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Home My WebLink AboutSUBMITTED PAPERSOFFICE USE, ON �Y: DATE FILED: 1 Q I t PLAN REVIEW E: ' , cS O RECEIPT NO.: � 7 7 PERMIT NUMBER: CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO.: ALL INFO MIDST BE COMPLETE & ]FILLED IN TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Avenue Ft. Pierce, F2-15532-5652 sCq� APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: y Po-/ /N r -rTo De �b � T �� • �L 2. PROJECT NAME:_ < P, l _ _ SITE PLAN NAME: T 3. PROPERTY TAX ID #: 2 L/ 62 47o l,� 6 0 0 D g 4. LEGAL DESCRIPTION (attach extra . sheets if necessary): -to/D / A & g I Lek FS-rAT-I.-7—S if N/T (o S Lo T 19 a A" 5. PLAT BOOK 6. PAGE NO. 7. BLOCK NO. 8. LOT NO D ;k4j Aq6 .10 9. PARCEL SIZE (ACRES/SQ FT.): o S C� LOT DIMENSIONS: 10, COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: >< SETBACKS (ACTUAL) FRONT: 7_ BACK: /S o RIGHT SIDE: �— LEFT SIDE: A2 Z.- 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) j NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: 8- S / 'n r—N C 5 14. SQ. FT OF CONSTRUCTION: 63 15. SF. FT 1st FLOOR: 16. VALUE OF CONSTRUCTION: $ 0 The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or tnodify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the valueis $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 UPDATED 6/25/09 ;I r I-, a --. OWNER INFORMATION NAME: �) D lzl <G rl 2—y ADDRESS: CITY: �Co ,�� / F �' G r� STATE: FL. ZIP: PHONE (DAYTIME): °�_�% �� /�� Email �%D/YA-S�' i ni NTH �� 1 L C�[/TiS� ✓y: IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER SAOf'ti A'- / -S - d ✓ F-7 ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): CONTRACTOR INFORMATION ST. of FL REG.CERT #: ST. LUCIE COUNTY CERT #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): FAX NO. Email: ARCHIVENGINEER: ADDRESS: CITY: STATE: PHONE (DAYTIME): C__) BONDING COMPANY: ADDRESS: CITY: STATE: MORTGAGE LENDER: 4`� ADDRESS: CITY: STATE: ZIP: ZIP: ZIP: ZIP: IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, FENCES, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOBSITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT: AS A CONDITION OF ISSUANCE OF THIS PERMIT, YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. ER OR CONTRACTOR SIGNATURE STATE OF FLORIDA COUNTY OF 'SC ,Lvc The foregoing instrument was acknowledged before me this 40k_1111 day of c�.i 4 J\ 20_10L, by TIN� -C \d.. who is personally known or has produced (1c, Q�S ' S5y - S •g� a as identification. Signature of Nota Notary Public - State of Florida .1 . Commission No. �" My ($941)E-Apiles Dec 16, 2016 'o Commission # EE 858761 OF,!;° Bonded Through National Notary Assn, CONTRACTOR SIGNATURE ATE OF FLORIDA "TY OF The foregol'Ag instrument was acknowledged before me this daXof by 20 , who is personally known _\,_— or has produced Signature of Notary Commission No. as identification. NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNER/BUILDER, THE OWNER MUST PERSONALLY APPEAR TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNER/BUILDER APPLICANTS. For specific instructions see appropriate permit checklist. 1c. - OFFICE USE ONLY BP #: SECTION TOWNSHIP '?�� RANGE MAP NO. ZONING LAND USE v LOT CVG % I� 1 2)2_ TAZ NO. FLOOD ZONE FIRM MAP # 1 1IT FLR ELV . MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER �� SEWER c- "� - 6C SPRINKLERS 5TORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before 1/1990 After 1/1990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE \ AREA FEE FEE (RADON) LIBRARY IMPACT PUBLIC BLD IMPACT FEE PUBIC BLD IMPACT ' PARKS IMPACT! cJ� FEE CORRECTION FEE FEE GENERAL -SCHOOL kc)g ROAD IMPACT j CREDIT Y N LAW ENF IMPACTFEE IMPACT i FEE ' `-� FEE FIRE/EMS IMPACT DRIVEWAY REQUIRED N DRIVEWAY FEE ADMINISTRATIVE VARIANCE FEE FEE SPECIFY MECHANIC_ ROOF NON -CONFORMING MISCELLANEOUS SUBS ELECTRIC GAS LOT OF RECORD FEES PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772)462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property, � NDl4jv Ri r/�� 57A-tPs�`3�/ J?1_ocgf / S, S l 7 0�j L 0-r l % a/zcd )v (0 z1 o Lo`T a 0 (Parcel Id#/Legal description/Address) for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, - and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. a Prop rty O e Please Print) Property Owner Signature Date( STATE OF FLORIDA, COUNTY OF AC N WLEDGED BEFORE M THIS DAY OF `� 20 BYM cxJ- Q��OS 'ANOWN TO ME OR WHO HAS P DUCED AS IDENTIFICATION. TURE OJj NOTARY PUBLIC COMMISSION NUMBER SLCPDSD Revised 08/24/2010 OR PRINT -NOTARY :20 Y ey�c, ANGEIA K HUFF .i W COMMSSiON EE 083' i> ,•. 'a EXPIRES: April 12,201,i Rf I1°' Bonded Thru Notary Public Under;:.i I" Lydia Galbraith From: Lydia Galbraith Sent: Thursday, January 23, 201410:09 AM To: 'DONASCIMENTO@BELLSOUTH.NET' Subject: permit 1401-0082 Attachments: Repo rt_FL_Review_Comments_Noncompliantjrf[1].pdf Mw. Donascimento, Attached please find the Zoning review comments and list of missing documents. If you have any questions, please let me know. Thanks, L_i�d�a g Ga�bra�th Planning Technician Planning and Development Services Phone: (772) 462-1555 Fax: (772) 462-6448 Email: galbraithl(),stlucieco.org Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462-6443 PROPERTY INFORMATION Address: Palmetto Dr City / State / Zip: Fort Pierce, FI 34982 Parcel #: 3402-607-0106-000/9 Zoning: RS-3 APPLICATION INFORMATION Permit Number: 1401-0082 Permit Type: BUILDING RESIDENTIAL (SFR) CONTRACTOR INFORMATION Contractor Name: Business Name: Business Addr: City / State / Zip: REVIEWS AND COMMENTS REVIEW COMMENTS 1 Owner(s): Avelino L Donescimento / Maria Donescimento Jurisdiction: SAINT LUCIE COUNTY Lot#: 19 Block: 18 Stories: Automatic Sprinkler System? No Fax Number: Email: Review Tvae Status Reviewed By Date Started Date Completed Date Released ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith 1/15/2014 1/16/2014 1/16/2014 Comment: DOCUMENTS MISSING PENDING Deanna Givens 1/8/2014 Comment: NOTICE OF COMMENCEMENT 1/8/2014 Comment: SUBS FOR ELECTRICAL, PLUMBING, HVAC AND ROOFING Comment: VEG PERMIT IN DRAWER UNDER (D) FOR DONESCIMENTO- FEES LOADED IN SYSTEM- VEG PERMIT 1/8/2014 20140105-A HUMPHREY SENT VEG PERMIT TO ERD ON 01/08/14 1/15/2014 Comment: A COPY OF THE PAID UTILITY SERVICE RECEIPT FOR WATER. Comment: A COPY OF THE PAID UTILITY SERVICE RECEIPT FOR ELECTRIC OR A LETTER FROM THE ELECTRICAL 1/15/2014 PROVIDER THAT ELECTRIC WILL BE AVAILABLE FOR THE LOCATION. 1/15/2014 Comment: FILLED LANDS AFFIDAVIT 1/15/2014 Comment: PLEASE SUBMIT A DRIVEWAY PERMIT APPLICATION. ENVIRONMENTAL REVIEW COMPLETE Jennifer Evans 1/22/2014 1/22/2014 Comment: FRONT COUNTER REVIEW COMPLETE Deanna Givens 1/8/2014 1/8/2014 1/8/2014 Comment: PLANS EXAMINER REVIEW PENDING Comment: ��viVW V O= Planning BDevelopment Services REVIEW COMMENTS Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462.6443 Page 2 ZONING REVIEW INCOMPLETE Lydia Galbraith 1/15/2014 Comment: PLEASE INDICATE ON THE SURVEY THE COVERED REAR PORCH AND THE PART OF THE SLAB FOR THE 1/15/2014 SCREEN ROOM. 1/15/2014 Comment: THE PROPOSED HOUSE IS NOT MEETING THE MINIMUM REQUIRED SIDE SETBACK OF 10'. Comment: PLEASE PROVIDE 2 CORRECTED SIGNED AND SEALED SURVEYS. THE SURVEYS ARE NOT REQUIRED TO 1/15/2014 BE RE -STAMPED BY HEALTH DEP. Comment: THE CARPORT FROM YOUR NEIGHBOR IS ENCROACHING ON YOUR PROPERTY. WHEN THE CARPORT WAS PERMITTED A PLOT PLAN WAS SUBMITTED SHOWING THE CARPORT WAS GOING TO MEET 1/15/2014 SETBACKS, THEREFORE, PLEASE PROVIDE A LETTER STATING THAT YOU ARE AWARE OF THIS ENCROACHEMENT, THAT YOU DON'T HOLD LIABILITY TO THE COUNTY. THE LETTER IS REQUIRED TO BE SIGNED BY YOU AND YOUR NEIGHBOR AND THE SIGNATURES ARE REQUIRED TO BE NOTARIZED. Comment: PLEASE BE AWARE THAT ABOVE COMMENTS ONLY REFLECTS THE ZONING REVIEW. THE PLANS 1/23/2014 EXAMINER MIGHT HAVE ADDITIONAL COMMENTS. a PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION • 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY A yr L r i110 -4- MAe-1 A b It,4 C- l M EIV710 'will be using the following sub -contractors for the (Company/Individual Name) 0�9project located at�;4. LM F`t'9'D l) f',,.., �� —P/ Er Gj,= �L r-� 7J, e� �2 4 d 70/D6 D (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical re_-, D S� Plumbing Cs F HVAC/ Mechanical ,mEz L eAt 7 y' Roofing f, A , Th Y L U.JZ k o Or- l- r C e- .. Q Gas )FFLCEUSEONLY: PERMIT l I ^ ISSUE DATE: NUMBER: ` C> �'�9�� Planning & Development Services Department Building & Code Regulations 2300 Virginia Avenue Fort Pierce, Florida 34982 (772)462-1553 OWNER/BUILDER AFFIDAVIT DISCLOSURE STATEMENT F.S. 489.103 (7) EXEMPTIONS State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must provide direct, on -site supervision of the construction yourself. You may build or improve farm outbuildings, a one -family or two-family residence or a commercial building at a cost of under $75,000.00. The building or residence must be for your own occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved your self within one year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building; it is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial I understand that the building official and inspectors are not there to design or give advice on how to nWet the minimum code. Initial - 01 - I understand that as an owner -builder that any contract disputes with sub -contractors and I must be handled in a civil court with the advice of an attorney. This department will not mitigate any contract disputes. Initial I understand that if I compensate any person or company for work performed they are required to be licensed in this jurisdiction. If for some reason they do not possess a license, I may be responsible and liable for t e cost of the license. Initial I understand that if any person that is unlicensed and uninsured gets injured on my construction project - they may be entitled to workmen's compensation. I could be held liable for all doctor, lawyer and relat edigtl cost, which could include loss of wages during recovery from their injury. Initial d� To qualify for this exemption under this subsection, an owner must personally appear and sign the building permit application and initial the above. I hereby acknowledge that I have read and understand the above disclosure statement and that I further understand that any violation of the terms of the owner/builder exe n shall be reported by the Building and Zonipgq Dep nt to the Florida State �Department of Professional R gul tion. Signed and acknowledged on this May of of 20 / Owner uilder Signature STATE OF FLORIDA COUNTY OF The foregoing instrument was acknowledged before me this $ day of , 20 }�, �h by V%N f % c. O yn6,S, , yy-, �`�'� who is personally kn o e r h produced M;;,S - SS14—• A5—'W;;.-4S as ent krgsiQn• DEANNA GIVENS e 6Y%NN6 , G.\1 c=°. Notary Public - State of Florida My Comm. Expires Dec 16, 2016 Signature ofNota Type or Print Name ofNota ;F p' `I Commissi(S&PE 858761 Title: Notary Public Commission Number Bonded Through National Notary Assn. SLCPDSD Revised 07/22/2010 Property Appraiser - St.Lucie County, FL Page i of 1 PROPERTY RECORD CARD Avelino L Donescimento Record: 1 of 1 «Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print Property Identification Site Address: PALMETTO DR ParcellD: 3402-607-0106-000-9 Sec/Town/Range: 11 :36S :40E Account #: 128397 h� Map ID: 34111 S Use Type: Vac Res Zoning: RS-3 City/Cnty: Saint Lucie County . L Ownership and Mailing Legal Description Owner: Avelino L Donescimento Maria Donescimento INDIAN RIVER ESTATES -UNIT 06-BLK 18 S 17 FT OF LOT 19 AND N 64 FT OF LOT 20 Address: 1503 E Easy St (MAP 34/11 S) (OR 368-124 Fort Pierce FL 34982-7596 More... Sales Information Assessment 2013 Total Land and Building Date Price Code Deed Book/Page 2013 Final: 13100 Land Value: 13100 Acres: 0.56 1/1/1900 0 / Assessed: 13100 Building Value: 0 Ag.Credit: 0 Finished Area: 0 SgFt Exempt: Taxable: Taxes: 265.31 BUILDING INFORMATION �s r Exterior Features View: RoofCover: RoofStruct: ExtType: YearBlt: Frame: Grade: EffYrBlt: PrimeWall: StoryHght No.Units: SecWall: Interior Features BedRooms: Electric: Prm lntWall: FullBath: HeatType: AvgHt/Fl: 1/28ath: HeatFuel: Prm.Flors: %A/C: %Healed: %Sprinkled: Special Features and Yard Items Land Information Type Y/S City. Units Qual. Cond. YrBlt. No. Use Type Type Measure 1 0000-Vac Res BI -Front Ft 81 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED. Depth 300 http://www.pasle.org/paslc/prc.asp?prclid=340260701060009 1/8/2014 veputy ClsrK • � 'SOIfiM--�50'42_71Ir 1 a L�oa�• 2 1T B L. 0 C K 1 9 of g a n 3 14 15 Is. 17 16 l9 20 21 2z 25 24 2s 1 2 3 4 5 6 7 6 9 '000, a 10 11 12 k3i 14 15 17 le 19 20 21 22 O 0 P y w le 1s W W 66W 6E 66' 99' W w D R 1, V E 11 6i. le 39 41 42 43 44 45 46 47 46 49 50 le " K 20 i .3 14 15 16 17 1S l9 20 21 ZZ Z3 24.. 25 A C6• 1n 58 39 40 41 43 44 45 4-t 47 4s 49 so _K 10 UOQTw.. 509'S_LT: ID• le 17 66 - - -1 . 66• ee` n 23_ ' 4 25. 2G 7 e L 3o al 3Z 33 34 35' 37 36 39 40 41 K 43 44 i' * B G K 18 .1 Z' "3- '.4-. '5' 6' T a 9 l0 11 IZ 13 14416 _B 'l9'] Z® Zl 22 I a.r �.� 9 0 � R O 45 I Pc rmanc..} lzeferenCe Monumen+% shown thus-. 6— Con}our blcvn4i.ons 'a1+ou.n re{¢n ♦•o U:S.C.i C4-s. D R I V E r.rr.T. r.i-.-rr •.r r. rr..�AT1A\1 N N a o 03 M io a tj p U r, P 3 M 0 a J N m N N • N Q n W M 00 N ENGINEERS CERTIFICATE STATU OF CLOeIOA Z COUNTY OG ST• LuCIIQ ! I haraby certify that this plat is made 'rovn an actual survey mad& under my direction. hat it is a correct representation of the land alatted. and that permanant reference monuments .love basn pplaced as called for under Chapter ITT. =lorida Std+utes Annotated. Dated this e-'S day of__ ___1956 .57AT6 OC• r-LORIDA _Registered Enginaar # 2290 Esgistsred Surveyor # 5S9 0 A K CERTIFICATE OF APPROVAL This is to certify that this plat has bsan approved by the board of County Commissioners of St. Lucia Ce,unty. G-for➢do. but sue% approval in no way obligates said board to maintain any strast or roods shown ii•��'� �•-., Dated this__-___ddy of____. Chairman ord o{_� ` County 6,4m issioners =+ BCZK 10 .-a 57 Property Appraiser - St.Lucie County, FL r � Page 1 of 1 PROPERTY RECORD CARD Thomas P Hagerman Record: 1 of 2 <<Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print Property Identification ��UCIECO Site Address: 6102 PALMETTO DR Sec/Town/Range: 11 :36S :40E ParcellD: 3402-607-0105-000-2 Account #: 37053 NX yam/ Map ID: 34/11S Use Type: SF Res Zoning: RS-3 City/Cnty: Saint Lucie County ' Ownership and Mailing, Legal Description Owner: Thomas P Hagerman Olivia W Hagerman INDIAN RIVER ESTATES -UNIT 06=BLK 18 S 58 FT LOT 18 AND N 49 Address: 6102 Palmetto Dr FT OF LOT 19 (MAP 34/1IS) (OR 643-2158) Fort Pierce FL 34982-3259 Sales Information Assessment 2013 Total Land and Building Date Price Code Deed Book/Page 2013 Final: 112800 Land Value: 18200 Acres: 0.74 6/26/1989 104000 00 WD 0643 / 2158 Assessed: 112800 Building Value: 94600 12/1/1981 12800 01 CV 0368 / 1248 Ag.Credit: 0 Finished Area: 1786 SgFt 5/1/1975 6000 00 CV 0240 / 1821 Exempt: 50000 Taxable: 62800 Taxes: 1453.29 BUILDING INFORMATION Exterior Features View: RoofCover: SD - Dim Shingle RoofStruct: GA - Gable ExtType: HC- - HC- YearBlt: 1982 Frame: - Grade: C- - C- EffYrBlt: 1982 PrimeWall: BS - CB Stucco StoryHght: 0010 - 1 Story No.Units: 1 SecWall: SF - Field Stone Interior Features BedRooms: 3 Electric: MX - MAXIMUM PrmintWall: DW - Drywall FullBath: 2 HeatType: FHA - FrcdHotAir AvgHt/FI: 112Bath: 0 HeatFuel: ELEC - Electric Prm.Flors: CU - Carpet %A/C: 100 %Heated: 100 %Sprinkled: 0 Special Features and Yard Items Land Information Type Y/S Qty. Units Qua[. Cond. YrBlt. No. Use Type Type Measure Depth SWAV - RES POOL AVG Y 1 512 AV AV 1986 1 0100-SF Res BI -Front Ft 107 300 PA01 - POOL DK-AVG Y 1 684 AV AV 1986 ENC2 - POOL ENC-AVG Y 1 1196 AV AV 1986 DWC - Driv-Concret Y 1 1525 AV AV 1982 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED. http://www.paslc.org/paslc/prc.asp?prclid=340260701050002 1/16/2014 Prepared by: Carol A. Wilkie 2060-3232 CHELSEA TITLE COMPANY jr 7410 S. U.S. One. Suite li + .,&jAjill kucie s FL 34951^---'9�f 6605 ®may INDIeID. 10 IM01v10 / This 10arranty Deed. %fall,. the o2 iv r'�' joy of June A. D. ie 89 6y AVELINO L. DONESCIMENTO AND MARIA DONESCIMENTO, His wife 110'rinufler called fire grouter, to THOMAS P. HAGERMAN AND OLIVIA W. HAGERMAN, husband and wife. whose postoffice address Is 1812 Neihardt, Branson, MO 65616 hereinafter called the grantee: IWM--ft ...,e Meeia IM fun• •'au.ur•• aq •'uuui' tal.dr e4 1M Hniet le ILh Wtlane.l a11d the Mier, tlael .e,.e.a.od.0 a.d eu.au at iedi.idesh, teal the rwn.rye ,wt wiaat d see�wniarl tuesseth: That the grantor. for and in consideration of the stem of S 10'.00 and other valuable considerations, receipt whereof is hereby acknoullydued: hereby orants. bargains, sells, aliens, to. mists. rJtoses. conueys and canfirms unto Ills oratifee, all that certolit land situate in St. Lucie County. Florida, vis: The South 58 feet of Lot 18, and'the North 49 feet of Lot 19, Block 18, INDIAN RIVER ESTATES UNIT SIX, according to the Plat thereofs recorded in Plat Book 10, Page 57. Public Records of St. Lucie County, Florida. o-J Rcr Fee F - DOUGLAS DIXON �r-^�°i"Ai'C �F' 'F= L O R I OA Add Fee 5 - St. Lucie County GOC.IJ&l=:ri?CRY,.. '.,;,STAM? TAXI F -F r :.,.: '.. Do% Tag S S y q EVE.IJ. Clerk of Circuit Court 5 7 2A 0 I Ini 'Pas f . -- By Total f Deputy Clerk _fir ?•� Together .with all the tenements, hersdilaments and appurtenances thereto belonging or In any: wise appertaining. To Maue and to Mold, the same In fee simple forever. End the grantor hersby, covenants with saki grantee that the grantor Is lawfully seised of sold land In fee simple: tlsol Ilse grantor has good right and lawful authority to sell and convey sold land; that the grantor hereby fully warrants the title to sold land and will defend the same against the lawful claims of. all persons whomsoever; and that said land is free of all ar�cumbrances, estc taxes accruing subsequent to December 31. 19 88. SUBJECT TO: 1. Restrictionst reservatpions, limitations and eAsements of record,if any; this reference to said restrictions shall not operate to reimporse the same. 2. Zoning ordinances affecting said property. hn 10itn"S whereof, the soul oranlor has signed and sealed these presents the day unit year first above written. Stuns sealed and delluered In our presence: ... ...... .. ....... . ............... li'roll ONESCIHENTO ••��f :;:!- -. ..........® STA E FLORIDA .►act 621OW ros atcoaous ats COUNTY OF St.Lucie 1 HEREBY CERTIFY that on this day, before me, an officer dulr wshorised in the' State aforesaid and in the County aforesaid to take acknowledgments, personally appeared AVELINO L. DONESCIMENTO AND MARIA DONESCIMENTO, his wife 976505 to me known to be the persons described in and who executed the foregoing :nsuument and who ' acknowledged before me that they W re1 executed she same. wl, P 3 �Zy WITNESS my hand and official sial in the County and State last aforesaid this1�� day ofFILL HOTI1(tl�'�U$ fGJune "A.D. 9 SOUGOXGNW.Commipsioli APAX.g13.9.. ................ :(1Ni 71ds/nswumenl ppepored by: (SEAL) Addnst : : ,_, - r• :':: 0 EX?. Ark 12.1;9g BooK643 maim W 1AD lhib 4ELid4L INS. UNo. taf tMIrD►O /pa{ AC • 7111 text/. area /rent •aeealaoet/ lYla. Ilplpe rll Itl • / br/.wns«u•a•en.ies..a.ry•r.t.�awa,ipgrsrrsn ' eat.i'v..F�i3�a�•as'Si�'''`-e.,Y��'e�'�" - i 551471 W.&Ao ,fand AAA& W U9 L U191,9 AMLL9 (STATUTORY FORM—SE(TION 689.02 F.S.) 34W JnaentUt. Made this 21st day of December BILL R. DAVIS and DORIS M. DAVIS, his wife, µ' This instrument was prepared by: SPENCER B. GILBERT GILBERT & OPR, P. A. 220 South Second Street Fort Pierce. Fl 33450 A 19 81. Wrtwern �0 6�. of the County of St. Lucie . State of Florida , grantor*, and AVELINO L. DONESCIMENTO and MARIA DONESCIMENTO, his wife, whose post office address is' 907 Buckeye Drive, Fort Pierce, Florida 33450 of the County of. St. Lucie State of Florida grantee`. 30itnellBeth, 'That said grantor, for and in consideration of the sum of Ten and no/100--------------- Dollars, and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained and sold to the said grantee, and grantee's heirs and assigns forever, the following described land, situate, lying•and being in St. Lucie County. Florida, to -wit: The South 58 feet of Lot 18, all of Lot 19, and the North 64 feet of Lot 20, Block 18, INDIAN RIVER ESTATES, UNIT SIX, as per plat thereof as recorded" in Plat Book 10,•page 57, of the public records of St. Lucie County, Florida. 5514'71 W rJ.. T�1,=rE`FLORID�� "' D 4rIARY.f'• 5Tl�•h1P"iA 4• 1981 DEC 22 M 9; 53 UEY�t6 RETE 1CS33?�,y:'i _ O q:B rh! C tNf FECOP.CFD 22.81 3 y'':!. 5 T. 6 1 r S? LUCIE COUNTY.FLA. off'•+ i RCGCRPCITRAS [LEEK CIRCUIT COURT and said grantor does hereby fully warrant the title'to said land, and will defend the some against the lawful claims of all persons whomsoever. "Grantor" and "grantee" are used for singular or plural, as context requires. At Wititrss Wherrof, Grantor has hereunto set grantor's hand and seal the day and year first above written. Signed, sealed and delivered in ouk presence: - � s (Seal) bil K.(Seal) _ ► OtJ`�G/Y�t (Seal) fSeall STATE OF FLORIDA COUNTY OF ST..LUCIE I HEREBY CERTIFY that on this day before me, an officer duly qualified to take acknowledgments, personally appeared BILL R"..'DAVIS and DORIS M. DAVIS, his wife, to me knoyrn• tg•ly'•ghe persons described in and who executed the foregoing instrument and acknowledged" before me that rrr • . the vlttecuted•tfse:lOjrte: :Z MY }Qtlhtlssip�tr exptreyK; cial seal in the County and State lost aforesaid 21St da of December Notary Public State of Florida at Large. 71 BooK P368 e:GE 1248 .S. 1� t r' STATE OF FLORIDA ♦ r. DEPARTMENT OF HEALTH ' Q ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM ;yr CONSTRUCTION INSPECTION AND FINAL APPROVAL �o WE APPLICATION #:AP1124212 PERMIT #:56-SF-1501922 DOCUMENT # : F1978545 DATE PAID:10/23/2013 FEE PAID :51 5.00 �®� _ av -��- RECEIPT #:56-PID-2303089 APPLICANT: Avelino Donascimento /'5-Da — 0 AGENT:, Dave Fowler (Culpepper & Terpening, Inc) PROPERTY ADDRESS: 6104 Palmetto Dr Fort Pierce, FL 34982 LOT: 19120 BLOCK: 18 SUBDIVISION: Indian River Estates ID#: 3402-607.0106-000-9 CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR RULE AND MUST BE CORRECTED. TANK INSTALLATION SETBACKS ( ] [01] TANK SIZE [11 1090.00 , [2] 483.00 [ ) (271 SURFACE WATER FT [ ] .[02] TANK MATERIAL Polyethylene [ ] [28] DITCHES 37 FT [ J (031 OUTLET DEVICE [ ] [29] PRIVATE WELLS FT [ ] (041 MULTI -CHAMBERED [ Y N ] [ ] [30] PUBLIC WELLS FT [ ] [051 OUTLET FILTER Polylok PL-68 [ ] [311 IRRIGATION WELLS 85 FT [ ] [061 LEGEND 1.. 70-143-11SC3 2. 70-143-54SC4 [ ] [32] POTABLE WATER FT [ J [071 WATERTIGHT [ ] (331 BUILDING FOUNDATIONS 13 FT [ J [08] LEVEL [ ] [34] PROPERTY LINES 63 FT [ ] [091 DEPTH TO LID [ ] (351 OTHER FT DRAINFIELD INSTALLATION FILLED / MOUND SYSTEM [ ] [10] AREA [1] 509 [21 SQFT [ ] [36] DRAINFIELD COVER [ ] [11] DISTRIBUTION BOX HEADER X [ ] [37] SHOULDERS [ ] [121 NUMBER OF DRAINLINES 1. 5.00 2. [ ] [38] SLOPES [ ] [131 DRAINLINE SEPARATION [ ) (391 STABILIZATION 04/09/2015 [ ] [141 DRAINLINE SLOPE [ ) [151 DEPTH OF COVER ADDITIONAL INFORMATION [ ] (161 ELEVATION [ ABOVE / BELOW ]HM 10.00 [ ] [401 UNOBSTRUCTED AREA [ ] [17] SYSTEM LOCATION [ ] [411 STORMWATER RUNOFF [ ) [18] DOSING PUMPS [ ] [42] ALARMS [ ] [191 AGGREGATE SIZE [ J [431 MAINTENANCE AGREEMENT [ ] (201 AGGREGATE EXCESSIVE FINES [ ] [44] BUILDING AREA [ ] [21] AGGREGATE DEPTH [ ] [451 46 LOCATION CONFORMS WITH SITE PLAN FILL / EXCAVATION MATERIAL [ ] [ ] FINAL SITE GRADING [ ] [221 FILL AMOUNT [ ] [47] CONTRACTOR Mike Stuhr (Ashton Septic Se [ ) [23) FILL TEXTURE [ ] [48J OTHER INFILTRATOR Quick4 Plus EQ36 LP [ J [24] EXCAVATION DEPTH ABANDONMENT [ ] [251 AREA REPLACED [ ] [491 TANK PUMPED [ ] [26] REPLACEMENT MATERIAL [ ] [50] TANK CRUSHED fi FILLED Comments: Comments are on page 2. CONSTRUCTION I APPROVED / DISAPPROVED ]: FINAL SYSTEM [ APPAOVED / DISAPPROVED ]; (Explanation of Violations on following page) St. Lucie CHD DATE: 12105/2014 :artment of Health) St. Lucie ' CHD DATE: 04/09/2015 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC EH Database v1.0.1 AP1124212 E101501922 Page 2 of 3 f RECEIVED APR 09.7015 f- 4 tE x STATE OF FLORIDA �T DEPARTMENT OF HEALTH Q ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION INSPECTION AND FINAL APPROVAL Violation Number Comment Comments APPLICATION # : A P 1124212 PERMIT #:56-SF-1501922 DOCUMENT #:F1978545 DATE PAID:10/23/2013 FEE PAID:515.00 RECEIPT #:56-PID-2303089 The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 300 gpd. 7. Okay to cover given to Mike Stuhr on the telephone. The approved construction report will be sent to Ashton Septic by email. There is a newly installed galvanizd well near the property line --no permit for well construction was found in our records. Irrigation wells must be permitted. Gutters must be installed before the final call in inspection. The pump for the pump tank had not yet been installed. Make and model will be recorded along with alarm system at the final inspection. Alarm was installed and working properly. Gutters were installed. Liberty 1/3 HP pump tank was installed. Slopes and shoulders were adequate. Cover was greater than 6" and surface was stabilized with sod. Final Inspection report will be emailed to the contractor DH 4016, 08/09 (Obsoletes all previous -editions which may not be used) Incorporated: 64E-6.003, FAC Page 2 of 3 EH Database v1.0.1 AP1124212 EID1601922 E,veij" Pex M4444je0,1,W,Jom. "Considering Your Environment' State License Number 114708 11192 47th Road North Royal Palm Beach, FL 33411 561-333-8777 / FAX 561-333-8999 / Toll Free 866-414-PEST Property Information Subdivision: �% - %� � (f Lot: Block: Section: Address City & Zip Owner Builder 1 Contractor Information I Name of Buildor: C G 1,00�v fS A-1- �-(. �`� (�/ O06,-2 Shell Contractor: Construction Type Monolithic: Floating/Stemwall: Patio: ' Entry:• Drive_ way: Addition: Other: Product 1 Treatment Information Treatment Date: " 11 / Time: Technician: Treatment Type (mus check ne) Initial Under Slab: _ Supplemental: Product Applied: Cypermethrin: Premise 75 Other J� Concentration: % Mixed Product Applied: 2no-Aallons Square Footage Treated: Linear Feet Treated: If this is checked, then final perimeter treatment has been completed and the following statement is applicable: Certificate of Compliance: THIS BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR -THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OFAGRICULTURE AND CONSUMER SERVICES. (Florida Building Code (FBC)1816.1.7) Applicators Name (Please Print) 6 L'r_C1L__1 Fort Pierce. FL 34982 772-462-2272 Fax 772 462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TP.EATMEN r PERM IT #: OB ADDRESS: 6 40� BUILDER/CONTRACTOR: PEST CONTROL CONTRACTOR: " PEST CONTROL LICENSE #: We, the undersigned, hereby certify that we have Pretreated the above described construction for subterranean termites in accordance with the standards of the National Pest Control Assodat+on- L' 'X C-0` r '&", 7-Z, Chemicals used: �S"a feet if area treated: Percentage of solution: S Total gallons used: Date of Treatment: s Time of Treatment: Footing i Treatment Re -Treat Driveway 1V Treatment Re -Treat Other eTreatment Re -Treat Slab !� Treatment Re -Treat Foots 10 Treatment n A Re -Treat I Y' Perimeter for F'snatwspection sigoture of Bft minatAr Mote: There must be a completed farm for a&* required treatment or ire beatment and thfs form must be on MOW site to be picked up by the irtspecW at time of eadi Mpectfon or the sdieduled Inspection will fag and a re-lnspectlon fee diarged. FOC104.LG Certrf" r®te of Pn*d" Treatment fOr prevention of t�mif� A waat�he�r resistantjabsite paetr board shall be provided to receive duplf� Treatment Ceriitlrates as a8di r ulrad prnhecifve be+aiment is l vlrtplea+ prvvid/ng a copy for the persc n the permk & &sued try and anotrer mpY for the bUffdlfl9 pennitfil� Try ��;efrt Cerhflcate shall pravide the pmduCt used, Idenbtyof the appAwtor, time and date of Me treabnent, s6 location, area created, chemW used, percent canaenbatfon and number ofgallons used, to establish a verifiable recad of pmmcVve treatment: Ifthe soy dismlcal baffler method for fermile preventfdii Is used, final edwar trefatment shall be completed prior Anal buhW79 apprrival. St Lucie County requires for the final inspection for COf a Permanent Sticker to be placed on RECEIVED FER.2 6 7115 Advanced Architecture & Planning Architect & Planning 757 NW Waterlily Place Jensen Beach, FL 34957 (772)631-5709 Field Directive: August 10, 2014 Building Department St. Lucie County Plan Review Building Department 2300 Virginia Ave, Fort Pierce FL Project: Donescimento Residence, Palmetto Dr., Fort Pierce, Florida Permit # 1401-0082 Directive: The (2) MGT, Simpson connectors indicated on the permitted drawings are to be changed to (2) HETA20 in both locations on truss GRC only This truss can be found along the front end of the garage roof. Fasteners and method of placement and attachment to be per Simpson Strong Tie's directions. The (2) BETA20's ((4) total) surpass the applied loads on each end of the (2) locations on the above truss and is acceptable to my office. _ Should you require any fiu-ther information, please do not hesitate to contact this office. �'A Sincerely, ,r < Raymond- Chladny,.' -`B,arch. Sc., M.arch, AIA XiAA, A4FAID, NCARB AR-0017475 Advanced Architecture & Planning Architect & Planning 757 NW Waterlily Place Jensen Beach, FL 34957 (772)631-5709 Drawing Revision: February 24, 2014 Building Department St. Lucie County Plan Review Building Department 2300 Virginia Ave, Fort Pierce FL Project: Donescimento Residence, Palmetto Dr., Fort Pierce, Florida Permit # 1401-0082 To Whom This May Concern: 0 The numbers below align with County comments. Changes have been clouded and dated to assist in your review. Building: 1. See A-2.0: Concrete slab at 3000 psi; 2. See A4.0: CO2 Detectors added; 3. See A-2.0: Exterior Door landing; 4. Plans the shows sizes and locations of all doors & windows. Schedules redundant; 5. See COV: Product Approval Chart SH windows & A 2.0, Bedroom #2; 6. See COV: Product Approval, Tile Roofing; 7. See A-6.0: "Match Existing' removed; 8. See A-6.0: Roof sheathing nailing clarified; 9. See Energy Cals & M-J attached; 10. See A-3.0: FLOOR PLAN NOTES: for garage separation; 11. See A-3.0: FLOOR PLAN NOTES: for Poly-iso roof insulation removed; Should you require any further information, please do not hesitate to contact this office'. Sincerely, Raymond Chladny, B. arch. Sc., M. arch, AIA MAAA, MFAID, NCARB AR-0017475 1 Planning &;Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phonet(772)4624172 Fax:(772)462-6443 PROPERTY INFORMATION Address: Palmetto Dr City / State / Zip: Fort Pierce, A 34982 Parcel #: 3402-607-0106-000/9 Zoning: RS-3 APPLICATION INFORMATION Permit Number: 1401-0082 Permit Type: BUILDING RESIDENTIAL (SFR) CONTRACTOR INFORMATION Contractor Name: Business Name: Business Addr: City / State / Zip: REVIEW COMMENTS Page 1 Owner(s): Avelino L Donescimento / Maria Donescimento Jurisdiction: SAINT LUCIE COUNTY Lot#: 19 Block: 18 Stories: Automatic Sprinkler System? No Fax Number: Email: REVIEWS AND COMMENTS Review Type Status Reviewed By Date Started Date Completed Date Released ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith 1/15/2014 1/16/2014 1/16/2014 Comment: DOCUMENTS MISSING PENDING Deanna Givens 1/8/2014 Comment: NOTICE OF COMMENCEMENT 1/8/2014 Comment: SUBS FOR ELECTRICAL, PLUMBING, HVAC AND ROOFING Comment: VEG PERMIT IN DRAWER UNDER (D) FOR DONESCIMENTO- FEES LOADED IN SYSTEM- VEG PERMIT 1/8/2014 20140105-A HUMPHREY SENT VEG PERMIT TO ERD ON 01/08/14 1/15/2014 Comment: A COPY OF THE PAID UTILITY SERVICE RECEIPT FOR WATER. Comment: A COPY OF THE PAID UTILITY aEGERZ FOR ELECTRIC OR A LETTER FROM THE ELECTRICAL 1/15/2014 PROVIDER THAT ELECT AILABLE FOR THE LOCATION. 1/15/2014 Comment: FILLED IT 1/15/2014 Comment: PLEASE SUBMIT A DRI� IT APPLICATION. ENVIRONMENTAL REVIEW COMPLETE Jennifer Evans 1/22/2014 1/22/2014 Comment: FRONT COUNTER REVIEW COMPLETE Deanna Givens 1/8/2014 1/8/2014 1/8/2014 Comment: PLANS EXAMINER REVIEW INCOMPLETE Ed Roseberry 2/18/2014 Comment: , 1�ENERAL FOUNDATION NOTES REQUIRE SLAB CONCRETE TO BE 3000 PSI. STRUCTURAL SHEET A2.0 2/18/2014 REQUIRES 2500 PSI. PLEASE CLARIFY. Planning &;Development Services REVIEW COMMENTS Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462.6443 2/18/2014 omment: PLEASE SHOW COMPLIANCE WITH R315.1 CARBON MONOXIDE ALARMS. / 2/18/2014 '$j Comment: PLEASE SHOW COMPLIANCE WITH R311.3.1 AT EGRESS ENTRY DOOR STEP/LANDING. �,�. Vvr� 0PLIf Comment: PLEASE PROVIDE A WINDOW AND DOOR SCHEDULE ON PLANS WITH OPENINGS NUMBERED ON PLANS 2/18/2014 AND A CRRESPONDING DESCRIPTION IN THE SCHEDULE. 2/18/2014 k-e0o'mment: NONE OF THE SH800 SERIES WINDOW SIZES CALLED ON FLOOR PLAN AT BEDROOMS MEET EMERGENCY EGRESS REQUIREMENTS OF R310.1, PER SCOTT AT PGT TECHNICAL SUPPORT. Comment: PLEASE SUBMIT PRODUCT APPROVAL FOR ROOF TILES AND NOTE ALL APPROVED METHODS OF 2/18/2014 INSTALLATION, UNDERLAYMENT, FASTENERS, ETC, THAT ARE TO BE USED, ALONG WITH PRODUCT APPROVAL FOR THESE SPECIFIED PRODUCTS. omment: PLEASE REMOVE ALL REFERENCES TO "MATCH EXISTING", ON SHEET A 6.0, AND ELSEWHERE AS 2/18/2014 NEEDED. om ent: PLEASE INCLUDE CORRECTED ROOF SHEATHING NAIL OFF REQUIREMENTS ON SHEET A 6.0, AS THERE 2/18/2014 ARE NO GABLES ON THIS PROJECT. 2/18/2014 Com ent: PLEASE SUBMIT 2 COMPLETE SETS OF ENERGY CALCULATIONS AND MANUAL J. Comment: SHOW ALL REQUIRED SEPERATION BETWEEN GARAGE AND HABITABLE SPACE FOR COMPLIANCE WITH 2/18/2014 R302.6 omment: PLEASE CLARIFY TYPE OF INSULATION BEING USED IN CEILING, R30 BATTS ON SHEET A 6.0, OR ICYNENE 2/18/2014 NOTED ON SHEET A 3.0 ZONING REVIEW INCOMPLETE Lydia Galbraith 1/1512014 Comment: PLEASE INDICATE ON THE SURVEY THE COVERED REAR PORCH AND THE PART OF THE SLAB FOR THE 1/15/2014 SCREEN ROOM. 1/15/2014 Comment: THE PROPOSED HOUSE IS NOT MEETING THE MINIMUM REQUIRED SIDE SETBACK OF 10'. Comment: PLEASE PROVIDE 2 CORRECTED SIGNED AND SEALED SURVEYS. THE SURVEYS ARE NOT REQUIRED TO 1/15/2014 BE RE -STAMPED BY HEALTH DEP. Comment: THE CARPORT FROM YOUR NEIGHBOR IS ENCROACHING ON YOUR PROPERTY. WHEN THE CARPORT WAS PERMITTED A PLOT PLAN WAS SUBMITTED SHOWING THE CARPORT WAS GOING TO MEET 1/15/2014 SETBACKS, THEREFORE, PLEASE PROVIDE A LETTER STATING THAT YOU ARE AWARE OF THIS ENCROACHEMENT, THAT YOU DON'T HOLD LIABILITY TO THE COUNTY. THE LETTER IS REQUIRED TO BE SIGNED BY YOU AND YOUR NEIGHBOR AND THE SIGNATURES ARE REQUIRED TO BE NOTARIZED. Comment: PLEASE BE AWARE THAT ABOVE COMMENTS ONLY REFLECTS THE ZONING REVIEW. THE PLANS 1/23/2014 EXAMINER MIGHT HAVE ADDITIONAL COMMENTS. CORRECTION LIST Code No. DESCRIPTION Section 10 55 copylptz-F� - alp Rev- =Lwrc,�OAJ -2- NOTE: Entries to this Plan Review Record that require a field check or Inspection of the installation must be coordinated with the Inspection phase (R109) of the project. BUILDING PLANNING (Chapter 3) DESIGN CRITERIA [Table R301.2(1)] Floor live load (Table R301.5) '� psf Roof live load (Table R301.6) psf Ground snow load psf Basic wind speed mph Wind exposure category (R301.2.1.4) High wind design criteria applicable (R301.2.1.1) Seismic design category (SDC) [Figure R301.2(2)] SDC C&D provisions (R301.2.2) Weathering Frost line depth / Termite area !� Decay area Winter design temperature Ice barrier underlayment required Flood hazards � �X, FIRE RE ANT CONSTRUCTION (R302) Exterior walls (R302.1, Table R302.1) Townhouse separation (R302.2) nuity and structural ependence (R302.2.1, rapets and construction (R302.2.2, R302.2.3) POONA PI ANNwt; RP:nl IIRFMFNTS (R303 throuah R305) Two-family dwelling separation (R302.3) Dwelling unit penetrations (R302.4) Dwelling/garage opening/penetration protec- tion (R302.5) Dwelling/garage fire separation (R302.6) Under -stair protection (R302.7) ,,-' wall and ceiling finishes (R302.9) Flame spread index (R302.9.1) Smoke -developed index (R302.9.2) Testing (R302.9.3, R302.9.4) Ins u lati o n(R302.10) (R Flame spread/smoke-developed (R302.10.1, R302.10.2) Cellulose loose -fill and exposed attic insulation (R302.10.3, R302.10.4) Testing (R302.10.5) ,Z— Fireblocking (R302.11) Draftstopping (R302.12) Combustible insulation clearance (R302.13) Use Area ft2 Width Average ceilin t Minimum ceilin t Natural* light Natural ventilation* Living 120 T-0" T-0" T411 8% floor area 4% floor area Dining 70 T-0" T--0" 5'-0" 8% floor area 4% floor area Kitchen N.A. N.A. T-0" 5'-0" 8% floor area 4% floor area Bedroom 70 T-0" T-0" 5'-0" 8% floor area 4% floor area Bathroom N.A. N.A T-0" 5'-0" 3 square feet 11/2 square feet * See Sections R303.1 & R303.3 for mechanical ventilation and artificial light t 6'-8' min. at plumbing fixtures and for non -habitable basements. Required heating (R303.8) SANITATION (R306 and R307) Water closet Lavatory Tub or shower �� itchen area with sink Sanitary sewer (Chapter 30) Private disposal (Appendix 1) GLAZING(R308) ✓�Identification (R308.1) Louvered windows or jalousies (R308.2) �uman impact loads/hazardous locations (R308.3, R308.4) --�' Skylights and sloped glazing (R308.6) -3- BUILDING PLANNING (contd.) GARAGES AND CARPORTS (R309) Floor surface noncombustible; sloped floor (R309.1) Carport: open two sides; noncombustible floors; sloped floor (R309.2) _Automatic garage door opener (R309.4) EMERGENCY ESCAPE AND RESCUE OPENINGS (R310) _ Where required (R310.1) _ Areas, height, width, operations (R310.1.1 - R310.1.4) Window wells (R310.2) Bars, grilles, covers and screens (R310.4) Under decks and porches (R310.5) MEAN RESS (R311) eral (R311.1) Egress door (R311.2) _ Landings at exterior doors (R311.3 - R311.3.3) Vertical egress (R311.4) Con truction and attachment (R311.5) Hallways (R311.6) Stairway width, headroom, walkline (R311.7.1 - R311.7.3) Stairway treads, risers profiles (R311.7.4 - R311.7.4.3) Stairway landings and walking surfaces (R311.7.5, R311.7.6) Handrails required (R311.7.7) Handrail height, continuity, grip -size (R311.7.7.1- R311.7.7.3) Stairway illumination (R303.6, R311.7.8) Special stairways (R311.7.9) Ramp slope, landings, handrails (R311.8) GUARDS (R312) Required for open -sided surfaces, stairs,' ramps and landings > 30" above floor/grade (R312.1) Height - 36" (R312.2) Opening limitations (R312.3) AU MATIC FIRE SPRINKLER SYSTEMS (R313) I Townhouses (R313.1) One- and two-family dwellings '(R313.2) SMOKE ALARMS (R314) . / Referenced standards (R314.1, R314.2) 1/ Location and interconnection (R314.3) Pf!!__�'Power source (R314.4) CARBON MONOXIDE.ALARMS (R315) New construction (R315.1) Existing construction (R315.2) Referenced standard (R315.3) FOA7eling STIC (R 2.8, R316) (R316.2) urface burning, thermal barrier, specific approval (R316.3 - R316.7) DECAY AND TERMITE PROTECTION (R317 and R318) Protection required (Table R301.2(1), R317.1, R318.1) Quality mark (R317.2 and R318.1.1) SITE ADDRESS (R319) Address numbers (R319.1) ACCESSIBILITY (R320) Type B dwelling units applicable (R320.1) ELEVATORS/PLATFORM LIFTS (R321) Referenced standards (R321.1 - R321.3) FLOOD -RESISTANT CONSTRUCTION (R322) General (R322.1) Hazard area and requirements (R301.2.4, R309.3, R322.2, R322.3) Design professional (R322.3.6) STORM SHELTERS (R323) General and referenced standard (R323.1) -4- FOUNDATIONS (Chapter 4) MATERIALS (R402) Wood foundations (R402.1) Concrete, compressive strength (R402.2) FOOTINGS (R403) Soil bearing value (R401.4, R403.1) Footing width (see page 5) Footing edge thickness = 6" minimum; footing projection = 2" minimum, but < footing thickness (R403.1.1) Footings in SDC C or D (R403.1.2, R403.1.3 and R403..1.6.1) Depth below (outside) grade = 12" minimum; but below frost line except for frost pro- tected footings.(R403.1.4, R403.1.4.1 and R403.1.4.2) Sill plate bolting in concrete/masonry ='/Z" di- ameter bolts, within 12" but not less than 7 bolt diameters from corner, 7" embedment (R403.1.6) Footings adjacent to slopes (R403.1.7) Frost protected shallow foundations (R403.3) Footings for precast concrete foundation (R403.4) FOUNDATION WALLS (R404 - R406) Masonry foundation walls (R404.1.1) Wall height, unbalanced backfill, nominal thickness (fables R404.1.1(1) - R404.1.1(4), R404.1.5.11 Reinforcement size and spacing (Tables R404.1.1(2) - R404.1.1(4)] Concrete foundation walls (R404.1.2) Wall height, unbalanced backfill, nominal thickness (Tables R404.1.2(2) - R404.1.2(8), R404.1.5.2] Horizontal and vertical reinforcement size and spacing (Tables R404.1.2(1) - P404.1.2(8), R404.1.2.2, R404.1.2.3.7] Stay -in -place forms (R404.1.2.3.6.1) SDC C and D provisions (R404.1.2.4, R404.1.4) Height above finished grade (R404.1.6) Sill plate size (R404.3) Precast concrete foundation walls (R404.5) Drains required if habitable or usable spaces are below grade` (R405) Soil class (Table R405.1) Dampproofing if basements are below grade* (R406.1) Waterproofing if high water table* (R406.2) If uninhabitable, see Under -Floor Space (R408) COLUMNS (R407) Protection from decay or corrosion (R407.1 and R407.2) Structural requirements (R407.3) Anchorage (R407.3) Wood columns (minimum 4" square) (R407.3) Steel columns minimum 3" diameter, Sched- ule 40 pipe) (R407.3) TABLE R403.1 MINIMUM WIDTH OF CONCRETE PRECAST OR MASONRY FOOTINGS finches? LOAD -BEARING VALUE OF SOIL s 1,500 2,000 3,000 >_ 4,000 Conventional li ht frame construction 1 -story 12 12 12 12 2-story 15 12 12 12 3-story 23 17 12 12 4-inch brick veneer over light frame or 8-Inch hollow concrete masonry 1 -story 12 12 12 12 2-story 21 16 12 12 3-story 32 24 16 12 84nch solid or full routed masonry 1-sto 16 12 12 12 2-story 29 21 14 12 3-story 42 32 21 16 For Si: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa a. Where minimum footing width is 12 inches, a single wythe of solid or fully grouted 12—inch nominal concrete masonry units is permitted. -5- UNDER -FLOOR SPACE (R408) Ventilation (R408.1 and Unvent wl space (R408.3) (R408.4) FOUNDATIONS (cont'd.) FLOORS (Chapter 5) JOISTS AND GIRDERS (R502) _ Species and grade (R502.1) — Joists — Sleeping areas, LL = 30 psf (Table R502.3.1(1)] _ Joists — Nonsleeping areas, LL = 40 psf (Table R502.3.1(2)] _ Cantilevered joists Fables R502.3.3(1) and R502.3.3(2)] _ Girder spans and header spans for exterior bearing walls [Table R502.5(1)] _ Girder spans and header spans for interior bearing walls [Table R502.5(2)] _ Joists under bearing partitions (R502.4) _ Bearing (1.5" minimum on wood or metal; 3" on masonry or concrete) and lapped joists (3") (R502.6, R502.6..1) _ Lateral restraint and bridging (R502.7, R502.7.1) _ Drilling and notching (R502.8) _ Fastening (R502.9) _ Framing of openings (R502.10) _ Wood trusses (R502.11) _ Draftstopping (R502.12) FLOOR SHEATHING (R503.1) Allowable span (Table R503.1) End joints (R503.1.1) WOOD ATRUCTURAL PANEL SHEATHING (R503.2) Grade (R503.2.1) Thickness (R503.2.1) Allowable spans [Tables R503.2.1.1(1) and R503.2.1.1(2)] Installation [fable 602.3(1)] Removal of debris (R408.5) Finished grade (R408.6) Flood resistance (R408.7) D UNDERLAYMENT (R503.3) Grade (R503.3.1) Thickness (R503.3.2) Installation [Table R602.3(1)] WOOD FLOORS (ON GROUND) (R504) Base course: 4" thick with maximum 114" gravel or'/2" crushed stone (R504.2.1) Moisture barrier: placed over base course (R504.2.2) Materials (R504.3) L FLOOR FRAMING (R505) _ Cold -formed steel; applicability limits; in -line framing (R505.1) _ Structural framing (R505.2) Material (R505.2.1) — Identification (R505.2.2) Corrosion protection (R505.2.3) — Fastening (R505.2.4) Floor construction (R505.3) CONCRETE FLOORS (ON GROUND) (R506) Thickness: 31/2" minimum; Concrete strength (R506.1) _Support: prepared subgrade; maximum earth fill = 8"; maximum sand or gravel fill = 24" / (R506.2.1) y Base course: 4" graded with 2" maximum aggregate (R506.2.2) Vapor retarder (R506.2.3) Reinforcement support (R506.2.4) WALL CONSTRUCTION (Chapter 6) GENERAL (R601) sign (R601.2) Component and cladding wind loads [Table R301.2(2)] Vapor retarders (R601.3) WOOD CONS UCTION (R602) Construction (Figures R602.3(1) and 602.3(2)] Stud grade (R602.2) L erior walls (R602.3) d spacing [R602.3.1, Table R602.3(5)] Interior load -bearing walls (R602.4) Interior nonbearing walls: 2" x 3" at 24" o.c. or 2" x 4" flat at 16" o.c. (R602.5) Drilling and notching — studs (R602.6) Drilling and notching —top plate (R602.6.1) Headers (Tables R502.5(1), R502.5(2), R602.7.2 and Figure R602.7.2] Fireblocking (R602.8, R302.11) Cripple walls (R602.9) Wall bracing, braced wall lines, lengths, connections, support and joints (R602.10, R602.10.1, R602.10.3, R602.10.6 - R602.10.8) Bracing based on wind speed [Table R602.10.1.2(1)] Bracing based on SDC [Table R602.10.1.2(2)] Intermittent bracing methods (R602.10.2, Table R602.10.2) Continuous sheathing (R602.10.4, R602.10.5) Bracing for SDC C and D (R602.10.1.4.1, R602.10.1.5, R602.11) Wall bracing for stone and masonry veneer (R602.12) STEEL WALL FRAMING (R603) General (R603.1) Structural framing (R603.2) Material (R603.2.1) Identification (R603.2.2) Corrosion protection (R603.2.3) Fastening (R603.2.4) Wall construction (R603.3 - R603.5) Headers (R603.6) Studs, tracks and structural sheathing (R603.7 - R603.9) THING (R604 and R605) Wood structural panels (R604) Particleboard (R605) MASONR ONSTRUCTION (R606 - R610) General design (R606) SDC C and D (R606.12) Unit masonry (R607) Multiple wythe masonry (R608) Grouted masonry (R609) Glass unit masonry (R610) EXTERIOR CONCRETE WALL CONSTRUCTION (R611) Applicability (R611.2) Concrete wall systems (R611.3) Stay -in -place forms (R611.4) Materials, construction details (R611.5 - R611.10) EXTERIOR WINDOWS & DOORS (R612) — General; window sills; performance; testing and labeling (R612) STRUCTURAL INSULATED PANEL WALL T UCTION (R613) Applicability (R613.2) Materials (R613.3) Wall panels, construction details JR613.4 - R613.10) -7- WALL COVERING (Chapter 7) INTERIOR WALL COVERING (R702) Plaster material (R702.2) rps ersupport (R702.2.3) um board material (R702.3.1) Gypsum board support, application and �astening (R702.3.2 - R702.3.8) Ceramic tile (R702.4) V Other finishes (R702.5 and R702.6) EXTERIOR WALL COVERING (R703) � Water -resistive barrier (R703.2) Wood siding (R703.3) Attachment and minimum thickness (Table R703.4) Wood shakes and shingles (R703.5) Exterior plaster (R703.6) Stone & masonry veneer (R703.7 & Figure R703.7); Steel angle lintels-4" minimum bearing each end (R703.7.3) Veneer ties: #9 U.S. gage wire or #22 U.S. gage by'/B"corrugated metal; 24" o.c. maximum horizontal spacing; 2.67 square feet maximum area supported (wind > 30 psf and SDC C or D, maximum area = 2 square feet) (R703.7.4.1), Flashing (R703.7.5 and R703.8) Exterior insulation and finish systems (R703.9) Fiber cement siding (R703.10) Vinyl siding (R703.11) ROOF -CEILING CONSTRUCTION (Chapter 8) GENERAL (R801) V Design (R801.2 and R801.3) Component and cladding wind loads.[Table R301.2(2)] ROOF FRAMING (R802) Fire -retardant -treated wood (R802.1.3) Framing details (R802.3) Rafter tie (R802.3.1) Collar ties (4' o.c., in upper third of attic) (R802.3.1) Purlins (2" x 4" at 4' o.c. minimum) (Figure R802.5.1, R802.5.1) Bearing (R802.6) Cutting and notching (R802.7) Engineered wood products (R802.7.2) Lateral support and bridging (R802.8) Framing of openings (R802.9) ood trusses (R802.10) Roof tie -down (R802.11) CEILING JOISTS [Tables R802.4(1), R802.4(2)] Without attic storage, LL = 10psf With attic storage LL = 20psf Spacing Species Grade Span Size [Tables R802.5.1(1) - R802.5.1(8)] Ground snow load/LL = 20psf Controlling design (LL or snow) Ceiling not attached/ceiling attached Spacing Species Grade Span Size Hc/HR; Adjustment factor ROOF SHEATHING (R803.2) rL`�_ Grade _Thickness. _,,GFRTW allowable stresses/grading lowable spans [Table R503.2.1.1(1)] ` Installation (R803.2.3) CHIMNEYS AND FIREPLACES (cont'd.) Changes in dimension (R1003.6) Additional load (R1003.8) Termination (R1003.9) Spark arrestors (R1003.9.1) Wall thickness; >_ 4" (R1003.10) Flue lining -mZ1an (R1 .11 and R 1003. Multiple flues Flue area (ap4)Flue area (m1003.15) I 1003.16) Cleanout opening (R1003.17) Chimney cle nce (k1003.18) Fireb ing (R1003.19) himney crickets (R1003.20) FkTORY BUILT FIREPLACES (R1004) Listed and labeled (R1004.1) Installation (R1004.2) FACTORY -BUILT CHIMNEYS (R1005) Listed and labeled (R1005.1) Installation (R1005.3 and R1005.4) EXTERIOR AIR SUPPLY (R1006) Intake size (R1006.2, R1006.4) ENERGY EFFICIENCY* (Chapter 11) Compliance; material and equipment (N1101.2, N1101.3) Climate zone (Table N1101.2) 'See energy conservation plan review record Building envelope (N1102) Mechanical systems (N1103) MECHANICAL (Chapters 12-23) Appliance labeling (M130Z M1303) Appliance access (M1305, M1401) Appliance installation (141307) Heating and cooling equipment; heating and cooling load calculations (Chapter 14) Exhaust systems (Chapter 15) Duct systems (Chapter 16) Combustion air (Chapter 17) Chimney and vent location and terminations (Chapter 10 and Chapter 18) Special fuel -burning equipment (Chapter 19) Boilers/water heaters (Chapter 20) Hydronic piping (Chapter 21) Special piping and storage systems (Chapter 22) Solar systems (Chapter 23) Penetrations of fire -resistance rated assem- blies (R302.4, R302.5) FUEL GAS (Chapter 24) Application (G2401.1) , Clearances (G2 , General regulations (G2404) ectrical and electrical bonding (G2410, G2411) Appliance location (G240 Pipe sizing (G2413) =ation G2407) Piping materials (G2414) 408) -10- FUEL GAS (cont'd) Piping installation (G2415 and G2419) Piping support (G2418 and G2 . ections (G2420, G2421 Venting (G2426 - G24 Misc appliances (G2423, G2425, G2430 - G2453) and G2422) PLUMBING (Chapters 25-33) Water service location and depth (P2603, P2604) Sanitary and storm sewer location and depth (P2603, P2604) Piping support (Table 02605.1) Listed plastic materials (P2608): Plumbing fixtures (Chapter 27) Water heater size and location (Chapter 28) Water supply and distribution system design and calculations (Chapter 29) Dwelling unit fire sprinkler systems (P2904) NFPA 13D system (P2904.1) Temperature rating (P2904.2.1, P2904.2.2) Freezing protection (P2904.2.3) Sprinkler coverage (P2904.2.4) Piping materials (P2904.3) Flow rates (P2904.4.1, P2904.4.2) Water supply capacity (P2904.5.2) Pipe sizing (P2904.6) Drain, waste. and vent pipe sizing and riser diagram (P3004, P3005, Chapter 31) Sumps and ejectors (P3007) Backwater valves (P3008) Fixture traps (P3201) Storm drainage (Chapter 33) Penetrations of fire -resistance rated assem- blies (R302.4, R302.5) ELECTRICAL (Chapters 34-43) Penetrations of fire -resistance rated assem- Wiring methods (Chapter 38) blies (E3402.2) Required lighting and receptacle outlets Listed and labeled materials (E3403) (E3901, E3903) Service equipment and location (E3405, Ground -fault and arc -fault circuit -interrupter E3601, E3606) protection (E3902) Service size and load calculations (E3602) Devices and lighting fixtures (Chapter 40) Available fault current (E3606) Appliance installation (Chapter 41) System grounding (E3607) Swimming pools (Chapter 42) Required branch circuits (E3703) Class 2 remote -control, signaling and power -lim- ited circuits (Chapter 43) Feeder requirements and load calculations (E3704) I ' MANUFACTURED HOUSING USED AS DWELLINGS (Appendix E) Provisions adopted (R102.5) Compliance with Appendix E verified -11- 1\_J RADON CONTROL MEASURES (Appendix F) Provisions adopted (R102.5) Compliance with Appendix F verified SWIMMING POOLS, SPAS AND HOT TUBS (Appendix G) Provisions adopted (R102.5) Compliance with Appendix G verified PATIO COVERS (Appendix H) Provisions adopted (R102.5) Compliance with Appendix H verified PRIVATE SEWAGE DISPOSAL (Appendix 1) Provisions adopted (R102.5) Compliance with Appendix I verified EXISTING BUILDINGS AND STRUCTURES (Appendix J) Provisions adopted (R102.5) Compliance with Appendix J verified SOUND TRANSMISSION (Appendix K) Provisions adopted (R102.5) Compliance with Appendix K verified HOME DAY CARE—R-3 OCCUPANCY (Appendix M) Provisions adopted (R102.5) Compliance with Appendix M verified -12- OFFICE USE ONLY: j DATE FILED: REVISION FEE: rO� 1. 2. 3. 4. LOCATION/SITE ADDRESS: DETAILED DESCRIPTION OF PROJECT CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: cC/S715-Y9' BUSINESS NAME: 1 A -rAv In r I QUALIFIERS NAME: " /Cti/e ' (xJ h, ADDRESS: 361 mig- An rl ye CITY: �Fh-d P'e✓nc S PHONE (DAYTIME): 777.• ql,&- 44QgU OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: r7�7� r7r -S(�R9 5. ARCHITECT/ENGINEER INFORMATION: NAME: It -ilk PERMIT #. �(I l RECEIPT # ST. LUCIE COUNTY CERT. #: FAX: FAX: ADDRESS:. ' CITY: STATE: ZIP: PHONE (DAYTIME): FAX: SLCCC: 9/23/09 Revised 04/26/2010 ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR C® 1 ICS REVIEWED BY DATE PLANS XND PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE Florid Wt gl; iflbflldmglprlpr app_r ' �px?param=wGEVXQwtDgvbSgAaZp3Crk2vS'--.Ag01ipBTzE9VsuMkjwaSlgSsnzEg%3d%3d ..r 4 "1� Apia 4- s .e` v��, *•' Y4�$Fm8 �4'ia- �„ R` $' _ j a =6 ttt1;,[k i lr:'erv1 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats a Facts i Publications FBC Staff , aCIS Site Flap Links Search Busineso. A lUSER: Public User Reaulatl011 Paod"L&PWo"aLMPnu > HrnM��rt nyry,nilra e�nn catch > ApAUMhan i Jct > Application Detail � "°. 'M�� FL ff FL5259-R18 Application Type Code Version C�A. Application Status Corrtnents Archived Product Manufacturer POLYGLASS USA Address/Phone/Email 150 Lyon Drive Fernley, Nv 89408 (570) 384-1230 Ext 242 jakins@polyglass.com Authorized Signature ]acres Akins Jakins@polyglass.com Technical Representative Steve Wadding Address/Phone/Email 150 Lyon Drive Fernley, NV 98408 (602) 363-7139 stevew@poiygiass.com Quality Assurance Representative larres Akins Address/Phone/Email 555 Oakridge Road Hulrboldt Industrial Pkwy Hazleton, PA 18201 (800) 894-4563 jakins@polyglass.com Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional, Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nierrinen Evaluation Report Florida License PE-59166 Quality Assurance Entity, UL LLC Quality Assurance Contract Expiration Date 08108/2015 Validated 8y John W.,Knezevlch, PE Validation Checklist - Hardcopy,Received Certificate of Independence Referenced Standard and Year (of Standard) Standard ASTM 01970 2001 ASTM D226 2006 ASTM 06164 2005 ASTM D6222 2002 ASTM G154 2005 ASTM G155 2005 FM 4474 2004 FRSA/TRI07320 2005 TAS 103 1995 Equivalence of Product Standards Page 1 of 2 :,, FloridgtPUIRbligdbmleli ftlimg/pr/pr app_, px?param=wGEVXQwtDgvbSgAaZp3Crk2vS�,_. NlgOlipBTzE9VsuMkjwaSlgSsnzEg%3d%3d Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 04/2612013 Date Validated 04/26/2013 Date Pending FBC Approval 05/03/2013 Date Approved 06/11/2013 Summary of products �PL Modelr Number or Name Description _5259.1 Polyglass Roof Underlayments Roofing underiayrrents _ _._ ..._............_ .... _... -__ _.. __ . _..._. Limits of Use Installation Instructions Approved for use in HVHZ: No _ _ i vrl ace t lnnct7l avMFnlrc Pl 4�54 Approved for use outside HVHZ: Yes R18-Pdf Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: +N/A/-622,5 Created by Independent Third Party: Yes Other: 1.) The design pressure In this application relates to Evaluation Reports one particular underiayrrent system for use under foam -on 42613F�hll#!^ppt YCt1t5S > (fypypfENTy the systems. Refer to ER Section 5.5.2 for other systems R18.pdf _ and maximum design pressures. 2.) Refer to ER Section 5 for Created by Independent Third Party: Yes other limits of use. r oolarl Ile ;; 1Q4n th M Strer,� T111 n eg Fr 'i7YCo Phnna, ASR.A R7-tA�d The State of Florida Is an ANCEO employer, r^nylpht 2AA7-2n13 crat rrf Fr I,r ,; Rdwa it crab,, eel ;; 2 f„Rd sr,r.,mv Under Florida fa%, email addresses ate public records. 11 you do not want your a -mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, pfease contact 850.4a7.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a .personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click how . Product Approval Accepts: O El M stwuritvmi two mom Page 2 of 2 �\J TRINITY ERD EVALUATION REPORT Polyglass USA, Inc. 150 Lyon Drive Fernley, NV 98408 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report P12060.02.09-1113 FL5259-RIS Date of Issuance: 02/24/2009 Revision 13: 04/26/2013 SCOPE: This Evaluation Report is issued under Rule 9N-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2010 Florida Building Code sections noted herein. DESCRIPTION: Polyglass Roof Underlayments LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. If the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 10. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC-4 ANE1983 ` The facsimile seal appearing was authorized -,.tTA-E pg- f'Ll '•, �., 'rre by Robert Nieminen, P.E. on 04/26/2013 0 �, This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. TrinitylERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. lf� � 7 TRINITY 'ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: Roof Underlayments, as produced by Polyglass USA, Inc., have demonstrated compliance with the following sections of the Florida Building Code through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section 1507.2.3, 1507.3.3, 1507.5.3, Property Physical Properties Standard Year 1507.7.3, 1507.8.3, 1507.9.3 ASTM D226 2006 1507.2.4, 1507.2.9.2, 1507.3.3, Physical Properties ASTM D1970 1507.5.3 2001 1507.11.2 1507.11.2 Physical Properties ASTM D6164 2005 1504.6 Physical Properties ASTM D6222 2005 1504.6 Accelerated Weathering ASTM G154 2002 1504.3.1 Accelerated Weathering ASTM G155 2005 1507.3.3 Wind Uplift Installation Practice FM 4474 FRSA/TRI 07320 2004 2005 1523.6.5.2.1 Physical Properties TAS 103 1995 3. REFERENCES: -Entity FM Approvals (TST 1867) Examination Wind Uplift Reference Date PRI (TST 5878) PRI (TST 5878) Physical Properties 3004091 PRIO1111 01/12/2000 04/08/2002 PRI (TST 5878) Physical Properties Physical Properties PUSA-005-02-01 PUSA-013-02-01 01/31/2002 12/23/2002 PRI (TST 5878) PRI (TST 5878) Physical Properties Physical Properties PUSA-013-02-02 12/23/2002 PRI (TST 5878) PRI (TST 5878) Physical Properties PUSA-013-02-03 PUSA-018-02-01 12/23/2002 07/14/2003 PRI (TST 5878) PRI Physical Properties Physical Properties PUSA-028-02-01 PUSA-033-02-01 07/13/2005 01/12/2005 (TST 5878) PRI (TST 5878) Physical Properties Physical Properties PUSA-035-02-01 01/12/2006 PRI (TST 5878) PRI (TST 5878) Physical Properties PUSA-055-02-02 PUSA-061-02-02 12/10/2007 01/28/2008 PRI (TST 5878) Physical Properties Physical Properties PUSA-076-02-01 PUSA-083-02-01 02/22/2008 PRI (TST 5878) MTI (TST 2508) Physical Properties PUSA-088-02-01 04J34/2006 04/14/2008 M7'I (TST 2508) Physical Properties Physical Properties 1X20H7A RX14E8A 07/29/2009 ERD (TST 6049) ERD (TST 6049) Physical Properties 11752,09.99-1 01/29/2009 OZ/08/2000 ERD (-rST 6049) Wind Uplift Physical Properties 11776.06.02 02200.07.03 02/08/2000 ERD (TST 6049) ERD (TST 6049) Wind Uplift Physical Properties P1740.01.07 01/16/2003 07/14/2003 ERD (TST 6049) ERD (TST 6049) Wind Uplift P5110.04.07-1 P9260.03.08 01/0 /2007 04/11/2007 ERD (TST 6049) Physical Properties Wind Uplift P13450.08.09 03/21/2008 08/13/2009 ERD (TST 6049) ERD (7S1' 6049) Physical Properties P30540.11.09-R1 P11030.11.09-1 11/30/2009 ERD (TST 6049) Wind Uplift Physical Properties P11030.11.09-2 P11030.11.09-3 11/30/2009 ERD (TST 6049) ERD (TST 6049) Physical Properties P33360.06.10 ii/30/2009 11/3012009 ERD (TST 6049) Physical Properties Physical Properties P33370.03.11 P33370.04.11 06/25/2010 ERD (TST 6049) ERD (TST 6049) Physical Properties Physical Properties P37300.10.11 04/26/2011 10/19/2011 ERD (TST 6049) ERD (TST 6049) Physical Properties P40390.08.12-1 P40390.08.12-2 08/06/2012 08/07/2012 ERD (TST 6049) Physical Properties Physical Properties C41420.09.12-3 P45370.04.13 09J11/7.012. ICC-ES (EVL 2396) Miami -Dade (CER 1592) IBC Compliance HVHZ Compliance ESR-1697 04/26/2013 09/pi/20i2 Polyglass USA Polyglass USA Manufacturing Affidavit NOA 12-0713.02 Products Current 09/01/2012 02118/2009 P/L Affidavit Mule -Hide Cross Ltg 03/01/2008 Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report P12060.02.09-R13 FL5259-RIS Revision 13. 04/26/2013 Page 2 of 10 1 J D TRINI-TY ERD .EntityExamWa t ion Reference Date Polyglass USA Materials Affidavit Polystick SA Compound 08/18/2011 UL, LLC. (QUA9625) Quality Control Service Confirmation Exp. 08/08/2015 4. PRODUCT DESCRIPTION: 4.1 Mechanically Fastened Und rlayments 4.1.1 Elastobase is a fiberglass reinforced, SBS modified bitumen base sheet. 4.1.2 Elastobase P is a polyester -reinforced, SBS modified bitumen base sheet. 4.2 Self -Adhering Underlayments• 4.2.1 Polystick MTS is a nominal 60-mil thick rubberized asphalt waterproofing membrane, glass fiber reinforced, surfaced with polyoleflnic film surface; meets ASTM D1970 and TAS 103. 4.2.2 Polystick IR-Xe is a nominal 60-mil thick rubberized asphalt waterproofing membrane, glass fiber reinforced, with an aggregate surface; meets ASTM D1970. 4.2.3 Polystick TU is a nominal 100-mil thick rubberized asphalt waterproofing membrane, glass fiber reinforced, with a granular surface; meets ASTM D1970 and TAS 103. 4.2.4 Polystick TU Plus is a nominal 80-mil thick rubberized asphalt waterproofing membrane, glass fiber reinforced, with a polyester fabric surface; meets ASTM D1970 and TAS 103. 4.2.5 Polystick TU P is a nominal 130-mil thick rubberized asphalt waterproofing membrane, glass- fiber/polyester reinforced, with a granular surface; meets ASTM D1970 and TAS 103. 4.2.6 Polystick TU Max is a nominal 60-mil thick rubberized asphalt waterproofing membrane with a 170 g/m2 polyester fabric surface; meets TAS 103. 4.2.7 Polyflex SAP, PolyFlex SAP FR, Mule -Hide SA-APP Cap Sheet and Mule -Hide SA-APP Cap Sheet (FR) are a polyester reinforced, APP modified bitumen cap sheets. 4.2.8 Dual PrOTM is a nominal 60-mil thick dual -layer rubberized asphalt waterproofing membrane, fiberglass reinforced, with a polyester fabric surface. 4.2.9 Tile PrOTM is a nominal 60-mil thick dual -layer rubberized asphalt waterproofing membrane, fiberglass reinforced, with a polyester fabric surface. 4.3 Mechanically Fastened and/or Bonded Underlayments• 4.3.1 Elastoflex S6 G and Elastoflex S6 G FR are polyester reinforced, SBS modified bitumen cap sheets. 4.3.2 Polyflex G and Polyflex G FR are polyester reinforced, APP modified bitumen cap sheets. 5. LIMITATIONS: 5.1 This Evaluation Report is not for use in the HVHZ. 5.2 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.3 Polyglass Roof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH] for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.4 Allowable roof covers applied atop the underlayments are as follows: Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report P12060.02.09-1113 FLS259-R18 Revision 13. 04/26/2013 Page 3 of 10 `J TRINITY ERD Table is Roof Cover Options ......_.. Underlayment Asphalt Shingles Nail -On Tile Foam -on Tile Metal Wood Shakes & Slate ....... _____......... .... ... __........ _ .........._......___. Shingles Elastobase Yes Yes No Yes Yes Yes Elastobase P Yes Yes No Yes Yes Yes Polystick MTS Yes Yes No Yes -ye s Yes Polystick IR-xe Yes No No No Yes Yes Polystick TU Yes Yes Yes No Yes Yes See 5.4.1 Polystick TU P Yes Yes Yes No Yes Yes See 5.4.1 Polystick TU Plus Yes Yes Yes Yes Yes Yes See 5.4.1 Polystick TU Max No Yes Yes No No No See 5.4.1 i7ual Pro Yes Yes No Yes Yes Yes Tile Pro _........ Yes Yes Yes See 5.4.1 Yes Yes Yes Elastoflex 56 G Yes Yes Yes No Yes Yes See 5.4.1 Elastoflex S6 G FR Yes Yes No No Yes Yes Polyflex G Yes Yes Yes No Yes Yes See 5.4.1 Polyflex G FR Yes Yes No No Yes Yes Polyflex SAP or SAP FR Yes Yes Yes No Yes Yes _. See 5.4.1 Mule -Hide SA-APP Cap Sheet Yes or SA-APP Cap Sheet (FR) Yes Yes See 5.4. 1 No Yes Yes 5.4.1 "Foam -On Tile" is limited to use of the following Approved tile adhesives unless tensile adhesion / long term aging data from an accredited testing laboratory is provided. D Polyfoam PolyPro AH160: Polystick TU, Polystick TU P, Polystick TU Plus, Elastoflex S6 G, Polyflex G, Polyflex SAP, Polyflex SA Cap FR, Mule -Hide SA-APP Cap Sheet or Mule -Hide SA-APP Cap Sheet (FR) or Tile Pro. 3M'" 2-Component Roof Tile Adhesive AH-160: Polystick TU Max Y Dow TileBond: Polystick TU P, Polystick TU Plus, Polyflex SAP or Tile Pro ➢ Convenience Products' Touch 'n Seal StormBond Roof Tile Adhesive: Polystick TU Plus, Polystick TU Max 5.4.2 For nail -on tile systems over Polystick MTS, battens are required for loading / staging of the tile. 5.4.3 A 2-ply underlayment system, consisting of Polystick MTS followed by Polystick MTS, TU, TU P, TU Plus or TU Max, or Polyflex SAP is allowable for use under mechanically attached prepared roof systems. This is not a requirement, but is allowable if a 2-ply underlayment system is desired. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report P12060.02.09-1113 FL5259-RIS Revision 13: 04/26/2013 Page 4 of 20 ter, TRINITY; ERD 5.5 Allowable substrates are noted below: 5.5.1 Direct -Bond to Deck: Polystick (all variations), Dual Pro, Tile Pro, Polyflex SAP or SAP FR, Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) self -adhered to: v New untreated plywood; • ASTM D41 primed new untreated plywood; > Existing plywood; > ASTM D41 primed existing plywood; > New or existing, unprimed OSB; > ASTM D41 primed OSB; > Southern Yellow Pine; ASTM D41 primed Southern Yellow Pine; > ASTM D41 primed structural concrete; > Huber Engineered Woods "ZIP System" Panels (designed and installed to meet wind loads for project). Note: Polyglass does not require priming of new or existing plywood or OSB sheathing. New or existing plywood or OSB sheathing should be cleaned of all dirt and debris prior to application of Polystick membranes. Elastoflex S6 G or S6 G FR in hot asphalt to: ➢ ASTM D41 primed structural concrete. Polyflex G or G FR torch -applied to: Y ASTM D41 primed structural concrete. 5.5.2 Wind Resistance for Underlayment Systems in Foam On Tile Applications: FRSA/TRI 07320 does not address wind uplift resistance of all underiayment systems beneath foam -on tile systems, where the underiayment forms part of the load -path. The following wind uplift limitations apply to underiayment systems that are not addressed in FRSA/TRI 07320 and are used in foam -on tile applications. Maximum Design Pressure is the result of testing for wind load resistance based on allowable wind loads. Refer to FBC 1609.1.5 for determination of design wind pressures. 5.5.2.1 Maximum Design Pressure = -622 5 psf. Deck: Structural concrete to meet project requirements to satisfaction of AHJ. Primer: ASTM D41 Underlayment: Elastoflex S6 G, applied in full mopping of hot asphalt or Polyflex G, torch - applied. 5.5.2.2 Maximum Design Pressure = -315 psf. Deck: Structural concrete to meet project requirements to satisfaction of AHJ. Primer: ASTM D41 Underlayment: Polystick TU, Polystick TU P, Polystick TU Plus, Polystick TU Max, Tile Pro, Polyflex SAP, PolyFlex SAP FR, Mule -Hide SA-APP Cap Sheet and Mule -Hide SA-APP Cap Sheet (FR). 5.5.2.3 Maximum Design Pressure = -135 psf. Deck: Min. 15/32-inch plywood to meet project requirements to satisfaction of AHJ. Primer: (Optional) ASTM D41 Joints: Min. 4-inch wide strips of Elastoflex SA-V over all plywood joints. Underlayment: Polystick TU, Polystick TU P, Polystick TU Plus, Polyflex SAP, PolyFlex SAP FR, Mule -Hide SA-APP Cap Sheet and Mule -Hide SA-APP Cap Sheet (FR) Exterior Research and Design, LLC. certificate of Authorization #9S03 Evaluation Report P12060.02.09-1113 FL5259-RlS Revision 13: 04/26/2013 Page 5 of 10 TRINITY, ERD 5.5.2.4 Maximum Design Pressure_ = -90 psf. Deck: Min. 15/32-inch plywood to meet project requirements to satisfaction of AH3. Primer: (Optional) ASTM D41 Underlayment: Polystick TU, Polystick TU P, Polystick TU Plus, Polyflex SAP, PolyFlex SAP FR, Mule -Hide SA-APP Cap Sheet and Mule -Hide SA-APP Cap Sheet (FR) 5.5.2.5 All other direct -deck, adhered Polyglass underlayment systems beneath foam -on tile systems carry a Maximum Design Pressure of -45 psf. 5.5.3 Bond -to -Insulation: y Polystick, Polyflex SAP or SAP FR, Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) self -adhered to: ASTM C1289, Type II, Class 1 polyisocya nu rate or Type V polyisocyanurate-composite insulation; DensDeck DuraGuard; DensDeck Prime; or SECUROCK Gypsum -Fiber Roof Board. `r Elastoflex S6 G or S6 G FR in hot asphalt to: DensDeck Prime or SECUROCK Gypsum -Fiber Roof Board. ;- Polyflex G or G FR torch -applied to: ASTM D41 primed structural concrete; DensDeck Prime or SECUROCK Gypsum -Fiber Roof Board. For installation under mechanically attached prepared roof coverings, insulation shall be attached per minimum requirements of the prepared roof covering manufacturer's Product Approval. For installations under foam -on the systems, insulation attachment shall be designed by a qualified design professional and installed based on testing of the insulation/underlayment system in accordance with FM 4470, Appendix K or TAS 114, Appendix 3. 5.5.4 Bond to Mechanically Attached Base Layer: T% Polystick, Polyflex SAP or SAP FR, Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) Dual Pro or Tile Pro self -adhered to: ASTM D226, Type I or II felt; Elastobase; Elastobase P or Mule -Hide Nail Base. r Elastoflex S6 G or S6 G FR in hot asphalt to: ASTM D226, Type I or II felt; Elastobase; Elastobase P or Mule -Hide Nail Base, Y Polyflex G or G FR torch -applied to: Elastobase; Elastobase P or Mule -Hide Nail Base. For Installations under mechanically attached prepared roof coverings, base layer shall be attached per minimum codified requirements. For installations under foam -on tile systems, base layer shall be attached per minimum requirements of FRSA/TRI 07320/8-05 or RAS 120. 5.6 Exposure Limitations: 5.6..1. Elastobase, Elastobase P, shall not be left exposed for longer than 30-days after installation. 5.6.2 Polystick IR-Xe, Polystick TU Max, Dual Pro or Tile Pro shall not be left exposed for longer than 90-days after installation. 5.6.3 Polystick MTS, TU, TU P or TU Plus shall not be left exposed for longer than 180-days after installation. 5.6.4 Polyflex SAP or SAP FR, or Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) does not have an exposure limitation, unless the prepared roof covering is to be adhesive -set tile, in which case the maximum exposure is 30 days. 5.6.5 Elastoflex S6 G or S6 G FR or Polyflex G or G FR does not have an exposure limitation, unless the prepared roof covering is to be adhesive -set tile (Elastoflex S6 G or Polyflex G), in which case the maximum exposure is 180 days. Exterior Research and Design, LLC. Evaluation Report 1312060.02.09-1113 Certificate of Authorization #9503 FL5259-R18 Revision 13: 04/26/2013 Page 6of10 E I � x vTRli�l�� ERD 5.7 For tile roof installations governed by the FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition, use is limited to the following. Reference is made to the FRSA/TRI Technical Brief titled "Florida High Wind Roof Tile Self -Adhered Underlayment Requirements as of 02/14/2011" for limitations for self -adhering underlayments used beneath tile roof systems. Table 2: Tile System Options per FRSA/TRI 07320/8-05 System OPption Section Reference Product(s) 3.02A 1 Batten Modified Cap Sheet Elastofiex S6 G or Elastoflex $6 G FR; Polyflex G or G FR only vst m One: 2 3.02B No. 30 / Modified Cap Base Layer: Elastobase; Elastobase P Sheet Tap Layer: Elastoflex S6 G or Elastoflex S6 G FR; Polyflex G or G Mechanically FR Fastened Tile, Unsealed 4 3.02D No. 30 Elastobase; Elastobase P or Sealed S 3.02E Self -Adhered Polystick MTS; TU; TU P; TU Plus; TU Max; Polyflex SAP or SAP Underlayment Underlayment FR; Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR); System Dual Pro; Tile Pro Base Layer: ASTM D226, Type II; Elastobase; Elastobase P; 6 3'.02F No. 30 / Self -Adhered Mule -Hide Nail Base Underlayment Top Layer: Polystick MTS; TU; TU P; TU Plus; TU Max; Polyflex SAP or SAP FR, Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR); Dual Pro; Tile Pro 3.02A 1 Batten Modified Cap Sheet Elastofiex S6 G or Elastoflex S6 G FR; Polyflex G or G FR only m Two: 2 3.028 30 / Modified Cap Base Layer: Elastobase; Elastobase P .5Y9No. Mech Mechanically Sheet Top Layer: Elastoflex S6 G or Elastofiex S6 G FR; Polyflex G or G Fastened Tile, FR 4 3.02D Self -Adhered Underlayment. Polystick TU; TU P; TU Plus; TU Max, Polyflex SAP or SAP FR; Mule -Hide SA-APP Cap Sheet or SA-APP Ga(FR);Dual Sheet Sealed Underlayment System Pra; Lilo Pro P Base Layer: ASTM D226, Type II; Elastobase; Elastobase P, 5 3.07.E No. 30 / Self -Adhered Mule -Hide Nail Base Underlayment Top Layer: Polystick TU; TU P; TU Plus; TU Max; Polyflex SAP or SAP FR, Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) Dual Pro; Tile Pro 1 3.02A Modified Cap Sheet Elastoflex S6 G or Polyflex G 2 3.02B No. 30 / Modified Cap Base Layer: Elastobase; Elastobase P stem Fopr_A": Sheet Top Layer: Elastoflex S6 G or Polyflex G Adhesive -Set Tile, Unsealed or 4 3 02D Self -Adhered Polystick TU; TU P; TU Plus; TU Max; Polyflex SAP or SAP FR; Sealed Underlayment Tile Pro; Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) Base Layer: ASTM D226, Type II; Elastobase; Elastobase P; Underlayment System 5 3.02E No. 30 / Self -Adhered Mule -Hide Nail Base Underlayment Top Layer: Polystick TU; TU P; TU Plus; TU Max; Polyflex SAP or SAP FR; Tile Pro; Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet(FR) 1 3.02A No. 30 / Modified Cap Base Layer: ASTM D226, Type I1; Elastobase; Elastobase P Sheet Top Layer: Elastoflex S6 G or Polyfex G Adhesive-Set Adhesive Set Tile, dhesii Four" Tile, 3 3.02C Self -Adhered Polystick TU; TU P; TU Plus; Tu Max; Polyflex SAP or SAP FR; Seated Underlayment Tile Pro; Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) Underlayment Layer: Base La ASTM D226, Type II; Elastobase; Elastobase P; y YP System 4 3.02D No. 30 / Self -Adhered Mule -Hide Nail Base Underlayment Top Layer; Polystick TU; TU P; TU Plus; TU Max; Polyflex SAP or SAP FR; Tile Pro; Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet(FR) Exterior Research and Design, LLC. Evaluation Report P12060.02.09-1113 certificate of Authorization #9503 FL5259-RIS Revision 13: 04/26/2013 Page 7 of 10 TRINITY . ERD 6. INSTALLATION: 6.1 Polyglass Roof Underlayments shall be installed in accordance with Polyglass published installation requirements subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application, and prime the substrate (if applicable). 6.3 Elastobase, Elastobase P or Mule -Hide Nail Base: 6.3.1 Shall be installed in compliance with the codified requirements for ASTM D226, Type II underiayment in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.3.2 For use in non -tile applications: 6.3.2.1 Reference is made to the current edition of the NRCA Steep -slope Roofing Manual and ARMA recommendations for installing shingle underlayments and flashings 6.3.2.2 Elastobase, Elastobase P or Mule -Hide Nail Base may be covered with a layer of Polystick, Polyflex SAP or SAP FR, Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR), Dual Pro or Tile Pro, self -adhered, Elastofiex S6 G or S6 G FR in hot asphalt or Polyflex G or G FR, torch applied. 6.3.3 For use in tile applications, reference is made to Polyglass published installation instructions in conjunction with FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition, and Table 2 herein. 6.4 Polystick MTS, IR-Xe. TU TU P TU Plus TU Max Polyflex SAP or SAP FR Mule Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) Dual Pro or Tile Pro: 6.4.1 Shall be installed in compliance with the codified requirements for ASTM D1970 underlayment in FBC Sections 1507 for the type of prepared roof covering to be installed. 6.4.2 For non -tile applications: 6.4,2.1 All self -adhering materials, with the exception of Polystick TU Plus, Polyflex SAP or SAP FR and Mule -Hide SA-APP Cap Sheet or SA-APP Cap Sheet (FR) should be back -nailed in selvage edge seam in accordance with Polyglass / Mule -Hide Back Nailing Guide. Nails shall be corrosion resistant, 11 gauge ring -shank type with a minimum 1-inch diameter metal disk or Simplex -type metal cap nail, at a minimum rate of 12" o.c. Polystick TU Plus should be back - nailed using the above noted fasteners and spacing, in area marked "nail area, area para clavar" on the face of membrane. The head lap membrane is to cover the area being back - nailed 6.4.2.2 All seal -lap seams (selvage laps) must be firmly rolled with a minimum 28 lb. hand roller to ensure full contact and adhesion. For Dual Pro and Tile Pro, align the edge of the top sheet to the end of the glue pattern (the sheet will overlap the fabric). View of Ovelap Seam of Dual Pro and Tile Pro Exterior Research and Design, LLC. Evaluation Report P12060.02.09-R13 Certificate of Authorization #9503 FL5259-RIS Revision 13: 04/26/2013 Page 8 of 10 TRINITY ERD 6.4.2.3 All over -fabric and over -granule end -laps shall have a 6-inch wide, uniform layer of Polyglass Polyplus 55 Premium Modified Flashing Cement, Polyglass Polyplus 50 Premium MB Flashing Cement, Polyglass PGS00 MB Flashing Cement, Polystick TU Plus Tile Underlayment Flashing Cement, Mule -Hide 241 Premium Modified Flashing Cement, Mule -Hide 251 Premium Wet/Dry Electrometric Flashing Cement, or Mule -Hide 421 Mod Bit Flashing Adhesive Trowel Grade mastic, applied in between the application of the lap. 6.4.2.4 Polystick TU Plus, Dual Pro and Tile Pro may not be used in any exposed application such as crickets, exposed valleys, or exposed roof to wall details 6.4.2.5 Repair of Polystick membranes is to be accomplished by applying Polyglass Polyplus 55 Premium Modified Flashing Cement, Polyglass Polyplus 50 Premium MB Flashing Cement, Polyglass PG500 MB Flashing Cement, Polystick TU Plus Tile Underlayment Flashing Cement, Mule -Hide 241 Premium Modified Flashing Cement, Mule -Hide 251 Premium Wet/Dry Elastomeric Flashing Cement, or Mule -Hide 421 Mod Bit Flashing Adhesive Trowel Grade mastic to the area in need of repair, followed by a minimum 6 x 6 inch patch of the Polystick material of like kind, set and hand rolled in place over the repair area. Patch laps, if needed, shall be installed in a water shedding manner. 6.4.2.6 All Polystick membranes shall be installed to ensure full contact with approved substrates. Polyglass requires a minimum of 40-lb weighted -roller or, on steep slopes, use of a stiff broom with approximately 40-lbs of load applied for the field membrane. Hand rollers are acceptable for rolling of patches, laps (min. 28 lb roller) or small areas of the roof that are not accessible to a large roller or broom. 6.4.3 For tile applications (not allowed for Polystick IR-Xe): 6.4.3.1 Reference is made to Section 6.4.2 herein in conjunction with FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition, and Table 2 herein, using the instructions noted above as a guideline. 6.4.3.2 For nail -on the systems over Polystick MTS, battens are required for loading / staging of the tile. 6.s Elastoflex S6 G or S6 G FR! 6.5.1 Elastoflex S6 G or S6 G FR shall be installed in compliance with current Polyglass published installation requirements. For use in the applications, reference is made to FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition, and Table 2 herein. 6.5.2 Elastoflex S6 G or S6 G FR shall be fully asphalt -applied to the substrates noted in Section 5.5. Side laps shall be minimum 3-inch and end -laps minimum 6-inch wide, and off set end - laps minimum 3 feet from course to course. Side and end laps shall be fully adhered in a complete mopping of hot asphalt with asphalt extending approximately 3/8-inch beyond the lap edge. 6.6 Polvflex G or G FR; 6.6.1 Polyfiex G or G FR shall be installed in compliance with current Polyglass published installation requirements. For use in tile applications, reference is made FRSA/TRI 07320/8-05 Installation Manual, Fourth Edition, and Table 2 herein. 6.6.2 Polyflex G or G FR shall be fully torch -applied to the substrates noted in Section 5.5. Side laps shall be minimum 3-inch and end -laps minimum 6-inch wide, and off set end -laps minimum 3 feet from course to course. Side and end laps shall be fully heat -welded and inspected to ensure minimum 3/8-Inch flow of modified compound beyond the lap edge. Exterior Research and Design, LLC. Evaluation Report P12060.02.09-1113 Certificate of Authorization #9503 FL5259-R38 Revision 13: 04/26/2013 Page 9 of 10 TRINITY ERD 6.7 Tile Staging: in4: 6.7.1 Tile shall be loaded and staged in a manner that prevents tile slippage and/or damage to the underlayment. Refer to Polyglass published requirements for the staging. 6.7.2 Battens and/or Counter -battens, as required by the the manufacturer and FRSA/TRI 07320/8- 05 must be used on all roof slopes greater than 7:12. Precautions should be taken as needed, such as the use of battens or nail -boards, to prevent tile sliding and/or damage to the underlayment during the loading process. 6.7.3 For nail -on tile systems over Polystick MTS, battens are required for loading / staging of the tile. 6.7.4 The minimum cure time after installation of self -adhering membranes and before loading of roofing tiles is forty-eight (48) hours. 7. LABELING: Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. S. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product, 9. MANUFACTURING PLANTS: Contact the noted QA agency for information on product locations covered for F.A.C. Rule 9N-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL, LLC - QUA9625; (314) 578-3406; k.chancellor@us.ul.com - END OF EVALUATION REPORT - Exterior Research and Design, LLC. CertifCate of Authorization #9503 Evaluation Report P12060.02.09-1113 FL5259-RlB Revision 13: 04/26/2013 Page 10 of 10 Advanced Architecture & Planning Architect & Planning 757 NW Waterlily Place Jensen Beach, FL 34957 (772)631-5709 Field Directive: August 10, 2014 Building Department St. Lucie County Plan Review Building Department 2300 Virginia Ave, Fort Pierce FL Project: Donescimento Residence, Palmetto Dr., Fort Pierce, Florida Permit # 1401-0082 Directive: The (2) MGT, Simpson connectors indicated on the permitted drawings are to be changed to (2) BETA20 in both locations on truss GRC only This truss can be found along the front end of the garage roof. Fasteners and method of placement and attachment to be per Simpson Strong Tie's directions. The (2) HETA20's ((4) total) surpass the applied loads on each end of the (2) locations on the above truss and is acceptable to my office. Should you require any further information, please do not hesitate to contact this office. Sincerely, ,I , Raymond Chladny, B. a'rch. Se:; .,T% arch;" AIA MAAA; WAII3, NCARB AR-001,747, �,,. CC-MC-X 56841746 14bl -03&Z' C01-1 t' Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: C -92 / 1092 Customer Code; Customer Name: Customer Job Number., Order Code Date: 3170546 AVELINO & MAR IA D014ASICTMENTO 7113 ()7/3o/14 Project Code: i Project Name-. Project P.O. Number: Order P.O. Numbers VERBAL Ticket Date: Delivery Address: Map Page: Map/Row/Column: o7/3o/14 61,04 PALMETTOIJ)R. Delivery Instructions: Dispatcher: 111DIA1\1 RIVER EISTATE33 Ticket Number: '66 332770 Due On Job: Slump: Number: Driver Number: Driver Name: End Use: j. 1:18 5.Oo I,Truck )()(54924 1109202 RAY MORRIS BLDNG; EXT SHEL LOAD QUANTITY CUMULATIVE QUANTITY ORDERED QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT -1 2. 00 18.00 18. 00 1545798 3500() ElLENDEDPRPM YD3 JUL 30 Am 9'53 Cash Check # Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge This Delivery Ticket incorporates herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Quot " i, if any, and Seller's Order Confirmation ( iding limitations of warranties), asq ffully,, set forth on this Delivery Ticket ("As nent"). Seller will provide the Standard Tei ___ and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite. volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement. masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including timestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly asli; may contain more than 6.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing. grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. :First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicaci6n do credito): cualquier t6runino estindar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con lirnitacioncs y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- 'lados en caso de asf ser requeridos. Con este documento, el comprador acepta Jos mis.mos ya antes mencionados y que ]as cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contaato: al menos que sc identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra catiza, dolomita, granito, rocs volcanica. arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azoteay estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, coca volcanica, arena, Brava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0,025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en los Ojos, quemaduras en piel y ojos, y reacciones alergi.cas en la pie]. Conereto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Pclvo del manejc:r en el trituramiento, pulido, corte y/o) perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberaci6n del amoniaco..La inhalaci6ri tlel amoniaco puede causal%toner, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salad depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese ]as manos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use protecc16n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la paste afectada por 15 minutes. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci.6n medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston. Texas 77024 02/12 Para mas informaci6n visita www.cernexusa.com. e �cmcx.t' V �Y H i Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: . 5 Leave-iob Return Plant: Customer Code: Customer Name: Customer Job Number: Order Code % t Project Code: y Project Name: Project P.O. Number: Order P.O. Num, " fl 4, J Ticket Date: Delivery Address: Map Page: Mal%,Column: Delivery Instructions: Dispatcher: i t \ µ$j Ticket N mben Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: f `� t''s_i ).,;zt7u`:�?', :iU'L'Lj/.' t�('JCI�Pf17', - _ LOAD CUMULATIVE.. • ' ORDERED QUANTITY QUANTITY I QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT, ti < <' � 3�1 , `t° k 1„11��Q �..If � ..'. .r.',:�: + i�. •YC Sj:'+ �i C7�r.-"� ....�.. � '+�rj';' �. �? 4.` 1. 4. �� 1 `�. i .�t•.t 1".`..J �Y. • �— i art!_ f l f� �I^I c^,ti1 1;'-iR,CPin R GE _�t1 YL``�. I�.t �.j �.lr�L3'`'+,,�:.N , Pt_ Oi" C-t1�c3E Cash Check.# / Auth Code: Signature of Driver Race iving Cash: Cash Received:,, Total COD Order Amount to Collect Check Without Standby Charges: ` Charge . Comments: 1 WATER ADDED: � //GAL YARDS IN DRUM: rl % WHEN ADDED. �. SIGNATURE RECEI ' AUG CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS:' Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to.important •factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be,deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one busiiness day after the receipt of materials. 0 . 68UNIVERSAL_ ORE Y T R i a I4_It_ 23 tkG-0 LOAD N! fl e 4• INVOICE t _ This Delivery Ticket porates herei^ �� reference Buyer's previously executed. Credit Application, if any. Seller's Standard Terms and Condition ler's Quotati< any, and Seller's Order Confirmation (i ding limitations of warranties), as J�-kully set forth on this Deli icket ("Agreement"). Seller will provide the Standard Teri._.. _nd Conditions upon request. Buyer agree that, unless otherwrs.eld on the front hereof, all quantities and .items were delivered as indicated and further expressly agrees tti pay in accordance v' �e Agreement. _ GREC�ATE /CEMENT /CONCRETE PRODUCTS /FLY ASH Aggregate produc naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous material ement products include Portland cementArasonry, pozzolan ('Type IP), roof tile, and stucco. Concrete products include and. cement and aggregate products i.ncl.udinj� Iim.estone, do.lornite, granite, volcanic rock, sand, gravel, and other siliceous n gals. These products, including fly ash, may- ontain more than'0.025% prystal'lilyd Silica. Hazards: eshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. ry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust frorn handling, rushing, grinding, cutting and./or drilling may contain silica, which may cause silicosis and cancer if inhaled. f ingested, keep warn, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable N1OSH-approved respiratory protection. First 'Ise of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move, to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 4 7,:ombined Houston, Texas 77024 ()0/12 For more information please visit wwv %,.(cmexusa.com. e ticket de entrega include como referencia al comprador (ya previanrente ejecutada en su aplicaci6n de crddito): cuaiquier ino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y nt%as), como acuerdo total. del. ticket Cie entrega ("CQntrato"). El vendedor proveera los terrninos estandares y condiciones detai- s en caso de asf ser requeridos. Con este docu.mento, el comprador acepta los mismos ya antes mencionados y que las cantidades ateriales fueron entregados como se expresa en el rnismo. Acepta pagar el monto de acuerdo al contrato; al menos que se identi- re con una nota al frente de este documento. .., I AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES s productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volca.nica, arena, Brava y otros ateriales silic.ios. Los productos de cernento incluyen Cemento de tipo Portland, de albariilerfa, pozzolan (tipo IP), azulejo Cie ,...otea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, `ranito, roca volcanica, arena, Brava, y otron materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la coal puede 4ontener mds de 0.025% de silicoo cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergi.cas en la piel. Concreto seco y polvo Cle agregados, pueden causar irritaci6n en Jos ojos, piel y/o en la zona .respiratoria. Polvo del manejo en el trituramiento, pulido, code y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grander cantidades de aqua. Las cenizas volantes pueden contener amoniaco. Seguridad: La hurnedad puede causar la liberaci6n del amoniaco. La inhalaci611 del amoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salad depends en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto proloagacica.conjit piel Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese l.as manos con jab6n suave y ayua desouds,del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de Jos lignites recomendados, use proteceion'r�espiratoria. Pri.meros auxilios: En caso de contacto en Jos ojos, inmediatamente fluya agua en ]a parte afectada por "15 mintr.tos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, ldvelos a Tondo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua. CEMEX., Memorial Hermann 'Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mds infor•maci.6n visita www.cernexusa.corn. 521 NW Enterprise Drive • Port St. Lucie, Flor�_.-4986 (772) 924-3575 9 (772) 924-3580 (fax) Yp/ — 6D�2 IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: White City Land Clearing Various Projects Project ID: 13-0248.00 Address: Various Locations Report ID: D-0002 Client: White City Land Clearing, Attention: Mr. Johnny Luster Date: 5/14/2014 Permit No: N/A Field Tech: Mark Barkley Test Mode: Direct Transmission Area Tested: 6104 Palmetto Road, Fort Pierce Soil Description: Dark brown fine sand with little silt and clay. Proctor / LBR ID: P-0001 Max Density (PCF): 118.3 Opt Moisture (%): 9.0% Test Standard: D 1557 Compaction Required (%): 95.0% Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. (%) Compaction Location o �� Results Northwest 12 0-1 122.4 113.9 7.5% 96.3% Pass Center 12 0-1 120.8 112.9 7.0% 95.4% Pass Southwest 12 0-1 121.8 113.5 7.3% 95.9% Pass Testing Gauge Information: Manufacturer: Troxler Density Standard (DS): Remarks: Testing Completed Below Slab Grade sgeno Tor tlevation: R = Proofroll L = Springline G = Subgrade C = Basecourse OP = Top of Pipe 1, 2, 3 = 1st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade Model: 3430 S/N: 36442 2363 Moisture Standard (MS): 635 Test report shall not be reproduced, except in full, without the written approval of GFA International State 6 Environmental • Geotechnical • Construction Materials Testing . Special and Threshold Inspections • Plan Florida's Leading Engineering Source www.teamgfa.com aafion �i° *' • r • r M"fij1%E0F •; �v: fl,Fngineer d& O R i'' 1 RE; DONASCIMENTO PALMETTTO DRIVE, FORT PIERCE, FL AVELINO AND MARIA DONASCRvIENTO AND THOMAS AND OLIVIA HAGERMAN ACKNOWLEDGE THE FOLLOWING: That they are aware that the HAGERMAN' S carport overhang is encroaching the DONASCIMENTO'S property. Both the DONASCIMENTO' S AND the HAGERMAN' S do not hold ST. LUCIE COUNTY responsible for the this. Dated: T Dated: —50 DONASCIMENTO <� Y •°� •, ANGELA M. HUFF _* �= MY COMMISSION # EE 083530 EXPIRES; April 1^c, 2015 Bonded Thru Notary Public Underwriters M ANN SUSAN AIMS MY COMMISSION # EE 214877 EXPIRES: November 9, 2016 Bonded Thru Notary public Underwriters r---- -- --- k— . v e ST LUCIE:COUNTY'IlTILITIES:- P.O. BOX128, FT. PIERCE, •FL 349A2,Z- f J NAME. S C St. Lucie County.--PCIS 03-12-2014 11:52:35 ACCT.:# _DO SCIMENTO , MARL.-.r-n�.T_ - --,- C�1°='�=P-AL—F-- FL 34982 TI SUBDIVISION— —_ - LOT BLOCK NGADDRESS Int—Tendered = =51 B 00-- = - — L= =BILI3I-- — —r .Amount=P_a-i_d_: _ _ ---518 ..00- — — = --- - f -- - PHONE-# �— —MOVE-IMCCLOSING.DATE Thank YOU This application hereby request- and' authorizes the-Utilrty to render water and/or sewage disposal - . - - - -- - services to the -premises -described above in accordance witfi the Utilities present or future rates, rules and regulations, which by reference are made apart of this. contract. Applicant agrees to pay --User ID: RODRIGUEZM _ the Utility promptly for such services in.accordance with the established rules and regulations. _ _ - GUSTO RSDEPOSITS.ARE NON NEGOTIABLE OR TRANSFERABLE. _— _ _ - �-----•--fir -----,_-------- --- - - - SOCIAL SEC/ — iJ U SPOUSE-SOCIALf'QP- OFFICE USE ONL . IVED BX DAT$RECEIVED . CASH CHK # �. RECE PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (if applicable): (i, 25 g�r wo, have agreed to be the. (Compan Name/Individual Na ) I sub -contractor for iY�I�lr1 Pt n� I�iS °(, I YV1eYlt0 �(Te�Trad�e) (Primary Contractor) for the project located at 6p-1-C � Yq �E (Project Street Address or Property Tax 62 6 ep, e)�% It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED SIGNATURE Business Name: Address: City/State/Zip: Phone: nFFTfF.1TCF nNIX: PERMIT # v ISSUE DATE ea/n PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 2K'( 33 C,4-,- / ]�-'( `7Z-7 State of Florida Certification Number (If applicable): ,4&r"C 101ZE F ZZ(g / 6a4/A L LC- have agreed to be the (Company Name/Individual Name) 1*g6 sub-contractorfor ASC'P�✓vl/;;-y (Type of Trade) (Primary Contractor) for the project located at TA t 44ri-0 lT_- d e: ` (Project Street Address or Property Tax It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES. ARE REQUIRED NATURE PRINT NAME DATE Business Name: Address: City/State/Zip: Phone: C_ _S7GlJ lV y 20 M 772- 3�6- `1'71fl/ OFFICE USE ONLY: W COc04/;.-. LLG email: a,,'G6 e f z-t— 2�PY�__4 v •cow PERMIT # ISSUE DATE 1 PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT 1-? St. Lucie County Contractor Certification Number: ! ) State of Florida Certification Number (if applicable):y CS have agreed to be the (Company Name/Individual Name) 4p C i k \ sub -contractor for py /V4--S 9 / (AA A9 (Type of Trade) (Primary Contractor) for the project located at �`�1✓_C r' f—Li 2 (Prof ect Street Address or Property Tax ID #)_3 It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED SIGNA PRINT NAME DAT Business Name: Address: City/State/Zip: Phone: QT nF1WWF ITSF ONLY: kc It---IX-3C -0-e— cQ- G � Ong - email: v PERMIT 9 ISSUE DATE 0. (01 - ("C'L" PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 2 (� Q State of Florida Certification Number (inapplicable): C )CCC>5;` 4• 7 2-- G�,�� have agreed to be the (Company Name/Individ al Name) 41 2 sub -contractor for (Type o Trade) (Primary Contractor) for the project located at � /5-rf0 Fz J (Project Street Address or operty Tax ID #) l,V - (P (� 7 �/d -(� Q?J It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED -k e, — 'a ,� f, /V1 .3 - - / V SIGNATURE PRINT NAME DATE Business Name: us y /` r / '", Address: 3�S�L�''!�ir� 6 e City/State/Zip: T� 1� ', �C z' Phone: i 7oL Y,/, / `iL ;' email: L.— of dAsf OFFICE USE ONLY: PERMIT # ISSUE DATE JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE # 3933455 OR BOOK 31;' PAGE 2013, Recorded 03/12/2014 at ,2 AM NOTICE OF COMMENCEMENT Permit No. 1— Zr,4 a. Tax Folio No. 3 LIOa- �Ol - 6 \ oC - aoo I q State of Florida County of St. Lurie The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. Legal Description of Property: (and street address If available): i iyD /A N r �G K E 57.QT E 5 A.7' - 6 /7't� L07 / i xoyo /✓ ky' ax t o-r ?O Ge�d f' f 0 S�� lJ �' �` �� X I I esoripUt nolf m�vovo omen :�l/�tN J �fJMF Owner Information or.Lessee Informat��iapp If the Lessee contracted for the Improvement: Name 1� UE L y A/0 .� /y,¢ / �( .7)dNA-5 r— rA 0 Address /05 0 -5 Jail-5 S T. Fn r--r — i c_t J^ �/ �/ S Interest in property: n La AYX— 1 r Name and address of fee simple tittlleholder (if different frorp..Owner listed above): Contractor's Name: 1 /lcJfL1i/i�a.L.c-t gi[J` Contractor Address: Phone Number: Surety (if applicable, a copy of the payment bond is attached): Amount of bond: $ Name and address: _ Phone number: Lender Name: Phone Number: Lender's address: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1) (a)7., Florida Statutes: Name: Phone Number: In addition to himself or herself, Owner designates of Uenor's Notice as provided in Section 7 3.13(1) (b), Florida Statutes. Phone number of person or entity designated by owner: to receive a copy of the Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final payment to the contractor, but will be 1 year from the date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORN OR RECORDING YOUR NOTICE OF COMMENCEMENT. de penalty of perjury, i declare that I have read the notice of commencement and that the facts stated therein are true to the best of k owledge and II : ch st J (SigAiii1re of Owner or Lessee, or Owner's or Lessee's Authorized Officer/Director/Partner/Manager (Signatory's Title/Office) -� The foregoing instrument was acknowledged before me this'% -- day ofJ4 r\ , 20LI By iMoC�A�011g5G+yr.<n�O as Uwyk.l` for_�fdP'�r��t 6tL1y1$ f� Name of Person Type of authority (e.g. officer, trustee) arty an behalf f whom Instrument was executed ersonally known_ or produced Identification_ (Signature of Notarybllc - State of Flori DEANNA GIVENS (Print, Type, or Stamp Commissioned Na Qd >� ( bli0tary Put lic .. State of Florida r My Comm. Expires Dec 16.2016 ype of Identification produced 'T.. Commission k EE 85g761 '•%.`,q; ;;'•, bonded through National Notary Assn. STATE OF FLOill[)A ST. LUCIE covidf ( THIS IS TO CERTIFY THAT TH(r% ).c A TRUE ^ .Q-- OR Date: -�+ Project Summary Job: Date: Entire House BT: QUICK C,ALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772466-6796 Email: QUICKCALCS@AOL.COM For. DONASC1MENTO RESIDENCE PALMETTO DR_, FT PIERCE, FL Notes: Weather. Fort Pierce, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 23173 Btuh Ducts 0 Btuh Central vent (45 cfm) 1383 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 24556 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1999 1999 Volume (ft3) 17973 17973 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 114 60 Heating Equipment Summary Make Trade Model AHRI r f& E C 0 paw Y Efficiency 100 EFF Heating input 0 Btuh Heating output 24556 Btuh Temperature rise 17 OF Actual air flow 1333 cfm Air flow factor 0.058 cfm/Btuh Static pressure 0 in H2O Space thermostat Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 61 grilb Sensible Cooling Equipment Load Sizing Structure 29572 Btuh Ducts 0 Btuh Central vent (45 cfm) 741 Btuh Blower 0 Btuh Use manufacturer's data n Ratelswing multiplier 0.95 Equipment sensible load 28797 Btuh Latent Cooling Equipment Load Sizing Structure 2503 Btuh Ducts 0 Btuh Central vent (45 cfm) 1877 Btuh Equipment latent load 4380 Btuh Equipment total load 33177 Btuh Req. total capacity at 0.70 SHR 3.4 ton Cooling Equipment Summary Make Rheem Trade RHEEM 14AJM SERIES Cond 14AJM42 Coil RHLL HM3821++RCSL-HR3821 AHRI ref no.3806012 Efficiency 13.0 EER, 16 SEER Sensible cooling 28000 Btuh Latent cooling 12000 Btuh Total cooling 40000 Btuh Actual air flow 1333 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.87 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. WTI )fl1tS0�' 2013-Feb-1310:36:26 9 REghtSuite@w universal 2012 12.0.07 RSU08101 Page 1 ^r . ... rslCuick Ca!rslDocurnents11f1rragh1saR 1 iVAC1DONASCIPAEtJTO RES._n.p Cate = t1213 Fmn2 Doar daces: + wrightsoft° Right-JO Worksheet Job: Entire House Date: QUICK CALCS, INC. By. 317 ST LUCIE Lt1, FT PIERCE, FL 34946 Phone: 772-466-6799 Fax T724666-6795 Email• QUfCKCALCS@ACL.COM 1 Room name Entire House BEDROOM 2 2 En rased wall 201.0 ft 36.0 ft 3 Room he;ght 9.0 ft d 9.0 ft heat/cool 4 5 Room dimensions Room area 1997.0 W 1.0 x 210.0 ft 210.0 ft' Ty Construction U-value Or HTM Area (W) Load Area (ft-) Load number (BtuWW °F) (13tuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cod Gross RIP/S Heat Coos Gross NMI'S Heat Cod 6 r G .13AAocs 0.143 ne 4.00 Z55 '468 448 1794 1140 72 72 288. 183 1A-ciom 13A-4ocs 1"270 0.143 - ne se 35.56 4.00 71143 2-55 20 351 0 270 711 1081 1403 687 0 0 0 0 0 0 0 0 11 1A-clom 11DO 1.270 0.390 se se 35.56 10.92 70.95 11.31 60 21 0 21 2134 229 4257 238 0 0 0 0 0 0 0 0 V(! IL--GD 13A-4ocs 1A-clom 11DO ' am 1.270 0.390 sw 'sw sw 4.00 "'. 35.56 .10.92 2-55 70.95 11.31 459 10 21 428 ' 0 21 1714 356. 229 1089 709 238 126 - '0 0 126 0 0 505 0 0 321 0 0 13AAocs 0.143 nw 4.00 2.55 531 356 1426 907 126 114 456 290 IA-clom 1.270 nw 35"56 70.43 12 0 427 845 12 0 427 845 1A-clom 1.270 nw 35.56 70.43 20 0 711 1409 0 0 0 0 1Aclomd 1.270 my 35.56 70.43 143 0 5078 10D57 0 0 0 0 P 12C-0sw D.t7.41 .'- 2.55 .1.28 189 189 482 243 ' 0, . 0 0 0 C 16830ad 0.032 - Q90 1.68 1997 1997 1789 3355 210 210 186 353 F 21A20c a027: = 0.76 0.00."- 1997 - 1997 1510. - 0 210 210 159 0 6 c)AED excursion 2002 39 Envelope loss/gain 19670 28584 2023 2031 12 a) Infiltration 3503 986 627 177 b) Room ventilation 0 0 0 0 13 Infernal gains: Occupards @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 23173 29572 2650 2208 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 10 9 14 Subtotal 23173 29572 2660 2217 15 Duct toads NO 0% 0 0 -0% 0°k 0 0 Total room load 23173 29572 2660 2217 it required (cfm) 1333 1333 153 100 Calculations aooroved bvACCA to meet all reouirements of Manual J 8th Ed. vvriightsoft Re hiSu to a Unr ersa12012 120.07 RSU0310 i 2013-Feb-13 10:36:26 9 Page 1 ...rslQt ick C2?cs%Dmuments%Viiightso3 WACtDONASClhiENTO RES..nrp Calc =14,18 Front Door faces: -I}I- wrightsoft' Right-JO Worksheet Job: Entire House Date: QUICK CILCS, INC. By. 317 Sl: LUCIE IA, FT PIERCE, FL 34946 Phone:-M-466-6799 Fax 772466-6795 EmMl: QLACKCALCS@AQL.COM 1 Room name BATH 2 BEDROOM 3 2 3 Fposed avail Room height 12.0 ft 9.0 ft heaticocl 35.0 ft 9.0 It heaticool 4 5 Room dimensions Room area 1.0 x 116.0 ft 118.0 W 14.0 x 16.0 ft 224.0 ft' Ty Construction number Ll-value (Btuh/ft' °F) Or HTM (Btuh/ftg Area (ft9 or perimeter (ft) Load (Btuh) Area (ftz) or perimeter (ft) Load (Btuh) Heat Cod Gres Nffs Heat Coot Grams r+ifp`S Heat Cod 6 la44ocs 1A-clom 13A-4ocs 0.143 1.270 0.143 ne; _ ne se _ 4.00 35.56 4.00 2.55 70.43 2.55 0 .0 0 0 0 0 0 0 0 0 0 0 45 0 126 45 0 96 180 0 384 115 0 244 11 IA-clom 1100 13A-4ocs IA-61om 11130 13A4ocs lA-clom 1.270 0.390 '0.143 1.270 .0.390 0.143 1.270 se se sw sw sw nw nw 35.56 10.92 - 4.00 35.56 10.92 4.00 35.56 70.95 11.31 Z55 70.95 11.31 2.55 70.43 0 0 - 108 - 10 0 0 0 0 0 98 0 0 0 0 0 0 392 356 0 0 0 0 0 249 "709 0 0 0 30 0 144 ` 0 0 0 0 0 0 - 144 0 0 0 0 1067 0 577 0 0 0 0 2128 0 ' 367 0 0 0 0 V�J I-C �D H, IA -clam IA-clomd 12G0sw 1.270 1.270 0.091 nw nw - 35-56 35.56 Z55 70.43 70.43 1.28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 168-Vad 21A-20c 0.032 -0.027 - - 0.90 0.76 1.68 0.00 118 118 118 -118 105 .89 198 0 224 _ 224 224 224 201 169 376 0 6 c)AED excursion 111 288 Envelope loss/pin 943 1288 2578 3518 12 a) N ltrakn 209 59 610 172 b) Roorn ventilation 0 0 0 0 13 tntemal gains: Occq-nts Q 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1152 1327 3188 3690 Less edernal load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 20 1172 0 18 1345 0 6 3194 0 5 3696 15 Duct loads -0'Ao 0°w 1 0 0 -0% 0°� 0 0 Total racm load Air required (cfm) 1172 67 1345 61 3194 184 3696 167 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. -' 1 wrilght!soft 2013-Feb-13 10:35:26 ,4'v III �u Righttee llniaersaA.SL)03t01 Page 2 l 2012 1207 R- ...rs1Qo ck Ca IcslDocunrentslVdrightsoft HVACtDONAg-CIA7EN'iO RES..rup Catc = M,18 Front Door laces: + wrightsoft' Right-JO Worksheet Job: Entire House Date: QUICK CALCS, INC. By. 317 ST LUCIE LM, FT PIERCE, FL 34946 Phone: 772-466-5799 Fax 772-466-6795 Email: QUfCKCALCS@AOL.COtvl 1 Room name HALL KITCHEN 2 F-Vosed-wall 0 ft 15.0 It 3 Room height 9.0 ft heat/cool 9.0 ft heat/cod 4 5 Room dimensions Room area 3.0 x 12.0 ft 36.0 ftz 15.0 x 14.0 ft 210.0 ftz Ty Construction U-value Or HTM Area (ft') Load Area (ftz) Load number (Btuh/ftz--"F) (Btuh/ftz) or perimeter (ft) (Stuh) or perimeter (ft) (Btuh) Heat Cod, Gross WPIS Heat coo! Grass N/p"s Heat Cool 6 I�r 13A4ocs 0.143 oe 4.00 255 0 0 0 0 0 0 0. 0 1A-ciom 13A4ocs 1.270 0.143 ne se 35.56 4.00 70.43 2-55 0 0 0 0 0 0 0_ 0 0 135 0 105 0 420 - 0 267 11 IA-c1om 11DO 1.270 0.390 se se 35.56 10.92 70.95 11.31 0 0 0 0 0 0 0 0 30 0 0 0 1067 0 2128 0 13A-4ocs 'IA-c1ohl 11 DO 0.143 1:270 0:390 sw sw sw 4.00 35.56 10.92 255 70.95 11.31 -, -0 '0 0 0 0 0' 0 0 0 0 .0 0 0 0 0 0 0 0 0 - 0 ( 0 0 0 0 vh13A4ocs 0.143 nw 4.00 2.55 0 0 0 0 0 0 0 0 1A-clom 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 p IA -glom 1A-ciomd 12GOsw 1.270 1.270 0.091 my nw - 35.56 35.56 2.55 70.43 70.43 1.28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 16B-34ad 0.032 - 0-90 1.68 35 36 32 60 210 210 188 353 F 21A-20c . ., 0.027 - --0.76 0.00 36 '35 27 0 21.0 210 159 0 6 c)AED excursion -6 348 Envelope losstgain 59 54 1834 3097 12 a) kafiltradon 0 0 261 74 b) Roam ventilation 0 0 0 0 13 lnierarsl gains: Occu;)ards @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 59 54 2096 3170 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 49 -54 6 5 14 Subtotal 0 0 2101 3176 15 Duct loads -(PIG Ook 0 0 -0% 0°/a 0 0 Total room load 0 V 2101 3i76 Air required (cfm) 0 121 143 Calculations approved bvACCA to meet all reouirements of Manual J 8th Ed. wriightsOft" 38101 2013-Feb-13 10:36:26 Suahversai 012 1207 R- ight r ` Rage 3 .-.rs%Qrfck CaIcsWocumentsWinghtsoft tNACtDO,AIASCIMENTO RES..rup Calc = NUB Front Door taces: -P{+ wrightsoft- Right-J® Worksheet Job: Entire House Date: QUICK CALCS, INC. By: 317 ST LDCIE LIS, FT PIERCE, FL 34946 Phone: 772-45"799 Fax 172466-6795 Email: OUCKCALCSQACL.COM i Room name FOYER DNiNG ROOM 2 Exposed ,%-A 10.0 ft 15.0 ft 3 Room Freight 9.0 ft heaticcol 9.0 ft heat/cod 4 5 Room dmensions Room area 10.0 x 5.0 ft 50.0 ft2 15.0 x 15.0 ft 225.0 ft' Ty Construction U-value Or HTM Area (ft-) Load Area (W) Load number (Btuhlftl °F) (Btu or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Coal Gross WIS Bleat Coos Gross NIRIS Heat Coal 6 11J G 13AAocs 0.143 ne 4.00 Z55 0 0 0 0 .0 0 0 0 IAclom 1.270 0.143 rye se 35.56 4.011 70.43 2-55 0 90 0 69 0 276 0 176 0 0 0 0 0 0 0 0 tf13A-4ocs i IA -clout 11D0 1.270 0.390 se se 35.56 10.92 70.95 11.31 0 21 0 21 0 229 0 238 0 0 0 0 0 0 0 0 D 13A-4ocs 1A,clom 0.143 1.270 sw sw 4.00 35.66 2.55 70.95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 sw 10.92 11.31 0 0 0 0 0 0 0 0 VV��II 13AAocs 0.143 nw 4.00 2.55 0 0 0 0 135 81 323 205 IA-clom 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 IA-c10m 1.270 rwj 35.56 7a43 0 0 0 0 0 0 0 0 p 1Aclomd 12C-0sw. 1.270 0.091 nw - 35.58 255 70.43 1- 0 ° 0, 0 0. 0 0- 0 0 54 0 0 0 1934 0- 3831 0 C 168-30ad 0.032 - 0.90 1.68 50 50 45 84 225 225 202 378 F, .. 21A-2DC 0.027 .- 0.76 ' 0,00 50 50 38 0 225 �225 170 0 6 c)AED excursion -56 729 Envelope loss/gain 588 441 2629 5144 12 a) Infiltration 174 49 261 74 b) Room ventilation 0 0 0 0 13 Internal gains: OccuPar+.is @ 231) 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 762 490 2890 5218 Less e:Qemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1s 16 14 cubtotal 762 490 29M 5234 15 Duct loads -Owle 0% 0 0 -0% CF/o 0 0 FTTotal room load I I 762 410 1 1 21M 5234 Ajr required (cfm) 44 22 167 236 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2013-Feb-13 10:36:28 f Right-Sul.YeO Universal 2012 12.0.07 RSll38101 Page 4 ...rslQuick CatcsWocumentsWrghtso" WACtDOINASCIMENITO RES-rup Calc = R1.0 Front Door faces_ + wrightsott, Right-M Worksheet Job: Entire House Date: QUICK CALCS, INC. By. 317 ST LUCIE LM, FT PIERCE, FL 34946 Phone: 772-465-b799 Fax IMA66-6796 Emaa QUCKCALCS oAOL.00M 1 Room rrame LIVING ROOM LAUNDRY 2 Erposed wall 13.0 ft 1.0 ft 3 Room height 9.0 ft treadcool 9.0 ft heaticool 4 5 Room dimensions Room area 13.0 x 24.0 ft 312 0 ft2 8.0 x 6.0 ft 48.0 ftz Ty Construction U-value Or HTM Area (ftz) Load Area (ftz) Load number (Btuh/ftMF) (Btuh(ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross NIPIS Heat Coot Gross MISS Neat Cod, 6 t l G 13A-4ois 0.143 ne 4.00 255 0_ 0 0 0 0 0 0 0 IA-clom 13A4ocs 1.270 0.143 'ne se -35.56 4.00 .70.43 2-55 0'. 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 11 1A-ciwn 11DO 13A-4ocs IA-clom 11D0 13A-flocs 1A-clom 1.270 0.390 .0.143 1.270 0.390 0.143 1.270 se se sw . sw sw nw nw 35.56 10.92 4.00 35.56 10.92 4.00 35.56 70.95 11.31 2.55 70.95 11.31 2.55 70.43 00 0 0 0 0 117 0 0 0 0 .0 63 0 0 0 0 0 0 251 0 0 0 0 0. 0 159 0 0 0 9 0- 0 0 0 0 0 9 0 0 0 0 0 0 36 0 0 0 0 0 0 23 0 0 0 0 VII• I�-(p; TE� P. IA-clom 1Aclomd 12C-Osw- 1.270 1.270 -awl nw rrrr - 35.56 35.56 2.55 70.43 70.43 1.28 0 54 0 0 0 0 0 1934 0 0 3831 0 0 0 .72 0 0 72 0 0 183 0 0 92 C 1 d 0.032 - C90 1.68 312 312 290 524 48 48 43 81 F 21A-20c 0.027 - - 0.76 0.00 312 312 2% 0 48 ' 48 36 0 6 c)AED excursion 720 -21 Envelope losslgain 2701 5235 299 175 12 a) Infiltration 227 64 17 5 b) Rmn ventilation 0 0 0 0 13 Menal gains: Occupards Qa 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 2927 5299 316 180 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2927 5299 316 im 15 Duct toads -0% 070 0 0 -070 0°r0 0 0 Total roorn load 2927 5299 316 180 Air required (cfm) 168 239 18 8 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2013-Feb-13 10:36:26 RvghtSuiteu Un:xersai 2012 12 0.07 RSUQ8101 " ...rslQuick GatcslDocumentslltdrightso4 HVAClDO,\ASC17d9EN7O RES..nrp Calc = A118 Franl Door maces: Page 3 + wrightsoftn flight-JO Worksheet Job: Entire House Date: By: QUICK CALCS, INC. 317 ST WCIE LN., FT PIERCE, FL 34946 Phone: 772-466-6799 Fax 77246"796 Email: QLflCKCALCS!?40L.COM 1 Room name +:VIC WSTER BEDROOM 2 F)osed wall 7.0 ft 29.0 ft 3 Room he JA 9.0 ft heaticocl 9.0 ft heatfcoai 4 5 Room dimensions Room area 12-0 x 7.0 ft 84.0 ft2 1.0 x 385.5 ft 385.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Btuh/ftz °F) (Btutvft2) or perimeter (ft) (Stuh) or perimeter (ft) (Btuh) Heat Cool Grass N/PfS Heat Cud Gross NFIRS Heat Coca 6 13A-4ocs 0.143 ste 4.00 255 . - 63 63 252 160 189. 169 677 430 1A-clom - 13A-4D= 12M 0.143 ne se 35.56 4.00 70A3 2.55 0 0 0 0 - 0 0 -0 0 20 0 0 0 711 0 1409 0 11 ��---i 1A-clom 11DO 1.270 0.390 se se 35.56 10.92 70.95 11.31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-0ocs - , lXclom 1100 0.143 1.270 0.390 sw sw sw .' 4.00 35.56 10.92 .. 2.55 70.95 11.31 0 0 0 0 0 0 0 '0 0 0 0 0 • 0 0 .0 0 0 0 0 0 0 0 0 0 13A4ocs 0.143 nw 4.00 2.55 0 0 0 0 72 38 152 97 IA-clom 1.270 nvi 35.55 70.43 0 0 0 0 0 0 0 0 1A-clom 1.270 nw 35.56 70.43 0 0 0 0 0 0 0 0 IA-clomd 1270 tn., 35.56 70.43 0 0 0 0 34 0 1209 2395 P 12C-0sw (1091 - 255 -128 117 117 298 150 0 0 0 0 C 16830ad 0.032 - Q90 1.65 84 84 75 141 386 386 345 648 F 21A-20c 0.027 - 0.76 0.00 84 84 64 0 396. ,385 291 0 6 c)AED excursion -50 -284 Envelope losslgain 689 401 3366 4694 12 a) Infiltration 122 34 505 142 b) Room ventilation 0 0 0 0 13 Internal gains: 0cctpan's P 230 0 0 0 0 Applianceslother 0 0 Subtotal (lines 6 to 13) 811 436 3891 4836 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 811 436 3891 4836 15 Duct loads 0°S G°la 0 0 -0% 0% 0 0 Total room load 811 435 1 1 3891 4&36 Air required (cfm) 47 20 224 218 Calculations approved bvACCA to meet all reouirements of Manual J 8th Ed. wr1ghtsoft" R hiSir Yew Ln; tersal 2012 920.07 RSt108101 2013-Feb-13 10:36:26 Page 6 ...rslQuick CatcsloocurrentsWrightso' FMAMDONASCIMENM RES-rup Ca:c = MJ8 Front Door Ices: wrighitsoft, Right-M 1Worksheet Job: Entire ,douse Date: QUICK CALCS, INC. By: 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772A66-6799 Fax 772466-6796 Email: QUICKCALCS@AOL.COM 1 Room name MASTER BATH 2 E)rosed wall 28.0 ft 3 Room height 9.0 ft heattcool 4 Room climemions 1.0 x 94.5 8 5 Room area 94.5 ft2 Ty Castnmtion U-taue Or HTM Area (ft?) Load Area toad number (Btuhfft' `F) (Bt,rfffi or penmEter (ft) (Btuh) or peraraeter Heat Cool Gross NIP/S Heat Cool Gross N/P!S Heat Cool 6 G 13A-4ocs 0:143 ne 4.00 2.55 99 99 - 396 252 1A-ciom 13A-4ocs 1.270 0.143 ne se 35.56 4.00 70.43 2.55 .0 0 0 0 0 0 - 0. 0 - G IA-c1orn 1.270 se 35.56 7D.95 D 0 0 0 `D 11 11a0 0.390 se 10.92 11.31 0 0 0 0 V)/ 13A-4mcs . i 1A-c1orn -. ' : 0.143 1.270 sw sw 4.00 35.56 Z55 70.95 72 .: 0 "- 5i 0 204 - .0 130 . 0, . tl-G7 11DO 0.390 , sv, 10.92 11.31 21 21 229 233 &" 13A-4ocs 0.143 rrv7 4.00 2.555 81 61 244 155 1A-clom 1.270 nw 35.56 70.43 0 0 0 0 rhh--GGG 1A-clom 1.270 nw 35.56 70.43 20 0 711 1409 1A-c1omd 1.270 nw 35.56 70.43 0 0 0 0 P 12C-0sw 0.091 2.55 1.28 -0 0 0 0 C 16B-30ad 0.032 - 0.90 1.68 95 95 85 159 F 21A-20c 0.027 0.76 .0.00 95 95 7-1 0. 6 c)AED actssion 183 Envelope lossfgain 1941 2525 12 a) Infiltration 488 138 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Apptiarces!other 0 Subtotal pines 6 to 13) 2429 26M Less Eotenna1 load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 2429 2662 15 Duct loads -0% 0% 0 0 Total room load 2429 2662 Air refired (cfm) 140 120 Calculations aoDroved bvACCA to meet all reouirements of Manual J 8th Ed. 41- vwrightsoft- 2013-Feb-13 10:36:26 Right -Suite@ Universal 2012 12.0.07 RSU08101 Page 7 ...rslQuick CalcslDocuments\Wrightsoft HVACIDONASCIMENTO RES..rup Calc = MJ8 Front Door faces: FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: DONASCIMENTO RESIDENCE Builder Name: Street: PALMETTO DR. Permit Office: City, State, Zip: FT. PIERCE, FL, Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or ebsting New (From Plans) 9. Wall Types (1722.0 sgfL) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 1722.00 ftz b. NIA R= ft2 3. Number of units, if multiple family 1 c. NIA R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1999.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1999.00 ft2 6. Conditioned floor area above grade (ft2) 1999 b. N/A R= ftz Conditioned floor area below grade (ftz) 0 c. N/A R= ft2 11. Ducts R 1`12 7. Windows(265.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 205 a. U-Factor: Sgl, U=1.07 265.00 1`12 SHGC: SHGC=0.50 b. U-Factor: NIA ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 40.0 SEER:16.00 c. U-Factor: N/A ftz SHGC: 13. Heating systems kBtulhr Efficiency d. U-Factor: NIA ft2 a. Electric Strip Heat 34.0 COPA.00 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (•1999.0 sqft.) Insulation Area EF: 0.920 a. Slab -On -Grade Edge Insulation R=0.0 1999.00 ft2 b. Conservation features b. NIA R= ftz None c. N/A R= ft2 15. Credits CF, Pstat Glass/Floor Area: 0.133 Total Proposed Modified Loads: 32.76 PASS Total Standard Reference Loads: �41.39 I hereby certify that the plans and specifications covered by Review of the plans and THE STgl' this calculation are in compliance with the Florida Energy specifications covered by this tiC`�pn Code. calculation indicates compliance with the Florida Energy Code. �`�•�%,,;% ' _ ' ,� f fin,„`�,`, . = a '': L;t, O� . PREPARED BY: Refore,construction is.completed L '. DATE: ' this building will be inspected for compliance with Section 553.908 . 1 hereby certify that this building, as designed, is in compliance Florida Statutes. tatutes. COD- with the Florida Energy Code. WoZ., OWNER/AGENT: BUILDING OFFICIAL: u� DATE: DATE: 2/13/2013 10:35 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Building Type: Qwner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/E)dsting: Comment: DONASC(MENTO RESIDEN Bedrooms: 3 User Conditioned Area: 1999 Total Stories: 1 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Whole House Fan: Single-family New (From Plans) Address Type:: Street Address Lot fk B►oc1QSubDiv 0qn: PlatBook: Street PALMETTO DR. County: ST. LUCIE COUNTY City, State, Zip: FT. PIERCE, FL, CLIMATE / V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL ST LUCIE CO INTL 2 39 90 70 75 722 62 Low BLOCKS ' Number Name Area Volume 1 Blockl 1999 17991 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1999 17991 Yes 4 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area ! Tile Wood Carpet 1 Slab —On -Grade Edge Insulatio Main 205 ti 0 1999 ft' ____ 0 0 1 ROOF # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA !Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2165 ft' 0 ft' Medium 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1999 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 1999 ft' 0.11 Wood 2/13/2013 10:35 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 WALLS ya Ad'acent f VVaU�ypP Space Cavrly Width Height R-Vah�g Ff In --Et In Arra Sheathing Framing Solar Below R-Valli E coon Ahcnr Grade.°/ _ 1 _ 2 _ 3 4 Omt N E S W Exterior Concrete Block - Ext Insul Main Exterior Concrete Block - Ext Insul Main Exterior Concrete Block - Ext Insul Main Exterior Concrete Block - Ext Insul Main 4.09999 60 9 4:09999 39 9 4.09999 60 8 4.09999 39 9 540.0 ft' 351.0 fF 480.0 fF 351.0 ft2 0 ' 0 0 01 0 0.75 0 0.75 0 0.75 0 0.75 0 0 0 0 DOORS # Omt Door Type Space Storms U-Value Ft Width In' Height Ft In Area 1 S Insulated Main None 0.460000 3 6 8 20 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. i V/ # Wan Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 6 6 7 N 1 Metal N 1 Metal N 1 Metal N 1 Metal E 3 Metal S 3 Metal W 4 Metal Single (Tinted) Yes Single (Tinted) Yes Single (Tinted) Yes Single (Tinted) Yes Single fliinted) Yes Single (Tinted) Yes Single (Tinted) Yes 1.07 0.5 1.07 0.5 1.07 0.6 1.07 0.5 1.07 06 1.07 0.5 1.07 0.5 12.0 1`12 2 ft 0 in 106.7 ft2 2 ft 0 in 33.3 1`12 2 ft 0 in 25.0 fF 2 ft 0 in 20.0 ft2 2 ft 0 in 60.0 ft2 2 ft 0 in 8.0 ft2 It 0 in 6 ft0 in 6 ft 0 in 6 It 0 in 6 ft 0 in 6 It 0 iri 6 ft 0 in 6 It 0 iri Drapeslbinds Drapes/binds Drapeslbinds Drapeslbinds Ompeslblinds Drapes/blinds Drapes/blinds None None None None {done None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 480 f12 480 ft2 20 ft 9 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH 'ACH 50 1 Wholehouse Best Guess 0.000500 2621.70 143.928 270.677 0.36500 ;8.74338 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts OnvaliElectric Strip Heat None COP: 1 34 kBkdhr 1 Sol COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts (hivaUCentral Unit None SEER: 16 40 kBtu1hr 1200 cfm : 0.75 1 sys#1 2/13/2013 10:35 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt ; Conservation 1 Electric None Garage 0.92 40 gal 60 gat 120 deg f None SOLAR HOT WATER SYSTEM FSEC Collectors Storage Cart # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS — Supply — — Return — Air CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler Cff®125 OUT ON RLF Heat Cool (Invali Attic 6 205 itz Attic 20 ft' Default Leakage Garage (invalid) cf (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ ]] Jan Heatin[X] Jan ((]] Feb [X] Feb ((jj Mar [X] Mar j [)r j r MaJun Jul I ]May rl Jun ri Jul Aug rl Au SeP rl Se [ ]Oct [ ]Oct Nov Nov Dec Dec Ventin [[ ]] Jan [[ ]] Feb [[XXjj Mar [X] r Ma Jun Jul Au Se [X] Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 .4 5 B 7 8 9 i 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/13/2013 10:35 AM EnergyGaugeO USA - FlaRes2010 Section 406.4.1 Compliant Software. Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PALMETTO DR. PERMIT #: FT. PIERCE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required' Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate ;heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAEi62 level. No make-up air from attics, crawispaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor. -retardant covers or a liquid .cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency .verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 2/13/2013 10:35 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 79 The lower the EnergyPerformance Index, the more efficient the home. PALMETTO DR., FT. PIERCE, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (fN) 7. Windows" Description a. U-Factor: Sgl, U=1.07 SHGC: SHGC=0.50 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: d. U-Factor: NIA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. NIA New (From Plans) 9. Wall Types Insulation Area a. Concrete Block - Ext Insul, Exterior R=4.1 1722.00 ft2 Single-family b. NIA R= ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a.'Under Attic (Vented) R=30.0 1999.00 ft2 1999 b. NIA R= fF c. N/A R= ft2 Area 11. Ducts R ft2 2ti5.00 ft2 a. Sup: Attic, Ret: Attic, AH: Garage 6 205 It? 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 40.0 SEERA6.00 ft2 13. Heating systems kBtu/hr Efficiency a. Electric Strip Heat 34.0 COP:1.00 2.000 ft. 0.500 Insulation Area 14. Hot water systems Cap: 40 gallons R=0.0 1999.00 ft2 a. Electric EF: 0.92 R= ft2 b. Conservation features R= ft2 None 15. Credits CF, Pstat certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features, Builder Signature: Address of New Home: Date: City/FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify,for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 71094 - Donascimento Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Avelino L Donascimento Project Name: Donascimento ResidenceTa o e�336104115 Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighII Floor Load: N/A psf Roof Load: 55.0 psf Wind Speed: 170 mph This package includes 45 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name I Date 1 821857 1 A2 , 5/2/013 118 IT4821874 I G RA I 5/2/013 2 1 T4821858• IA 1 5/2/013 119 I T4821875 I GRB 1 5/2/013 1 13 1 T4821859 I B1 1 5/2/013 120 I T4821876 I GRC1 1 5/2/013 14 I T4821860 162 1 5/2/013 121 I T4821877 I G RC 1 5/2/013 15 1 T4821861 1 B3 1 5/2/013 122 I T4821878 I G R D 1 5/2/013 16 I T4821862 I B4 1 5/2/013 123 I T4821879 I G RJ 1 5/2/013 17 I T4821863 I B5 1 5/2/013 124 I T4821880 I HV 16 1 5/2/013 1 8 1 T4821864 I E16 1 5/2/013 125 1 T4821881 I HV20 1 5/2/013 19 I T4821865 I E17 1 5/2/013 126 I T4821882 I HV24 1 5/2/013 110 1 T4821866 I B8 1 5/2/013 127 I T4821883 I J 1 1 5/2/013 Ill I T4821867 I E19 1 5/2/013 128 I T4821884 I J3 1 5/2/013 112 I T4821868 I B 1 5/2/013 129 I T4821885 I J5 1 5/2/013 113 I T4821869 I C1 1 5/2/013 130 I T4821886 I J7 1 5/2/013 114 1 T4821870 I C2 1 5/2/013 131 I T4821887 I J71 1 5/2/013 115 1 T4821871 I C 1 5/2/013 132 I T4821888 I J72 1 5/2/013 116 I T4821872 I E 1 5/2/013 133 I T4821889 I JA 1 5/2/013 117 1 T4821873 I GRA1 1 5/2/013 134 I T4821890 I KJ5 1 5/2/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility. solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. ,,,��u i ��eeeeei A i �0 G E N S • e,9 �i� �y 39 0 1 STATE OF : 1U m wEFL Cert. 6634 Albani, Thomas 1 of 2 RE: 71094 - Donascimento Residence Site Information: Customer Info: Avelino L Donascimento Project Name: Donascimento Residence Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL No. Seal# I Truss Name I Date 135 1 T4821891 I KJ7 5/2/013 136 I T4821892 I KRA 1 5/2/013 137 I T4821893 I KJA 1 5/2/013 138 I T4821894 I KJB 1 5/2/013 139 I T4821895 I KJC 1 5/2/013 140 I T4821896 I MV2 1 5/2/013 141 I T4821897 I MV4 1 5/2/013 142 I T4821898 I MV6 1 5/2/013 143 I T4821899 I V4 1 5/2/013 144 I T4821900 I V8 1 5/2/013 1 145 1 T4821901 I V12 1 5/2/013 2of2 Job Truss Truss Type Qty Ply Donascimento Residence T4821857 71094 A2 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:15 2013 Pag ID:OHTRieSEVHNhDxZILcc7QSzdl MU-QkGJIzM37gLvcYrWQ4W8e_7yKbi_L2U2GW_WAPzKZ 2.0-0 i 7-7-13 13 0-0 20.7-0 28-2.0 33 6-3 41-2-0 43-2-0 1 _ 2-0-0 7-7-13 5-4-3 r 7-7-0 7-7-0 5-4.3 7-7-13 2-0.0 Scale = 1:76.0 5.00 FIT 7XB 2x3 11 7x8 5 19 6 20 7 3x4 i 3A 3x6 i 4 g 3x6 3 9 a, 2 10 1 111y 0 0 3x10 = 18 17 16 21 15 22 14 13 12 3x10 = 2x3 11 5x6 WB= 3x8 = 3x4 = 2x3 11 3x4 = 5x6 WB= 7-7-13 13 0-0 20-7-0 28-2-0 33 6-3 41-2-0 7-7-13 5-4-3 7-7-0 7-7-0 5-4-3 7-7-13 Plate Offsets MY): 2:0-6-2 0-1-8 5:0-4-0 0-2-2 7:0-4-0 0-2-2 10:0-6-2 0-1-8 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.93 Vert(LL) -0.33 15 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(fL) -0.78 15-17 >620 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 211 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2169/0-8-0 (min. 0-2-14), 10=2169/0-8-0 (min. 0-2-14) Max Horz2=-280(LC 6) Max Uplift2=-1174(LC 8). 10=-1174(LC 8) Max Grav2=2443(LC 2), 10=2443(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4669/1925, 3-4_ 4431/1939, 4-5=-3933/1752, 5-19=-4196/1962, 6-19=-4196/1962, 6-20=-4196/1962, 7-20=-4196/1962, 7-8=-3933/1752, 8-9=-4431/1939, 9-10=-4669/1925 BOT CHORD 2-18=-1576/4148, 17-18=-1576/4148, 16-17=-1260/3553, 16-21=-1260/3553, 15-21 =- 1260/3553, 15-22=-1260/3553, 14-22=-1260/3553, 13-14=-1260/3553, 12-13� 1576/4148, 10-12=-1576/4148 WEBS 4-18=0/266, 4-17= 765/371, 5-17=-159/579, 5-15=-350/996, 6-15=-779/461, 7-15=-350/996, 7-13=-159/580, 8-13=-766/371, 8-12=0/266 NOTES `e,0�1111111��l, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; F,`,�`Z` ••' �,� E ni s�.• y2.,, C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 4 3) Provide adequate drainage to prevent water ponding. 4 O 3938 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 wilat r 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 1174 lb uplift at joint 2 and 1174 lb uplift ate:' joint 10. 'Semi E -0,<\ 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •.• Al P •: `��: O LOAD CASE(S) Standard �`SS/O N% lmi FL Cert. 6634 May 2,201 0 WARWNG-17erifg deign parmneters and READ NOTES OAF THIS AND INCLUDED M77EKREFERENCE PAGE b1'II-7473 BEFORE USE. Design valid for use only with MiTek connectors. th s design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Additional bracing the Is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 31Z Alexandria, VA 22314. if Southenn Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821858 71094 A SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:12 2013 Pag ID:OHTRI98EVHNhDxZILcc7QSzdl MU-09bAgxJBglzK147xlyzRl MNYkNed8chcaYmsZ4 4310-0 i -2-0-0 , 5-0-12 9.0.0 i 149-8 20.7-0 26-4-8 32-20 35-4.10 385-8 41-2-0 41r1Q0 2-0-0 5.8-12 33.4 5-9-e 5-9-8 5-9-8 5-9-8 3.2.10 3a14 2-8.8 - 2-0-0 Scale = 1:78.5 3x4 = 5x6 = 4x6 = 5.00 12 3x4 = 3x4 = 5x6 = 4 24 5 6 7 2x3 8 25 9 5x6 = 5x6 = 3 10 11 12 13 2 14IIT o ' 15 �Io 1 o - 48 = 23 22 21 20 19 18 17 16 3x8 5x8 MT18HS WB — 3x4 —_ 3x8 = 5x12 = 5x14 3x6 11 3x4 = 5x8 MT18HS WB = 41-100 i 9-0-0 16.8-11 , 24-5-5 32-2-0 35-4-10 i 41-1-441�2-0i 9-0-0 7-8-11 7-6-11 08 ;8 7-8-11 3-2-10 3014 2-7-12 0. 12 0-8-0 Plate Offsets KYY 2:0-0-0 0-0-4 4:0-3-0 0-2-4 6:0-3-0 Ede 9:0-3-0 0-2-4 11:0-3-0 0-2-4 15:0-4-1 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.50 20-21 >964 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.84 Vert(fL) -1.18 20-21 >411 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(rL) 0.31 16 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 217 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-23, 8-18 12-16: 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2102/0-8-0 (min. 0-2-14), 16=2174/0-7-4 (min. 0-3-0) Max Horz2=-184(LC 6) Max Uplift2=-1173(LC 8), 16=-1194(LC 8) Max Grav2=2441(LC 2), 16=2524(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4705/1982, 3-4=-4372/1884, 4-24=-4029/1798, 5-24=-4029/1798, 5-6=-5644/2504, 6-7= 5644/2504, 7-8— 5644/2499, 8-25=4011/1800, 9-25=-4011/1800, 9-10= 4325/1883, 10-1 1=-2034/874,11-12=-2218/911, 12-13=-829/824 BOT CHORD 2-23=-1694/4195, 22-23= 2197/5442, 21-22= 2197/5442, 20-21=-2403/5901, 19-20= 2194/5436, 18-1 9=2194/5436, 17-18=-1647/4139, 16-17=-224/263, 13-15= 739/868 WEBS 3-23=-316/200, 4-23=-489/1270, 5-23=-1798/785, 5-21=-120/502, 7-21=-433/212, 7-20=-430/218, 8-20=-117/512, 8-18=-1812l779, 9-18— 479/1233, 11-17= 219/626, A. 10-17=-2745/1228, 15-16=-2506/1192, 12-15=-2579/1286, 12-17=-1094/2545 �0. APS• NOTES . �,•,.•' S�••'9�I,ti � �'\ 1) Unbalanced roof live loads have been considered for this design. �1 •: 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. ll:n P 0 39380 ;. C; Encl., GCpi=0.18; MWFRS (directional); end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. " , _. _MX 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 f%. ' qT E . 141 between the bottom chord and any other members. ,Z. •� P •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 2 and 1194 lb uplift at �OT� R 1 \joint 16. ►�� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N A111111111111111 LOAD CASE(S) Standard FL Cert. 6634 May 2,201 0 DYARIIUNG - Verify design parameters and READ NOTES ON THIS ARD INCLUDED MITEKREPERENCE PAGE b911-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responvbility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rp11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SaleIf Sottyithfern Pine'SP} lumber s specified the dessign valuStreet, tu'hose effec ive 06/01/220i3 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821859 71094 B1 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:18 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-gJySw?OyQbjTT7a45C4rGddVAol4YNdVyUDAnkzKZ -211 7-314 10.4.0 1 - 0 17 11-4-239-5 30-2-0 37-6.0 3-02 8- 6 4-11 6-4-11 6 4-11 7 4.0 2-0 0 7,30 Scale = 1:69.5 5x6 = __ 3x5 11 3x4 = 3x6 30 = 5x6 = 5.00 12 4 5 18 6 7 8 9 2x3 \\ 3 6x10 MT18HS 10 1 2 I it 1 0 3x5 = 17 16 15 14 13 12 11 3x4 = 4x6 = 3x4 = 3x6 = 5x8 = 3x6 II 46 = 7-314 10-4-0 1 - 0 20-7-0 30-2-0 37-6-0 7-314 3-0-2 8- 9-7-0 9-7-0 7-4-0 Plate Offsets X 5:0-3-0 0-2-4 9:0-3-0 0-2-4 10:Ed a 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.19 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(rL) -0.53 14-16 >614 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horc(TL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 197 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-17: 2x6 SYP No.3 WEBS 1 Row at midpt 6-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=607/0-8-0 (min. 0-1-8), 11=1258/Mechanical, 17=1830/0-8-0 (min. 0-2-8) Max Horz2=197(LC 7) Max Uplift2— 439(LC 8), 11=-635(LC 8), 17=-900(LC 8) Max Grav2=726(LC 19), 11=1470(LC 20), 17=2113(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 468/169, 4-5=-445/288, 6-7=-2002/956, 7-8=2002/956, 8-9=-1754/872, 9-10=-2021/857, 10-11=-1402/649 BOT CHORD 2-17=-140/349, 15-16=-672/1667, 14-15=-672/1667, 13-14— 895/2179, 12-13=-895/2179 WEBS 5-16=-267/617, 6-16= 1929/883, 6-14= 177/605, 8-14=-326/235, 8-12— 645/272, 9-12=0/261, 10-12=-598/1609, 4-17— 1096/526, 3-17=-407/259 I I IIIO�,,I ``,,11111 NOTES ei% 1) Unbalanced roof live loads have been considered for this design. ,ee" �Q •,.`G E N S •, e9 pie 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; F�lyi�`Z`; �, �`••, /� �� C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. O 3 9380 1 4) All MT20 indicated. = plates are plates unless otherwise �s 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 willit,' between the bottom chord and any other members. r;j ATE • �✓ 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 2, 635 lb uplift at joint 11 •. ��,� ,t� Q;�. _�` and 900 lb uplift at joint 17. i� �•• R \ ee ��% 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. poi ss ' • • • ... • • �e , v r-% LOAD CASE(S) Standard FL Cert. 6634 May 2,201 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED NB7EKREFERENCEP.AGEh1I1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombllity of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication qudity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312 Alexandria, VA 22314. if Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T482186C 71094 B2 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:20 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-ni4CLgQCyCzBjJkTDd6JL2iuZcQFOL5nPoiHrc -2-0-0 , 73-14 12:4-0 13.0-0 20.7-0 28-2-0 33-2-7 37-6.0 2-0-0 7-3-14 3-0-2 2-8-0 7-7-0 7-7-0 5-0-7 Scale = 1:68.6 5.00 12 5x6 = 3x8 = 5x6 = 6 18 7 8 2x3 11 5 2x3 \ 4x5 3x6 i g 4 3x4 11 3 10 I2 01 3x5 17 16 15 19 14 20 13 12 11 3x4 = 4x6 = 2x3 II 4x6 = 3x8 = 6x8 = 3x4 = 5-2-0 10-4-0 13-0-0 20-7-0 28-2-0 37-6-0 5-2-0 5-2-0 2-8-0 7-7-0 7-7-0 9-4-0 Plate Offsets X 2:0-3-0 0-1-8 6:0-3-0 0-2-4 8:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vert(LL) -0.21 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.54 14-16 >603 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 198 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc purlins, except BOT CHORD 2x4 SIP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-15 oc bracing. WEBS 1 Row at midpt 7-16, 7-12, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1411/0-8-0 (min. 0-1-14), 11=1610/Mechanical, 17=892/0-8-0 (min. 0-1-8) Max Horz2=234(LC 7) Max Uplift2=-793(LC 8), 11=-766(LC 8), 17=-415(LC 8) Max Grav2=1565(LC 2), 11=1773(LC 2), 17=1024(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2513/1015, 34=-2331A038, 4-5=-2129/941, 5-6=-2171/1036, 6-18— 1942/981, 7-18=-1942/981, 7-8=-2201/1090, 8-9= 2463/1115 BOT CHORD 2-17=-931/2181, 16-17=-737/1928, 15-16= 1099/2737, 15-19= 1099/2737, 14-19=-1099/2737, 14-20=-1099/2737, 13-20=-1099/2737, 12-13=-1099/2737, 11-12= 839/1902 t%t111111111� WEBS 6-16=-186/567, 7-16=-1018/443, 7-14=0/328, 7-12=-799/307, 8-12=-116/415, /// A' 9-12= 110/498, 9-11=-2342/1070, 5-17=-392/224, 4-17= 397/270 n PS• NOTES eeeeOw ee �.:.•'�G E N S+'•..-� i 1) Unbalanced roof live loads have been considered for this design. •:� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. IIf5cp O 3938 0 C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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 alive load of 20.Opsf on the bottom chord in all areas where, a rectangle 3-6-0 tall by 2-0-0 wide willil ATE between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. O ;� id T •. Q;•• = e� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 2, 766 lb uplift at joint 11 i� �) and 415 lb uplift at joint 17. .4 O R k �\ eee �j�Ss''••••••• e 8) 'Semi -rigid pftchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. N A� ,�O �t�%% LOAD CASE(S) Standard FL Cert. 6634 May 2,201 Q WARNING - Vert& design parameters and READ NOTES ONTIIIS AND INCLUDED M17EKREPERBNCE PAGE bill-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is resporsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if 5authem Pine (SP) Iulmberis specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821861 71094 133 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:21 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-FudaZOQgjW62KTJfmLdYuFF4i0o2lkBxeSRrO3zKZ -2-0.0 , 5-9 14 10.4.0 15-210 20-7.0 W-2-0 31-2-12 37-6-0 2-0-0 5.9-14 4.6-2 4-8-0 0 5-7-0 5.0-12 6-3-4 Scale = 1:68.6 5x6 = 3x4 = 5x6 = 6 7 8 2x3 II 3x4 2x3 5 9 5.00 12 3x6 34 5x6 10 2 Id I1 01 to N5 � 17 16 15 18 19 14 13 12 11 3x4 = 4x6.— 06 = 3x8 = 4x10 = 3x6 II 3x4 = 5.2-0 10-4-0 15-0-0 20-7-0 26-2-0 31-2-12 37-6-0 5-2-0 5-2-0 4-9-0 5-7-0 5.7-0 5.0.12 6-3-4 Plate Offsets X Y: 2:0-3-0 0-1-8 6:0-3-0 0-2-4 8:0-3-0 0-2-4 12:0-3-8 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.56 Vert(LL) -0.35 13-15 >931 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(rL) -0.90 13-15 >359 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 11 We. n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 200 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. WEBS 1 Row at midpt 7-15, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1494/0-8-0 (min. 0-1-8), 11=1645/Mechanical, 17=822/0-8-0 (min. 0-1-8) Max Horz2=271(LC 7) Max Uplift2= 765(LC 8), 11=-756(LC 8), 17=-453(LC 8) Max Grav2=1606(LC 2), 11=1793(LC 14), 17=982(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2675/1011, 3-4=-2483/1015, 4-5=-2327/850, 5-6=-2325/1003, 6-7=-2065/972, 7-8=-2195/1058, 8-9=-2435/1091, 9-10=-2476/1053, 10-11=-17151769 BOT CHORD 2-17=-926/2446, 16-17=-678/2065, 15-16=-678/2065, 15-1 8=- 873/2327, 18-19=-873/2327, 14-19=-873/2327, 13-14=-873/2327, 12-13=-890/2196 WEBS 6-15=-159/599, 8-13=-175/527, 9-12=-509/257, 10-12=-857/2137, 5-17= S46/360, 11111 1111►111,,�� 4-17=-427/278, 7-15=-545/292, 7-13— 433/161 �.,.cn��PS A. q �� i NOTES 1) Unbalanced roof live loads have been considered for this design. %0\�'` •'��•••� `ate �`; • •�C' E N S' •� 9 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 L=50ft; eave=6ft; Cat. 11; Zxp 0 39380-•--,. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willt, •lam between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. ATE �,�,N 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 765 lb uplift at joint 2, 756 lb uplift at joint 11.. •.�v 453 lb and uplift at joint 17. ie •. 0 R \ �4 C% 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �j CSC • • • • • S/O LOAD CASE(S) Standard N A;, FL Cert. 6634 May 2,201 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITFKREPEREIVCE PAGE JHI-7473 BEFORE USE. � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual bolding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the Additional bracing the Is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. if Southern Pixie (SP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821862 71094 B4 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:24 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU4TJjB2Tj?RUdBwl ESTBFWutVDDIZy4UNKQgV?NzK -2-0-0 , 7-2-8 10 8-0 17-0-0 24-2-0 30-3-10 31-10-0 37-6-0 2-0 0 7-2-6 3-5-8 6-4-0 7-2-0 6.1-10 5-8-0 Scale = 1:72.1 5x8 = 5x8 = 5.00 12 5 21 6 5x8 % 3x4 5x6 % 4 7 1617 3 5x8 I I 15 17 6x10 MT18HS N 5x6 4x4 Zz 14 8 0 13 v "r3x8 = 3.00 F12 12 I� ZZ 3x4 II I o '71 0 6x8 Z 1 3x5 = 20 19 10 11 9 2x3 11 6x8 3x4 11 36 11 7-2-8 10.4-0 t0 8-0 17-0-0 20-7-0 24-2-0 30.3-10 31-10-0 37-6.0 1 7-2-8 3-1-8 0-4-0 6-4-0 3-7-0 3 7-0 6-1-10 1-6-6 5-8-0 Plate Offsets X 3:0-3-0 0-34 5:0-5-4 0-24 6:0-5-4 0-24 8:Ed a 0-2-8 16:0-3-10 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.86 Vert(LL) -0.27 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.83 Vert(rL) -0.64 13-15 >501 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.79 Horz(TL) 0.31 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 204 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except- TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-6-8 oc bracing. BOT CHORD 2x4 SP M 30 *Except* MiTek recommends that Stabilizers and required cross bracing be 4-19: 2x6 SYP No.3, 10-12: 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 *Except* Installation guide. 4-17,8-13: 2x4 SP M 30 REACTIONS (lb/size) 2=546/0-8-0 (min. 0-1-8), 9=1228/Mechanical, 19=1922/0-8-0 (min. 0-2-10) Max Horz2=309(LC 7) Max Uplift2= 426(LC 8), 9=-627(LC 8), 19=-921(LC 8) Max Grav2=680(LC 19), 9=1422(LC 2), 19=2224(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-384/127, 3-4=-70/489, 4-5=-2447/1037, 5-21=-3727/1573, 6-21=-3727/1573, 6-7=-3475/1471, 7-8= 4218/1812, 9-11=-1356/638, 8-11=-1443/693 BOT CHORD 18-19= 1812/734, 4-18= 1593/697, 17-18=-656/211, 16-17=-694/2179, 15-16=-1120/3214, 14-1 5=- 1629/3920, 13-14=-1632/3899, 12-13=-244/486, 11-12— 262/465 WEBS 4-17=-882/2709, 5-17=-663/295, 5-16=-655/1881, 6-16=-171/734, 6-15=-139/398, 7-15=-825/500, 7-13=-297/222, 8-13=-1345/3353, 3-20=0/297, 3-19=-703/299A. ,��1111111/1��'® NOTES �e ee 1) Unbalanced roof live loads have been considered for this design. ``� O� .......... �� . • \ G E N S • •.'�% �i °° 2 Wind: ASCE 7-10; Vult=170m h 3-second gust)Vasd=132m h; TCDL=4.2 sf; BCDL=3.0 sf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; P( P P P C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.33 DOL=1.33 9380 •..,� (directional); plate grip .4%. 3) Provide adequate drainage to prevent water ponding. 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. `This 6) 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 willTit^�?'' - -" between the bottom chord and any other members. i-.� 5 TAT E 7) Refer to girder(s) for truss to truss connections. 0 0• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 2, 627 lb uplift at joint 9 �0�'� •°•.C� Q p:•° �� ,j 0 R and 921 lb uplift at joint 19. • •1 `� �� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ON �111111111��, LOAD CASE(S) Standard FL Cert. 6634 May 2,201 ® WARWNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED TIIIIEKREPERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 1s Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. If Southern Pine (SP} lumber is speciFed, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Donascimento Residence T4821863 71094 B5 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:26 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-bsRTckUzX2kLREBdZuDjbJytB1 T9Qz6gok9b3GzKZ 2-60 7-2-8 10.8-0 15-5-2 19-0-0 22-2-0 27-0 0 30.3.8 31-6 37-6-0 2-0-0 7-2-8 3-5-8 4-9-2 3-6-14 3-2-0 8 4-10.0 3-3-8 1-6.8 5-8-0 Scale = 1:71.9 7x8 % 7x8 7 23 8 3x6 6 6x8 3x6 i.- 3x4 II 5.00 12 5 3x4 � q 9 7 3 19 18 17 5x8 MT18HS--m 5x6 11 N 3x4 % 4x4 zz� 16 10 2 ty Nx8 % 3.00 Fi2 15 i a 5x8 MT18HS WB _— 14 3x4 11 o 41 6x8 Z:1 1 0 3x5 = 22 21 12 13 11 2x3 I I 6x8 3x4 11 3x6 11 3x5 Zz 7-2-8 10 10,-8-0 19-0.0 ,20 7-012 -2-0, 30-3-8 31-10-0 37-6-0 7-2-8 3-1-8 0-4-0 8-4-0 1-7.0 1-7-0 B-1-8 1.6-8 5-8-0 Plate Offsets MY): : 7:0-4-0 0-2-2 8:0-4-0 0-2-2 9:0-4-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) -0.28 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.71 15-17 >456 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.31 11 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 211 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 8-9: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. 5-21: 2x6 SYP No.3, 12-14: 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 9-17 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing be 10-15: 2x4 SP M 30 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=570/0-8-0 (min. 0-1-8), 11=1237/Mechanical, 21=1889/0-8-0 (min. 0-2-9) Max Horz2=346(LC 7) Max Uplift2=-437(LC 8), 11=-631(LC 8), 21=-907(LC 8) Max Grav2=708(LC 19), 11=1433(LC 2), 21=2185(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-454/137, 3-4=-88/371, 4-5= 58/455, 5-6=-24/600, 6-7=-2631/1116, 7-23=-2863/1280, 8-23— 2863/1280, 8-9=-3169/1282, 9-10— 4344/1872, 11-13=-1366/642, 10-13= 1446/688 BOT CHORD 2-22=-132/305121-22=-132/305, 20-21=-1753/707, 5-20= 300/198, 19-20=-644/1835, 18-19=-698/2399, 17-18=-910/2862, 16-17= 1694/4056, 15-16=-1697/4025, 14-15= 217/444, 13-14=-235/427 I111111 / WEBS 3-22=0/293, 6-20=-2897/1080, 6-19=-56/742, 7-19=-254/107, 7-18=-465/1091,`,��4 715a/575, 3 21= 720/312, 9-17=-1297/766, 9-15=-295/239, 85 ,,P 10 -1433/37522= '��•'•� F. '?y �- NOTES -' 1) Unbalanced roof live loads have been considered for this design. d O 3938 0 .4 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=61t; Cat. I C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 '• yt 3) Provide adequate drainage to prevent water ponding.•f • a: 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. b ATE 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 fito, ... All between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. i, i ss • • • .... • • �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 2, 631 lb uplift at joint 11 / and 907 lb uplift at joint 21. /� I// Y l f l l l%, 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 May 2,201 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED NBTEKREFERENCE PAGE bill-7473 BEFORE USE. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown S for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombillity of the MiTek" erector. Additional permanent bracing of the overall structure Isthe responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. if Southeast Pine ISP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821864 71094 B6 SPECIAL 10 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:61:28 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzd1MU-YEZDIPWD3g 3gYL?hJFBgk1HSg61uvUzF2ei79zKZ 7-2-8 10-8-0 14-6-0 i 20-7-0 i 26.8-0_ _,_ 32.6-10 37-5-4 , 2-0-0 7-2-8 3 5-8 3 10 0 6 1-0 6-1-0 5-10-10 4-10-10 Scale = 1:69.4 5x6 = 7 3x6 % 3x4 6 8 4x6 C 3x6 % 3x4 I I 9 5 4x12 5.00 F12 3x4 % 4 15 10 3 sxe — 5x12 14 11 4x4 = 13 N 4x6 = o 2 H6X8 3.00 F12 0 1 19 3x5 = 18 17 12 2x3 11 6x8 ,. 7-2-8 10.4-0 10-8-0 20.7-0 26-8-0 , 29-0-8 , 37-5-4 7-2-8 3-1-8 0-4-0 9-11-0 6-1-0 2-4-8 8-4-12 Plate Offsets MY): 9:0-3-0 Ede 11:Ed a 0-2-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) -0.36 12-14 >887 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(fL) -1.02 12-14 >315 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(i'L) 0.34 19 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matfix) Weight: 195 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2x4 SP M 30 'Except" BOT CHORD Rigid ceiling directly applied or 3-11-13 oc bracing. 5-17: 2x6 SYP No.3 WEBS 1 Row at midpt 6-16, 8-15, 10-12 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing be 11-19: 2x6 SYP No.2 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=565/0-8-0 (min. 0-1-8), 17=1889/0-8-0 (min. 0-2-9), 19=1223/0-8-0 (min. 0-1-8) Max Horz2=374(LC 7) Max Uplift2=-435(LC 8), 17= 906(LC 8), 19= 628(LC 8) Max Grav2=708(LC 19), 17=2185(LC 2), 19=1418(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 454/134, 3-4= 108/412, 4-5=-79/496, 5-6=-841715, 6-7=-2698/1119, 7-8=-2706/1121, 8-9=-3875/1679, 9-10=-3986/1668, 10-11=-395/200 BOT CHORD 2-18=-140/301, 17-18=-140/301, 16-17=-1747/702, 15-16=-618/1611, 14-15= 1405/3711, 13-14=-1519/3343,12-13=-1531/3315 WEBS 3-18=0/294, 6-16=-2802/1153, 6-15= 77/931, 7-15= 546/1470, 8-15=-1348/697, 3-17=-734/319, 8-14=0/272, 10-14=0/481, 12-19= 1384/613, 10-12=-3431/1599 ,`,��1fi11111/1l®,I� NOTES �, A. 1) Unbalanced roof live loads have been considered for this design. �� .' • G E N S e'9 ��o 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 , it • 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i0 :,. 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-V between the bottom chord and any other members. = �'` �C 5) Bearing at joint(s) 19 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should vefify capaciIZgff-_'% _ bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2, 906 lb uplift at joint 1 - O , and 628 lb uplift at joint 19. o • AN °� �� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,i p R P os��ssS�Q LOAD CASE(S) Standard (V AL��,` //111101 FL Cert. 6634 May 2,201 0 IAARMNG - Verify design parameters and READ NOTES ONTHIS AND INCLUDED RIUBKREFERENCE PAGE M►I-7473 BEFORE USE. Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not hiss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII (duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tn w Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, if Southern pine (SP) lumber is specified, the design va lues are these effective U6/03/2023 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821865 71094 137 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:30 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-Udg_R5XTbHEmvrVOoklfl96YFeg4MmOGiM7pB1 zKZ -2-0.0 7-2-8 10 8-0 15-5-2 18-10.8 22-3-8 30-5-0 37-6-0 2-0 0 7-2-8 3.5-8 4-9-2 3-5-6 3-5-0 8-1-8 7-1-0 Scale = 1:70.4 7x8 % 7x8 5.00 F12 7 21 8 3x6 6 6x8 3x6 % 3x4 11 5 9 3x4 % 4 15 n 3 16 14 m 5x6 1I 7x10 ro 3x4 = 4x4 ZZ: 13 10 `} 12 10 I`? b 2 ` 08 3.00 12 5x8 MT18HS WB � 0 r 7x8 20 3x5 = 19 18 11 2x3 II 6x8 = 3x5 ZZ 7-2-8 10-4-0 1(E8-0 18-10-8 20-7-0 , 22-3-8 , 30-5-0 37-6-0 7-2-8 3-1-8 44-0 8.2-8 1-8-8 1-8-8 8-1-8 7-1-0 Plate Offsets X Y : :0-4-0 0-2-2 8:0-4-0 0-2-2 9:0-4-0 Ed a 10:0-4-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) -0.27 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(Q -0.68 12-14 >476 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.30 20 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 201 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 8-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. BOT CHORD 2x4 SP M 30 'Except' WEBS 1 Row at midpt 6-17, 9-14 5-18: 2x6 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 *Except* installed during truss erection, in accordance with Stabilizer 10-20: 2x6 SYP No.3, 10-12: 2x4 SP M 30 Installation guide. REACTIONS (Ib/size) 2=570/0-8-0 (min. 0-1-8), 18=1885/0-8-0 (min. 0-2-9), 20=1233/0-8-0 (min. 0-1-8) Max Horz2=343(LC 7) Max Uplift2=-436(LC 8), 18=-906(LC 8), 20= 629(LC 8) Max Grav2=708(LC 19), 18=2181(LC 2), 20=1428(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-453/134, 3-4= 84/369, 4-5=-56/453, 5-6=-25/597, 6-7=-2606/1112, 7-21=-2892/1289, 8-21— 2892/1289, 8-9= 3173/1287, 9-10= 4295/1857 BOT CHORD 2-19=-131/305, 18-19=-131/305, 17-18= 1749/706, 5-17=-302/199, 16-17=-640/1826, 15-16=-696/2381,14-15=-919/2870,13-14=-1690/4046,12-13=-1693/4016 WEBS 3-19=0/293, 6-17=-2885/1075, 6-16=-60/735, 7-16= 278/107, 7-15=-463/1115, 8-15=-126/292, 8-14=-148/532, 9-14=-1288/753, 9-12= 333/264, 11-20=-1428/629, ',�0111111►��,, A. 10-11=-1366/639. 3-18=-720/312, 10-12=-1648/3935 NS ,q NOTES ``%%wn �\V, .......... \Ci E NS �'•,"9 ��i �� 1) Unbalanced roof live loads have been considered for this design.�- 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11;O 39380 MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 C; Encl., Gequate 3) Provide adequate drainage to prevent water ponding. drainage 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f b ATE •'. between the bottom chord and any other members. i 0 �/� 7) Bearing at joint(s) 20 considers to value using ANSI/TPI 1 angle to formula. Building designer should verify capacity o'{��'�� •. < Q: •' parallel grain grain bearing surface. • R 1 p �Z`� , 'e 8) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 2, 906 lb uplift at joint 18 ss';0 N A act>%% and lb uplift at joint 20 "Semi � 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 May 2,201 Q WARMNG - Venyll design parameters and RRA NOTES ONTHIS AND INCLUDED IUTEKREFERENCE PAGE auI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component., Applicability of design parameters and proper incorporation of component is of building designer -not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiility of the Additional bracing the is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safely Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ItSouthenn Pine (SP} lumber is specified, the design values are those effective 06/01/Z013 bVALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821866 71094 B8 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:32 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-Q?oksnZk7uUU99enw9K7raCt7RTDqiGYAfcwGwzKZ -2-0,0 7-2-8 10-8-0 16.10 8 24-3-8 30-10-12 37-6 0 2-0 0 7-2-8 3 5-8 6 2-8 7-5-0 6 7-4 T 6 7-4 Scale = 1:71.9 5x10 = 5.00 12 5x8 = 6 20 7 3X6 1�-, 5x8 i 3x4 zZ- 5 6 3x4 % 4 14 n 3 15 5x8 11 13 7x8 '9 n 5x6 = 4x4 z 12 9 `" 11 0 2 �x8 3.00 12 5x6 WB� 7x8 4 3x5 = 18 17 10 2x3 11 6x8 = 3x5 = 7-2-8 i 14-0 10 8 0 16-10-8 20-7-0 24-3-8 30-10-12 37-6-0 7-2-8 3-1-8 0-4-0 6-2-8 3-8-8 3-8-8 6-7-4 Plate Offsets MY): 6:0-7-0 0-2-4 7:0-5-4 0-2-4 14:0-3-10 0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.86 Vert(LL) -0.27 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.85 Vert(fL) -0.64 11-13 >507 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.31 19 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 195 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied. 6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-5-10 oc bracing. BOT CHORD 2x4 SP M 30 'Except` MiTek recommends that Stabilizers and required cross bracing be 5-17: 2x6 SYP No.3 installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 *Except* Installation guide. 5-15,9-11: 2x4 SP M 30, 9-19: 2x6 SYP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=544/0-8-0 (min. 0-1-8), 17=1921/0-8-0 (min. 0-2-10), 19=1223/0-8-0 (min. 0-1-8) Max Horz2=305(LC 7) Max Uplift2=-425(LC 8), 17= 922(LC 8), 19=-625(LC 8) Max Grav2=678(LC 19), 17=2222(LC 2), 19=1417(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 378/133, 3-4= 72/406, 4-5=-63/490, 5-6= 2410/1025, 6-20=-3781/1592, 7-20=-3781/1592, 7-8= 3491/1471, 8-9=-4138/1790 BOT CHORD 16-17=-1807/731, 5-16=-1584/692, 15-16=-674/221, 14-15=-687/2146, 13-14=-1132/3221, 12-13=-1627/3891, 11-12= 1630/3871 WEBS 3-18=0/29815-15= 887/2700, 6-15=-676/301, 6-14=-680/1952, 7-14=-184/774, A. 7-13=-113/358, 8-13=-800/485, 8-11=-370/265, 10-1 9=- 1417/625, 9-1 0=- 1356/634, �i�` NS ,q <e"9'��i 3-17— 705/302, 9-11=-1586/3783 0\�'`,�G E N S �%%`, NOTES 1) Unbalanced roof live loads have been considered for this design. O 3 938 0 'I •� �1 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. IIA_:* ; C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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 Is : ATE Z �'. between the bottom chord and any other members, i •.� 6) Bearing at joints) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of*�'�� bearing surface. O i s........ <� oi 7) Provideis l connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2, 922 lb uplift at joint 17 O N A� � 00% and lb uplift 8) "Semi -rigid pitchbreaks'including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 May 2,201 A WARNING- Verify design parameters and READ N07ES ON THIS AND INCLUDED 11177EK REFERENCE PAGE JUI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of bulding designer -not taus designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. if Southern Wine ISP) lumber is spec iF+ed, the design values are those effective 06/01/20113 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821867 71094 Bs SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 Run: 73.340 s 4 Feb 24 2012 Print: 7.350 s Sep 26 2012 1D:OHTRieBEVHNhDxZILcc7QSzdl MU-Wiz21BeJARuOjkWHBKf9Xv4McmlXg7RAM7KMSxzKYj5 MTek Industries, Inc. Thu May 02 12:32:56 2013 Page � 1 2-0-0 7-2-8 10.8-0 15-0-0 20-7.0 26-2-0 30-7-12 31-10-p 37-6-0 2-0-0 7-2-8 3-5-B 440 5-7-0 5-7-0 45-12 1-2-4 5-8-0 Scale=1:69.2 7x8 MT18HS 5.00 Fi2 2x3 11 5x6 = 5 6 18 7 3x5 II 2x3 II 5x6 4 8 13 3 7x10 = 6x8 `n r 12 9 `r 4x6 �z 0 7X81` o 2 Mx8 3.00 F12 T 0 1i9d 17 3x5 = 16 15 10 2x3 II 6x8 = 3x5 Z_ 7-2-8 10-4-0 iQ$-0 15-0-0 20-7-0 26-2-0 30-7-12 $1-10-p 37-6-0 7-2-8 3-1-8 0-40 4-40 5-7-0 5-7-0 45-12 1-2-4 5-8-0 Plate Offsets X 3:0-3-0,0-3-4 5:0-4-0,0-2-2 , 7:0-3-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.91 Vert(LL) -0.48 11-13 >675 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -1.29 11-13 >250 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(fL) 0.52 17 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight: 190 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. 4-15: 2x6 SYP 2400F 2.0E WEBS 1 Row at micipt 5-14 WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing 9-17: 2x6 SYP No.3, 5-13,7-13,9-11: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=366/0-8-0 (min. 0-1-8), 15=2166/0-8-0 (min. 0-2-1), 17=1156/0-8-0 (min. 0-1-8) Max Horz 2=271(LC 7) Max Uplift 2=-343(LC 8), 15=-1035(LC 8), 17=-594(LC 8) Max Grav 2=492(LC 19), 15=2505(LC 2), 17=1339(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-136/634, 3-4= 218/941, 4-5=-511/1881, 5-18— 5509/2308, 6-18= 5509/2308, 6-7=-5509/2309, 7-8= 3919/1836, 8-9— 3896/1653 BOT CHORD 2-16= 544/124, 15-16=-541/125, 14-15=-2120/854, 13-14=-321/986, 12-13=-1156/3082, 11-12=-1169/3045 WEBS 3-16=0/327, 6-13=-527/319, 10-17= 1339/594, 9-10=-1292/603, 3-15= 723/313, 5-13=-1760/4697, 5-14— 3410/1316, 7-13=-918/2610, 7-11=-415/870, 8-11=-635/436, 9-11=-1453/3554 NOTES `It+r1ii1111111 `` ,, psi 1) Unbalanced roof live loads have been considered for this design. N. O�.......... e . •\ G E iV s 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B�15ft; L=50ft; eave=6ft; Cat. �e ; • ��. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 N O 3938 3) Provide adequate drainage to prevent water ponding. k — - 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.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. b ATE ((/ 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify W. 10.10 �• capacity of bearing surface. . 0. T,t�• 'c Q �.• ,j��S 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 2, 1035 lb uplift at 594 lb 17. • 0 R `� . • `�� % s� • " joint 15 and uplift at joint "Semi including heels" Member fixity in the design this truss. �� \ `� 9) -rigid pitchbreaks end model was used analysis and of LOAD CASE(S) Standard FL Cert. 6634 May 2,2013 WARMINLY - Venjy acsfgtz parameters ers an - UaE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility, of building designer - not kuss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/f PIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. itsouthern ine(5P}lumbe isspeciftied tthedesignvaluesaretheseeff ctive06/01/2013byALSC Tampa, FL33670-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821868 71094 B MONO HIP 1 1 Job Reference (optional) _ Chambers Truss Inc., Fort Pierce Ff. 34982 Run: 73.340 s 4 Feb 24 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 12:33:33 2013 Page 1 ID:OHTRieBEVHNhDxZILcc7QSzdl MU-xpll W r4W SoYmfOrOocpqXi61mgvO?gNdtNnpFlzKYiW -2.0-0 , 5-8-12 9.0-0 16-1-8 2M-0 30-4-8 37-6-0 2-0-0 5-8-12 3-3.4 7.1.8 7-1-8 7-1-8 7 Scale =1:66.i 5x6 = 3x4 = 3x6 = 3x4 = 3x8 = 3x4 11 5.00 12 4 16 5 17 6 7 8 18 9 2x3 3 2 0 1 3x8 = 15 14 13 12 11 6x8o 3x8 = 5x8 MT18HS WB= 3x4 = 3x4 = 5x8 MT18HS W B = 9-0-0 18.6-0 28-0-0 37-6-0 9.0-0 9.6-0 9-6-0 9-6-0 Plate Offsets X,Y : 2:0-4-2,0-1-8 , 4:0-3-0,0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.39 13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.89 11-13 >500 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 185lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. 8-10: 2x4 SP M 30 WEBS 1 Row at midpt 5-15, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=1753/Mechanical, 2=1943/0-8-0 (min. 0-2-11) Max Harz 2=314(LC 8) Max Uplift 10=-888(LC 8), 2— 1086(LC 8) Max Grav 10=2029(LC 2), 2=2258(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4265/1767, 3-4=-3934/1672, 4-16=-3622/1601, 5-16=-3622/1601, 5-17=-4929/2146, 6-17=-4929/2146, 6-7=-4929/2146, 7-8= 3741/1605, 9-10=-273/161 BOT CHORD 2-15= 1750/3792, 14-15=-2200/4917, 13-14=-2200/4917, 12-13=-2106/4722, 11-12= 2106/4722,10-11=-1395/3126 WEBS 3-15= 312/195, 4-15= 369/1039, 5-15=-1475/681, 7-13=-79/312, 7-11=-1255/642, 8-11=-396/1160, 8-10=-3498/1568 J%J1 1 NOTES A11111 � �P,......,A�e�if ?I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B�ISft; L=50ft; eave=6ft; Cat. `off IV S E '• -9 s'� 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 ,��,•' ., ,` ; • �. 'F, '•, �i � 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. --� : r^' 39380 1 O = * 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. — _ :fX 6) Refer to girder(s) for truss to truss connections, o �- ATE � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 888 lb uplift at joint 10 and 1086 lb uplift °• (V at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) A, i�s,�s • ; 0 R • • �\ �%� N LOAD CASE(S) Standard ��5/0 A_ ' %%% FL Cert. 6634 May 2,2013 WAIMMi- e"fy design pammetem an - Design valid for use only with MTek connectors. This design is based only upon parameters shown, ehd is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to Insure stoblity during construction is the responsibility of the Additional bracing the is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective 416/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821869 71094 C1 COMMON 6 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:37 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-nzbdvUdsyR7nFwXkiiwlXdvmZSETU4dlKxJhx7zKZ -2-0.0 3-9-12 10-8-0 17-6.4 21-4-0 23-4.0 2.,o 3-9-12 6-10-4 6.10-4 3-9-12 2-0.0 Scale = 1:41.4 46 = 4 5.00 12 2x3 2x3 3 5 2 6 d I' 1 1011 7 9 8 12 3x5 i�- 3x4 = 3x6 = 3x4 = 3x5 6-4-6 14-11-10 21-4-0 6-4.6 8-7-5 6-4-6 Plate Offsets X 2:0-3-0 0-1-8 6:0-3-0 0-1-8 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) 0.22 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.58 Vert(fL) -0.58 8-10 >431 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.29 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 100 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1269/0-8-0 (min. 0-1-12), 6=1276/0-8-0 (min. 0-1-12) Max Horz2=-200(LC 6) Max Uplift2=-755(LC 8), 6=-758(LC 8) Max Grav2=1477(LC 2), 6=1485(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2636/1088, 3-4=-2256/917, 4-5= 2276/925, 5-6=-2656/1096 BOT CHORD 2-10= 849/2428, 10-11=-417/1487, 9-11=-417/1487, 8-9=-417/1487, 8-12=-857/2354, 6-12=-857/2354 WEBS 4-8=-232/804, 5-8=-526/321, 4-10=-220/777, 3-10=527/322 NOTES 1) Unbalanced roof live loads have been considered for this design. %J111111 f I ��p!• 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp t%% A C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 '*% , n p,S • �9',s 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,�%��Q`v;. • C E N ••�'� 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit - �C •' `S �1 between the bottom chord and any other members. 5) Provide truss to bearing 755 lb 2 758 lb D 3938 •' mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at join 6. = * 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 . � �. b 7A r •• 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform �� All s'T� ••. ) P •' Loads (plf) O R , Vert: 1-4=-75, 4-7=-75, 2-11=-20, 11-12=-46(F=-26), 6-12=-20 i�eiss;Q N A� 0"0%` FL Cert. 6634 May 2,201 0 WARNING- Verify design parameters and READ NOTES ON 7'RIS AND INCLUDED MITEKREPERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to 1=re stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria VA 22314. it Southern Vine'SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821870 71094 C2 COMMON 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce A. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:38 2013 Pag ID:OHT RieBEVHNhDxZI Lcc7QSZdl MU-F9977gdVikFet46wGP RX4rSxDsaf DXp RYb3ETazKZ 3-9-12 10-8-0 17-6-4 21-4-0 23 4-0 3-9-12 -10-4 6-10.4 6 3-9-12 2 0 0 Scale = 1:38.0 4x6 = 3 5.00 12 2x3 2x3 i 2 4 1 5 9 10 8 6I 7 11 i 3x5 � 3x4 = 3x6 = 3x4 = 3x5 6-4-6 14-11-10 21-4.0 6-4-6 8-7-5 6.4-6 Plate Offsets X 1:0-3-00-1-8 5:0-3-0 0-1-8 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plates Increase 1.33 TC 0.76 Vert(ILL) 0.21 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(rL) -0.57 7-9 >434 240 BOLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 96 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1079/0-8-0 (min. 0-1-8), 5=1286/0-8-0 (min. 0-1-12) Max Harz 1 =-228(LC 6) Max Upliftl=-534(LC 8), 5=-772(LC 8) Max Grav 1=1249(LC 2), 5=1497(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2768/1231, 2-3= 2343/1012, 3-4=-2304/956, 4-5= 2684/1127 BOT CHORD 1-9= 1007/2504, 9-10=-448/1516, 8-10= 448/1516, 7-8= 448/1516, 7-11=-885/2380, 5-11=-885/2380 WEBS 3-7=-228/802, 4-7=-526/322, 3-9=-299/814, 2-9=-566/405 NOTES 1) Unbalanced roof live loads have been considered for this design. � J 111111 / ��J, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L.=50ft; eave=6ft; Cat. II; Exp '`��I C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip D01--1.33 3) This has been designed ,%% . A PS, A • .4 ' B truss for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �%% �\`�`• (, E N �� 9/j� 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit`,•' �� Stt` ••, between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 1 and 772 lb uplift at join * Rj 0 39380 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) 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 e- :' AT E 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) �•,�,�. ice' •• < P,•��`. R `Q Vert: 1-3— 75, 3-6=-75, 1-10=-20, 10-11=-46(F=-26), 5-11=-20 �&& *. .... % 4�; N //111111/ FL Cert. 6634 May 2,201 0 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M7EKREPERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, cnd is for on individual building component. MR, of design parameters and proper Incorporation of component is responvbility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. MiTek' permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information avail able from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. If Southem Pine (SP} lumber is specified, the design values are those effective (16/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821871 71094 C HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.340 s Feb 24 2012 Print: 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 12:32:57 2013 Pagge� 1 ID:OHTRieBEVHNhDxZILcc7QSzdl MU-_uXQyXWOtLu5Th2AO36dgg9hQZkTKbn3v_OzKYj4 -2-0-0 5-8-12 9-0-0 12-4-0 1-1-7-4 21-4-0 23.4-0 2-0-0 5-8-12 3-3-4 3-40 3-3-4 5-8-12 2-0-0 Scale =1:41 4x5 4x5 4 5 5,00 12 2x3 � 2x3 3 6 2 7 Io 1 10 8 Us 11 9 3x4 = 4x6 _ 3x4 = 3x5 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets X,Y : 2:0-3-0 0-1-8 , :0-3-0 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) -0.15 7-9 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) -0.41 7-9 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(fL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight: 95 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-5-1 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) 2=1206/0-8-0 (min. 0-1-10), 7=1206/0-8-0 (min. 0-1-10) Max Horz 2=-206(LC 6) Max Uplift 2=-700(LC 8), 7=-700(LC 8) Max Grav 2=1352(LC 2),7=1352(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/842, 3-4=-1661/711, 4-5=-1480/695, 5-6= 16617711, 6-7=-2068/842 BOT CHORD 2-11=-594/1860, 10-11=-381/1493, 9-10=-381/1493, 7-9=-594/1794 WEBS 3-11=-458/260, 4-11=-102/375, 5-9=-102/376, 6-9=-459/260 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 13=45ft; L=50ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 f 1 f�I, 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. ,,�►11 A. q 5) • This has been designed for live load bottom % \ • ,........�. % 0 ' • E �i� truss a of 20.Opsf on the chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , . G N •. -9 will fit between the bottom chord and any other members, with BCDL=10.Opsf. ♦ A` ; • V F, . �„ �i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 2 and 700 lb uplift at I �vo' 39380 '� joint 7. y * 7) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard a ATE FL Cert. 6634 May 2,2013 WAKhWk - Venry destgn pararne ers an -LA Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the budding designer. For MiTek" erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if southern Pin a (513) lu tuber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821872 71094 E SPECIAL 6 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:39 2013 Pag ID:OHTRieBEVHNhDxZILcc7OSzdl MU-jMiOKA97T2NVUEh7q7ymd2—D9Gxgy2LanFoo?OzKZ -2-0-0 5-7-4 5- -0 2-0-0 5-7-4 0- 12 Scale = 1:30.6 2x3 11 3 5.00 12 2 1 4 3x4 = 3x6 0 9 N 5 6d 5-7-4 5-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) -0.04 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(fL) -0.10 2-4 >578 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 31 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=461/0-8-0 (min. 0-1-8), 5=197/0-7-4 (min. 0-1-8) Max Harz 2=221(LC 8), 5=-1(LC 8) Max Upl'ift2— 352(LC 8), 5= 96(LC 8) Max Grav2=544(LC 2), 5=244(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 2 and 96 lb uplift at joint 5. • <� ��i� 6) Non Standard bearing condition. Review required. v��` Q\�;`. • G E N 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��r``r ' �� StC` ••9/L �� LOAD CASE(S) Standard 0 39380 a s ATE AI . !l111111/ FL Cert. 6634 May 2,201 ® WARNING - Verify design Parameters and READ NOTES ONTHIS AAA INCLUDED D I PEPERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not tnus designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional MiTek` erector. permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f 5authem Pime ISP} lumber is specified, the design v2dues are t hase effective 06/01/201L3 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Donascimento Residence T4821873 71094 G RA1 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:44 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzd1 MU-4JWHNuiFIa?nb?Z4dgYxK6iw9HYzd8XKxXWYhDz 41-10-0 41-2-0 i -2-0-011-0-0 17E-4 23.8-12 30.2-0 33-95 37-0-10 40-5-8 41-1�,M1� 4310-0 V14 2-0-0 5-65 55-11 65-4 6-3-8 8-5-4 &73 3-7-5 W7-1'2 2-OO 0-0-12 Scale = 1:78.5 0-8-0 7x8 2x3 11 4x6 = 3x8 = 5x6 = 5.00 12 4 24 5 6 7 25 8 4x5 2x3 9 7x14 = 3x6 = 3 10 11 12 13 y 2 14Iq o 15 oIo 0 ' 4x8 = 23 22 21 20 19 18 17 16 26 3x4 5x6 WB= 3x8 2x3 1 5x8 MT18HS WB= 3x4 = 4x8 = 6x8 = 3x8 = 41-10.0 41-2-0 5-6b 10 17b-4 23-8-12 n2-0 38-9-5 37-4-10 40.5-8 41-1-4 1 55-11 63-4 6.3-8 6-5-4 3-7b 3-7-5 3-0-14 N7-t 0.0.12 0-8-0 Plate Offsets X 2:0-0-0 0-0-4 4:0-4-0 0-2-2 6:0-3-0 Ed a 8:0-3-0 0-2-4 11:0-3-0 0-2-4 15:0-5-0 0-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.86 Vert(LL) -OAO 20-21 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(lL) -1.02 2-23 >478 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.29 16 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 226 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 7-18 12-16: 2x6 SYP No.2, 10-16: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=2099/0-8-0 (min. 0-2-14), 16=1974/0-7-4 (min. 0-2-12) Max Horz2=-185(LC 6) Max Uplift2=-1173(LC 8), 16=-1158(LC 8) Max Grav2=2439(LC 2), 16=2324(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4712/2025, 3-4=-4199/1803, 4-24= 4757/2179, 5-24=-4757/2179, 5-6=-4757/2179, 6-7= 4757/2179, 7-25=-3781/1740, 8-25=-3781/1740, 8-9=-4120/1824, 9-10=-4462/1891, 11-12= 99/251, 12-13= 789/781 BOT CHORD 2-23=-1740/4213, 22-23— 1427/3794, 21-22=-1427/3794, 20-21=-1873/4758, 19-20= 1873/4758, 18-19=-1873/4758, 17-18= 1622/4053, 17-26=-1585/4093, 16-26=-1585/4093, 13-15=-688/820 J1111t 1111f/ WEBS 4-23=-54/45914-21= 551/1336, 5-21=-601/349, 7-20=0/251, 7-18=-1352/541, ��®off 18-435/253, 15-16=-309/301, 12-15= 393/401, 3-23= 565/337, 86 -4 Zi <'9 .', 110 38/2020 `,,,0\V,PG N S F NOTES ��•'�V : —"'.-", .• j `�1 1) Unbalanced roof live loads have been considered for this design. �,�- 30 39380 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II , C; Encl., GCpi=0.18; MWFRS (directional); end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 * �' 3) Provide adequate drainage to prevent water ponding. ': _ fi 4) All plates are MT20 plates unless otherwise indicated. f �` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,1� ATE 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 fiY��,� •.• T P •. _�� between the bottom chord and any other members. ' ��,�% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 16. joint 2 and 1158 lb uplift at �j� CS�SI • • • • • •' �� 1111Al E 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1111111111111 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 207 lb up at 40-5-8, and 20 lb down and 207 lb up at 40-5-8 on top chord, and 18 lb up at 40-3-12 on bottom chord. The design/selection of such connect'- device(s) is the responsibility of others. FL Cert. 6634 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). May 2,201 &9APLIPW E'Landard 0 WARNING - Verify design parameters and READ NOTES ONT77IS AND INCLUDED W7EKREPERENCE PAGE INI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �a Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracingshown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. if Southern Prate {SP) lumber is specked, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821874 71094 G RA SPECIAL 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:42 2013 Pag ID:OHTRIaBEVHNhDxZILcc7QSzdl MU-7xPWzCh?m7j4LhPiVFVTEhcYaTtK9B51 Tot SCLzK 4310-0 -2-0.0 380 7-0-0 12.64 17-10-12 233-0 28-7-12 34-2_a 34 -2 37�i-0 , 41.2-0 _�iQO 2-0-0 380 360 5.6-4 5-441 5-4-8 548 5-6.4 0. -2 3-0-14 310.0 2-QO Scale = 1:78.5 3x4 = 2x3 11 5.00 12 5x6 = 3x8 = 5x8 MT18HS WB = 3x8 = 5x6 = 5x6 = 3 23 4 24 5 6 7 25 8 26 9 10 11 12 13Ia cry 2 o 14 1 � 0 3x5 = 4x8 = 22 21 20 19 18 17 16 15 6x8 = 6x10 MT18HS= 3x4 = 3x8 = 6x10 MT18HS= 6x8 = 4x12 = 6x12 3x6 11 41-10-0 3S0 7-0-0 12.64 17.10.12 233-4 , 28-7-12 , 34-2-0 34�3-2 37440 i 41-1-4 41 -0i 380 360 5-G4 5-441 5.443 548 5-6-4 0. -2 3014 39d 4 12 0 8-0 Plate Offsets (X,Y): [2:0-0-0,0-0-4], [3:0-3-0,0-2-4], [6:0-4-0,Edge], [10:0-3-0,0-2-4], [14:0-3.12,Edge], [14:0-9-4,Edge], [17:0-3-8,0-3-0], [18:0-5-0,Edge], [21:0-5-0,Edge], [22:0-3-8 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.99 Vert(LL) 0.86 19-20 >563 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 Vert(TL) -1.74 19-20 >280 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.36 15 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 434 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied. 1-3,6-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. BOT CHORD 2x4 SP M 31 'Except* 12-14: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 11-15: 2x6 SYP No.2, 11-16: 2x4 SP M 30 REACTIONS (lb/size) 2=4118/0-8-0 (min. 0-2-1), 15=4235/0-7-4 (min. 0-2-2) Max Horz2=109(LC 7) Max Uplift2=-2415(LC 8), 15=-2462(LC 8) Max Grav2=5032(LC 13), 15=5147(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 11344/4997, 3-23=- 10490/4717, 4-23=- 10489/4718, 4-24= 17434/8034, 5-24=-17434/8034, 5-6— 17438/8046, 6-7= 17438/8046, 7-25=-17438/8046, 8-25=-17438/8046, 8-26=-10515/4778, 9-26= 10517/4778, 9-10=-5911/2682, 10-11=-6343/2822,11-12=-719/649 BOT CHORD 2-22=-4440/10356, 21-22=-6764/15216, 20-21=-6763/15221, 19-20=-7832/17485, �• ��j 18-19— 6790/15230, 17-18=-6792/15226, 16-17=-4501/10361, 12-14=-5421743 �♦�`_nPCJ,q WEBS • �e9 3-22= 1549/3776, 4-22=-5439/2567, 4-21=0/322, 4-20=-1221/2637, 5-20=-1053/658, O\`1:,�......... 7-19=-1030/655, 8-19=-1204/2579, 8-18=0/345, 10-16=-984/2278, 9-17=-1557/3752, E N S `,♦♦♦ 8-17=-5346/2517, 14-15=-5111/2471, 11-14=-5160/2573, 9-16=-6314/2860, �•�' ��•?J �- r---- 11-16=-2854/6254 e r ^ til ` No 39380 * �• NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3°) nails as fol lows:r •' Q- Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. < Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. ATE Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. • Q Q:°° � 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 ��'� . O R 1 �_`♦♦ connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. , s• �♦ �i s 3) Unbalanced roof live loads have been considered for this design. \ �P ' /p N A%- E�♦�` 4) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. FL Cert. 6634 1111L 7) This truss has been designed for a 10.0 pelf 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 May 2,201 y Cot�fiuedar� a c�tt�m chord and any other members. 0 WARNING-1Verlfg design parmnet. and READ NOTES ONTAIS AND INCLUDED MITEKREPERENCE PAGE M 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. responsibility of design parameters and proper Incorporation of component iresponsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responvbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southem Fine (SP) lumberis specified, the design values are those effective 05/01/2013 by ALSO Tampa, FL 33610-4115 71094 I GRA I SPECIAL c11W P-1 7.350 s Sep 26 2012 Mi ID:OHTRieBEVHNhDxZILcc7QSzdl MLI- 02 NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2415 lb uplift at joint 2 and 2462 lb uplift at joint 15. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1052 lb down and 407 lb up at 34-2-0, and 961 lb down and 372 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-75, 3-9=- 1 56(F=-81), 9-10= 75, 10-13=-75, 2-22= 20, 17-22=-42(F=-22), 15-17=-20, 12-14=-20 Concentrated Loads (lb) Vert: 22=-610(F) 17=-668(F) © WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERENCE PAGE NHI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for Ward support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the Additional bracing the Is the building For M iTek" erector. permanent of overall structure responsibility of the designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetySSout hem Pine {SP) lumber s specified, the design valuesearSuite those eff ective 05/O /2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821875 71094 GRB MONO HIP 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:46 2013 Pag ID:OHT RieSEVHNhDxZI Lcc7QSzdl MU-OieloZkWqCFVqJjTk5aPPXnEa5Ez5?wcOr.?fl6zKZ i -2-0-0 , 3-6-0 i 7-0-0 13-2-15 i 19-4-2 25-5-6 31.6-9 37-6-0 i r 2-0-0 3-6 0 3-6 0 6-2-15 6 1-3 6-1-3 6-1-3 5-11-7 Scale = 1:69.4 5.00 F12 5x6 = 3x8 = 2x3 II 5x6 INS= 3x8 = 2x3 11 5x8 MT18HS= 3 4 17 5 18 6 7 B19 9 2 o1 EB 4x8 = 16 15 14 13 12 11 10 6x6 = 5x8 MT18HS WB 3x8 = 5x8 MT18HS= 6X12 — 5x6 II = 2x3 II 3-5.0 7-0 0 13 2-15 19-4-2 25-5-6 31-6-9 37-6-0 3-6-0 3-6-6 6-2-15 6-1-3 6-1-3 6-1-3 5.11-7 Plate Offsets X 2:0-0-0 0-0-4 3:0-3-0 0-2-4 6:0-3-0 Ed a 10:Ed a 0-3-8 12:0-4.0 0-3-0 16:0-3-8 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.99 Vert(LL) 0.64 13 >692 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert(TL) -1.28 13-14 >347 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.92 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 379 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 7-11 10-12: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 10=3708/Mechanical, 2=3719/0-8-0 (min. 0-1-14) Max Horz2=263(LC 8) Max Uplift10=-2088(LC 8), 2=-2184(LC 8) Max Grav 10=4468(LC 13), 2=4519(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10098/4436, 3-4= 9324/4193, 4-17= 14429/6694, 5-17= 14429/6694, 5-18=-14429/6694, 6-18=-14429/6694, 6-7=-14429/6694, 7-8=-7653/3573, 8-19=-7653/3573, 9-19=-7653/3573,9-10=-4343/2108 BOT CHORD 2-16= 4130/9167, 15-16=-6204/13440, 14-15= 6204/13440, 13-14=-6204/13440, 12-13=-5827/12504,11-12� \\IIIIIfI��I 5825/12509 ,��I� WEBS A• 3-16=-1283/3206, 4-16= 4669/2234, 4-14=0/371, 4-13=-620/1171, 5-13=-11601738, �,n\P�j ,q 7-13=-964/2140, 7-12=0/369, 7-11= 5398/2504, 8-11= 1242/794, 9-11=-3954/8471 `�� O\�• . ...... .GENS°• NOTES ��.°°•�' F•'.?yz 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: NO 39 3 8 •• Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. d * ;• Bottom chords connected as follows: 2x4 - 1 row 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 p; 4 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ATE •'. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. Il; �c� 4; P:•• C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 i,'�� •°• O R , Q N 4) Provide adequate drainage to prevent water pond•ing. • • • • • •• �I SSA 5) All plates are MT20 plates unless otherwise indicated. �\ �IO,,� N A' �%� 6) This truss has been designed fora 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) Refer to girder(s) for truss to truss connections. FL Cert. 6634 9) Provide mechanical connection truss to bearing 2088 lb 10 2184 lb (by others) of plate capable of withstanding uplift at joint and uplift joint 2. 'd May 2,201 G1�i�tir�ig�i�qi�c�breaks including heels" Member end fixity model was used in the analysis and design of this truss. if 0 WARNING - Vei f design parameters and READ NOTES ON THIS AND INCLUDED IMEKREPERENCE PAGE WI-7473 BEFORE USE. Design valid for use only with MiTek connectors. lhts design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional bracing the is the the building designer. For MiTek` erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. If Seut:hern Pine (SP) lumber- is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821876 71094 G RC 1 COMMON 1 2 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:50 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-uTuYexnouQtKJwl EzxeLZNxzYig5lqpCJTztLdzKZ 5-4-0 10-8-0 14-2-8 16-0 0 21-4-0_ _ 23-4-0 r 5-4-0 5-4-0 3.6-8 1-9-8 5-4-0 2-" Scale = 1:39.8 5x8 MT18HS II 3 5.00 F12 3x8 4 3x8 2 1 5 d I' 6 11 12 10 13 14 9 8 15 7 5x12 MT181lS i 5x12 MT18HS-- 3x12 II 7x8 MT18HS= 5x14 II 10x10 = i 5-4-0 10-8-0 14-2-8 21-4-0 5-4-0 5-4-0 3-6.8 1-9-8 5-4-0 Plate Offsets X Y : 1:0-4-6 0-2-15 5:0-4-6 0-2-15 8:0-5-0 0-6-4 9:0-3-0 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) 0.26 8-10 >947 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.61 Vert(TL) -0.57 8-10 >436 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.12 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 259 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. WEBS 2x4 SP No.3 *Except* 3-8: 2x4 SP M 30 REACTIONS (lb/size) 1=7789/0-8-0 (min. 0-3-11), 5=6652/0-8-0 (min. 0-3-3) Max Horz 1=-226(LC 6) Max Upliftl= 3867(LC 8), 5=-3535(LC 8) Max Grav 1=8894(LC 2), 5=7651(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-19290/8377, 2-3=-13891/6144, 3-4= 13878/6167, 4-5— 17668/7808 BOT CHORD 1-1 1=-7563/17723,11-12=-7563/17723, 10-12= 7563/17723, 10-13=-7563/17723, 13-14=-7563/17723, 9-14=-7563/17723, 8-9=-7563/17723, 8-15=-7000/16171, 7-15= 7000/16171,5-7=-7000/16171 WEBS 3-8=-4492/10189, 2-8=-5355/2356, 2-10=-1501/3665, 4-8=-4417/2089, 4-7=-1747/3821 NOTES "x3") I /ISO, 1) 2-ply truss to be connected together with 10d (0.131 nails as follows: ♦ ♦♦Iti`I A. Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. ♦♦ , n p,S • "' �e �i� Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. % O . • C E N S • • •. "9 Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 4-7 2x4 -1 row at 0-2-0 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. a a p 393 •' 3) Unbalanced roof live loads have been considered for this design. yt ; "" �1 4) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 o, r 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. .: �—, b ATE :• 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 fito O ,��'� • p:• between the bottom chord and any other members. �� Q ♦� R 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3867 lb uplift at joint 1 and 3535 lb uplift at �j,�s� • . • \C? ♦♦♦ joint 5. / �\ "Semi /��/O N A; 9) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`�♦♦♦ 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1407 lb down and 623 lb up at 2-3-4, 1396 lb down and 620 lb up at 4-3-4, 1768 lb down and 750 lb up at 6-3-4, 1753 lb down and 760 lb up at 8-3-4, 1450 lb down and 634 lb up at 10-3-4, and 2009 lb down and 878 lb up at 12-3-4, and 4273 lb down and 2039 lb up at 14-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL Cert. 6634 �0�1D CASE Standard May 2,201 on roue on a Q WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED NQTE-KREPERENCE PAGE N7f1-7473 BEFORE USE . n, Design valid for use only with MiTek connectors. This design is based only upon parameters showand is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not f i w designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the respombillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatior-6 quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSouthern Pine fSP} lumber is specified, the design values are those effective O6/01/2013 Bay ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821877 71094 G RC HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:48 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzd1 MU-y4mnDFImMpVD4ctrsWctUysgxuuOZ_Gvr9Umq_z -2.0-0 34-3 7-0.0 10-8.0 14.4.0 17-11-13 21-4-0 23-4-0 2-0-0 34-3 37-13 38-0 3-8-0 37-13 3-4-3 2-0-0 Scale = 1:42.1 4x6 4x6 3x4 _ 4 5 6 5.00 12 2x3 � 2x3 3 7 2 7. Io 9 12 11 10 _ 4x8 = 4x8 5x8 MT18HS WB = 6x8 = US = 34-3 7-0-0 10-8-0 14-4-0 17-11-13 21-4-0 34-3 37-13 38-0 38-0 37-13 3-4-3 Plate Offsets MY): : 2:0-0-00-0-4 8:0-0-0 0-0-4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.62 Vert(LL) 0.21 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vert(TL) -0.55 10-12 >453 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr NO WB 0.55 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 105 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2145/0-8-0 (min. 0-3-2), 8=2145/0-8-0 (min. 0-3-2) Max Horz2=132(LC 7) Max Uplift2=-1306(LC 8), 8=-1306(LC 8) Max Grav2=2647(LC 13), 8=2647(LC 14) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5376/2211, 3-4=-5333/2239, 4-5=-4979/2145, 5-6=-4979/2145, 6-7=-5333/2239, 7-8=-5378/2211 BOT CHORD 2-12=-1833/4896, 11-12=-2174/5448, 10-11— 2174/5448, 8-10= 1833/4799 WEBS 4-12=-530/1531, 6-10=-530/1530, 5-12= 672/435, 5-10=-672/435, 3-12=-164/314, 7-1 0=- 164/316 NOTES %1111t11T11I�� 1) Unbalanced roof live loads have been considered for this design. `�� A, ?2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp♦♦�♦ . A p.• q<e C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 ♦♦ Q G E N S' •, ' � 3) Provide adequate drainage to prevent water ponding. ,,X . 4) All plates are MT20 plates unless otherwise indicated. N •I 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 39380 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 willljt between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1306 lb uplift at joint 2 and 1306 lb uplift ac . Mir joint 8. .� .. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - ATE 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 961 lb down and 372 Ib up at 14-4 D'�� •.� P �. ��, and 961 lb down and 372 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of R \\,♦♦ others. ✓o, ss ' • .. ... 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j�, �Q N Ae ,�,t`♦♦ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) FL Cert. 6634 Vert: 1-4=-75, 4-6= 156(F=-81), 6-9=-75, 2-12= 20, 10-12= 42(F=-22), 8-10=-20 May 2,201 Continued on paae 2 0 WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. if Southem Pine (SP) lumber is specified, the design values are thane effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821878 71094 GRID SPECIAL 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:51 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-MfSwrHoefktox4bQXeAa6aUGF64KmOKLY7iQRJzK -2-0-0 0-&0 0- 12 1-4-0 5-7-4 7-8-0 z-o-o o-eo o- t2a7-a a-aa 2-0-12 Scale = 1:19.6 5 5x6 5x6 = 5.00 F12 3 2 Fl co 10 9 6 1 3x4 &4 3x6 II 8 7 2x3 11 3x8 = 0-&0 0- 12 1-4-0 5-7-4 7-8-0 0-&0 0- 12 0.7-4 4-3-4 2-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.14 7-8 >575 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(rL) -0.27 7-8 >302 240 BCLL 0.0 " Rep Stress Incr NO WB 0.34 Horz(TL) -0.25 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 35 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 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) 5=143/Mechanical, 8=503/0-7-4 (min. 0-1-8), 6=127/Mechanical Max Horz8=164(LC 8) Max Uplift5=-81(LC 8), 8=-364(LC 8), 6=-83(LC 5) Max Grav5=167(LC 13), 8=604(LC 2), 6=146(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-10=-54/315, 9-10=-105/384 WEBS 8-10=-521/707, 8-9=-430/41, 3-9=-305/34 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B--35ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. ,,tI111111111 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� / S 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 �,Q S� A P" �;' ,�4 between the bottom chord and any other members. ,%G E N S; • ' 1 6) Refer to girder(s)for truss to truss connections. .�, ��,••�,\ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 5, 364 lb uplift at joint 8 aIV N6 83 lb uplift at joint 6. 39380 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) 20 lb down and 195 lb up at 1-4-01ntal.. top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).ATE LOAD CASE(S) Standard �� •• A �� Q'•" �� • 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 \� . (7 \ , ��°°oil� Uniform Loads Vert: 1-3=1f�` 75, 3-4=-75, 4-5= 75, 2-10= 20, 6-8=-20 Concentrated Loads (Ib) l�If11111►��, Vert: 3=99(B) FL Cert. 6634 May 2,201 Q WARNfNG - Verify design parcuneters and READ NOTES ON IVIS AND INCLUDED NITEKREFERENCE PAGE NHI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parametersshown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Additional designer. For MiTek' erector. permanent bracing of the overall structure is the responsibility of the building general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If Southern Pine (SP} lumber its specified, the design values are those effective 06/'01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821879 71094 G RJ SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:52 2013 Pag ID:OHT RIeBEVHNhDxZlLcc7QSzdl MU-rs?13doH P2?fYEAd5Lhpeol QTVSuVsmVm nS_zmzKZ -2.0.0 0-8-0 2-7-1 5-7-15 50 -0 2-0-0 0.8-0 1-11-1 3-0.14 0- 1 Scale = 1:17.4 4x4 = 4 5 5.00 12 4x10 3 2 o u, 3x4 — 9 N 6 1 ELJ O O 3x4 = 8 2x3 11 12 2-7-1 5-8-0 0.8-0 0- 12 1-10.5 3-0-15 Plate Offsets X 2:0-1-14 0-2-0 2:0-10-4 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.33 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.21 Vert(fL) -0.06 6-7 >965 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 29 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* MiTek recommends that Stabilizers and required cross bracing be 3-8: 2x6 SYP No.2 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=110/Mechanical, 8=546/0-7-4 (min. 0-1-8), 6=35/Mechanical Max Horz8=148(LC 8) Max Uplifts=-79(LC 4), 8=-385(LC 8), 6= 23(LC 5) Max Gravy=132(LC 2), 8=642(LC 2), 6=87(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-856/880 BOT CHORD 2-9=-843/939, 7-8=-255/136 WEBS 8-9— 616/402, 3-9= 607/405, 3-7=-184/343 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=15ft; L=50tt; eave=6ft; Cat. 11; Exp ,11 1 f 1111►III C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33 �� 3) Provide adequate drainage to prevent water ponding. ,�� _ * PS • A. ' 8 ss� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • `�� Q C E N S 9/� 5) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit % between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. "a O 39380 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 5, 385 lb uplift at joint 8 0 = �� 23 lb uplift at joint 6. — 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) 15 lb down and 6 lb up at 2-8-13 all -- .. /U � bottom chord. The design/selection of such connection device(s) is the responsibility of others. ATE •' ••' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AN Q Q \�40 LOAD `•: 0ard,� `,` 1) a ular: Lumberincrease=1.33, Plate Increase=1.33 �� N A1- Y,,,� Uniform Loads (plf) I/1f11 ��, Vert: 1-4=-75, 4-5=-75, 2-9= 20, 6-8=-20 Concentrated Loads (lb) Vert: 7=-13(B) FL Cert. 6634 May 2,201 © WBRN(NG - Verify design pa meters and READ NOTES ONTAIS AND INCLUDED MTEKREFERENCE PAGEMP7473 BEFORE USE. Design valid for use only with MiTek connectors. Th s design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of bolding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the resporubilllty of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnalion available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ItSaatbern Pine 9SP} lumber➢s specified, the design values are those of€ective0S/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821880 71094 HV16 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:53 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-J2ZgGzpvAL8WANIpe3C2B?ZSDvmkEM1e?RBXVCzKZ 7-1-8 8 8-8 15-10-0 7-1-8 1-7-0 7-1-8 Scale = 1:25.7 3x6 i�-' 2x3 11 3x6 2 3 4 5.00 12 17-1 5 1 3x4 % 6 3x4 2x3 11 15.10-0 15.10-0 Plate Offsets MY): 2:0-3-5 0-2-10 4:0-3-5 0-2-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.90 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.29 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 50 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 2-4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=409/15-10-0 (min. 0-1-14), 5=409/15-10-0 (min. 0-1-14), 6=548/15-10-0 (min. 0-1-14) Max Harz 1=-120(LC 6) Max Upliftl=-250(LC 8), 5=-250(LC 8), 6=-186(LC 8) Max Grav 1=479(LC 2), 5=479(LC 2), 6=623(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-543/312, 2-3=-402/363, 3-4=-40W63, 4-5=-543/312 BOT CHORD 1-6=-197/402, 5-6=-197/402 WEBS 3-6=-403/203 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp ,�A �� ,,�I/ C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 ,a1rt\ A. 3) Provide adequate drainage to prevent water ponding. �i� A PS • 4) Gable requires continuous bottom chord bearing. "" ��Q�` •. "9 r ' �• C E N,9 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 live load 20.Opsf on the bottom chord in all areas where a rectangle ,�A`C .- %,�•• /% 3-6-0 tall by 2-0-0 wide will fit` — '" —' '• `� a of 1 • • •' F-O 3 9 380 between the bottom chord and any other members. o 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 1, 250 lb uplift at joint C * � � and 186 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ �� •`t � %" ` b 7A F E - .• 44/ LOAD CASE(S) Standard �i OR S/oNAL��`. FL Cert. 6634 May 2,201 0 wARWNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED IMTEKREPERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responvbillity of the MiTek'erector. Additonai permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Its ovt here Pine (51P) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Donascimento Residence T4821881 71094 HV20 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:55 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-FRhRher9izODPhvCmUEWGOfvvjPliG8xSkgea4zK 7-1-8 12-8-8 19-10-0 7-1-8 5.7-0 7-1-8 Scale: 3/8'=l' 3x6 = 2x3 II 3x6 = 5.00 F12 3 4 5 2x3 II 2x3 II 2 s 1 7 3x4 -:r- 10 9 8 3x4 2x3 I I Us = 2x3 11 19.10-0 — - - 19-10-0 Plate Offsets X 3:0-3-0 0-2-4 5:0-3-0 0-2.4 9:0-3-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 65 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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 All bearings 19-10-0. (lb) - Max Horz 1=120(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 1=-128(LC 8), 7=-128(LC 8), 9=-162(LC 5), 10=231(LC 8), 8=-231(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 1=293(LC 2), 7=293(LC 2), 9=482(LC 2), 10=519(LC 13), 8=517(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-482/193, 2-3=-525/301, 3-4= 417/306, 4-5=-417/306, 5-6=-525/301, 6-7=-482/193 BOT CHORD 1-10= 141/417, 9-10=-141/417, 8-9=-141/417, 7-8=-141/417 WEBS 4-9— 356/200, 2-10= 411/256, 6-8=-409/256 NOTES � 11111f1�111 �fir� 1) Unbalanced roof live loads have been considered for this design. ,`0� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11, Exp `%N \I P .........A.4 B9 C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 ,-' Q G E S •, �� • ••,• �� 3) Provide adequate drainage to prevent water ponding. �,� �` /f� 4) Gable requires continuous bottom chord bearing. .r — o 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. N 3938 0 - 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 wills between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 1, 128 lb uplift at joint Y, •!"` 162 lb uplift at joint 9, 231 lb uplift at joint 10 and 231 lb uplift at joint 8. "Semi b ATE : �Zu� 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O �• LOAD CASE(S) Standard �0i''�•�,� .,osS,O N AL ��`��• FL Cert. 6634 May 2,201 Q WAR1YING - Verify design parameters and READ NOTES ON THIS 6ND INCLUDED IY EK REFERENCE P6GE bIU-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the p MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformaffon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If them Pine (SP) lumber is specified, the design values are those effective06/03/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821882 71094 HV24 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:56 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-jdFpy_rnTGW41 rUOKBIIpeB?b7m9Rj_5hOQB6XzK 7-1-8 16.8-8 23-10.0 _ 7-1-8 9-7-0 7-1-8 Scale = 1:38.6 3x6 = 2x3 II 3x6 = 5.00 12 2x3 I 3 4 5 2x3 II 2 6 1 7 e 3x4 % 10 9 8 3x4 24 11 5x6 = 24 11 23.10-0 23.10-0 Plate Offsets X Y: 3:0-3-0 0-2-4 5:0-3-0 0-2-4 9:0-3-0 0-3-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 80 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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 All bearings 23-10-0. (lb) - Max Horz1=-120(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 9=-272(LC 5), 10=-306(LC 8), 8=-306(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 1=308(LC 19), 7=308(LC 20), 9=639(LC 19), 10=643(LC 13), 8=637(LC 2) FORCES (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/123, 2-3=-287/181, 5-6=-287/182, 6-7=-285/112 WEBS 4-9=-524/310, 2-10=-502/329, 6-8= 498/329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp ,1111111///1�� C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 A. 3) Provide adequate drainage to prevent water ponding. ,,% w A PS • e.A 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. ,�� Q G E � ,��•.' �� ,94 •.• 7jL i� 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' 1 ----" '• �"`31 between the bottom chord and any other members. 0 3 9 3 8 0 x 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 9=27& %• , 10=306, 8=306. - * 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �'� _ Ma: LOAD CASE(S) Standard : = • b ATE . ;O •. �.10 ,,ass 0 N A, "*411��. 111 , FL Cert. 6634 May 2,201 Q WARMNG -Verify design parameters and READ NOTES ONTRIS AND INCLUDED mrrEKREFERENcE PAGE Mi-7473 BEFORE USE. Design valid for use only with MiTek connectors. th s design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during constriction is the responsbllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding gto fabncafi an, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sauthem Pine (SP) lumber is specified, the design values are those effective 06/01/201.3 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821883 71094 J1 MONO TRUSS 14 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:57 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-BppB6KsPEaexf?3atvH_.rkATWC3AB3Ew29kezzKZJ -2-0-0 1-0-0 2-0-0 1-6-0 Scale = 1:8.3 Refer to MITek "TOE -NAIL" Detail for connection to 3 supporting carrier truss (typ all applicable Jacks on this job) 5.00 F12 2 ym d 1 3x5 = 4 1-0-0 1-0-0 Plate Offsets KY): : 2:0-5-10 0-0-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.76 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 7 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 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) 2=386/0-8-0 (min. 0-1-8), 4=9/Mechanical, 3— 148/Mechanical Max Horz2=106(LC 8) Max Uplift2=445(LC 8), 3=-178(LC 2) Max Grav2=461(LC 2), 4=18(LC 3), 3=214(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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. 1 111 1 /��/ 4) Refer to girder(s) for truss to truss connections. %��, , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=445, PS • �e ��is 3=178. ,%% 0�.• C'E'N 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� S • 9 LOAD CASE(S) Standard . • N-6 3938 0 •�.- --; . 71 ^ • r� 5 ATE N FL Cert. 6634 May 2,201 Q WARNING- Verify design paramefers and READ NOTES ON MIS AIM INCLUDED NIf7EKREPERENCE PAGE b4II.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bolding designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For.general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. It 5outhem Pine (5P) lumber is specified, the desigm values are these effective CIS/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821884 71094 J3 MONO TRUSS 13 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:58 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-fONZKgtl7umoG9emRcoDu3HSFwXevoIN9ivIAPzK -2.0.0 3-0-0 2-0-0 3-0-0 Scale = 1:12.6 3 5.00 12 m 2 N 1 3x4 = 4 3.0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TO 0.31 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.12 Vert(fL) -0.01 2-4 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 13 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 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) 3=17/Mechanical, 2=384/0-8-0 (min. 0-1-8), 4=25/Mechanical Max Horz2=157(LC 8) Max Upl'Ift3=-31(LC 5), 2=-358(LC 8) Max Grav3=35(LC 13), 2=456(LC 2), 4=50(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 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. +++++ 1 t 111111 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=358. 0wA "Semi 6) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C, E N 9� s Q3938 0 STATE • 4/ lo 00 FL Cert. 6634 May 2,201 WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED W7EKREPERE1VCE PAGE AII1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the Additional bracing the Is the the building designer. For T elk' Welk' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 1 V I) 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is spedified, the design values are those effective 06/01/2013 by AL5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821885 71094 J5 MONO TRUSS 13 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:58 2013 Pag ID:OHTRieBEVHNhDxZlLcc7QSZd1 MU-fONZKgtl?umoG9emRcoDu3HSMwSuvelN9ivlAPzKZ -2-0-0 5-0-0 I 2 0-0 5.0-0 Scale = 1:16.7 3 5.00 rl2 r7 0 N 2 1 3x4 = 4 5-0-0 5-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(ILL) -0.03 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC OA2 Vert(TL) -0.07 2-4 >804 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ffP12007 (Matrix) Weight: 19lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 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) 3=127/Mechanical, 2=444/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz2=209(LC 8) Max UpIA3=-93(LC 8), 2=-349(LC 8) Max Grav3=169(LC 13), 2=524(LC 2), 4=90(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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 100 lb uplift at joint(s) 3 except Ot=lb) 2=349. A..,�<�I�j'' 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A PS. 000�Oa LOAD CASE(S) Standard ��.:. • ?ao 3938 'I Z. `STATE C? o FL Cert. 6634 May 2,201 0 WARMNG - Verify design parameters and READ NOTES ON77IIS Amin INCLUDED MI7ZK REPERPME PAGE bIII-7473 BEFORB USB. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not miss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responvbllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. ,i Southern Pine (SP} lumber is specified, the design values are these effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Donascimento Residence T4821886 71094 J7 MONO TRUSS 31 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:51:59 2013 Pag ID:OHTRieBEVHNhDxZlLcc7QSzd1MU-7CwyXOugmBufulDz?KJSRGpZYKp5e5YXNMerjs L 2-o-0 7-0-0 2-o-0 7-0-0 ' Scale =1:20.7 3 5.00 12 2 1 3x4 = 4 7-0-0 -- 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft LJd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) -0.09 2-4 >876 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vert(TL) -0.22 2-4 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 25 lb FT = 0*/ LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 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) 3=216/Mechanical, 2=525/0-8-0 (min. 0-1-8), 4=65/Mechanical Max Horz2=261(LC 8) Max Upli t3=-176(LC 8), 2= 367(LC 8) Max Grav3=280(LC 13), 2=617(LC 2), 4=130(LC 3) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDLs4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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. rq 1.-� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=176, A. 2=367. � "Semi • <8.n�lei� 6) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,o`, Q\V, • • G E N SF •�•�\ ��%-tl1e LOAD CASE(S)Standard No 39380 x� ATE •�_ *�i �s O R k o` o'��5 �� N A- 00 FL Cert. 6634 May 2,201 Q WARNING - Derijy design parameters and READ N07ES 01V71US AND INCLUDED M RKREFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 1f Southern Pine (SP) lumber is specified, the design values are these effective 06/07/20tL3 by AISC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821887 71094 J71 SPECIAL 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:00 2013 Pag ID:OHT RieBEVHNhDxZI Lcc7OSZdl MU-cOUKkMuIXVOW W Sn9Z1 ghzU Mokk78NO6gcOOPFIzKZ i -2-0-0 0-8-0 i 34-0 7-8-0 , 2.0-0 2-8-0 4.4-0 6x8 i Scale = 1:21.3 3 a 5.00 F12 2 9 8 2x3 I I 3xa � 3x4 N m 5 1 171 0 LLJ LEI 6 7 2x3 II 3x4 = 2x3 11 - 12 3-4-0 7-8-0 0-8-00- - 2 2.7-4 4-4-0 Plate Offsets X 2:0-2-15 0-1-8 3:0-4-0 0-2-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.31 Vert(LL) -0.03 6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(fL) -0.08 5-6 >930 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) -0.05 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:43 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-7: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=152/Mechanical, 7=600/0-7-4 (min. 0-1-8), 5=114/Mechanical Max Horz7=167(LC 8) Max Upliftit -104(LC 4), 7= 389(LC 8), 5=-60(LC 5) Max Grav4=182(LC 20), 7=703(LC 2), 5=144(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-330/83 BOT CHORD 2-9=-4/266, 8-9= 4/266 WEBS 7-9= 660/396 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp ,11111 111//®� C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33 S A /O�� 3) Provide adequate drainage to prevent water ponding. % P q� SN% j ........ �i 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 % Q� ` 3-6-0 tall by 2-0-0 wide will fit, %•• \� EN s4�'.•y�.,, between the bottom chord and any other members. --- `"— '• nil • 6) Refer to girder(s) for truss to truss connections. O 39380 -- fir 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=1(3, 7=389. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard + -AT E E*��.. 01 �0 N A� FL Cert. 6634 May 2,201 0 IAARAIING -Verify design parameters and READ NOTES ON771IS AAID INCLUDED AIITEKREPERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the respombillity of the MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If SAthem Pine (SP) lumber is specified, the design values are those effective 06/01/2033 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821888 71094 J72 SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fl. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:01 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdlMU-4b2'ry wlp8N7cML6kLwWhvxz8T46gcgrg7ynkzKZ 4-11.4 i 7-8-0 2-0-0 0-8-0 4-3-4 2-6% 6x8 Scale = 1:25.9 3 q 5.00 12 2 N G 9 8 5 1 34 3x4 x3 11 6 7 2x3 11 2x3 II 3x4 = 0-8.12 oa•o „ 4-11-4 7-8-0 oto a2.8 2-8.12 0-0.12 Plate Offsets X 2:0-2-15 0-1-8 3:0-4-0 0-2-2 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) -0.05 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.39 Vert(rL) -0.08 6-7 >938 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) -0.10 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 46 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-7: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=93/Mechanical, 7=599/0-7-4 (min. 0-1-8), 5=174/Mechanical Max Horz7=209(LC 8) Max Upl'Ift4=-62(LC 4), 7=-367(LC 8), 5=-121(LC 8) Max Grav4=116(LC 20), 7=702(LC 2), 5=213(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/21 WEBS 7-9= 651/383 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33 111111� �►/0 S*� 3) Provide adequate drainage to prevent water ponding. ``�11 A f 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ,,,, t{�� Ps • q �i • <B ��i 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 ��, Q\v, •....... G E N 5r� between the bottom chord and any other members. : �� ••. �� 6) Refer to girder(s) for truss to truss connections. •��-- 9 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 7=36Z O 80 5=121. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4/ 5 AlE '0sseo N A11 11%e`�� FL Cert. 6634 May 2,201 Q wARNING - v-i& design parameters and READ N07E'S ON77IIS AND INCLUDED DUTEIV REFERENCE PEGS MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibllity of the erector. Additional tracing the Is the building MiTek' permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 3 1 Z Alexandria, VA 22314. 1f Southern Pine 15P) lumber is specified, tare design values are those effective 0b/01/2013 by ALSO Tama FL 33610.4115 P Job Truss Truss Type Qty Ply Donascimento Residence T4821889 71094 JA MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:02 2013 Page ID:OHTRieBEVHNhDxZILcc7QSzdl MU-Ync492wY36GElmxYgSs92vR8?XuorSIY3KtVJBzKZ 2-8.0 2-8-0 Scale = 1:10.9 2 5.00 12 1 N 3x4 = 3 2-8-0 2-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.26 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) -0.01 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 8 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 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) 1=117/0-3-8 (min. 0-1-8), 2=93/Mechanical, 3=24/Mechanical Max Harz1=79(LC 8) Max Uplifts— 39(LC 8), 2=-87(LC 8) Max Grav1=135(LC 2), 2=120(LC 13), 3=48(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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. % J11111111/ eI 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ��I S A f `%%% 6) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� O, A< w�,` LOAD CASE(S) Standard ��,.�>,G E Ns+4�'.,-9�ii� `,� '. b '� • ` " 1J } • : V = :� 57ATE • ., O o R 1 %* //1111111 FL Cert. 6634 May 2,201 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEKREPERENCE PAGE Iffl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of bulding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. For MiTek` erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Scut hem Pine (SP) lumber is specified, tare design values are those effective 0b/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821890 71094 KJ5 SPECIAL 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:02 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-Ync492wY36GElmxYgSs92vR14XptrSKz33KtVJBzKZ -2-9-15 3.4-6 7-10-11 2-9-15 3-4-6 4-6-5 Scale = 1:30.4 2x3 11 4 3.54 fj2 3x4 3 3x4 7 2 1 3x4 = 5 3x4 = 3x6 b N 6 7-9-15 7-9-15 Plate Offsets X 2:0-4-3 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) -0.14 2-5 >640 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(fL) -0.35 2-5 >251 240 BCLL 0.0 " Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 44 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be SLIDER Left 2x4 SP No.3 3-5-0 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=521/0-11-5 (min. 0-1-8), 6=404/0-7-4 (min. 0-1-8) Max Horz2=223(LC 8), 6=23(LC 13) Max Uplift2=416(LC 8), 6= 200(LC 8) Max Grav2=614(LC 2), 6=503(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-6=-503/20014-5=-406/229 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--3.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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 ,� 1 111 I ►� between the bottom chord and any other members.0 4) Bearing at joint(s) 6 considers to value using ANSI/TPI 1 angle to formula. Building designer should verify capacity of A NS A. 44 �♦♦♦ parallel grain grain bearing ��,, w • . surface. 5) Provide mechanical connection (by others) of truss to bearing capable withstanding 100 lb S •••"� 2=416, �� `Z` •'•• C' E N• plate of uplift at joint(s) except (jt=lb) v \' 6=200. 6) Non Standard bearing condition. Review required. "Semi rah 39380 ----� -- 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. k yr 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' 'ram 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 5 ATE Uniform Loads (plf) Vert: 1-7=-75 ♦ ,p ♦��••.0 Rk Q P ••�_`� Trapezoidal Loads 7a0(F=38, B=38)-to-4=-148(F=-36, B= 36), 2=-2(F=9, B=9)-to-5=-39(F=-10, B=-10) �e ♦�'�i--sj0 N A� ��C`?` FL Cert. 6634 May 2,201 Q WARNING - Verify design parameters and READ NOTES ON7WIS AND INCLUDED IWTEICREFERENCE PAGE JOI-7473 BEPORB ETSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. 10 Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/rPll (duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. If 5outhem Pine (SP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821891 71094 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:03 2013 Pag ID:0HTRieBEVHNhDxZILcc7QSzd1MU-OzASNNxAgQO5NwWkE9N0b6_HyxCgapG71 c3sdzKZ G -2-9-15 5-7-5 9-9-5 2-9-15 5-7-5 4-2-0 Scale = 1:23.4 4 3.54 12 3x4 3 7 2 1 6 5 4x4 = 2x3 11 3x4 = 5-7.5 9-9-5 5-7-5 4-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) -0.03 2-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 42 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 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 (lb/size) 4=287/Mechanical, 2=636/0-11-5 (min. 0-1-8), 5=415/Mechanical Max Horz2=299(LC 8) Max Uplift4=-245(LC 8), 2=-449(LC 8), 5=-147(LC 8) Max Grav4=366(LC 13), 2=748(LC 2), 5=508(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1005/175 BOT CHORD 2-6=-351/98415-6= 351/984 WEBS 3-5=-1074/383 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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 A..q<�O�j', between the bottom chord and any other members. ,,,� _A PS• 4) Refer to girder(s) for truss to truss connections. ♦ Q 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=245, ��`Z`; �,� C' N S'�`'•'9jL�i� 2=449, 5=147. �r - "-"_. '• r sl • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = : • O 3 9 380 :� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), o * _ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 ATE Uniform Loads (plo Vert: 1-7=-75 i 00i Trapezoidal Loads (plf) •;c4 0 R , ) P:•' ��,o� Vert: 7=0(F=38, B=38)-to-4=-183(F=-54, B=-54), 2=-2(F=9, B=9)-to-5=-49(F=-14, B=-14) s�0 .�` ', N A1- Eo 1/1111111 FL Cert. 6634 May 2,201 Q WARNING -.Verify design parameters and READ NOTES ONTEIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Wit Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the T MiTek' i erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component V Iek" 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective O6/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821892 71094 KJ7A MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce R. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:04 2013 PagE 1 ID:OHTRieBEVHNhDxZILcc7QSzd1MU-U9kgajyobkWy_45wotvd8KXSiLYvJGVGXeMcO3z F -2-9-15 5-7-5 9-9-5 2-9-15 5-7-5 4-2-0 Scale = 1:23.4 4 3.54 F12 3x4 3 7 2 1 6 5 4x4 = 2x3 11 3x4 = 5-7-5 9-9-5 5-7-5 4-2-0 LOADING (pst) SPACING 2-0-0 CS] DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) -0.03 2-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(fL) -0.05 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB OAO Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 42 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 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 (lb/size) 4=287/Mechanical, 2=636/0-11-5 (min. 0-1-8), 5=415/Mechanical Max Horz2=299(LC 8) Max Upl'Ift4=-245(LC 8), 2=-449(LC 8), 5=-147(LC 8) Max Grav4=366(LC 13), 2=748(LC 2), 5=508(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1005/175 BOT CHORD 2-6=-351/98415-6=-351/984 WEBS 3-5=-1074/383 NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �11111 I 1 f 0/�S 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 CJ A `�� i ®_P q °° between the bottom chord and any other members. � v........ <e •N •°°y 4) Refer to girder(s) for truss to truss connections. 0•' E' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=245, �, `2`,•' �� S�. ••,9� o� 2=449, 5=147. • 1 ®' �; 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4 0 39380 « -,• 7) 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) Regular: Lumber Increase=1.33, Plate Increase=1.33 .. Uniform Loads (plf) e O : ATE : ��: • Vert: 1-7=-75 �••'�� Q 4;••\�®`` Trapezoidal Loads (plf) i° °. 0 R Vert: 7=0(F=38, B=38)-to-4=-183(F=-54, B=-54), 2=-2(F=9, B=9)40-5=49(17 14, B=-14) 'o;,s;p N A- FL Cert. 6634 May 2,201 0 WARNING - Verify design para.aers and READ NOTES ONTBIS AND INCLUDED 647EKREPERENCE PAGE b1R-747a BEFORE ASE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the respordbillity of the A ��e� M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Ifs outhern Pine jSP) lumber is specified, the design values are t hase effective 0G/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821893 71094 KJA MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:05 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-yMIDo3yQM1 epcDg7LaQsgX3amtXM2pl Pml5AwVZK -2-9-15 2-2-8 3-6-7 2-9-15 2-2-8 1-3-15 Scale = 1:12.4 4 3x4 3 3.54 F12 2 6 3x4 = 5 1 3x4 = 3-6-7 3-6-7 Plate Offsets X 2:0-4-3 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) -0.00 2-5 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.05 Vert(fL) -0.01 2-5 >999 240 BCLL 0.0 " Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.31-5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=-54/Mechanical, 2=392/0-11-5 (min. 0-1-8), 5=20/Mechanical Max Horz2=98(LC 8) Max Uplift4=-64(LC 2), 2=-427(LC 8) Max Grav4=101(LC 8), 2=469(LC 2), 5=51(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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. 111111 f 1111 ,, 4) Refer to girder(s) for truss to truss connections. � Cj A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 2=427. N%�P. �j�, • • • • •q�e 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦e% Q G E N S� •. �jL i� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦�A`�.•' N, LOAD CASE(S) Standard O 9380 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6= 75 :t _ Trapezoidal Loads (plf) •,(� ATE �•• �: Vert: 6=0(F=38, B=38)-to-4=-66(F=4, B=4), 2= 2(F=9, B=9)-to-5=-18(F=1, B=1) O 0 R.1 s40�`•'•. • /O N A� ��.�`• 'tts111111111" FL Cert. 6634 May 2,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED RITTESREPERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �e Y9 Applicability of design parameters and proper incorporal on of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, if s=them Pine IjSP} lumber is specified, the design values are those effective 06/01/2013 by AL.SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821894 71094 KJB MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:05 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-yMIDo3yQM1 epcDg7LaOsgX3b5bcy2pl Pml5AwVZKZ -2-9-15 1-9-13 2-9-15 1-9-13 Scale = 1:9.2 3 3.54 12 2 4 1 4x4 = 1-9-13 1-9-13 Plate Offsets KY): : 2:0-2-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purlins. BOT CHORD 2x4 SP M 30 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) 2=437/0-11-5 (min. 0-1-8), 4=8/Mechanical, 3=-163/Mechanical Max Horz2=88(LC 8) Max Uplift2=-504(LC 8), 3= 196(LC 2) Max Grav2=524(LC 2), 4=25(LC 3), 3=220(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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. If 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=504, 6) "Semi including heels" Member fixity in the design this truss. S�` ••, 9/% i� -rigid pitchbreaks end model was used analysis and of ,� /Q�C ,•' �� '• 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .' a --^ """" `si 0 39380n LOAD CASE(S) Standard * o 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 tIC Uniform Loads (plf) c fcc ` Vert:1-2=-75 5 ATE � Trapezoidal Loads (plf) Vert: 2=-3(F=36, B=36)-to-3=-53(F=11, B=11), 2=-O(F=10, B=10)-to-4=-14(F=3, B=3)®0�'.•�< • O P �.\_�` �< •.�R�, �j �% FL Cert. 6634 May 2,201 Q WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED nvTBKREFBRENCE PAGE MI-7473 BEFORB USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not Truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. If southern Pine fsP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821895 71094 KJC MONO TRUSS 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:06 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-QYsb?Pz36LmgENFJvlx5Dlcmr9GCnFHZ_yrjTyzK -2.9-15 1-9-2 2.9-15 1.9-2 Scale = 1:9.1 3 3.54 12 2 4 1 4,4 = 1-9-2 1.9-2 Plate Offsets KY): : 2:0-2-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins. BOT CHORD 2x4 SP M 30 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) 2=443/0-11-5 (min. 0-1-8), 4=8/Mechanical, 3=-171/Mechanical Max Horz2=87(LC 8) Max Uplift2=-513(LC 8), 3=-206(LC 2) Max Grav2=531(LC 2), 4=24(LC 3), 3=230(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 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. ,,li till I f i l l,$ 4) Refer to girder(s) for truss to truss connections. *.% J* /i' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=513, • •' e �i 3=206. `%� 01V` . 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e� ��` ••' �\ 0E N s'�'. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O 3 3 8 9 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 _ Uniform Loads (plf) Vert: 1 2= 75 •� _ .f(r E • 441 Trapezoidal Loads (plf) s` 5 I o A 1 0 Vert: 2=-3(F=36,.B=36)-to-3=-53(F=11, B=11), 2=-O(F=10, B=10)-t0-4=-14(F=3, B=3) N A`;;.0`. FL Cert. 6634 May 2,201 0 WARNING - Verify design p..ters and READ NOTES ON77IIS AND INCLUDED N77EKREFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only wfth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the Additional bracing the is the the building designer. For MiTek erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. if Southern Pine J5P) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Donascimento Residence T4821896 71094 MV2 VALLEY 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:07 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-ukPzCl_htfuXrXgVT?SKIy93rYcBWiXiDcaG?OzK 2-0.0 2-0.0 Scale=1:7.0 5.00 12 2 1 3 3x4 i I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(FL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 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 side. REACTIONS (lb/size) 1=60/2-0-0 (min. 0-1-8), 2=48/2-0-0 (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) Max Harz 1=33(LC 8) Max Upliftl=-23(LC 8), 2=-41(LC 8) Max Grav 1=70(LC 2), 2=60(LC 13), 3=25(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 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. i♦,,♦ 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of %% CJ' A `�`�� bearing surface. q� joints `v, • • • e ♦ems 1, 2. ��, •' (Y ) 9P aP 9 P 1 () � � GEN•• � 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at • •• 9/� "Semi 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� ` �• �,� �?`t` �� LOAD CASE(S) Standard "' O 9 8 X *: �- ATE • 0 R 1Of FL Cent. 6634 May 2,201 Q WARMNG - Verify design parameters and REW NOTES ON THIS AND INCL UDBD 1W7EKREFER9NCB PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility, of building designer - not taus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. For MiTek erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. it5avthern Pine (SP} lumber is specified, the design values are those effective 05/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Donascimento Residence T4821897 71094 MV4 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI.34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:07 2013 Pag ' ID:OHTRieBEVHNhDxZILcc7QSzdl MU-ukPzCl_htfuXrXgVT?SKly9zHYaeWD(iDcaG?OZKZJ 4-0-0 4-0-0 , Scale = 1:11.3 2 2x3 I I 5.00 12 1 3 3x4 i 2x3 II I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 13lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 20 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) 1=148/4-0-0 (min. 0-1-8), 3=148/4-0-0 (min. 0-1-8) Max Harz 1=81(LC 8) Max Upliftl=-58(LC 8), 3=-91(LC 8) Max Grav1=172(LC 2), 3=180(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. ill; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 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 1111111111/�� between the bottom chord and any other members. A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ♦ ,AP` 'q Le `�i� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. v�`, Q• • Ci E•N • LOAD CASE(S) Standard m �. - — '• `11 O 39380;;. • fr ry. ATE /1111111 --] FL Cert. 6634 May 2,201 Q WARNING - Verify design parameters and READ NOTES ONTRIS AND INCLUDED 6f =REFERENCE PAGE IGI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.' Applicability, of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracingshown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312 Alexandria VA 22314. If Southern Pine +SP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Donascimento Residence T4821898 71094 MV6 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce A. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:08 2013 PagE 1 ID:OHTRieBEVHNhDxZILcc7QSzd1MU-NxzLQ5?Jey1NThPh1jzZIAh8XygAF9nsSGKgXqzKZ A 6-0-0 6-0-0 2x3 11 Scale: 3/4'=1' 2 5.00 F12 1 3 3x4 2x3 II I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 20 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 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) 1=243/6-0-0 (min. 0-1-8), 3=24316-0-0 (min. 0-1-8) Max Horz 1=133(LC 8) Max Upliftl= 95(LC 8), 3=-150(LC 8) Max Grav 1=282(LC 2), 3=295(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 2) Gable requires continuous bottom chord bearing. 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 ,,,1111111111 between the bottom chord and any other members. `s.! 1I� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb) 3=150. . A PS• A. q<&I�j, `,�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o Q ., • \ G E N ••' �? • �rii LOAD CASE(S) Standard e, »- - • "ao 39380x STATE Z •��o 'r4 O R &/O N A11 ,% FL Cert, 6634 May 2,201 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED ftIITBSREFBRBNCEPAGE 97fl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. ItSauthem Pine ISP) lumber is specified, the design values are these effective 06/0112013 by ALSC Tampa, FL 33610-4115 .r . Job Truss Truss Type Qty Ply Donascimento Residence T4821899 71094 V4 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:10 2013 Pag ID:OHTRieBEVHNhDxZILcc7QSzdl MU-JJ56rnOZAaH5i?Y487?1 NbmZzmcAj3H8vapxcjzKZ r 2-0-0 , 4-0-0 ' 2-0.0 2-0-0 3x6 = Scale = 1:7.6 5.00 12 2 1 1<j 3x4 3x4 4-0.0 4-0-0 Plate Offsets X 2:0-3-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 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) 1=121/4-0-0 (min. 0-1-8), 3=121/4-0-0 (min. 0-1-8) Max Horz 1=-24(LC 6) Max Upliftl=-61(LC 8), 3=-61(LC 8) Max Grav 1=140(LC 2), 3=140(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' %J 11111111111 �fjo 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 �� A �I between the bottom chord and any other members. %% -- An PS q , ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Q\v`. • C E N "Semi �`,•• `s4�•�,9/� 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� • N 9 LOAD CASE(S) Standard 80j—�--�x� �;�.• 5 ATE FL Cert. 6634 May 2,201 0 WARNING - Verify design parameters and READ NOTES ONTEIS AND INCLUDED bIDTEKREFERENCE PAGE bill-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction isthe responsibillity of the Additional MiTek' erector. permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if Southern Pine {SP} lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 jI A Job Truss Truss Type Qty Ply Donascimento Residence T4821900 71094 V8 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:11 2013 Pag ID:OHTRIeBEVHNhDxZI Lcc7QSZdl MU-nWf U261 BxlPyK97GirXGwoJeeAyiSW hl8EYU89zK 4-0-0 8-0.0 4-0-0 4.0.0 Scale = 1:14.7 4x4 = 2 5.00 12 3 1 4 3x4 % 2x3 II 3x4 C 8-0-0 8-0.0 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.18 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 'Code FBC2010/TP12007 (Matrix) Weight: 24 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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) 1=155/8-0-0 (min. 0-1-8), 3=155/8-0-0 (min. 0-1-8), 4=312/8-0-0 (min. 0-1-8) Max Horz 1=61(LC 7) Max Upliftl=-93(LC 8), 3= 93(LC 8), 4=-126(LC 8) Max Gmv 1=181(LC 2), 3=182(LC 14), 4=359(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4= 277/151 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp Q Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ►►►► 1 �� 5) truss has been for a live (oad of Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit A. bottom chordgned between thes and any other members, `%�s__►pp►PS % 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except (jt=lb) Q\�'`•........ G E N 5' 6. "Semi 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.ft P -- 3938 LOAD CASE(S) Standard * —L :lam Z O ATE Al FL Cert. 6634 May 2,201 © WARWAIG - Verify design parmnetem and READ NOTES ONT IIS AND INCLUDED Aff=REFERBNCB PAGE NII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Additional bracing the Is the the building designer. For MiTek" erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erecfion and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrnahon available from Truss Plate Instil ite, 781 N. Lee Street Suite 312, Alexandria VA 22314. it 5outhem Pine (SP) lumber is specified, the design values are those effective 06/08/2033 by ALSC Tampa, FL 33610-4115 • j '1. 4& Job Truss Truss Type Qty Ply Donascimento Residence T4821901 71094 V12 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu May 02 11:52:09 2013 Pag ID:OHTRiaBEVHNhDxZILcc7QSzdl MU-rMdR?xPG9E5rzuaQUorNECUMBb_ba?gw3N3HzK 6-0.0 12.0-0 ' 6-0-0 6.0-0 Scale = 1:19.1 4x6 11 2 5.00 12 1 3 4 3x4 2x3 11 3x4 12-0-0 12-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 38 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 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) 1=221/12-0-0 (min. 0-1-8), 3=221/12-0-0 (min. 0-1-8), 4=560/12-0-0 (min. 0-1-8) Max Horz 1=-98(LC 6) Max Upliftl= 125(LC 8), 3= 125(LC 8), 4— 254(LC 8) Max Grav 1=264(LC 19), 3=265(LC 14), 4=646(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-477/261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 11111 1 111 �� so 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 A between the bottom chord and any other members. % pp p,S • • �e '��i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=125, e��, Q\�'`. •'G E N • 5'F 3=125, 4=254. "Semi ,� �`: y\ �' q i 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • No 39380 '---� STATE .��,, •.off O R 1 �` "1&f0 N A1- E�.�`• FL Cert. 6634 May 2,201 Q WARMING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED NI7EKREFERMCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parometersshown, and is for an individual building component., Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the respombllity of the Additional bracing the isthe the building MiTek' erector. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f Southern Pine (SP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/ld' For 4 x 2 orientation, locate plates 0-'/,d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek(9 All Rights Reserved MiTek` MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g, diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses, 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully, Knots and wane at joint locations are regulated byANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks, Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient, 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT PERMIT #:56-SF-1501922 APPLICATION #: AP 1 1 242 1 2 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR920258 CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Avelino Donasclmento PROPERTY ADDRESS: Palmetto Dr Fort Pierce, FL 34982 " LOT: 19/20 BLOCK: 18 SUBDIVISxON: Indian River Estates c" PROPERTY ID #: 3402-607-0106-000-9 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION.... `40381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL,.,., STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 900 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ]• D [ 375 ] SQUARE FEET Drainfield SYSTEM R [ ] SQUARE FEET N/A' SYSTEM A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [x] MOUND [ ] I CONFIGURATION: [x] TRENCH [ ] BED [ ] N F LOCATION OF BENCHMARK: PK nail/DISC in pavement on south property line I ELEVATION OF PROPOSED SYSTEM SITE [ 2.00 ][INCHES FT ][ABOVE BELOW] BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 10.0011 INCHES FT ][ABOVE BELOW]BENCHMARK/REFERENCE POINT L D E O T H E R 1L1j k(EQUlKED: L Zti.UU1 INCHES EXCAVATION REQUIRED: L J INCHES The system is sized for 3 bedrooms with a maximum occupancy of 6 persons (2 per bedroom), for a total estimated flow of 300 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. SPECIFICATIONS BY: Andrew,•'R Gatewood TITLE: Environmental Specialist II APPROVED BY: TITLE: Environmental Specialist II St. Lucie CHD Andrew R Gatewood DATA^ ISSUED: 10/24/2013 EXPIRATION DATE: 04/24/2015 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC Page 1 of 3 1.1.4 AP1124212 SE911ioi I 13 LOT 18 S., Lurie County Health Department Envircnmental Health Stipti. System Appears Adequate =or F )posed Construction .5 ►S'y I�T�� , _ ---- PLATTED LOT LJNEIF:��F3Ff."/$i-L%$e:�:Q°c�7tisifafiB - __. 'erforrnance of Th s;'em jeV: ;leIL i:, WATER METER LOT .19 BLOCK 18 n FND. 5/B IR/C n BROWN LB. 4049 (OCCUPIED) 33$ 7.29' N. 0.09' W F.F.E-101.9 WELL. POINT EDGE CONC. DRIVEWAY CAR PORT' . i ).CP 300.00' (P N90'06'00"E 299.96' (C) ROOF OVERHANG ROOF �• SET 5/8 IR/C N �' OVERHANG ' ROOF OVERHANG 4! L.B.4288 WOOD POWER POLE $ .. 'ENCROACHES 1.8' $ $ ENMOACHES 1.9' X LOT 19 s / P. PLATTED LOT LINE -""LOT 2I! y - PROPOSED DRIVEWAY ��o.00' .. GENERAL NOTES ABANDONED WOOD - p !. 1 0O . U71UTY POLE b 0 -� )I PROPOSED . LOT 20 )c a� 1) Flood Note: By graphic plotting only, this I a ) I PROPOSED 900 GALLON E SEPTIC TANG BLOCK 18 3 property is in Z X, according to the /- Rs %one INDIAN RIVER ESTATES JNIT 6 b . Flood Insurance' Rate Map.. Community Panel INDIANX z _ No. 12111CO281 J, effective date February Ai j/✓//�a� : ////� �.. / PLAT BOOK 10, PAGE 57 �`1� �a BORING i 1 (VACANT) 16, 2012. Oil 1 3 e57 ' - 2) Elevations shown hereon are based upon an ___ r Q FlTD. S/a 1R/c.. assumed datum.. BORING 2 0�f1UILLEN' 0.19' N �` OLE $ ... 149.99' (M) LOT 20 149.9T (M) 8' CLF (, OE PLAT11� LOT LINE L6T 21 r �00'00" _ PRrs OPOSED 37S S F. DRAINFlELD B' CLF COR.. N90 E-299.96' (C� mm SET r8ENPK/b, ASSUMED SET 5/8 IR/C . QUICK 4 EQUALIZER 38 INFILTRATORS ro 0.25' S 300.00' (P) + 8' CLF COR. LB. 4288 4 ROWS, B CHAMBERS PER ROW ELIEVATION�99.88 2.1' S. 0.4' E NOSSRUC AREA 33 583 S.F U TED AR � WELL. POINT m 10 LOT 21 BLOCK 18 Q(VACANT) LEGAL DESCRIPTION BEING THE SOUTH 17 FEET OF LOT 19, BLOCK 18, TOGETHER WITH THE NORTH 64 FEET OF. O LOT 20, BLOCK 18, AS SHOWN ON THE PLAT OF INDIAN RIVER ESTATES, UNIT SIX, RECORDED c I IN• PLAT BOOK 10, PAGE. 57, PUBLIC RECORDS OF SAINT LUCIE COUNTY, FLORIDA. I. w PLATTED LOT LINE - PROPERTY ADDRESS PALMETTO DRIVE, FORT PIERCE, FLORIDA PROPERTY. IS SERVED BY CITY WATER CULPEPPER & TERPENING', INC } l� Z3 3 File:13-152 f Plot Plan For Date: 10/23/2013 s I L SURVEYORS EYO R CONSULTING ENGINEER AND SU S THOMAS P. K ERNAP4 D TE �m " 2980 SOUTH 25th STREET 0- FORT PIERCE, FLORIDA 34981 Professional Surveyor & Mapper Avelino Donasci 1 lento DRAWN 1BY3 D.FOIM ER `A PHONE 772-464 3537 FAX 772 464-9497 Florida Certificate No. 6199www.ct-eng.com STATE OF FLORIDA CERTIFICATION No. LB 4286 • LL'ciE County Health Department Environmental Health 7eptic System Appears Ade uate, .or Proposed ConstructionT�-i ,-his App,oljai Does Not Guarantee 'erform,ance of T11 System anti: ��-----1-- ----- ------ --- Iv— --I— x I I I BEDROOM OM s-10• ,r-e' ,r s r-Y _ ©J 1L2 x I 1Y-0• c I A ® I I " I I � - MASTER Q I ' BATH 16 a.Q Y-' I -c DIh1ING •�I I ROOM I •_, IT -* I r_t�• V BATH _J— #ac LIVING ROOM i 1 kV-7 . C1 I -1"2• Y' 25'-r i9'-8• t5 L CLOSET 4-1' MASTER m BEDROOM I 18'-0• ■ i5-8• KITCHEN _ o I I BEDROOM . Fill i * taiaCc #3 W-10t 9'-tOt '� 8'- I 1r-0• ' FF 13•-0• x I 13,-0• I LAUNDRY I tY-e'-------- - - - - -J in I I i it I �I 7-6• ir-s• 2" I I- 2 CAR 1I I GARAGE I I 10' 0.G I a pu _ I I I J I 7-s' . "•W