6 >874 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 118 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -5 -7 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 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) 5= 691/0 -3 -8 (min. 0 -1-8), 10= 686/0 -5-8 (min. 0 -1 -8) Max Horz 10= 286(LC 12) Max Uplift5=- 249(LC 9), 10=- 112(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-12=-790/153, 2-12=-699/168, 2-13=-712/222, 3-13=-633/244, 3 -14 =- 560/264, 14- 15=- 560/264, 15 -16 =- 560/264, 4-16=-560/264, 4-5=-618/339, 1- 10=- 639/172 BOT CHORD 9 -10 =- 317/345, 8 -9 =0/12, 7- 8 =0 /0, 5-6= -11/28 WEBS 2 -9 =- 257/198, 2 -6 =- 191/85, 6 -8= 0/125, 3-6 =- 33/126, 4-6 =- 326/695, 1 -9 =- 44/567, 6 -9 =- 368/773 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 10 -4 -0, Exterior(2) 10-4-0 to 14 -6 -15 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. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 Ib uplift at joint 5 and 112 Ib uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply A0082595 8821T0 T20 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:38 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- gIw4gjU43AuWrvMEKU DZrOF_HFNTI2GtwPQkzsy6THI 5 -10 -12 11 -5-8 12-4 -0 17 -3-8 5-10-12 5-6-12 0 -10-8 4 -11 -8 4x5 % Scale = 1:49.4 2x4 I I 2x4 11 4 13 14 15 5 3 i'..�Ym 7.00 12 • 12 3x4 i 2 co co 11 3x4 2 y 16 17 3x4 = o 4x10 = a 10 9 8 0-51 - 3x8 = 2x4 11 0- 3- 8(0 -1-8) 680#/ -93# 717#/ -263# 5 -10 -12 11 -5-8 17 -3-8 5 -10-12 5-6 -12 5-10-0 Plate Offsets (X,Y)— [1:0- 1- 4,0- 1- 8], [2:0 -1- 12,0 -1- 8],[4:0- 2- 8,0 -1- 4],[7:0 -4- 12,0- 2 -0],[9:0- 2- 8,0 -1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.05 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.12 6 -7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 128 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 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 truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 6= 680/0 -3 -8 (min. 0 -1-8), 10= 680/0 -5 -8 (min. 0 -1 -8) Max Horz 10= 334(LC 12) Max Uplift6=- 263(LC 12), 10= -93(LC 12) Max Grav6= 717(LC 17), 10= 680(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -11 =- 784/110, 2 -11 =- 694/127, 2 -12 =- 647/166, 3 -12 =- 572/190, 3-4 =- 616/279, 4 -13= -11/3, 13- 14= -11/3, 14- 15= -11/3, 5 -15= -11/3, 5-6 =- 137/99, 1- 10=- 627/149 BOT CHORD 9 -10 =- 372/413, 8 -9= -15/3, 7 -8 =0/90, 3 -7 =- 254/177, 7 -16 =- 200/405, 16 -17 =- 200/405, 6 -17 =- 200/405 WEBS 2 -9 =- 235/188, 7 -9 =- 366/797, 2 -7 =- 247/112, 4 -7 =- 299/752, 4-6 =- 661/328, 1 -9 =0/537 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -4 -0, Exterior(2) 12-4 -0 to 16 -6 -15 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. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 Ib uplift at joint 6 and 93 Ib uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job TrussTru Type Qty Ply A0d32596 8821T0 T21 Half Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:38 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- gIw4gjU43Au WrvMEKUDZrOF_LFMwl1 stwPQkzsy6THI I 5 -10 -12 I 11 -5-8 I 14-4-0 I 17 -3-8 5 -10 -12 5-6 -12 2 -10-8 2 -11-8 4x5 % Scale = 1:55.5 7.00 12 2x4 II 5 6 2X4 II t .'!l4 F, • 3x6 � • 4 3, tfi\k3x41 i2 : o 2 ea? i 12 3x4 i i 1 14 3x4 = 4 `f M� : 4x10 = " l -tf 11 10 9 0- 5409I -8) 0 -3-8( 0 - 1 -8) 680 # / -68# 3x8 = 2x4 I I 756#/_289# 5 -10 -12 I 11 -5 -8 I 17 -3-8 5 -10 -12 5 -6-12 5-10-0 Plate Offsets (X,Y)- [1:0- 1- 4,0- 1- 8],[2:0 -1- 12,0 -1- 8],[5:0- 2- 8,0 -1- 8],[8:0 -4- 12,0 -2- 0],[10:0- 2- 8,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.06 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.14 7-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 133 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 `Except` end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6 -7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 7= 680/0 -3 -8 (min. 0 -1 -8), 11= 680/0 -5 -8 (min. 0 -1 -8) Max Horz 11= 382(LC 12) Max Uplift7=- 289(LC 12), 11= -68(LC 12) Max Grav7= 756(LC 17), 11= 680(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =- 784/62, 2 -12 =- 693/78, 2 -3 =- 645/114, 3-4 =- 524/138, 4 -5 =- 650/259, 5 - 6 = - 7/0, 6 -7 =- 80/57, 1 -11 =- 627/118 BOT CHORD 10 -11 =- 419/460, 9- 10= -18/4, 8 -9 =0/90, 4-8 =- 322/218, 8 -13 =- 121/238, 13- 14=- 121/238, 7 -14 =- 121/238 WEBS 2 -10 =- 239/179, 8 -10 =- 369/827, 2 -8 =- 236/113, 5 -8 =- 362/879, 5 -7 =- 671/347, 1 -10 =0/536 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 14 -4-0, Exterior(2) 14-4-0 to 17 -1 -12 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. 4)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 Ib uplift at joint 7 and 68 Ib uplift at joint 11. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply • A00%2597 8821T0 T22 Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:39 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- IUTS23VigUONT2wQuBloNbn6EfdY1 Ws19391VJy6THk I 5 -10 -12 15 -3-0 I 21 -10-8 27 -11 -7 39-6 -8 44 -11-0 I 5 -10 -12 9-4-4 6 -7-8 6 -0 -15 11 -7 -1 5-4-8 Scale = 1:81.4 7.001 5x6 = 3x8 = 5x6 = 5 6 29 7 30 8 9 31 3x6 . 1.1 4411441 28 •� 10 3x4 i 2 � rr r • - 3x6 , N 27 11 3x4 ; WD W v 4x5 122 N11 5 « � a / I I \: �•_ 4x5 �� 34 i r3 Icyr.' V Q u - -I 33 5x8 ��I N Ilig 4 c `435 36 5x8 -' _ 1S ,o �n 26 25 24 ) 'r.� 5x8 - �-` ] Io 447#/ 3x8 - 5x8 - 233450# 20 19 16 15 93 0 255# 3x8 = 3x8 = I 5 -10 -12 I 11 -5-8 17 -1 -12 170-0 21 -10-8 I 26 -5-8 34-5-8 39-6 -8 I 44 -11-0 5 -10-12 5-6-12 5-8-4 0 -2-4 4-6-8 4 -7-0 8-0-0 5-1-0 5-4-8 1 Plate Offsets (X,Y)- [2:0 -1- 12,0 -1-8], [5:0- 3- 0,0- 1 -12], [9:0- 3- 0,0- 1 -12], [12:0 -1- 12,0 -1-8], [17:0 -2- 12,0 -2 -8], [18:0 -2- 12,0- 2 -12], [22:0 -2- 12,0 -2 -8], [23:0 -2- 12,0 -2 -8], [25:0 -2-8 ,0 -1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.21 17 -18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.51 17 -18 >646 180 BCLL 0.0 * Rep Stress Incr YES WB 0.73 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 370 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -10-8 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2,B4,B7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -22, 8 -18 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 5 -22, 7 -22, 9 -18, 9 -17 Fasten (2X) T and 1 braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 26= 357/0 -5 -8 (min. 0 -1 -8), 22= 2334/0 -3 -8 (min. 0- 2 -12), 14=878/0-5-8 (min. 0 -1 -8) Max Horz 26= 326(LC 11) Max Uplift26=- 132(LC 12), 22=- 550(LC 12), 14=- 255(LC 12) Max Grav26= 447(LC 21), 22= 2334(LC 1), 14= 939(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -27 =- 450/159, 2 -27 =- 333/175, 2 -28 =- 116/324, 3 -28 =- 25/349, 3-4= 0/372, 4 -5 =- 158/365, 5 -6 =- 14/701, 6 -29 =- 12/701, 7 -29 =- 12/701, 7 -30 =- 463/348, 8 -30= 463/348, 8 -9 =- 465/345, 9 -31 =- 1521/690, 10 -31 =- 1531/656, 10 -11 =- 1311/485, 11- 12=- 1421/463, 12 -32 =- 1016/372, 13- 32=- 1135/358, 1 -26 =- 395/188, 13 -14 =- 889/307 BOT CHORD 25 -26 =- 294/357, 24- 25= -22/0, 23 -24 =0/89, 4 -23 =- 357/261, 23- 33=- 653/387, 33- 34=- 653/387, 22- 34=- 653/387, 21 -22 =0/70 , 6- 22=- 228/152, 20- 21= -24/1, 19- 20= -52/0, 18 -19 =0/70, 8- 18=- 186/97, 18- 35= 0/464, 35- 36= 0/464, 17- 36= 0/464, 16-17 =0/82, 10- 17= 480/327, 15- 16= -27/7, 14 -15 =- 61/110 WEBS 2 -25= 47/172, 23- 25=- 193/420, 2 -23 =- 501/249, 5 -23 =- 344/847, 5 -22 =- 978/321, 7 -20 =- 187/414, 20 -22 =- 304/230, 7 -22 =- 1383/542, 18 -20 =- 279/227, 7 -18 =- 155/859, 9.18 =- 552/229, 9- 17= 463/1235, 12- 15=- 537/224, 1 -25 =- 77/245, 13 -15 =- 193/832, 15 -17 =- 255/994, 12 -17 =0/261 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 15 -3 -0, Exterior(2) 15 -3 -0 to 34 -3 -10, Interior(1) 34 -3 -10 to 44 -94 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 26, 550 Ib uplift at joint 22 and 255 Ib uplift at joint 14. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. eA 89:Asl tto2a1 permanent and stability bracing for truss system (not part of this component design) is always required. Job Truss Truss Type Qty Ply A00 %2597 8821T0 122 Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:39 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU- IUTS23VigUONT2wQuBloNbn6EfdY1 Ws19391VJy6THk LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0082s98 f 8821T0 723 Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:40 2015 Page 1 ID :FOp6ELx916xOg8baddDVnQyIfSU -ng 1 rFPWKbn8D5CVdSvG 1 wpKH_3znmv_ANjvr11y6THj 5 -10 -12 15-3-0 I 21 -10-8 I 27 -11 -7 39-6 -8 44 -11-0 5-10-12 9-4-4 6 -7-8 6 -0-15 11 -7 -1 5-4-8 Scale = 1:81.4 7.00 I 5x6 = 3x8 = 5x6 = . 5 6 29 7 30 31 8 9 3x6 i Ira 32 3x4 10 2 I c 11LN 3 N 27 W 11 3x4 y •. 12 s- 4x5 * V1 ��_<■.A• ., 4 x5 • _ ` S 5x8 _ __= �I ` 37 5x8 1' � . ,�� 0-5-8(0-1-8) 25 24 0-3-8(Q-,502-12) 5x8 = =' - - 447#/ -132# 3x8 = 5x8 = 2334tN 20 19 16 15 93455# 3x8 = 3x8 = 5 -10 -12 I 11 -5-8 I 17 -1 -12 170-0 21 -10-8 26-5-8 34 -5-8 39-6 -8 44 -11-0 5 -10 -12 5-6-12 5-8-4 0 -2-4 4 -6-8 I 4-7-0 I 8-0-0 I 5-1-0 I 5-4-8 Plate Offsets (X,Y)- [2:0 -1- 12,0 -1-8], [5:0- 3- 0,0- 1 -12], [9:0- 3 -0,0- 1 -12], [12:0 -1- 12,0 -1-8], [17:0 -2- 12,0 -2 -8], [18:0 -2- 12,0- 2 -12], [22:0 -2- 12,0 -2 -8], [23:0 -2- 12,0 -2 -8], [25:0 -2-8 ,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.21 17 -18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.51 17 -18 >646 180 BCLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 370 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2. TOP CHORD Structural wood sheathing directly applied or 3 -11 -3 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2,B4,B7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -22, 8 -18 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 5 -22, 7 -22, 9 -18 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 26= 357/0 -5 -8 (min. 0 -1 -8), 22= 2334/0 -3 -8 (min. 0- 2 -12), 14= 878/0 -5-8 (min. 0 -1-8) Max Horz26= 326(LC 11) Max Uplift26=- 132(LC 12), 22=- 550(LC 12), 14=- 255(LC 12) Max Grav26= 447(LC 21), 22= 2334(LC 1), 14= 939(LC 18) FORCES. (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -27 =- 450/161, 2 -27 =- 333/177, 2 -3 =- 116/324, 3 -28= 0/368, 4 -28= 0/372, 4 -5 =- 158/365, 5-6 =- 8/701, 6 -29 =- 6/701, 7 -29 =- 6/701, 7 -30 =- 463/337, 30- 31= 463/337, 8 -31= 463/337, 8 -9 =- 465/335, 9 -32 =- 1439/657, 10- 32=- 1531/635, 10- 11= -1311/ 464,11 -12 =- 1421 / 442,12 -33 =- 1016 / 361,13 -33 =- 1135/347,1 -26 =- 395/189,13 -14 =- 889/306 BOT CHORD 25 -26 =- 294/357, 24- 25= -22/0, 23 -24 =0/89, 4 -23 =- 357/243, 23- 34=- 653/374, 34- 35=- 653/374, 22- 35=- 653/374, 21 -22 =0/70 , 6 -22 =- 228/146, 20- 21= -24/1, 19- 20= -52/0, 18 -19 =0/70, 8 -18 =- 186/94, 18- 36= 0/464, 36- 37= 0/464, 17- 37= 0/464, 16 -17 =0/82, 10- 17= 480/307, 15- 16= -27/7, 14- 15=- 61/110 WEBS 2 -25= 47/172, 23- 25=- 193/420, 2 -23 =- 501/245, 5 -23 =- 320/847, 5 -22 =- 978/306, 7 -20 =- 185/414, 20 -22 =- 304/229, 7 -22 =- 1383/517, 18- 20=- 279/225, 7 -18 =- 152/859, 9 -18 =- 552/219, 9 -17 =- 437/1235, 12 -15 =- 537/223, 1 -25 =- 77/245, 13 -15 =- 187/832, 15 -17 =- 254/994, 12 -17 =0/261 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 15 -3 -0, Exterior(2) 15 -3 -0 to 32 -5 -5, Interior(1) 32 -5 -5 to 44 -9-4 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 26, 550 Ib uplift at joint 22 and 255 Ib uplift at joint 14. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CQbllyaeia %Nd iti permanent and stability bracing for truss system (not part of this component design) is always required. Job Truss truss Type Qty Ply , r A0082598 8821T0 T23 Hip 1 1 Job Reference (optional) Buiding Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:40 2015 Page 2 ID: FOp6ELx916x0g8baddDVnQyIfSU -ng1 rFPWKbn8D5CVdSvG1wpKH _3znmv_ANjvr11y6THj LOAD CASE(S) Standard II Job Iruss Truss Type Qty Ply f 8821T0 T24 Roof Special 5 1 A0082599 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:40 2015 Page 1 ID :FOp6ELx916xOg8baddDVnQyIfSU -ng 1 rFPWKbn8D5CVdSvG 1 wpKJH3zAmOfANjvr1Iy6THj 1 5 -10 -12 _15 -3 -0 - - 22 -7 -7 1 27 -11 -7 1 33 -0 -2 I 39 -0-13 44 -11-0 5 -10 -12 9 -4 -4 7-4 -8 5-3-15 5-6-11 5-6 -11 5 -10-3 5x6 =- 7,00 12 Scale = 1:81.4 2x4 3x4 = 5x6 2x4 5 6 26 7 27 28 8 3x6 ------ _ 3 2 r /•' 29 3x4 3x6 3x4 10 . W 24 2 f 4x5 in V1'0 1AI° yy t. V / . 11 4x51 `,r r . 30 : «� / �� 3x411 cc = I�'1'C�l 31 3 - 14 �.. el 5x8 = 0-5-§(0-178) 23 22 21 _ I i I ff -40# 3x8 = 2x4 II 0-3-8(2-9) 17 16 3x4 = 1 .Ir -1-8) 531 2165 20 107•• 67 5x8 = 2x4 11 3x8 = 3x6 = 3x4 = 3x4 = I 5 -10 -12 I 11 -5-8 17 -1 -12 17d1-0 22 -7 -7 I 27 -11 -7 I 36-3 -7 I 44 -11-0 5 -10 -12 5-6 -12 5-8-4 0-2-4 5-3-7 5-3 -15 8-4-1 8 - - Plate Offsets (X,Y)- [ -1- 12 ,0 - 1- 8],[5:0- 3- 0,0 -1- 12],[8:0- 1- 4,0 -2- 4],[13:0 -1- 12,0 -1- 8],[19:0 -2- 12,0 -2- 8],[20:0 -2- 12,0 -2- 8],[22:0- 2- 8,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.19 14 -16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.36 14 -16 >898 180 BCLL 0.0 * Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 344 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0 -5 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2,B4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -19 WEBS 1 Row at midpt 5-19, 7 -19, 8 -17, 9 -16, 11 -13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 23= 499/0 -5-8 (min. 0 -1-8), 19= 2103/0 -3 -8 (min. 0 -2 -9), 13= 968/0 -5 -8 (min. 0 -1 -8) Max Horz23=326(LC 11) Max Uplift23=- 150(LC 12), 19=- 520(LC 12), 13=- 267(LC 12) Max Grav23= 531(LC 21), 19= 2165(LC 17), 13= 1079(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -24 =- 570/194, 2 -24 =- 501/210, 2 -3 =- 303/126, 3 -25 =- 247/147, 4 -25 =- 242/150, 4 -5 =- 419/271, 5-6= 0/427, 6 -26= 0/429, 7 -26= 0/429, 7 -27 =- 389/336, 27 -28 =- 389/336, 8 -28 =- 389/336, 8 -29 =- 708/403, 9 -29 =- 786/378, 9 -10 =- 1165/450, 10- 11=- 1294/424, 11 -30 =- 220/144, 12 -30 =- 271/128, 1- 23=- 491/212, 12- 13=- 278/154 BOT CHORD 22- 23=- 293/358, 21- 22= -20/1, 20 -21 =0/90, 4 -20 =- 358/243, 20- 31= -435/331, 31- 32=- 435/331, 19- 32= -435/331, 18 -19 =0/91 ,6 -19 =- 249/165, 17- 18= -20/2, 17- 33= 0/539, 16- 33= 0/539, 15 -16 =- 141/834, 15 -34 =- 141/834, 34- 35=- 141/834, 14 -35 =- 141/834, 13 -14 =- 279/1042 WEBS 2 -22 =- 126/107, 20 -22 =- 104/583, 2 -20 =- 412/227, 5 -20 =- 324/865, 5 -19 =- 843/272, 17 -19 =- 58/309, 7 -17 =- 188/692, 7 -19 =- 1155/456, 8 -17 =- 755/176, 8 -16 =- 169/765, 9 -16 =- 653/294, 9 -14 =- 82/403, 11- 14=- 231/205, 1 -22 =- 57/349, 11 -13 =- 1222/296 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 15 -3 -0, Exterior(2) 15 -3 -0 to 32 -5 -5, Interior(1) 32 -5 -5 to 44 -9-4 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 Ib uplift at joint 23, 520 Ib uplift at joint 19 and 267 Ib uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fruss Truss Type Qty Ply + A00$2600 882170 725 GABLE 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:41 2015 Page 1 ID: FOp6ELx916xOg 8badd DVnQyIfS U- FsbDTIXyM5G4i M4 pOcn GTOtVeTO_Val KcN eOZBy6TH i I 5 -11-8 1 11 -11-0 5 -11-8 5 -11-8 4x5 = Scale = 1:26.5 3 -. '. . . i ll h 7.00 Fil ii iii°°"/ 4 I 11 7 • MN 12 11 10 9 8 7 6 4x1011 4x10 11 (0 -1 -8) (0 -1 -8) (0-1-8) (0 -1 -8) (0-1-8) (0 -1 -8) (0-1-8) I 3R4#/- 282# 51tt) -142# 74#1 -25th 34(ltt ft2# 74#1 -11# 104#/114W0 384#/ -181# I 5 - 5-11-8 Plate Offsets (X,Y)- [1:0-2-4,0-0-1], [5:0-7-15,0-0-1] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 76 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x8 SP No.2 1-6 -0, Right 2x8 SP No.2 1-6-0 Installation guide. REACTIONS. (lb /size) 9= 340/8 -2 -9 (min. 0 -1 -8), 10= 72/8 -2 -9 (min. 0 -1 -8), 11 =- 132/8 -2 -9 (min. 0 -1 -8), 12= 366/8 -2 -9 (min. 0 -1-8), 8= 72/8 -2 -9 (min. 0 -1 -8), 7 =- 132/8 -2 -9 (min. 0 -1 -8), 6= 366/8 -2 -9 (min. 0 -1-8) Max Horz 12= -99(LC 10) Max Uplift9= -52(LC 12), 10= -25(LC 12), 11=- 142(LC 18), 12=- 282(LC 12), 8= -11(LC 9), 7=- 141(LC 17), 6=- 181(LC 12) Max Grav9= 340(LC 1), 10 =74(LC 3), 11= 150(LC 12), 12= 384(LC 21), 8 =74(LC 3), 7= 104(LC 9), 6= 384(LC 22) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 389/536, 2 -27 =- 90/73, 3 -27 =- 64/110, 3 -28 =- 64/110, 4 -28 =- 90/72, 4 -5 =- 388/536 BOT CHORD 1 -12 =- 59/60, 11 -12 =- 58/60, 10 -11 =- 58/60, 9 -10 =- 58/60, 8 -9 =- 58/60, 7 -8 =- 58/60, 6 -7 =- 58/60, 5-6= -58/60 WEBS 3 -9 =- 336/152 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0 -0, Interior(1) 3 -0-0 to 5 -11 -8, Exterior(2) 5 -11 -8 to 8 -11-8 zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 9, 25 Ib uplift at joint 10, 142 Ib uplift at joint 11, 282 Ib uplift at joint 12, 11 Ib uplift at joint 8, 141 Ib uplift at joint 7 and 181 Ib uplift at joint 6. 9) Non Standard bearing condition. Review required. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply r 4 8821T0 T26 Common 2 1 A0082601 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:41 2015 Page 1 I D: FOp6ELx916x0g8badd DVnQyIfSU- FsbDTIXyM5G4 i M4pOcnGTOtU W TQBV aJ KcNeOZBy6TH i 1 5 -11 -8 1 11 -11-0 5 -11 -8 5 -11-8 4x5 = Scale = 1:29.6 2 7.00 12 /�1 7 3x4 i 3x4 1 3 I. ___ ICI • ►/ 5 M 6 4x10 = 4 2x4 II 064(0-1-8) 0- 5- 8(0 -1 -8) 465#/ -122# 465#/ -122# 1 5 -11-8 1 . , 11 -11-0 1 5 -11-8 5 -11-8 Plate Offsets (X,Y)— [1:0- 1 -0,0 -1-8], (3:0- 1 -0,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. • in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.02 4 -5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.06 4 -5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 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) 6= 465/0 -5 -8 (min. 0 -1 -8), 4= 465/0 -5 -8 (min. 0 -1 -8) Max Horz 6= 155(LC 11) Max Uplift6=- 122(LC 12), 4=- 122(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -7 =- 465/162, 2 -7 =- 417/178, 2 -8 =- 419/176, 3 -8= 465/161, 1 -6=- 431/199, 3-4= 431/197 BOT CHORD 5-6 =- 131/206, 4 -5 =- 79/139 WEBS 2- 5= 0/180, 1 -5 =- 15/274, 3 -5 =- 16/275 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5 -11-8, Exterior(2) 5 -11-8 to 8 -11-8 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 6 and 122 Ib uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply , • A0082602 8821T0 727 GABLE 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 's Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:41 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyffSU- FsbDTIXyM5G4iM4pOcnGTOtU 1 TOAVZmKcNeOZBy6THi 5-11-8 I 13 -5-13 I 18 -9 -13 I 25 -3-0 5 -11-8 7-6-5 5-4-0 6 -5 -3 Scale = 1:52.2 4x5 = 6 4 S : 41 4x5 II 43 4x5 = 7 7.00 12 2 3 IAA i ' ° III I4 3x4 . , 2 iY c. =� 19 18 17 16 15 14 13 12 11 10 4x10 11 22 21 20 3x8 = 0- 5- 8(0 -1 -8) (0- 1- 1)1b)1- 13x0 -1- 13X0 -1- 13X0 -1- 13x0 -1- 13X0.1 - 13x0 -1- 13X0 -1- 13X0 -1 -13) (0 -1 -13) 5-11 -8 11-5-8 : , ,1 ,.... .. t 51, .. • 5 -11-8 5 -6 -0 5 p.. Plate Offsets (X,Y)- [1:0- 1- 0,0 -1-8], [2:0- 2 -4,0 -2 -0], [3:0- 1- 0,0 -2 -0], [9:0- 8- 3,0 -0-1], [21:0- 2- 8,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 21 -22 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.07 21 -22 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 211 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 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 OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer SLIDER Right 2x8 SP No.2 1-6 -0 Installation guide. REACTIONS. (Ib /size) 9= 236/13 -9 -8 (min. 0- 1 -13), 22= 519/0 -5 -8 (min. 0 -1-8), 19= 564/13 -9-8 (min. 0- 1 -13), 13= 398/13 -9 -8 (min. 0- 1 -13), 17= 29/13 -9-8 (min. 0- 1 -13), 18= 16/13 -9 -8 (min. 0- 1 -13), 16= 26/13 -9 -8 (min. 0- 1 -13), 15= 26/13 -9-8 (min. 0- 1 -13), 14= 28/13 -9-8 (min. 0- 1 -13), 12= 42/13 -9-8 (min. 0- 1 -13), 11 =- 32/13 -9 -8 (min. 0- 1 -13), 10= 156/13 -9 -8 (min. 0- 1 -13), 9= 236/13 -9-8 (min. 0 -1 -13) Max Horz 22=-202(LC 10) Max Uplift22= -86(LC 12), 19=- 219(LC 12), 13=- 264(LC 12), 18 = -9(LC 12), 12= -12(LC 12), 11= -55(LC 18), 10=- 192(LC 12) Max Grav9= 236(LC 1), 22= 519(LC 1), 19= 626(LC 17), 13= 448(LC 18), 17 =82(LC 16), 18 =73(LC 16), 16 =80(LC 16), 15 =79(LC 16), 14 =84(LC 16), 12 =62(LC 3), 11= 109(LC 12), 10= 206(LC 18), 9= 236(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-40 =- 543/96, 2- 40= 452/112, 6-41 =- 176/118, 7-41 =- 262/94, 7-42 =- 167/0, 8-42 =- 240/0, 8 -9 =- 371/422, 1 -22 =- 466/145, 3-43 =- 269/58, 4-43 =- 157/71, 4 -6 =- 224/152, 2 -3 =- 350/124, 3- 5= -413/197 BOT CHORD 21- 22=- 177/272, 20- 21= -2/68, 19 -20 =0/90, 5 -19 =- 580/294, 4 -5 =- 285/172, 18 -19 =- 75/163, 17 -18 =- 75/163, 16 -17 =- 75/163, 15 -16 =- 75/163, 14 -15 =- 75/163, 13 -14 =- 75/163, 12 -13 =- 75/163, 11 -12 =- 75/163, 10-11=-75/163, 9-10=-75/163 WEBS 2 -21 =- 39/147, 7- 13= 472/295, 1- 21= 0/329, 5 -21 =- 80/396 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 5 -11-8, Exterior(2) 5 -11-8 to 16 -5 -13, Interior(1) 16 -5 -13 to 25-3-0 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1 -4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 22, 219 Ib uplift at joint 19, 264 Ib uplift at joint 13, 9 Ib uplift at joint 18, 12 Ib uplift at joint 12, 55 Ib uplift at joint 11 and 192 Ib uplift at joint 10. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply A00S2603 882170 T28 Roof Special 2 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:42 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- j39bg5Xa7POxKWf?ZJIV ?EPfbsi 1 ExJTr1 Oy6ey6THh 5 -10-8 13 -5-13 19 -2 -10 1 25 -3-0 5-10-8 7 -7 -5 5-8 -14 6 -0-6 4x5 = Scale = 1:54.2 4 2x4 11 tz 3 7.00 12 14 �� 15 2x4 I I 5 2 111111111 p 13 6 1 as .. om 'f' — 17 18 8 2x4 11 4x5 = 3x8 = 12 11 10 2x4 11 3x5 = 0- 5- 8(0 -1 -8) 0- 3- 8(0 -1 -8) 0- 5- 8(0 -1 -8) 397 e•• 5 -10 8 11 -5 -0 19 -2 -10 25 -3-0 • 82# 5-10 -8 5-6-8 r= . 7 -7-6 6 -0-6 Plate Offsets (X,Y)— [1:0-1-4,0-1-8], [2:0-1-12,0-1-8], [4:0-2-8,0-1-12], [6:0-1-4,0-1-8], [8:0-2-0,0-1-8], [9:0-3-0,0-2-4] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.16 8 -9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.31 8 -9 >543 180 BCLL 0.0 * Rep Stress Incr YES WB 0.49 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 171 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0-0 oc bracing: 8 -9. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -0-4 (4 -9); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 12= 392/0 -5-8 (min. 0 -1 -8), 9= 1094/0 -3 -8 (min. 0 -1-8), 7= 511/0 -5 -8 (min. 0 -1-8) Max Horz 12=- 266(LC 10) Max Upliftl2=- 160(LC 12), 9 =- 182(LC 12), 7=- 182(LC 12) Max Gray 12= 397(LC 21), 9 =1239(LC 17), 7= 533(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -13 =- 422/214, 2 -13 =- 392/230, 2 -14 =- 160/212, 3 -14 =- 112/288, 3-4 =- 231/312, 4 -15 =- 753/434, 5-15 =- 786/419, 5 -16 =- 565/250, 6 -16 =- 596/233, 1- 12=- 401/223, 6 -7 =- 511/211 BOT CHORD 11 -12 =- 233/297, 10 -11 =- 124/305, 9-10=-104/378, 3-9=-269/178, 9-17=-32/74, 17-18=-32/74, 8-18=-32/74, 7 -8 =- 65/112 WEBS 2 -11= 0/231, 2 -10 =- 515/197, 4 -9 =- 525/23, 4 -8 =- 259/714, 5 -8= 497/308, 1 -11 =- 86/228, 6 -8 =- 76/360 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL =5.0psf; BCDL =5.0psf; h =25ft; B =45ft; L =25ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 13 -5 -13, Exterior(2) 13 -5 -13 to 16 -5 -13 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) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 12, 182 Ib uplift at joint 9 and 182 Ib uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ►- • A0082604 8821TO T29 Roof Special Girder 1 1 FL Job Reference (optional) Building Component Supply, Green Cove Springs, Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:43 2015 Page 1 ID: FOp BFjztRYDuiXoygEB71pkYRyo0GOCzKpd4h7Ve4y6THg 5 -10-8 13 -5 -13 I 19 -2 -10 I 22 -3-0 1 25 -0.4 I 30 -8 -7 I 36 -2 -13 I 41 -11-0 1 44 -11-0 5-10 -8 7 -7 -5 5 -8 -13 3-0-6 2 -9-4 5 -8 -3 5 -6 -7 5-8 -3 3-0-0 Scale = 1:82.8 5x6 = 2x4 II 4 ' 7.00 Fli. 3 2x4 II NAILED NAILED �ir 5 5x6 = 2x4 I NAI ED 3x6 - NAI ED NAI ED 5x6 2 6 7 NA ED NA ED 1 r NA ED 11 .. ,_I,�cuu�u�,o ∎...u�.m�r..m ∎n�s� 4x5 _ i 1 .f . t 2 12 5 4x5 i 27 30 3 � of 1 _ o,I1' ^ , !_ � 1� 0 ii1 , 7 v � I �' M = : : _ = 1 NAILED NAILED NAILED ° 20 18 17 15 14 13 24 23 22 33 34 _ 19 35 36 16 37 38 39 40 41 0- 5- 8(0 -1 -8) 0-3-8(0-1A- 3x8 3R§ -r,� 0 -2 -2) NAILED 3x6 = NAILED NAILED 0-341W-1 8) 4004V163# 3x5 = 1197#/ -110# 1775 ll 287# 4x5 = NAILED NAILED NAIL�� 69 5 -10-8 I 11 -5 -0 11iT-0 19 -2 -10 I 25-0-4 I 30-8 -7 36 -2 -13 I 41 -11-0 1 44 -11-0 5-10-8 5 6 -8 0 7-7-6 5 -9 -10 5-8-3 5 6 -7 5-8-3 3 -0-0 Plate Offsets (X,Y)- [2:0-1-12,0-1-8], [11:0-1-4,0-2-4], [13:0-2-12,0-1-8], [18:0-4-0,0-3-0], [21:0-2-12,0-2-0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.16 20 -21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.31 20 -21 >537 180 BCLL 0.0 * Rep Stress Incr NO WB 0.73 Horz(TL) -0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 296 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -9 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5 -3 -9 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -0-4 (4 -21); 7-6 -11 (4 -20); 4 -0-4 (8 -18); OTHERS 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) 24= 397/0 -5 -8 (min. 0 -1 -8), 21= 888/0 -3 -8 (min. 0 -1 -8), 18= 1770/0 -5-8 (min. 0 -2 -2), 13= 780/0 -3-8 (min. 0 -1 -8) Max Horz24=-267(LC 6) Max Uplift24=- 163(LC 8), 21=- 170(LC 25), 18=- 1287(LC 8), 13=- 699(LC 8) Max Grav24= 400(LC 17), 21= 1197(LC 13), 18= 1775(LC 18), 13= 780(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 383/209, 2 -3 =- 166/283, 3-4 =- 102/290, 4 -5 =- 532/376, 5-6 =- 454/225, 6 -7 =- 591/811, 7 -25 =- 591/811, 25 -26 =- 591/811, 8 -26 =- 591/811, 8 -27 =- 725/819, 27- 28=- 725/819, 9 -28 =- 725/819, 9 -29 =- 725/819, 10 -29 =- 725/819, 10- 30=- 1234/1242, 30-31=-1234/1242, 31-32=-1234/1242, 11 -32 =- 1234 / 1242,11 -12 =-834/ 775,1 -24 =- 348/187,12 -13 =- 760/679 BOT CHORD 23 -24 =- 234/298, 22 -23 =- 106/281, 21 -22 =- 97/356, 3 -21 =- 251/149, 21- 33=- 43/97, 33- 34=- 43/97, 20- 34=- 43/97, 19 -20 =- 343/466, 18-19=-343/466, 18-35=-821/725, 35- 36=- 821/725,17 -36 =- 821/725, 16 -17 =- 1216/1234, 16 -37 =- 1216/1234, 15 -37 =- 1216/1234, 15-38=-634/682, 38-39=-634/682, 39-40=-634/682, 14-40=-634/682, 14-41=-19/23, 13-41= -19/23 WEBS 2 -23= 0/229, 2 -22 =- 476/187, 4 -21 =- 474/0, 4 -20 =- 201/535, 5 -20 =- 362/251, 6 -20 =- 395/582, 6 -18 =- 700/346, 7 -18 =- 337/228, 8 -18 =- 1733/1584, 8- 17=- 432/468, 10- 17=- 578/488, 10 15= 183/115, 11 -15 =- 656/624, 11 -14 =- 174/97, 1 -23 =- 89/234, 12 -14 =- 676/730 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left and right exposed; porch right exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 24, 170 Ib uplift at joint 21, 1287 Ib uplift at joint 18 and 699 Ib uplift at joint 13. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 Job Truss Trs Type Qty Ply A00 §26041 882170 729 Roof Special Girder 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:43 2015 Page 2 IO: FOp6ELx916xOg8baddDVnQyIfSU- BFjztRYDuiXoygEB71 pkYRyoOGOCzKpd4h7Ve4y6THg LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -4= -60, 4- 6 =-60, 6- 11 =-60, 11- 12 = -60, 22- 24 = -20, 13- 21 = -20 Concentrated Loads (lb) Vert: 8=-19(B) 17=-13(B) 16=- 13( B) 25=- 19( B) 26=- 19( B) 28=- 19( B) 29=- 19( B) 30=- 19( B) 31=- 19( B) 32=- 19( B) 35= 13( B) 36= 13 (B)37= 13(B)38= 13(B)39= - 13(B) 40=- 13(B)41= -12(B) Job Truss Truss Type Qty Ply 1 A0062605 8821 TO T30 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:44 2015 Page 1 I D: F O p6 E Lx916 x0g 8ba d d D V n QylfS U -f R H L 5 nZ rfOffZ q p Oh kKz4fV yUgJ I i m I m I Lt3Awy6THf 5 -10-8 I 13 -5 -13 20 -3-0 25 -0-4 I 32 -5 -10 39 -11-0 44 -11-0 5 7 -7 -5 6 -9 -3 4 -94 7 -5-6 7 -5-6 5-0-0 Scale = 1:82.8 5x6 = 2x4 II 4 7.00 12 3 23 b 24 5x6 = 3x8 = 3x6 = 2x4 II 5x8 = �5 6 8 9 26 2 i �..��.• 27 22 "////1 ? 4x5 M 4x5 i 10 1 r g W 7 10 4:1 v? .__. 17 15 14 12 11 21 20 19 28 29 3x8 = 16 3x8 = 13 3x5 II 0 0 3 0 -1 - 3x6 = 0- 3- 8(0 -1 -8) 3801 1 J8# 3x5 = 1212#/ -112# 1512J/ 13 696#/ -437# 4x5 = 5 -10-8 11 -5-0 11 20 -3-0 I 25-04 I 32 -5 -10 I 39 -11-0 I 44 -11-0 5-10 -8 5-6-8 0-2-4 8 -7 -12 4 -94 7 -5-6 7 -5.6 5-0-0 Plate Offsets (X,Y)- [2:0 -1- 12,0 -1- 8],[6:0 -1- 12,0 -1- 81,[9:0- 6- 0,0 -2- 4],[11:0 -2- 12,0 -1- 8],[14:0 -2- 12,0 -1- 81,[15:0 -2- 12,0 -1- 8],[18:0 -2- 12,0 -2 -0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.26 17 -18 >645 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.53 17 -18 >312 180 BCLL 0.0 • Rep Stress Incr YES WB 0.78 Horz(TL) -0.02 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 287 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9 -11 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -0-4 (4 -18); 6 -1-8 (6 -14); OTHERS 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) 21= 369/0 -5-8 (min. 0 -1 -8), 18= 996/0 -3 -8 (min. 0 -1-8), 15= 1508/0 -5 -8 (min. 0-1-13), 11= 696/0 -3 -8 (min. 0 -1-8) Max Horz21=- 267(LC 10) Max Uplift2l=- 158(LC 12), 18=- 112(LC 12), 15=- 789(LC 12), 11=- 437(LC 12) Max Grav21= 380(LC 21), 18= 1212(LC 17), 15= 1512(LC 22), 11= 696(LC 22) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 394/235, 2 -22 =- 342/251, 2 -23 =- 135/229, 3 -23 =- 101/338, 3-4 =- 172/308, 4 -24 =- 370/199, 5-24= 404/177, 5 -6 =- 225/69 , 6 -7 =- 707/784, 7-8 =- 707/784, 8 -25 =- 707/784, 9- 25=- 707/784, 9- 26=- 658/756, 26- 27=- 795/754, 10- 27=- 806/731, 1 -21 =- 380/240, 10- 11=- 656/600 BOT CHORD 20 -21 =- 235/298, 19- 20=- 119/282, 18- 19=- 107/382, 3- 18=- 234/165, 18 -28 =- 82/92, 28- 29=- 82/92, 17 -29 =- 82/92, 16- 17= 434/350, 15- 16= 434/350, 14- 15= 434/350, 13- 14=- 605/636, 12- 13=- 605/636, 11- 12= -84/92 WEBS 2 -20= 0/240,2 -19 =- 522/203,4 -18= -474/0,4 -17= 0/294, 5- 17= -476/282,6 -17 =- 292/692,6 -15 =- 1402/928,6 -14 =- 1110/1244, 8- 14= 490/298, 9 -14 =- 124/82, 9 -12 =- 114/146, 1 -20 =- 97/212, 10 -12 =- 535/592 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 13 -5 -13, Exterior(2) 13 -5 -13 to 17- 11 -11, Interior(1) 20 -3 -0 to 44 -94 zone; end vertical left and right exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 Ib uplift at joint 21, 112 Ib uplift at joint 18, 789 Ib uplift at joint 15 and 437 Ib uplift at joint 11. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply , , A0082606 8821 TO T31 Roof Special 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:44 2015 Page 1 ID:FOp6E Lx916x0g8badd DV nQytfSU- fRHL5nZrf0ffZq pohkKz4fVxRgOki n i m I Lt3AWy6THf 5 -10-8 I 13 -5 -13 1 18 -3 -0 25-0-4 I 31 -5 -10 37 -11-0 I 44 -11-0 5 -10-8 7 -7 -5 4 -9 -3 6 -9-4 6 -5-6 6 -5-6 7 -0-0 Scale = 1:83.3 5x6 = 2 x 4 1 1 4 2x4 II 7.00 12 3 ;!� • 5x6 = x8 = 3x6 = 5x8 = 23 5 6 8 2 0 24 r 27 22 �; r 1 , 8 4x5 e ? 4x5 i - r 10 \ . , „ow 13 ,...- 0 17 15 14 12 11 - 21 20 19 2 30 3x8 = 16 3x8 = 4x5 = 3x5 II 0-5-8(0-1-8) 4442# 3x5 = 0-3-8(0-1A) 11163 # / 9 -158#- 3t65-8; -74 # 0-340-1-8) 4 9 39 14 7 7 3x6 = 709p �4 4x5 = 5-10 -8 11 -5-0 11 18 -3 -0 25 -0-4 31 -5 -10 37 -11-0 44 -11 -0 5 -10-8 I 5 - 6 - 8 0 - 2 - 4 6 -7 -12 I 6-9-4 I 6 -5-6 I 6 -5-6 I 7 -0 -0 Plate Offsets (X,Y)- [2:0 -1- 12,0 -1- 8],[9:0 -6- 0,0- 2- 4],[10:Edge,0 -1- 12],[11:0 -2- 12,0 -1- 8],[15:0 -2- 12,0 -1- 8],[18:0 -2- 12,0 -2 -0] - LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.11 17 -18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.20 17 -18 >826 180 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(TL) -0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 307 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -11 -7 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -0-4 (4 -18); 5 -11 -5 (6 -14); 5 -9 -15 OTHERS 2x4 SP No.3 (9 -14); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 21= 378/0 -5-8 (min. 0 -1 -8), 18= 999/0 -3-8 (min. 0 -1-8), 15= 1485/0 -5-8 (min. 0- 1 -12), 11= 708/0 -3-8 (min. 0 -1-8) Max Horz21=- 267(LC 10) Max Uplift2l=- 142(LC 12), 18=- 158(LC 12), 15=- 747(LC 12), 11=- 449(LC 12) Max Grav21= 393(LC 21), 18= 1163(LC 17), 15= 1488(LC 22), 11= 709(LC 22) FORCES. (Ib) - Maximum Compression /Maximum Tension . TOP CHORD 1 -22 =- 406/210, 2 -22 =- 354/226, 2 -23 =- 157/199, 3 -23 =- 109/291, 3-4 =- 209/297, 4 -5= 456/294, 5 -24 =- 304/165, 6 -24 =- 304/165, 6 -7= 493/613, 7 -8 =- 493/613, 8 -25= 493/613, 25 -26 =- 493/613, 9 -26 =- 493/613, 9 -27 =- 668/722, 27 -28 =- 700/704, 10 -28 =- 804/699, 1 -21 =- 389/223, 10- 11=- 644/556 BOT CHORD 20- 21=- 234/298, 19 -20 =- 98/293, 18- 19=- 108/378, 3 -18 =- 269/196, 18 -29 =- 79/115, 29- 30=- 79/115, 17 -30 =- 79/115, 16 -17 =- 298/273, 15 -16 =- 298/273, 14-15=-298/273, 13-14=-543/606, 12- 13=- 543/606, 11 -12 =- 176/182 WEBS 2 -20= 0/233, 2 -19 =- 518/207, 4 -18 =- 438/0, 4 -17 =- 97/393, 5-17= 474/344, 6 -17 =- 255/518, 6 -15 =- 1351/943, 6 -14 =- 872/945, 8-14=-389/237, 9-14=-189/127, 9 -12 =- 192/222, 1 -20 =- 75/228, 10 -12 =- 368/464 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 13 -5 -13, Exterior(2) 13 -5 -13 to 42 -4 -14, Interior(1) 42 -4 -14 to 44 -9-4 zone; end vertical left and right exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at joint 21, 158 Ib uplift at joint 18, 747 Ib uplift at joint 15 and 449 Ib uplift at joint 11. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A00P2607 t 882110 T32 Roof Special 1 1 Job Reference (optional) i Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:45 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- 7erk16aTQKn WBzOaFSrCds18g4dFRE3vX ?ccizy6THe 5 -10 -8 I 1 -5 -13 116 -3-0 I _ 22 -9 -11 I 29-4 -5 35 -11-0 I 40 -3-4 44 -11-0 I 5 -10 -8 7 -7 -5 2 -9-3 6 -6 -11 6-6 -10 6-6-11 4-4-4 4 -7 -12 Scale = 1:82.8 5x6 = 2x4 II 4 5x6 = 3x6 = 7.00 12 g I N 5 9 5 23 ', � 24 R _ � _; .�� 4x5 22 f ` "a r el 4x5 i 2x4 11 °' 1 :1 � c W7 11 � 1 2. IIC 1 _ :6 4 17 13 12 - 28 29 30 16 15 31 32 14 ((21 � ) 20 0-3-7(04;8a= 19 3x8 = 3x8 = 5x = ) 413M' 34# 3x5 = 049#/ - 3 1 60 p 3x6 - 677#/-437# 4x5 = p � 5 -10-8 11 -5-0 11T7-4 16 -3 -0 25 -0-4 35-11-0 44 -11-0 I I I I I 5-10 -8 5-6-8 0-2-4 4 -7 -12 8-9-4 10 -10-12 9 -0-0 Plate Offsets (X,Y)- [2:0 -1- 12,0 -1- 8],[9:0- 3- 0,0 -1- 12],[12:0- 3 -0,0 -2- 12],[15:0- 3 -0,0 -2 -12] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.45 13 -15 >525 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.67 13 -15 >353 180 BCLL 0.0 * Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 303 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 `Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -0-4 (4 -18); 5-6 -10 (8 -15); OTHERS 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) 21= 403/0 -5-8 (min. 0 -1 -8), 18= 906/0 -3 -7 (min. 0 -1-8), 15= 1585/0 -5 -8 (min. 0- 1 -14), 12= 675/0 -3 -8 (min. 0 -1-8) Max Horz21=- 267(LC 10) Max Uplift2l=- 134(LC 12), 18=- 157(LC 12), 15=- 770(LC 12), 12= -437(LC 12) Max Gray 21= 413(LC 21), 18= 1049(LC 17), 15= 1600(LC 24), 12= 677(LC 22) ' FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22= 439/188, 2 -22 =- 387/204, 2 -23 =- 191/175, 3 -23 =- 148/222, 3-4 =- 262/286, 4 -5= 402/251, 5 -24 =- 290/160, 6 -24 =- 290/160, 6 -25 =- 94/329, 7 -25 =- 94/329, 7 -8 =- 94/329, 8 -26 =- 478/652, 26- 27=- 478/652, 9 -27= 478/652, 9 -10 =- 626/693 , 10- 11=- 182/210, 1- 21= 412/207, 11 -12 =- 198/169 BOT CHORD 20 -21 =- 233/299, 19 -20 =- 85/325, 18- 19=- 110/373, 3- 18=- 296/213, 18- 28=- 69/140, 28 -29 =- 69/140, 17- 29=- 69/140, 17 -30 =- 198/218, 16-30=-198/218, 15-16=-198/218, 15-31=-111/165, 31-32=-111/165,14-32=-111/165, 13- 14=- 111/165, 12-13=-511/578 ' WEBS 2 -20= 0/221, 2 -19 =- 509/208, 4 -18 =- 381/0, 4 -17 =- 75/375, 5 -17 =- 389/286, 6 -17 =- 130/349, 6 -15 =- 687/357, 8 -15 =- 882/711, 8-13=467/449, 9-13=-160/125, 10 -13 =- 246/130, 1 -20 =- 56/271, 10 -12 =- 654/516 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 13 -5 -13, Exterior(2) 13 -5 -13 to 40 -4 -10, Interior(1) 40 -4 -10 to 44 -9-4 zone; end vertical left and right exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 21, 157 Ib uplift at joint 18, 770 Ib uplift at joint 15 and 437 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss truss Type Qty Ply , > A0082608 8821T0 T33 Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:45 2015 Page 1 I D: FOp6ELx916xOg8badd DV nQylfSU- 7erkI6aTQKn W BZOaFSrCds 16D4i n RF pvX ?ccizy6THe 5 -10-8 I 12-8 -9 19 -2 -10 I 26 -6 -13 1 33 -11-0 39-3-4 44 -11-0 5 -10-8 6-10 -1 6 -6 -1 7-4 -3 7 -4-3 5-4-4 5 -7 -12 Scale = 1:79.8 5x6 = 3x6 = 5x6 = 2x4 4 T9 5 24 6 7 25 27 8 7.0011/"' 3 \ i - • 2 W9 4 28 2 r , i �• ; 1 i in 22 /Al 4x5 4x5 i 10 °P jr, L 1 1 r- -. i18 - •i: - 17 14 12 11 - 21 20 19 29 30 31 16 15 32 33 : 3x8 = 13 4x5 = 3x5 11 0 -5-K 1 -8) 3x 6- 58(0 -2 -8) 0-3- 8(0 -1 -8) 875P -198# 4x10 = 2x4 11 2131j(6891# 3x6 = 637# /-409# 5x8 = 5 -10-8 11 -5-0 19 -2 -10 25 -04 33 -11-0 39 -34 44 -11-0 I 5 -10-8 5-6-8 I 7 -9-10 1 5-9 -10 8 -10 -12 I 5 44 I 5-7 -12 I Plate Offsets (X,Y)- [2:0 -1- 12,0 -1- 8],[4:0- 3- 0,0 -1- 12],[8:0- 3- 0,0 -1- 12],[9:0 -1- 12,0 -1- 8],[11:0 -2- 12,0 -1- 8],[15:0- 3 -0,0 -2- 12],[18:0 -2- 12,0 -2-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.23 14 -15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.37 14 -15 >646 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 329 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5 - - oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 - 0 - 0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 OTHERS 2x4 SP No.3 Web Brace: Length (member) 7 -8-10 (4 -17); 5-6=2 (7 -15); 8 -2-4 (7 -14); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 21= 846/0 -5-8 (min. 0 -1-8), 15= 2121/0 -5 -8 (min. 0 -2-8), 11= 603/0 -3 -8 (min. 0 -1 -8) Max Horz 21=- 255(LC 10) Max Uplift2l=- 198(LC 12), 15=- 891(LC 12), 11= -409(LC 12) Max Grav21= 875(LC 17), 15= 2131(LC 2), 11= 637(LC 22) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 1058/279, 2 -22 =- 928/295, 2 -23 =- 967/282, 3 -23 =- 954/309, 3-4 =- 937/392, 4 -5 =- 331/171, 5 -24 =- 114/465, 6 -24 =- 114/465, 6 -25 =- 114/465, 7 -25 =- 114/465, 7 -26 =- 323/515, 26- 27=- 323/515, 8 -27 =- 323/515, 8 -9= 447/527, 9 -28 =- 568/669, 10 1-21=-821/271, 10- 11=- 582/506 BOT CHORD 20- 21=- 219/294, 19- 20= -83/0, 18 -19 =0/93, 3 -18 =- 259/192, 18 -29 =- 51/741, 29 -30 =- 51/741, 17 -30 =- 51/741, 17- 31= 0/400, 16 -31= 0/400, 15- 16= 0/400, 15- 32= 411/271, 32- 33= 411/271, 14- 33= 411/271, 13 -14 =- 500/556, 12 -13 =- 500/556, 11 -12 =- 109/97 WEBS 2-20=-239/132, 2-18=-295/173, 4-18=-278/703, 4-17=-526/256, 5-17=-76/659, 5-15=-1289/410, 7-15=-1045/792, 7 -14 =- 646/752, 8 -14 =- 232/6, 9 -14= 417/368, 9 -12 =- 90/127, 1 -20 =- 135/764, 10- 12= 412/487, 18- 20=- 233/1061 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 12 -8 -9, Exterior(2) 12-8 -9 to 40 -34, Interior(1) 40 -34 to 44 -9-4 zone; end vertical left and right exposed; porch right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 Ib uplift at joint 21, 891 Ib uplift at joint 15 and 409 Ib uplift at joint 11. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ■ A0082609 8821T0 T34 Hip 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:46 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQytfSU- bgO6WSb5BdvNp7zmo9NRA4aHYU4EAe73meM9FPy6THd 7-6 -1 14-8 -9 18 -9 -8 25-4 -8 I 31 -11-0 I 38 -3-4 44 -11-0 7-6 -1 7 -2 -9 4 -0 -15 6 -7 -0 6-6 -8 6 -4-4 6 -7 -12 Scale = 1:81.2 2x4 11 7.00 12 6x6 ' i I 3x6 = 3x4 = 4 5 7 86 x6 6 24 3x6 ,_ T3 t4 3x4 i 3 3x4 23 o � 9 � . 25 c� 22 \ ' 3 /8 VY9 0 W3 � o ��III 4x5 i 10 4x5 15 13 12 11 R - 21 20 26 19 18 17 27 3x4 = 28 3x6 - 3x5 = 2x4 II 0-5-8(0-1-8) 3x6 = 0 -3 -�-�9) - 0-5-8(0-1-8) 56 4 1J5# 3x5 = 3x8 = 216 (0586# 3x4 = 943#1 -226# 6x8 = 7-6 -1 14-8 -9 18 -9- 818 -11 -12 25 -4-8 31 -11-0 38-3-4 44 -11-0 7-6 -1 I 7 -2 -9 4 -0-15 0-2-4 6 -4-12 6-6-8 I 6-4-4 6-7 -12 Plate Offsets (X,Y)- [1:0- 2- 4,0- 1 -12], [2:0 -1- 12,0 -1 -8], [4:0- 1- 8,0 -2-4], [8:0- 1- 8,0 -2-4], [9:0 -1- 12,0 -1-8], [10:0- 2- 4,0 -2 -0], [12:0- 2- 4,0 -1-8], [16:0 -2- 12,0- 2 -12], [20:0-2-0,0-1-8], [21:0 -1- 12,0 -1 -0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 20 -21 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.17 20 -21 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 308 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -10 -1 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0 -0 oc bracing: 17 -18. OTHERS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 5 -16 WEBS T- Brace: 2x4 SP No.3 - 2 -18, 4 -16, 7 -16, 8 -15, 9 -13 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 21= 534/0 -5-8 (min. 0-1-8), 16= 2137/0 -3 -8 (min. 0-2-9), 11= 899/0 - - (min. 0 - - 8) Max Horz 21=- 289(LC 10) Max Uplift2l=- 125(LC 12), 16=- 586(LC 12), 11=- 226(LC 12) Max Grav21= 568(LC 21), 16= 2164(LC 17), 11= 943(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 606/142, 2 -22 =- 464/163, 2 -23 =- 126/93, 3 -23 =- 118/93, 3-4 =- 84/165, 4 -5= 0/416, 5-6= 0/413, 6 -24= 0/413, 7 -24= 0/413, 7- 8= 407/279, 8 -9 =- 862/357, 9- 25=- 1017/363, 10 -25 =- 1164/343, 1 -21 =- 502/191, 10- 11=- 881/307 BOT CHORD 20- 21=- 241/357, 20 -26 =- 111/577, 19 -26 =- 111/577, 18 -19 =- 111/577, 17- 18= -82/0, 16 -17 =0/42, 5- 16=- 342/223, 16- 27=- 26/384, 15 -27 =- 26/384, 15 -28 =- 52/620, 14 -28 =- 52/620, 13 -14 =- 52/620, 12- 13=- 229/912, 11- 12=- 75/142 WEBS 2-20=0/287, 2-18=-710/319, 4-18=-179/585, 16-18=-153/238, 4-16=-914/363, 7-16=-1270/423, 7 -15 =- 60/645, 8-15=-477/165, 8 -13 =- 92/456, 9 -13 =- 526/247, 9 -12 =- 29/162, 1 -20= 0/316, 10 -12 =- 169/816 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 14 -8 -9, Exterior(2) 14 -8 -9 to 38 -3-4, Interior(1) 38 -3-4 to 44 -9-4 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 21, 586 Ib uplift at joint 16 and 226 Ib uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply , A0082610 8821T0 T35 Hip 1 1 i Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:46 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQylfSU- bgO6WSb5BdvNp7zmo9NRA4aH7U _gAgA3meM9FPy6THd 5-9 -3 I 11 -2 -14 1 16 -8 -9 I 24 -4-8 I 29 -11-0 I 37 -3-4 1 44 -11-0 I 5-9 -3 5 -5 -11 5 -5 -11 7 -7 -15 5-6 -8 7 -4-4 7 -7 -12 Scale = 1:78.9 5x6 = 2x4 11 5x8 = 7.00 12 5 6 23 24 7 25 26 8 ,3x6 i of o I / / 414141414 % .. 1 3x6 0 9 3 7 .• \ IC 10 4x5 G / ' c ' 2 �// W3 28 of 22 . 4 4x5 0 1 on ' / IA Ai iiii ik \ \r 'mi■ �" 16 15 13 12 4 21 20 29 19 30 18 31 32 14 33 4x5 - 0-5-8(0-1-8) 3x6 = 0- 3.8(0 -- 3x6 = - 0- 5- 8(0 -1 -8) 762#/ -251# 184i#6312# 1161#/ -316# 9-6-12 I 18 -9-8 18- 1,1 -12 24-4 -8 I 29-11M 37 -3-4 44 -11-0 9-6-12 9-2 -12 0-2-4 5-4-12 5-6-8 744 7 -7 -12 Plate Offsets (X,Y)- [5:0-3-0,0-1-12], [8:0-6-0,0-2-4], [10:0-1-12,0-1-8], [11:Edge,0-1-12], [17:0-3-0,0-2-8], [21:0-1-8,0-1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.25 18 -20 >901 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.45 18 -20 >493 180 BCLL 0.0 * Rep Stress Incr YES WB 0.82 Horz(TL) -0.04 17 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 316 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -9 -14 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Except: WEBS 2x4 SP No.3 T- Brace: 2x4 SP No.3 - 6 -17 OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 -4 -18, 5 -18, 7 -17, 8 -16, 10 -15 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131 "x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 17= 1762/0 -3 -8 (min. 0 -2-4), 21= 750/0 -5 -8 (min. 0 -1-8), 12= 1052/0 -5-8 (min. 0 -1 -8) Max Horz21=- 322(LC 10) Max Upliftl7=- 372(LC 12), 21=- 251(LC 12), 12=- 316(LC 12) Max Grav17= 1887(LC 17), 21= 762(LC 21), 12= 1161(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 270/116, 2 -22 =- 220/132, 2 -3 =- 899/380, 3-4 =- 848/406, 4 -5= 411/341, 5-6 =- 390/353, 6 -23 =- 382/349, 23 -24 =- 382/349 , 24- 25=- 382/349, 7 -25 =- 382/349, 7 -26 =- 727/477, 8 -26 =- 727/477, 8 -9 =- 974/509, 9 -27 =- 1054/485, 10 -27 =- 1079/475, 10 -28 =- 1336/510, 11 -28 =- 1506/488, 1- 21=- 275/147, 11 -12 =- 1095/395 BOT CHORD 20-21=-290/870, 20-29=-155/626, 19-29=-155/626, 19-30=-155/626, 18 -30 =- 155/626, 17-18=-156/774, 6-17=-289/194, 17-31=-85/582, 16-31=-85/582, 16-32=-124/757, 15-32=-124/757, 14-15=-327/1174, 14-33=-327/1174, 13-33=-327/1174, 12 -13 =- 93/183 WEBS 2 -20 =- 270/202, 4 -20 =- 52/483, 4 -18 =- 716/309, 5 -18 =- 138/86, 7 -17 =- 1016/282, 7 -16 =- 8/587, 8 -16= 436/86, 8 -15 =- 104/547, 10 -15 =- 613/271, 10- 13=- 0/205, 2 -21 =- 785/305, 11 -13 =- 270/1056 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 16 -8 -9, Exterior(2) 16 -8 -9 to 36 -3-4, Interior(1) 36 -3-4 to 44 -9-4 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. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 Ib uplift at joint 17, 251 Ib uplift at joint 21 and 316 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Tru Type Qty Ply A0089.611 r 882170 T36 Piggyback Base 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:47 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 30yUjobjyxl EQHYzMtugiH7RGtKuv75C _I5jnry6THc 5 -10 -12 11 -5-15 17 -1 -3 _ 24 -2 -3 29 -6-6 37 -0-15 I 44 -11-0 I 5 -10 -12 5-7 -3 5 -7-4 7 -1 -0 5-4 -3 7-6 -9 7 -10 -1 Scale = 1:77.7 3x6 = 2x4 H 5x8 = 7.00 12 5 6 24 25 26 8 Ti ! 3x6 i • ` 3x6 • , I' 9 3 2$4 .. •. 27 // W: 10 4x5 :../. k 3 VV7 VV7 28 n 22 2 W5 W9 4x5 . / 4 V1�0 �n .G m = _ .. a � T r ` - - 16 15 13 12 4 21 20 29 19 30 18A, 31 32 14 33 4x5 0- 5- 8(0 -1 -8) 3x6 = 0- 3- 8(0 - - - 3x6 = - 0- 5- 8(0 -1 -8) 743#/ -210# 1934#6438# 1127 # / -288# 9 -6-12 I 18-9-8 18 -1 -12 24 -2 -3 I 29-6 -6 I 37 -0-15 I 44-11-0 9-6-12 9-2 -12 0-2-4 5 -2 -7 5-4 -3 7-6 -9 7 -10-1 Plate Offsets (X,Y)- [5:0- 3 -0,0- 1 -12], [8:0- 6- 0,0 -2-4], [10:0 -1- 12,0 -1 -8], [11:Edge,0- 1 -12], [17:0- 3 -0,0 -2-4], [18:0- 2- 0,0 -2 -0], [21:0- 1- 8,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.29 18 -20 >775 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.49 18 -20 >449 180 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 303 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -17 WEBS 1 Row at midpt 4 -18, 7 -17, 8 -16, 10 -15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 17= 1801/0 -3-8 (min. 0 -2-4), 21= 731/0 -5 -8 (min. 0 -1-8), 12= 1038/0 -5-8 (min. 0 -1-8) Max Horz21=- 269(LC 10) Max Upliftl7=- 438(LC 12), 21=- 210(LC 12), 12=- 288(LC 12) Max Grav17= 1931(LC 17), 21= 743(LC 21), 12= 1127(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 249/117, 2 -22 =- 198/132, 2 -3 =- 792/302, 3 -23 =- 742/324, 4 -23 =- 740/328, 4 -5 =- 275/257, 5-6=-266/283, 6-24=-260/280 , 24 -25 =- 260/280, 7 -25 =- 260/280, 7 -26 =- 616/416, 8 -26 =- 616/416, 8 -9 =- 886/461, 9 -27 =- 964/429, 10 -27 =- 995/426, 10- 28=- 1276/465, 11 -28 =- 1451/443, 1 -21 =- 268/158, 11 -12 =- 1060/387 ' BOT CHORD 20-21=-243/837, 20-29=-107/580, 19-29=-107/580, 19- 30=- 107/580, 18- 30=- 107/580, 17 -18 =- 192/670,6 -17 =- 397/142, 17 -31 =- 30/522, 16-31=-30/522, 16-32=-75/695, 15 -32 =- 75/695, 14- 15=- 294/1159, 14-33=-294/1159, 13-33=-294/1159, 12- 13=- 82/174 WEBS 2 -20 =- 283/225, 4 -20 =- 74/491, 4 -18 =- 735/314, 7 -17 =- 1049/300, 7 -16 =- 48/648, 8 -16 =- 506/131, 8 -15 =- 111/565, 10 -15 =- 645/284, 10- 13= 0/224, 2- 21=- 701/225, 11 -13 =- 241/1017 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 17 -1 -3, Exterior(2) 17 -1 -3 to 35- 10 -10, Interior(1) 35 -10 -10 to 44 -9-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 Ib uplift at joint 17, 210 Ib uplift at joint 21 and 288 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Tru Type Qty Ply ■ A0082612 882170 T37 Piggyback Base 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:47 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 30yUjobjyxl EQHYzMtugiH7RGtKuv7oC _I5jnry66THc 5 -10-12 11 -5 -15 17 -1 -3 24 -2 -3 29-6 -6 37 -0-15 44 -11-0 5 -10-12 1 5 -7 -3 1 5 -7-4 - 7 -1 -0 1 5-4 -3 7-6 -9 I 7 -10 -1 Scale = 1:77.7 3x6 = 2x4 I 5x8 = 7.00 12 5 6 24 25 26 8 t i l >ft 3x6 i ••••••••00.0. ` 3x6 9 3 23 • 27 �. W; 10 4x5 ; ' W7 W7 . 28 4 22 2 WS W9 4x5 4 1 A ' 04 1 c� "' "' ts• 16 15 13 12 R 21 20 29 19 30 18, 31 32 14 33 4x5 - 0- 5.8(0 -1 -8) 3x6 = 0- 3- 8(0 -- 3x6 = 0- 5- 8(0 -1 -8) 743#/ -225# 1934/6 445# 1134#/ -297# 9-6 -12 18 -9-8 18-1 24 -2 -3 29 -6 -6 37 -0-15 44 -11-0 I 9-6 -12 I 9 -2 -12 0 - 5 -2 -7 1 5-4 -3 1 7-6 -9 7 -10 -1 1 Plate Offsets (X,Y)- [5:0- 3- 0,0- 1 -12], [8:0- 6- 0,0 -2 -4], [10:0 -1- 12,0 -1 -8], [11:Edge,0- 1 -12], [17:0- 3- 0,0 -2-4], [18:0- 2 -0,0 -2 -0], [21:0- 1- 8,0 -1-8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.29 18 -20 >775 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.49 18 -20 >449 180 BCLL 0.0 * Rep Stress Incr YES WB 0.73 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 303 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT CHORD 2x4 SP No.2 `Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -17 WEBS 1 Row at midpt 4 -18, 7 -17, 8 -16, 10 -15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 17= 1801/0 -3 -8 (min. 0 -2 -5), 21= 731/0 -5 -8 (min. 0 -1-8), 12= 1038/0 -5-8 (min. 0 -1-8) Max Horz 21=- 328(LC 10) Max Upliftl7=- 415(LC 12), 21=- 225(LC 12), 12=- 297(LC 12) Max Grav17= 1938(LC 17), 21= 743(LC 21), 12= 1134(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 276/121, 2 -22 =- 225/136, 2 -3 =- 819/333, 3 -23 =- 769/355, 4 -23 =- 767/358, 4 -5 =- 306/282, 5-6 =- 293/295, 6 -24 =- 287/291 , 24 -25 =- 287/291, 7 -25 =- 287/291, 7 -26 =- 638/429, 8 -26 =- 638/429, 8 -9 =- 900/466, 9 -27 =- 979/440, 10- 27=- 1009/432, 10 -28 =- 1292 / 475,11 -28 =- 1466/452,1 -21 =- 281/150, 11 -12 =- 1067/381 BOT CHORD 20-21=-263/846, 20-29=-122/586, 19-29=-122/586, 19-30=-122/586, 18- 30=- 122/586, 17-18=-196/672, 6-17=-397/129, 17- 31= 45/528, 16- 31= 45/528, 16- 32=- 92/706, 15 -32 =- 92/706, 14 -15 =- 305/1137, 14 -33 =- 305/1137, 13 -33 =- 305/1137, 12 -13 =- 96/191 WEBS 2 -20 =- 290/219, 4 -20 =- 70/493, 4 -18 =- 739/318, 7 -17 =- 1042/292, 7 -16 =- 34/639, 8 -16 =- 498/119, 8 -15 =- 112/566, 10 -15 =- 646 / 284,10 -13 =0/ 224,2 -21 =- 727/252,11 -13 =- 234/1012 NOTES - 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7 -10; Vult =130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 17 -1 -3, Exterior(2) 17 -1 -3 to 35- 10 -10, Interior(1) 35 -10 -10 to 44 -9-4 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. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 Ib uplift at joint 17, 225 Ib uplift at joint 21 and 297 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I I I Job Truss Tru�ype Qty Ply A0034613 ■ 8821T0 T38 Piggyback Base 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs. FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:47 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- 30yUjobjyxl EQHYzMtugiH7RGtKuv75C _I5jnry6THc 5 -10 -12 11 -5-15 17 -1 -3 I 24 -2 -3 29-6 -6 I 37 -0-15 I 44 -11-0 5 -10 -12 5-7 -3 5 -7-4 7 -1-0 5-4 -3 7-6 -9 7 -10 -1 Scale = 1:77.7 3x6 = 2x4 II 5x8 = 7.00 12 5 6 24 25 26 8 .. _ 3x6 . \ �• . ` 3x6 9 3 23 - •. 27 4x5 O � B3 VJ7 28 in 22 2 WS \ 1 s 4x5 1 •, ro - :. E - 16 15 13 12 - zt 20 29 19 30 18 31 32 14 33 4x5 - 0- 5- 8(0 -1 -8) 3x6 = 0-3-8(0-2"-‘)- 3x6 = 0- 5- 8(0 -1 -8) 743#/ -210# 1934(0438# 1127#/ -288# 9-6 -12 18-9 -8 18111-12 24 -2 -3 29-6 -6 37 -0-15 44 -11-0 9 - 6 - 12 ( 9 - - 12 0-2-4 5-2 -7 I 5-4 -3 I 7-6-9 I 7 -10 -1 i Plate Offsets (X,Y)- [5:0- 3- 0,0-1 -12], [8:0 -0 -0,0 -2-41, [10:0 -1- 12,0 -1 -8], [11:Edge,0- 1 -12], [17:0- 3 -0,0 -2-4], [18:0- 2 -0,0 -2 -0], [21:0- 1- 8,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) I /deft L/d PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.29 18 -20 >775 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) - 0.49 18 -20 >449 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix - M) Weight: 303 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -8-6 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals. B3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6 -17 WEBS 1 Row at midpt 4 -18, 7 -17, 8 -16, 10 -15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 17= 1801/0 -3-8 (min. 0 -2-4), 21= 731/0 -5 -8 (min. 0 -1-8), 12= 1038/0 -5-8 (min. 0 -1 -8) Max Horz21=- 269(LC 10) Max Upliftl7=- 438(LC 12), 21=- 210(LC 12), 12=- 288(LC 12) Max Grav17= 1931(LC 17), 21= 743(LC 21), 12= 1127(LC 18) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 249/117, 2 -22 =- 198/132, 2 -3 =- 792/302, 3 -23 =- 742/324, 4 -23 =- 740/328, 4 -5 =- 275/257, 5-6 =- 266/283, 6 -24 =- 260/280 , 24 -25 =- 260/280, 7 -25 =- 260/280, 7 -26 =- 616/416, 8 -26 =- 616/416, 8 -9 =- 886/461, 9 -27 =- 964/429, 10 -27 =- 995/426, 10- 28=- 1276/465, 11 -28 =- 1451/443, 1 -21 =- 268/158, 11- 12=- 1060/387 BOT CHORD 20-21=-243/837, 20-29=-107/580, 19- 29=- 107/580, 19 -30 =- 107/580, 18- 30=- 107/580, 17-18=-192/670, 6-17=-397/142, 17 -31 =- 30/522, 16 -31 =- 30/522, 16 -32 =- 75/695, 15 -32 =- 75/695, 14- 15=- 294/1159, 14 -33 =- 294/1159, 13- 33=- 294/1159, 12 -13 =- 82/174 WEBS 2-20=-283/225, 4-20=-74/491, 4-18=-735/314, 7-17=-1049/300, 7-16=-48/648, 8-16=-506/131, 8-15=-111/565, 10 -15 =- 645 /284,10 -13 =0/ 224,2 -21 =- 701/225,11 -13 =- 241/1017 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =45ft; eave =5ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 4 -7 -10, Interior(1) 4 -7 -10 to 17 -1 -3, Exterior(2) 17 -1 -3 to 35- 10 -10, Interior(1) 35 -10 -10 to 44 -9-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 Ib uplift at joint 17, 210 Ib uplift at joint 21 and 288 Ib uplift at joint 12. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Trus Type Qty Ply A0082614 8821T0 T39 Piggyback Base Girder 1 3 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:48 2015 Page 1 I D: FOp6 ELx916x0g8badd DV nQylfSU -YD W sx8cLi F952 R69wa PvFVfa3H IVeWAMDyrGJHy6TH b 3 -6 -0 7-3 -2 11 -0-3 11 -p -5 16 -2-0 21-0-3 26 -1-0 3 -6 -0 3 -9 -2 3 -9 -1 02 5-1 -11 4 -10 -3 5-0-13 2x4 I I 2x4 I I 4x5 = Scale = 1:71.8 10x16 M18SHS-=- 5x8 = 2x4 11 3x6 = 4x5 = 4x5 = 3x4 = 3 4 5 6 20 21 7 8 9 P210 8x12 MT20 a .- rail.. u /� 7.00 12 12 0 2 7x14 MT20HS i ( 1, rl � II I• Il 19 18 17 1615 23 14 24 13 25 12 26 11 ° Special 5x6 = 10x12 = 6x8 = 4x5 = 5x6 = 0 a-A16) 14917 #/-4701# 5984#/ -1989# NAILED 10x12 = THD28 7 -3 -2 I 11-0 -3 11-p 16-2-0 I 21-0 -3 26-1-0 7 - - 3-9 -1 0-0-2 5-1 -11 4-10 -3 5-0-13 Plate Offsets (X,Y)- [2:0- 9- 0,Edge], [4:0- 2- 8,0 -2-4], [9:0 -1- 12,0 -2 -0], [10:0- 2- 8,0- 1 -12], [11:0 -3- 12,0 -1 -8], [13:0 -1- 12,0 -2 -0], [15:0- 6- 0,0 -6-4], [16:0- 6- 0,0 -6-4], [17:0 -2- 12,0 -2.8], [18:0-8-0,0-6-4], [19:0-2-0,0-3-0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.17 17 >999 240 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.35 17 >873 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.98 Horz(TL) 0.03 11 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 1070 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6 -10 oc purlins, except BOT CHORD 2x8 SP SS 'Except end verticals. B2: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS Web Brace: Length (member) 7 -8 -0 (10 -11); W3,W1: 2x6 SP No.2, W6,W4: 2x4 SP No.2, W8: 2x8 SP No.2 W2: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (Ib /size) 11= 5493/0 -3 -8 (min. 0 -2-6), 19= 14917/0 -5 -8 (min. 0 -1 -14) Max Horz 19= 453(LC 8) Max Upliftl1=- 1989(LC 5), 19=- 4701(LC 4) Max Gray 11= 5984(LC 29), 19= 14917(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 17690/5620, 2 -18 =- 3911/5307, 2 -3 =- 136/81, 3-4 =- 240/187, 4 -5 =- 7683/2551, 5-6 =- 7683/2551, 6 -20 =- 7683/2551, 20 -21 =- 7683/2551, 7 -21 =- 7683/2551, 7-8 =- 7683/2551, 8 -9 =- 5376/1784, 9 -22 =- 2826/941, 10- 22=- 2826/941, 10 -11 =- 5864/1999, 1- 19=- 13658/4324 BOT CHORD 18- 19=- 796/1501, 17 -18 =- 5036/15041, 16 -17 =- 2172/6406, 16- 23=- 2551/7683, 15- 23=- 2551/7683, 15 -24 =- 1784/5376, 14 -24 =- 1784/5376, 13 -14 =- 1784 / 5376, 13 -25 =- 941 / 2826, 12 -25 =- 941/2826, 12 -26 =- 4/10,11 -26 =-4/10 WEBS 2 -17 =- 11968/3858, 4 -17 =- 2732/8614, 2-4 =- 13468/4438, 4 -16 =- 2511/5366, 5 -16 =- 117/331, 8 -15 =- 1831/5315, 8-13=-5039/1783, 9-13=-1939/5864, 9-12=-5574/1976, 10-12=-2128/6397, 1-18=4687/14714, 6-15=-582/228 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -7-0 oc, 2x6 - 2 rows staggered at 0 -4-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0 -9 -0 oc. Webs connected as follows: 2x4 - 1 row at 0 -9 -0 oc, 2x8 - 2 rows staggered at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =26ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left exposed; Lumber DOL =1.60 plate grip DOL =1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Bearing atjoint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1989 Ib uplift at joint 11 and 4701 Ib uplift at joint 19. Continued on page 2 Job Truss Truss Type Qty Ply (it • A0082614 8821T0 T39 Piggyback Base Girder 1 3 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:48 2015 Page 2 I D:FOp6ELx9I6x0g8baddDV nQylfSU -YD W sx8cLiF952R69waPvFVfa3HIVeWAMDyrGJHy6THb NOTES - 11) Load case(s) 1, 2, 17 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP THD28 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 11 -0-4 from the left end to connect truss(es) (1 ply 2x4 SP) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3 -10d (0.148 "x3 ") or 3 -12d (0.148 "x3.25 ") toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11450 Ib down and 3448 Ib up at 3 -8-4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -64, 3- 10 = -64, 11- 19 = -20 Concentrated Loads (Ib) Vert: 18=-11450(B) 19=-1(F) 23=-6799(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -54, 3- 10 = -54, 19- 24 = -20, 13- 24 = -50, 13- 25 = -20, 12- 25 = -50, 12- 26 = -20, 11- 26 = -50 Concentrated Loads (Ib) Vert: 18=-10629(B) 19=-1(F) 23=-5990(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -64, 3- 10 = -64, 11- 19 = -20 Concentrated Loads (Ib) Vert: 18=- 11450(B) 19 = -1(F) 23=- 6799(F) Job Truss Truss Type Qty Ply 8821T0 T40 PIGGYBACK BASE 1 1 A0082015 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:49 2015 Page 1 ID: FOp6ELx916xOg8baddDVnQyIfSU- OP4E8UdzTYHygbhLUIw8niCp ?h09N ?kVScaprky6THa 5 -10-12 11 -5 -15 17 -1 -3 1 19-1-0 5 -10-12 5-7 -3 5 -74 1 -11 -13 Scale = 1:67.1 6x6 - ' _ 7.00 12 5 - _ ' 3x6 q ■■ 3x6 = .. 1 r N 111 4X5 % N 3x6 = i 12 II 1 p ■S 3x6 = - • I 1i 11 10 • I- _ - :L - o :Y�J 05-8 8 13 14 0 - 3 - 0 1 8) 3 x6 8(0-1-8) 762#/ - 40# — 870# -349# 9-6 -12 19 -1-0 i 9 -6-12 9 - 6 - 4 Plate Offsets (X,Y)- [5:0- 2- 4,0 -3 -0], [9:0- 1- 8,0 -1 -8] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL. in (loc) t/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.31 6 -8 >735 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.54 6 -8 >415 180 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(TL) -0.05 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 155 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8 -11 -7 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 8 -3 -15 (4-6); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 9= 751/0 -5 -8 (min. 0 -1 -8), 11= 729/0 - - (min. 0 - - 8) Max Horz9= 442(LC 12) Max Uplift9= -40(LC 12), 11=- 349(LC 12) Max Grav9= 762(LC 17), 11= 870(LC 17) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -12 =- 252/112, 2 -12 =- 222/128, 2 -3 =- 755/7, 3-4 =- 626/32, 4 -5 =- 154/78, 6 -10 =- 216/684, 5 -10 =- 216/684, 1 - = - 273/154 BOT CHORD 8 -9 =- 415/879, 8 -13 =- 241/577, 7 -13 =- 241/577, 7 -14 =- 241/577, 6 -14 =- 241/577 WEBS 2-8 =- 304/243, 4-8 =- 79/483, 4 -6 =- 805/338, 2- 9=- 725/0 NOTES - 1) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 18 -7 -12 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) All plates are 3x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 9 and 349 lb uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply • A0082616 8821T0 T41 Piggyback Base 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s r 30 2015 Print: 7.620 s Ap Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:49 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- 0P4E8UdzTYHygbhLU Iw8niCnh1 vN4hVScaprky6THa 5 -11-4 11 -6 -15 17 -1 -3 22-6 -5 27 -9 -14 33 -5-0 5 - 5 - - 5-6-4 5-5-2 5-3-9 5 -7 -2 Scale = 1:66.4 4x5 = 3x6 = 2x4 11 7.00 12 5 19 20 6 7 8 21 9 • • • 3x6 18 4x5 i I j 2 ; c 1 i 17 i % 16 15 22 14 23 13 24 12 25 11 26 27 10 88# 0- 5- 8(0 -1 -8) 3x6 = 0-3 3x6 = 644 # /-48# 1826#/ -516# 9-7 -10 18 -11 -12 26 -0-10 33 -5-0 9-7 -10 9-4-2 7-0-14 7-4-6 Plate Offsets (X,Y)— [16:0- 1- 8,0 -1-8] USP JUS24 LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.25 13 -15 >918 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.44 15 -16 >514 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 253 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS T- Brace: 2x4 SP No.3 - 9 -10, 4 -13, 5 -13, 6 -13, 8 -11, 8 -10 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3 ") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb /size) 10= 426 /Mechanical, 13= 1580/0 -3-8 (min. 0 -2 -2), 16= 644/0 -5-8 (min. 0 -1 -8) Max Horz 16= 448(LC 12) Max Upliftl0=- 188(LC 9), 13=- 516(LC 12), 16= -48(LC 12) Max Grav10= 527(LC 24), 13= 1826(LC 17), 16= 644(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 273/116, 2 -17 =- 239/132, 2 -3 =- 556/25, 3-4 =- 425/51, 4 -18 =- 88/172, 5 -18 =- 73/246, 5 -19 =- 34/206, 19 -20 =- 34/206, .6 -20 =- 34/206, 6 -7 =- 158/54, 7-8 =- 158/54, 8- 21 =-6/1, 9- 21 =-6/1, 9 -10 =- 138/97, 1 -16 =- 279/143 BOT CHORD 15- 16=- 408/752, 15 -22 =- 230/408, 14 -22 =- 230/408, 14- 23=- 230/408, 13 -23 =- 230/408, 13- 24=- 52/81, 12 -24 =- 52/81, 12- 25=- 52/81, 11- 25=- 52/81, 11 -26 =- 67/156, 26- 27=- 67/156, 10- 27=- 67/156 WEBS 2-15=-355/257, 4-15=-95/515, 4-13=-760/324, 5-13=-378/230, 6-13=-676/237, 6-11=-24/384, 8 -11 =- 127/101, 8-10=-341/151, 2-16=-533/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =33ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -5 -14, Interior(1) 3 -5 -14 to 17 -1 -3, Exterior(2) 17 -1 -3 to 21 -9 -14 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) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 10, 516 Ib uplift at joint 13 and 48 Ib uplift at joint 16. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job buss truss type Qty Ply A0082617 8821T0 742 MONOPITCH GIRDER 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:49 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU-OP4E8UdzTYHygbhLUIw8niCnmhlbNl ?VScaprky6THa I 6 -5-11 I 12 -10-8 I 19 -1-0 I 6 -5-11 6 -4-13 6 -2-8 2x4 I I Scale = 1:74.3 3x4 7.00 12 5 3x4 i - 3x4 * if 3 3x4 3x4 * \ 1 CV Pi Pi I C44 4 ii • 3x4 i V01 c `f • 1214 - - 8 0 5 ?g :ti ��111:1•I r∎zz d m gg 11; 157 42111 9 4 6= 7 6 13 JUS24 15 R :4- 4° 3x5 = THD26 -2 JUS24 JUS24 6-5 -11 12 -10-8 19 -1-0 6 -5-11 I 6-4 -13 I 6 -2-8 Plate Offsets (X,Y)— [1:0 -1- 12,0 -1-8], [2:0 -1- 12,0 -1-8], [4:0 -1- 12,0 -1-8], [5:0- 3- 0,0 -0 -0], [5:0- 2 -0,0 -0-8], [6:0- 3- 0,0 -4 -0], [7:0- 3- 0,0- 4 -12], [9:0- 2- 0,0 -1-8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.13 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.25 6 -7 >889 180 BCLL 0.0 * Rep Stress Incr NO WB 0.75 Horz(TL) -0.03 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 358 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x6 SP No.2 *Except* end verticals. B2: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS Web Brace: Length (member) 7 -11 -12 (4-6); W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib /size) 10= 1512/0 -5-8 (min. 0 -1-8), 12= 2593/0 -3 -8 (min. 0 -1 -8) Max Horz 10= 482(LC 8) Max Upliftl0=- 211(LC 8), 12=- 708(LC 8) Max Gray 10= 1577(LC 2), 12= 3441(LC 2) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2113/281, 2 -3 =- 2124/247, 3 -4 =- 2029/276, 4 -5 =- 188/56, 6 -11 =- 609/3365, 5 -11 =- 609/3365, 1 -10 =- 1477/237 BOT CHORD 9-10=-512/282, 8-9=-604/1762, 7-8=-604/1762, 7-13=-439/1764, 13-14=439/1764, 14-15=-439/1764, 15 -16 =- 439/1764, 6- 16=- 439/1764 WEBS 2 -9 =- 336/118, 2 -7 =- 443/314, 4 -7 =- 575/3139, 4-6 =- 2992/751, 1 -9 =- 94/1626 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0 -9-0 oc. . Bottom chords connected as follows: 2x6 - 2 rows staggered at 0 -9 -0 oc. 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 been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL =5.0psf; BCDL =5.0psf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional); end vertical left exposed; Lumber DOL =1.60 plate grip DOL =1.60 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ib uplift at joint 10 and 708 Ib uplift at joint 12. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP THD26 -2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 12 -10-8 from the left end to connect truss(es) FG05 (2 ply 2x6 SP) to front face of bottom chord. 11) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -0-0 oc max. starting at 13 -6 -12 from the left end to 17 -6 -12 to connect truss(es) FT01 (1 ply 2x4 SP) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply A0082617 882170 T42 MONOPTCH GIRDER 1 2 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:49 2015 Page 2 ID: FOp6ELx916xOg8baddDVnQyIfSU- OP4E8UdzTYHygbhLUlwsniCnmhlbN1 ?VScaprky6THa LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 5 =-60, 6- 10 = -20 Concentrated Loads (lb) Vert: 7=-2025(F) 13=-199(F) 14=-199(F) 16=- 199(F) Job Truss Type Qty Ply A0082618 8821T0 T43 Jack- Closed 2 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:50 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- UbedMgecEsPpHIGY 1 ?RNKw10T5Ut6UhfhGKNOAy6THZ 6-4-8 12 -9-0 6-4-8 6-4-8 2x4 I I Scale = 1:49.6 3 4 7.00 12 10 2 9 u 1 M _r0 /� 545#/ -256# 0 8130 - # ) 7 6 5 / 3 x5 = 6-4-8 12 -9-0 6-4-8 6-4-8 Plate Offsets (X,Y)— [1:0- 1 -4,0 -1-8], [2:0 -1- 12,0 -1 -8], [6:0- 1- 8,0 -1 -8] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 6 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.08 6 -7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix - M) Weight: 91 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9 -3 -9 oc bracing. OTHERS 2x4 SP No.3 WEBS Web Brace: Length (member) 6 -3 -0 (3 -6); MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 8= 493/0 -5 -8 (min. 0 -1 -8), 6= 504 /Mechanical Max Horz 8= 342(LC 12) Max Uplift8 = -7(LC 12), 6=- 256(LC 12) Max Grav8= 493(LC 1), 6= 545(LC 17) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-8 =- 437/67, 1 -9 =- 514/0, 2 -9 =- 424/0, 2 -10 =- 119/35, 3 -10 =- 88/90, 3- 4 = -3/0, 3-6 =- 203/158 BOT CHORD 7-8 =- 399/437, 6 -7 =- 237/495, 5 -6 =0 /0 WEBS 1- 7= 0/290, 2- 7= 0/241, 2-6 =- 621/297 NOTES - 1) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =25ft; B =45ft; L =24ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -1 -12 to 3 -1 -12, Interior(1) 3 -1 -12 to 12 -9-0 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) All plates are 3x4 MT20 unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 8 and 256 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply t , • A0082619 8821 TO T44 Roof Special 2 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:50 2015 Page 1 ID: FOp6ELx916x0g8baddDVnQyIfSU- UbedMgecEsPpHIGY1 ?RNKW Ixs5LV6RjfhGKNOAy6THZ 6-2 -12 12 -2-0 18 -1-4 l 23 -1 -6 28-8-0 6-2 -12 5 -11-4 5 -11-4 5 -0 -2 5-6 -10 Scale = 1:45.7 2.00 12 6x8 = 23 24 6 19 3x4 - 3x6 = 5 22 11 \ • 2x4 4 _ 3x6 - 3 rata 25 7.00112 2 2021 1 �� . \X 7 ro E Eall 11 10 9 �\ 26 7x10 = 3x4 = 3x12 M18SHS= 3x4 = 6x8 M 0- 5- 8(0 -1 -8) r 6 1142#/ -338# ■ 298# cl in I 9 -2-6 18 -1-4 I 23 -1 -6 I 28-8-0 9 -2-6 8 -10 -14 5 -0-2 5 -6-10 Plate Offsets (X,Y)— [1:0 -4- 12,0- 2 -15], [6:0- 6- 4,0 -2-8], [7:0- 7- 12,Edge] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.57 9 -18 >603 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.42 9 -18 >241 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.88 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 166 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins. T3: 2x8 SP SS, T1: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5 -10 -10 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x8 SP SS Installation guide. LBR SCAB 6 -8 2x8 SP SS one side SLIDER Left 2x4 SP No.3 2-6 -0 REACTIONS. (Ib /size) 8= 1156/0 -3-8 (min. 0 -1 -8), 1= 1142/0 -5-8 (min. 0 -1-8) Max Horz 1=- 134(LC 12) Max Uplift8=- 298(LC 12), 1=- 338(LC 8) FORCES. (Ib) - Maximum Compression /Maximum Tension . TOP CHORD 1 -2 =- 2095/531, 2 -20 =- 4129/1214, 20- 21=- 4122/1216, 3 -21 =- 4116/1220, 3 -4 =- 3824/1018, 4 -5 =- 3793/1024, 5 -22 =- 2456/717, 22- 23=- 2453/722, 23 -24 =- 2425/722, 6- 24=- 2418/726, 6- 19=- 2266/677,19 -25 =- 2335/661, 7- 25=- 3146/861, 7- 26=- 424/236, 8 -26 =- 560/209 BOT CHORD 1- 11=- 1119/4039, 10- 11=- 841/3453, 9- 10=- 841/3453, 7 -9 =- 539/2362 WEBS 3- 11=- 344/334, 5 -11 =- 39/531, 5 -9 =- 1178/479, 6 -9 =- 124/682 NOTES - 1) Attached 12 -5 -15 scab 6 to 8, front face(s) 2x8 SP SS with 2 row(s) of 10d (0.131 "x3 ") nails spaced 9" o.c.except : starting at 0 -1-4 from end at joint 6, nail 2 row(s) at 4" o.c. for 2 -0 -0; starting at 2 -5-4 from end at joint 6, nail 2 row(s) at 3" o.c. for 4-4 -6. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =29ft; eave =4ft; Cat. II; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -0-0, Interior(1) 3 -0-0 to 18 -1-4, Exterior(2) 18 -1-4 to 21 -1-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 Ib uplift at joint 8 and 338 Ib uplift at joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss fruss Type Qty Ply iii A008f620 8821TO T45 GABLE 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:51 2015 Page 1 ID: FOp6 ELx916x0g8baddDVnQyIfSU- yoC ?ZAeE ?AXgvu rkbiyct7 H6 ?Vg mrwU ovw3wwcy6THY 6-2 -12 I 12 -2-0 I 18-1 -3 23 -10-10 I 29-8 -1 35-5 -8 37 -11-0 6-2-12 5-11-4 5-11-4 597 59 -7 597 258 Scale = 1:63.3 2.00 pi 5x6 = . 5x6 - 3x4 - 466 7 8 9 10 11 12 3x5 = 3x6 = 4 5 13 14 3x5 = cc,: 45 T12 3 n IINiril Ir ,�� iN ~� iyt , •• 16 T4 0 1 �1[� ;1 f ' 48 :. 28 27 26 2524 23 22 21 20 19 18 3x8 = 0- 3 9* SHS- 6x8 = 02 5 4x10 = 5x6 = ---3 -8 3x8 MT2OHS= 3x6 1 ( ) 3x5 = 0 0 -1 -8 1015 # / -284# ( 1976#/ -518# 71 #/ -78# 37 -11-0 I 9-1-0 I 18-1 -3 I 28- lw I 35-5-8 137 6 10 I I 9-1-0 9-0-3 8$13 8-9-8 2 -1 -2 Oh$ Plate Offsets (X,Y)- [1:0- 2- 4,Edge], [4:0- 3 -0,0 -3 -0], [16:0- 2 -0,0 -1 -8], [17:0- 1- 3,Edge], [19:0 -2- 12,0 -1-8], [21:0- 3 -0,0 -3 -0], [28:0- 4 -0,0 -2 -0] LOADING (psf) SPACING- 2 -0-0 CSI. DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 28 >844 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.98 28-41 >348 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.12 18 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 178 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -1 -9 oc purlins. T4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 30, 36 61: 2x4 SP SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (Ib /size) 1= 1015/0 -5-8 (min. 0 -1 -8), 17=- 5/0 -3 -8 (min. 0 -1 -8), 18= 1976/6 -5 -0 (min. 0 -2 -5) Max Horz 1= -38(LC 9) Max Upliftl=- 284(LC 8), 17= -78(LC 21), 18=- 518(LC 12) Max Gray 1= 1015(LC 1), 17 =71(LC 22), 18= 1976(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-45= 4707/1382, 2- 45= 4691/1386, 2 -3= 4115/1123, 3-4 =- 4097/1136, 4 -5 =- 4095/1144, 5 -46 =- 1933/535, 6-46 =- 1916/538, 6- 7=- 1903/543, 7-8 =- 1905/551, 8 -9 =- 1895/555, 9- 10=- 1888/554, 10 -11 =- 1911/553, 11 -12 =- 1917/547, 12- 13=- 1918/534, 13- 47=- 220/746, 14 -47 =- 220/731, 14 -15 =- 221/728, 15- 16=- 227/720, 16- 48=- 658/2320, 17 -48 =- 659/2269 BOT CHORD 1 -28 =- 1336/4637, 27- 28=- 848/3269, 26- 27=- 848/3269, 25- 26=- 848/3269, 24- 25=- 848/3269, 23- 24=- 848/3269, 22 -23 =- 215/841, 21- 22=- 215/841, 20 -21 =- 216/847, 19 -20 =- 216/847, 18- 19=- 2251/688, 17 -18 =- 2251/688 WEBS 2- 28=- 635/300, 28 -34 =- 237/859, 33 -34 =- 253/893, 5- 33=- 265/957, 5 -32 =- 1481/443, 31- 32=- 1496/440, 30 -31 =- 1466/430, 29 -30 =- 1494/439, 23- 29=- 1506/443, 9 -23 =- 59/310, 23- 35=- 278/1101, 35 -36 =- 275/1080, 36- 37=- 282/1093, 37 -38 =- 280/1103, 13- 38=- 290/1158, 13- 39=- 1934/536, 39 -40 =- 1930/524, 19 -40 =- 1922/529, 16- 19= 478/1839, 16- 18=- 1702/525, 8 -29 =- 33/14, 7- 30=- 99/38, 6- 31= 0/115, 24 -31 =- 34/62, 25- 32= -9/15, 27 -33 =- 22/118, 4 -34 =- 71/32, 3- 28=- 73/80, 10- 35=- 13/73, 11 -36 =- 53/24, 12 -37 =- 109/67, 22 -37 =- 76/71, 21- 38=- 32/158, 20- 39=- 11/37, 15-40= -11/42 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -10; VuIt= 130mph (3- second gust) Vasd= 101mph; TCDL= S.Opsf; BCDL= 5.0psf; h =25ft; B =45ft; L =38ft; eave =5ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -2 -12 to 4 -0-4, Interior(1) 4 -0-4 to 37 -6 -10 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1 -4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 8) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 Ib uplift at joint 1, 78 Ib uplift at joint 17 and 518 Ib uplift at joint 18. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply f---' a 882170 746 Roof Special 8 1 A0082621 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:51 2015 Page 1 I D:FOp6ELx916x0g8badd DV nQylfSU- yoC ?ZAe E ?AXgvurkbiyct7 H 5oV htru7ovw3wwcy66THY 6-2 -12 I 12 -2-0 1 18 -1 -3 I 23 -10-10 29-8 -1 1 35 -5-8 1 37 -11-0 6-2 -12 5 -11-4 5 -11-4 5 -9 -7 5-9 -7 5 -9 -7 2 -5-8 Scale = 1:62.2 2.00 rif • 5x6 = 3x8 = 3x4 = 5 3x4 = 2x4 423 7 6 24 8x12 MT20HS= 3 1 22 2 �� i'llillill--.4111141111. 7 8x12 = ----1111111.1 ..g R ` - M- ■ r ♦ 5 8 9 N. ° ■ 2 I IN f 2 O O ' O 15 14 13 12 11 10 058•2J 4x5 = 7x14 MT2OHS= 4x10 = 5x10 MT2OHS— 4x5 = 2x4 I I 0- 5- 8(0 -4-10) 1508#/ -396# 1508#/ -395# 9 -1-0 1 18-1 -3 I 26-8-0 29-8 -1 35 -5-8 37 -11-0 9-1-0 9-0-3 8-6-13 3 -0-1 5 -9-7 1 2 -5-8 Plate Offsets (X,Y)— [1:Edge,0 -2 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.69 11 -13 >654 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.71 11 -13 >264 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.28 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix -M) Weight: 197 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 1 -7-8 oc purlins. T1: 2x4 SP SS, T4: 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 5 -11-4 oc bracing. BOT CHORD 2x6 SP SS *Except* WEBS 1 Row at midpt 6 -13 B2: 2x6 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib /size) 1= 1508/0 -5-8 (min. 0- 1 -12), 9= 1508/0 -5 -8 (min. 0 -4 -10) Max Horz 1= -51(LC 9) Max Upliftl=- 396(LC 12), 9=- 395(LC 12) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -22 =- 6114/1744, 2 -22 =- 6074/1751, 2 -3 =- 5724/1500, 3-4 =- 5692/1505, 4 -23 =- 4554/1219, 5 -23= -4551/1229, 5-6 =- 4552/1229, 6 -24 =- 6352/1699, 7 -24 =- 6406/1694, 7-8 =- 7356/2038, 8 -25 =- 6237/1760, 8 -9 =- 245/82 BOT CHORD 1 -15 =- 1681/5991, 14- 15=- 1445/5443, 13 -14 =- 1445/5443, 12 -13 =- 1513/5758, 11 -12 =- 1513/5758, 10 -11 =- 1964/7277, 8- 10=- 1960/7253 WEBS 2 -15 =- 439/319,4 -15= 0/419,4 -13 =- 1136/397,5 -13 =- 241/1172,6 -13 =- 1428/473,6 -11 =- 105/708,7 -11 =- 1056/417, 7 -10 =- 33/212 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= 130mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =38ft; eave =5ft; Cat. 11; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -0 -0 to 3 -9 -8, Interior(1) 3 -9-8 to 37 -8-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 Ib uplift at joint 1 and 395 Ib uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss rru�ype Qty Ply • • A0082622 8821T0 T47 GABLE 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:52 2015 Page 1 I D: FOp6ELx916x0g8badd DVnQyffSU - Q_mN m WfsmTf WX2Qw9Q U rpLgJbu8PaYpx8apU S3y6THX 7 -5-3 6-1-3 6- 1 12 -2-0 _ 18-1 -3 I 23 -10.10 1 27 -5-3 1 28.43�38 - 35-5-8 37 -11-0 6-1 -3 0-4 -9 4-8-13 5-11-0 5-9-7 389 1�- Od10.1� 5-9-7 2 -5-6 i 1 -2 -7 Scale = 1:61.5 - 2.00 12 5x6 = - 5x6 =42 8 9 10 11 12 13 14 3x6 = 5 6 e 15 16 17 a3 2 3 4 0 u 1 e • 18 20 ■ ST7 W3 ST7 S T4 ST3 ST2 T4 44 • 9 1 _ • . 41 T1 _:� �1 -.. S T S S W3 T� 21 . �Tc� •o -. 3x5 = 3x5 = 40 39 38 37 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 = 5x6 = 28-9 -3 6-1-3 1 7-5.3 i 9-1-0 i 18-1 -3 1 26-8-0 t--95-331-4-0 1 35.5 -8 I 37 -11-0 6-1 -3 1-4-0 1 -7 -13 9-0-3 8-6-13 6-8-5 2-5-8 Plate Offsets (X,Y)- [5:0- 3 -0,0 -3 -0], [26:0- 3 -0,0 -3 -0] LOADING (psf) SPACING- 2 -0 -0 CSI. DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 155 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: WEBS 2x4 SP No.3 6 -0-0 oc bracing: 25- 26,24 - 25,23- 24,22- 23,21 -22. OTHERS 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= 185/37 -11-0 (min. 0 -3-6), 30= 99/37 -11 -0 (min. 0 -3-6), 21= 225/37 -11 -0 (min. 0 -3-6), 31= 111/37 -11-0 (min. 0 -3-6), 32= 106/37 -11 -0 (min. 0 -3-6), 33= 107/37 -11 -0 (min. 0 -3-6), 34= 106/37 -11 -0 (min. 0 -3-6), 36= 110/37 -11 -0 (min. 0 -3-6), 37= 90/37 -11 -0 (min. 0 -3-6), 38= 180/37 -11-0 (min. 0 -3 -6), 29= 111/37 -11 -0 (min. 0 -3 -6), 28= 106/37 -11-0 (min. 0 -3-6), 27= 107/37 -11 -0 (min. 0 -3-6), 26= 112/37 -11 -0 (min. 0 -3-6), 25= 81/37 -11 -0 (min. 0 -3-6), 24= 220/37 -11 -0 (min. 0 -3-6), 40= 589/37 -11 -0 (min. 0 -3-6), 39=- 207/37 -11 -0 (min. 0 -3-6), 23 =- 385/37 -11 -0 (min. 0 -3 -6), 22= 800/37 -11 -0 (min. 0 -3-6) Max Horz 1= -31(LC 9) - Max Upliftl= -50(LC 8), 21= -65(LC 9), 31= -30(LC 12), 32= -30(LC 12), 33= -29(LC 12), 34= -30(LC 12), 36= -35(LC 8), 37= -30(LC 8), 38= -53(LC 8), 29= -30(LC 12), 28= -30(LC 12), 27= -29(LC 12), 26= -30(LC 12), 25= -31(LC 9), 24= -63(LC 9), 40=- 184(LC 8), 39=- 207(LC 1), 23=- 385(LC 1), 22=- 250(LC 9) Max Grav1= 185(LC 1), 30 =99(LC 1), 21= 225(LC 1), 31= 112(LC 21), 32= 106(LC 21), 33= 107(LC 1), 34= 106(LC 21), 36= 110(LC 1), 37 =90(LC 21), 38= 180(LC 1), 29= 112(LC 22), 28= 106(LC 22), 27= 107(LC 1), 26= 112(LC 1), 25 =81(LC 22), 24= 220(LC 1), 40= 589(LC 1), 39 =61(LC 8), 23= 114(LC 9), 22= 800(LC 1) FORCES. (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-41= -36/8, 2-41 =- 30/32, 2 -3 =- 37/36, 3-4 =- 10/32, 4 -5 =- 20/40, 5-42 =- 23/47, 6 -42 =- 19/48, 6- 7=- 28/57, 7-8 =- 32/67, 8- 9=- 37/76, 9- 10=- 41/85, 10- 11=- 46/94, 11- 12=- 46/94, 12- 13=- 41/85, 13- 14=- 37/76, 14 -15 =- 32/67, 15 -16 =- 26/56, 16 -43 =- 19/48, 17 -43 =- 21/46, 17 -18 =- 23/46, 18- 19=- 10/31, 19- 20=- 51/57, 20 -44 =- 13/42, 21- 44 = -21/6 BOT CHORD 1 -40 =- 14/36, 39 -40 =- 14/36, 38 -39 =- 14/36, 37- 38=- 14/36, 36 -37 =- 14/36, 35- 36=- 14/36, 34 -35 =- 14/36, 33 -34 =- 14/36, 32- 33=- 14/36, 31 -32 =- 14/36, 30 -31 =- 14/36, 29 -30 =- 14/36, 28 -29 =- 14/36, 27 -28 =- 14/36, 26 -27 =- 14/36, 25 -26 =- 16/37, 24 -25 =- 16/37, 23 -24 =- 16/37, 22 -23 =- 16/37, 21- 22= -16/37 WEBS 11 -30 =- 73/11, 10 -31 =- 85/43, 9 -32 =- 79/43, 8 -33 =- 80/43, 7 -34 =- 80/43, 6 -36 =- 82/48, 5 -37 =- 71/42, 4 -38 =- 127/75, 12- 29=- 85/43, 13- 28=- 80/43, 14 -27 =- 80/43, 15- 26=- 83/44, 16- 25=- 67/41, 18 -24 =- 151/88, 2- 40= 419/270, 3 -39 =- 104/135, 19-23=-168/256, 20-22=-567/344 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -10; Vult= l30mph (3- second gust) Vasd= 101mph; TCDL= 5.0psf; BCDL= 5.0psf; h =25ft; B =45ft; L =38ft; eave =5ft; Cat. •I; Exp C; Encl., GCpi =0.18; MWFRS (directional) and C -C Exterior(2) 0 -3 -2 to 4 -0-6, Interior(1) 4 -0-6 to 35 -11-4 zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 -4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type Qty Ply 4 ' ■ • A0082622 882170 747 GABLE 1 1 Job Reference (optional) Building Component Supply, Green Cove Springs, FL Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Tue Dec 22 09:30:52 2015 Page 2 I D: FOp6ELx916x0g8baddDVnQy(fSU -Q_mN m WfsmTf WX2Qw9QU rPLgJbu8Paypx8apU S3y6THX NOTES - 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 Ib uplift at joint 1, 65 Ib uplift at joint 21, 30 Ib uplift at joint 31, 30 Ib uplift at joint 32, 29 Ib uplift at joint 33, 30 Ib uplift at joint 34, 35 Ib uplift at joint 36, 30 Ib uplift at joint 37, 53 Ib uplift at joint 38, 30 Ib uplift at joint 29, 30 Ib uplift at joint 28, 29 Ib uplift at joint 27, 30 Ib uplift at joint 26, 31 Ib uplift at joint 25, 63 Ib uplift at joint 24, 184 Ib uplift at joint 40, 207 Ib uplift at joint 39, 385 Ib uplift at joint 23 and 250 Ib uplift at joint 22. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard City of Atlantic Beach APPLICATION NUMBER �, �, Building Department (To be assigned by the Building Department.) 800 Seminole Road / _ �� + 7 o Atlantic tic Beach, Florida 32233-5445 Phone (904) 247 -5826 • Fax (904) 247 -5845 o v A E -mail: building- dept @coab.us Date routed: / 2 /� City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: /I4i � Qh � � %teA rtment review required Yes No Applicant: d S Planning & Zoninb Tree Administrator / V Project: L W Mm 6 )// viion u Works ublic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. nDenied. (Circle one.) Comments: / _ BUILDING PLANNING & ZONING Reviewed by: ! 2 Y !/ - Date: / t,( 4' TREE ADMIN. Second Review: A roved as revised. Pp ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 Sri' City of Atlantic Beach APPLICATION NUMBER t, Building Department (To be assigned by the Building Department.) - 800 Seminole Road 4 _ � � - 7 �Y /„ Atlantic Beach, Florida 32233 -5445 / Phone (904) 247 -5826 • Fax (904) 247 -5845 `` x'!,0 E -mail: building- dept @coab.us Date routed: / /Z / 4 City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1,/..g I n4,,he AdeA D rtment review required Ye No Applicant: / // >Q s Planning & Zonir I/ C Tree Administrator Project: 1 1 fs ` N mm G )// Kilo ' t Works ublic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLI TION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: M Date:dityl l� TREE ADMIN. Second Review: ❑Approved as revised. ❑De ed. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10