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HomeMy WebLinkAboutSUBMITTED PAPERSOk`FICE USE ONIY• DATE FILED 13 PLAN REVIEWFEE X OQ , d0 RECEIPT NO.: 14 40 CONCURRENCY FEE: RECEIPT NO.: PERMIT NUMBER CERT. CAP. NO.: ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Avenue Sc Ft. Pierce, FL 34982-5652 gNl1i�� 772-462-1553 St UC/8 �® �nty APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: Q O u g 1 A S %/. 1 e z i� h/ G 114 2. PROJECT NAME: Oec-k SITE PLAN NAME: 3.. PROPERTY TAX ID #:off (ia, (J - l �/ - d O d 7 6 O- q 4. LEGAL DESCRIPTION (attach extra sheets if necessary): 5. PLAT BOOK 6. PAGE NO. 7. BLOCK NO. 8. LOT NO. 9. PARCEL SIZE (ACRES/SQ FT.): 1,3 3 ( , civ, LOT DMIENSIONS: 317, Y Xe 311 -3 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: 00ve x-e-A ©�T 3e. ©s .►� p�-r he�i -1-d eX� si n'a �T�u�Ty . 11. SETBACKS (ACTUAL) FRONT: BACK: 1 �! �! RIGHT LEFT SIDE: 12. TYPE OF CONSTRUCTION (Check all appropriate boxes) [ ] NEW CONSTRUCTION �XPANSION/ADDITION [ ] INTERIOR RENOVATION [ ] RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: rZ)e c k A4LP-N C- F-01 t1 ow-e" Wy of 14. SQ. FT OF CONSTRUCTION: Sa 1 6 j ^ T 15. SF. FT 1 st FLOOR: 16. VALUE OF CONSTRUCTION: $ %U.4000 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 modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 e C- Ca§ r t/ 7 o j UPDATED 6/25/09 OWNER INFORMATION NAME l\n Li We ADDRESS: 3 q 0 Sj 'Do UC,1 CITY::,STATE:/0 2LCl ZIP: PHONE (DAYTMIE): %( iol) 3.5'0I — q4?, % 1 Email: IF THEI FEE SIMPLE TITLEHOLDER (PROPERTY FILL IN NAME AND ADDRESS BELOW. FEE 0APLE TITLEHOLDER: I ADDRESS: CITY: PHONE (DAYTRvIE): L_) CONTRACTOR INFORMATION OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE STATE: "Al' ST. of FL REG.CERT #: • C QC s 1327(49Sr ST. LUCIE COUNTY CERT #: BUSINESS NAME: �a- �2 Cary QUALIFIERS NAME: &4-4-�j 22nulhP'-c✓ ADDRESS: S�-i Lj tS Li l Jeof'ehrT CITY: a 5 T . G 0clil e- STATE: rEnj C/1 t-1- ZIP: 3 L( PHONE (DAYTIME): (� ,�`� 3�C (,E� FAXNO. 21.1 -311b SU'!G Email: M 12016 M ri ARCHIT/ENGINEER �-OA'u C ADDRESS: CITY: 'Paix --ST. STATE: /- lcru 664 ZIP: PHONE', (DAYMIE): 07 i;�) I BONDING COMPANY: ADDRESS: CITY: I I MORTGAGE LENDER: ADDRESS: I CITY: STATE: STATE: FI' W' G7 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. COUNTY OF Lp c %�- The foregoing instrument was acknowledged before me this 4; Nt)l day of GAXb, 20 by (Z who is personally known or has produced identification. Signature of Nota _1"0A a *o _.. _ C, : Notary Public - State of Florida •e My Comm. Expires Dec 16, 2016 Commission No Comr(i ") # EE 858761 OF F� Bonded Through National Notary Assn. 111111\\\\ TURE STATE OF FLO A COUNTY OF � . L•y c� C The foregoing instrument was acknowledged before me this Cott day of V•t , 20 by who is personally known or has produced as identification. I Signature of No = ion °e;•; EANNA GIVENS Notary Public - State of Florida Commission No. E My Com(MR)ires Dec 16. 2016 FtO,�• Commission # EE 858761 "poll'\ Bonded Through National Notary Assn. 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. OFFICE USE ONLY BP #: � 3 a$ - d o6 SECTION a O TOWNSHIP G 5 RANGE l.4 a MAP NO. 4 ZONING Q S q LAND USE ,` LOT CVG % TAZ NO. FLOOD ZONE FIRM MAP # 1�J ® 6 1 1ST FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FILLS WATER SEWER SPRINKLERS STORMWATER 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 13 1 1(RADON) LIBRARY PUBLIC BID PUBIC BID PARKS IMPACT IMPACT FEE IMPACT IMPACT FEE CORRECTION FEE FEE GENERAL SCHOOL ROAD CREDIT Y N LAW ENF IMPACT IMPACT IMPACT FEE FEE FEE FIRE/EMS DRIVEWAY Y N DRIVEWAY ADMINISTRATIVE IMPACT REQUIRED FEE VARIANCE FEE FEE SPECIFY MECHANIC ROOF NON -CONFORMING MISCELLANEOUS SUBS ELECTRIC GAS LOT OF RECORD FEES REQUIRED PLUMBING FEES DATE SENT TO ADDRESSING: REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE RECEIVED DATE COMPLETED INITIALS . LIZ NO Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL: '34982 Phone:(772)462-2172 Fax:(772)462.6"3 PROPERTY INFORMATION Address: 3408 Douglas St City / State / Zip: Fort Pierce, FI 34981 Parcel #: 2420-314-0007-000/9 Zoning: RS-4 APPLICATION INFORMATION. Permit Number: 1308-0061 Permit Type: Building (Miscellaneous) CONTRACTOR INFORMATION Contractor Name: Gary C Renshaw Business Name: G & R Contracting Lic Business Addr: 2544 SW Beverly St City /State / Zip: Port St Lucie, FI 34953 REVIEWS AND COMMENTS REVIEW COMMENTS Page 1 Owner(s): Cynthia Kelly Jurisdiction: St Lucie County Lot#: Block: Stories: Automatic Sprinkler System? No Fax Number: 772-340-5040 Email: Gr1966@Att.Net Review Tvpe Status Reviewed By -Date Started Date Completed Date Released Documents Missing Pending Deanna Givens 8/6/2013 8/20/2013 Comment: ROFFING SUB ON HOLD NEEDS TO UPDATE WITH ST. LUCIE.000NTY CONTRACTOR'S LICENSE. Environmental - Veg Permit Req Complete Ben Balcer 8/19/2013 8/9/2013 Comment: .Environmental - Veg Permit Req. Pending Deanna Givens 8/19/2013 8/19/2013 Comment: VEG PERMIT RECEIVED, FILED UNDER X' FOR KELLY - NO FEE Front Counter Review Complete Deanna Givens 81612013 8/6/2013 8/6/2013 Comment: Plans Examiner Review Incomplete Dave Johnson 8/23/2013 8/7/2013 8/23/2013 Comment: TRUSS DRAWINGS DO NOT MATCH WITH BUILDING PLANS Zoning Review Complete Lydia Galbraith 8/7/2013 8/9/2013 8/6/2013 Comment: PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY will be using the following sub -contractors for the (Company/Individual Name) project located at 3 4 raf,1 ?,ee-Ce PIA- . 3q ( 8-1 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 TE C or -T J5a3 a O - Plumbing HVAC/ Mechanical Roofing 3 l %� uc� p_ POOAn ' RC Aqv a 7 1- 1o ©<</ Gas II PERMIT ivUMSER: I I ISSUE DATE: 1 11 PLAITING & DEVELOPMENT SERVICES DEPARTMENT BUILDING dui CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 2 1�? State of Florida Certification Number (If applicable): 42 e 0 as '7 Lf 1 a Jam' I . h u c , � 12® o �'� have agreed to be the (Company Name/Individual e) Ro4,1-1sub-contractor for (Type f Trade) (Primary Contractor) for the project located at 3 H 018� 'Dva r" p", ?-e-ece (Project Street A Mess or Property Tax ID #) 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 , A 14--J� 4 v a �3 SI PRINT N DA Business Name: Address: City/State/Zip: Phone: _ email: OFFICE USE ONLY: PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDIING & CODE REGULATIOINS DMSIOIN BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: O O .(P i 0 State of Florida Certification Number (ifapplimbie): ,A �, tl vy ;2,3 �,d r4� C3�= � ��—� rz4dzb, have agreed to be the (Company Name/Individual Name) a A.-C ire-,d.4f , sub -contractor for (Type of Trade) for the project located at (Project Street Address or (Primary Contractor) 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 R EQUIR.EID OINATUREV �r PRRI&T NANM Business Name: Address: d, City/State/Zip: eAL/v-j Phone: -7- Z `2-f 7 1 U I OFFICE USE ONLY: DATE ci email: t `G ��/ L✓GL, c�� u rly, CGS 1 PERMIT # ISSUE DATE 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, (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 /3 Ore - 00 (o f , 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. Cv r) L-Ala, gri/V Property O er Name (Please Print) Propt Owner Signature Date STATE OF FLORIDA, COUNTY OFF JL�//}/%lJ�� vK� / ACKNOWLEDGED BEFORE ME THIS ��WHO DAY OF ,20BY �/vl /� '(/ IS PERSONALL OWN TO ME OR WHO HAS PRODUCP,D AS IDENTIFICATION. O_OEI_6l0` COMMISSION NUMBER SLCPDSD Revised 08/24/2010 RECEIVED AUG JOSEPH E. SMITH, CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY FILE # 3864562 BOOK 3548 PAGE 108, Recordei;"�3/09/2013 at 01:28 1 NOTICE OF COMMENCEMENT Permit No. `301- 006 I Tax Folio NoA gi at, - q/Y - t;C7lti State of Florida County of St. Lucie 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 z�i ' �J � I'1 �1 j S - `KJ General description of Improvement: J r l �v h ��2 fJE�2 un.C�p Owner irdorynatlon or Less gga Information If the Lessee onia cted for the Improvement: Name ctnd4 gell..r Address 3(doSr 'aou•rtw. STrfir J=rrtT j7irp�e Interest In property: 04,4N_eIL Name and address of fee simple titleholder (If different from Owner listed above): Contractor Phone 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: 63 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: Address: ''// In addition to himself or herself, Owner designates Ky C k Kc11 d e I of to receive a copy of the Uenor's Notice as provided in Section 713,13(1) (b), Florida Statutes. Phone number of person or entity designated by owner: _] Z9 - 3Si - `i iL 3 1 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 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SiTE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of perjury, I declare that I have read the foregoing notice of commencement and that the facts stated therein are truetothe best of my knowledge and belief. (-. " (Sign re of Owner or lessee, or Owners or e's Authorized Offlcer/Director/Partner/Manager (Signatory's Title/office) The foor�regoing Instrument was acknowledged before me this day of��0� _ /4,. �7-7. n U //ii _..ttlllllllll,:,_ for :) Party on behalf of�whom Instrument was executed Personally known,_'�or produced Identification_ ype of Identification produced STATE OF FLORIDA ST. 1UCiE COUNTY REC'EI','"D AUG 09 2M Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462-6443 REVIEW COMMENTS 1 PROPERTY INFORMATION Address: 3408 Douglas St Owner(s): Cynthia Kelly City / State / Zip: Fort Pierce, FI 34981 Parcel #: 2420-314-0007-000/9 Jurisdiction: St Lucie County Zoning: RS-4 Lot#: Block: APPLICATION INFORMATION Permit Number: 1308-0061 Stories: Automatic Sprinkler System? No Permit Type: Building (Miscellaneous) CONTRACTOR INFORMATION Contractor Name: Gary C Renshaw Fax Number: 772-340-5040 Business Name: G & R Contracting Llc Business Addr: 2544 Sw Beverly St Email: Grl966@Att.Net City / State / Zip: Port St Lucie, FI 34953 REVIEWS ANd COMMENTS Review Tvae Status Reviewed By Date Started Date Completed Date Released Documents Missing Pending Deanna Givens 8l6/2013 8/6/2013 Comment: NOTICE OF COMMENCEMENT 8/7/2013 Comment: ELECTRICAL AND ROOF SUB AGREEMENT, AND SUB SUMMARY SHEET. 8/7/2013 Comment: GENERAL CONTRACTOR ON HOLD, PLEASE UPDATE LICENSE WITH CONTRACTOR LICENSING DEPARTMENT. 8/7/2013 Comment: FILLED LANDS AFFIDAVIT. 8/7/2013 Comment: YOU ARE REQUIRED TO HAVE A VEGETATION REMOVAL OR EXEMPTION PERMIT AT TIME OF PICK UP. IF YOU HAVEN'T APPLIED FOR IT YET, PLEASE BRING IN AN APPLICATION AS SOON AS POSSIBLE. Front Counter Review Complete Deanna Givens 8/6/2013 8/6/2013 8/6/2013 Comment: Plans Examiner Review Pending 8/7/2013 Comment: Zoning Review Incomplete Lydia Galbraith 8/7/2013 8/6/2013 8/7/2013 Comment: THE SURVEY IS INCOMPLETE AND DOESN'T INDICATE THE PROPOSED PORCH. Comment: THE BUILDING PLANS ARE NOT MATCHING WITH THE SURVEY. IT IS NOT CLEAR WHICH BUILDING WILL 8/7/2013 HAVE THE PROPOSED ADDITION. NONE OF THE BUILDING IS MATCHING THE BUILDING ON THE BUILDING PLANS. 8/7/2013 Comment: PLEASE PROVIDE A 2ND SET OF PLANS FROM PAUL WELCH, WE ONLY RECEIVED ONE SET. 0 0 EDWARDS ROAD LOCATION MAP NOT TO SCALE LEGAL DESCRIPTION: THE EAST 3 ACRES OF THE SOUTH 1/2 OF THE SOUTHEAST 1/4 OF THE NORTHEEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 20, TOWNSHIP 35 SOUTH, RANGE 40 EAST, ST. LUCIE COUNTY, FLORIDA. LESS THE SOUTH 17 FEET FOR ROAD RIGHT-OF-WAY. CONTAINING 123,518 SQUARE FEET OR 2.836 ACRES, MORE OR LESS. 1■ Property Appraiser - St.Lucie County, FL Page 1 of 1 Cynthia Kelly Record: 1 of 3 Property Identification Site Address: 3408 Douglas St Sec/Town/Range: 20 :35S :40E Map to: 24/20S Zoning: RS-4 Ownership and Mailing Owner. Cynthia Kelly Address: 340E Douglas St Fort Pierce FL 34981-6002 Sales Information Date Price Code Deed 5/19/2011 100 0111 QC 11/29/1999 100000 01 DE 3/18/1998 100 01 WD PROPERTY RECORD CARD «Prey Next>> Spec.Assmnt Taxes Exemptions Permits Home Print ParcellD: 2420-314-0007-000-9 Q ^ G2 Account #: 27629 h Use Type: SF Res City/Cnty: Saint Lucie County Legal Description 20 35 40 E 3 AC OF S 1/2 OF BE 1/4 OF NE 1/4 OF SW 1/4-LESS S 17 FT FOR RD R/W- (39) (2.93 AC)(OR 21 More... Assessment 2012 Total Land and Building Book/Page 2012 Final: 152500 Land Value: 70300 Acres: 2.93 3295 / 1271 Assessed: 117907 Building Value: 82200 1264 / 2575 Ag.Credit: 0 Finished Area: 2473 SgFt 1133 / 1098 Exempt: 50500 Taxable: 67407 Taxes: 1558 BUILDING INFORMATION Exterior Features View: RoofCover: TN - Metal RoofStruct: GA - Gable ExtType: HC - HC YearBll: 1962 Frame: Grade: C - C EffYrBlt: 1970 PrimeWall: BP - Conc Block StoryHght 0020 - 2 Story No.Units: 1 SecWall: WN - Wood no Sh Interior Features BedRooms: 3 Electric: MX - MAXIMUM PrmintWall: PB - PANEL BOARD FullBath: 2 HeatType: FHA - FrcdHotAir AvgHt/FI: 1/2Bath: 0 HeatFuel: ELEC - Electric Prm.Flors: SP - Sing Pine %A/C: 100 %Heated: 100 %Sprinkled: 0 Special Features and Yard Items Land Information Type Y/S Qty. Units Qual. Cond. YrBlt. No. Use Type Type Measure Depth FEN6 - CHAINLINK 6' Y 1 396 AV AV 1972 1 0100-SF Res 505 -Acres 2.93 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED http://www.paslc.org/pasle/pre.asp?prelid=242031400070009 8/6/2013 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Mffeka RE: 26459 - Kelly Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd, T FL 3361OA115 Customer Info: G & R Contracting Project Name: Kelly Residence Model: Porch At� I I n Lot/Block: Subdivision: Address: 3408 Douglas Street • City: Ft. Pierce State: Florida 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/TPI2007 Design Program: MiTek 20/20 7A Wind Code: ASCE 7-10 [All Heigh][I Floor Load: N/A psf Roof Load: 37.0 psf Wind Speed: 160 mph This package includes 9 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. I Seal# ITruss Name Date 17/291613_ 1 IT4950472 -CJ1 12 I T4950473 I -EJ3 17/29/013 3 IT4950474 I -HA 7/29/013 4 IT4950475 IA01G 17/29/013 5 IT4950476 IA02 7/29/013 I6 I T4950477 I A03 17/29/013 17 IT4950478 IA04G 17/29/013 8 IT4950479 IA05G 7/29/013 9 IT4950480 IA06 7/29/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is. for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. � A. rt No 3938 4 � S i Y =r S ATE OF :r O i CfiIaPY�X*> { .gYJ'i i. i.•� FL Cert. 6634 July 29,2013 Alban, Thomas 1 of 1 Job Truss Type 0ty Ply Kelly Residence T4950472 Truss 25459 Jack -Open 6 1 ob efere rs (optional Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 Mrrek Industries, Inc. Mon Jul 29 09:4223 2013 Page 1 ID:2farDjygJg5HgE7fgsuAV4ytHDd-m6ngIX[xRF4nt9HBZDSF09jhHFOCzdyp5b4XXgytFt -2-0.0 , 1-0-0 1 2-0-0 110 Scale =1:6.9 Refer to MITek "TOE -NAIL" Detail for connection to 3 supporting carrier truss (typ all applicable Jacks on this job) • 4.00 f 12 2 ' A i r 4 1 2x4 = 1-a 1906 Plate Offsets X 2:0-0-2 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 6 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 REACTIONS (lb/size) 2=238/0-3-0 (min. 0-1-8), 4=-38/Mechanical, 3=17/Mechanical Max Horz 2=37(LC 4) k� Max Uplift 2=1 33(LC 4), 4=38(LC 1), 3=17(LC 1) ffti t Max Grav 2=238(LC 1), 4=20(LC 4), 3=9(LC 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=116 t' BOT CHORD 24=119 NOTES 1) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=0ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 have been designed to for tolerances or rough handling and erection conditions. It is the �l llll��, 2) As requested, plates not provide placement ,♦���1 responsibility of the fabricator to increase plate sizes to account for these factors. ` 1�j A; 1'. 3 Plates checked fora plus or minus 0 degree rotation about its center. P 9 ♦♦♦ ., ♦♦ 0 �I E .N '-..1, 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. bottom in 3-6-0 tall by 2-0-0 will ,� • -,�' \ 0 S ���� V 5)' This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle wide : fit between the bottom chord and any other members. •' •. 3938 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 2, 38 lb uplift at joint 4 * and 17 lb uplift at joint 3. 7) "SemFrigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. {� r : [U. . AT E LOAD CASE(S) Standard i�� ONAL FL Cert. 6634 July 29,201 AWARNM - VerTy design parameters and READ AVM ON 7717E AND INCLUDED Nf7RKREFER&WB PAGB Af 1-7473 BEFORE US& !� Design valid for use only with Mirek 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 a 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 responsiblGty, 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 Fast Blvd. Solely Information va• able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. IfSouthernpine�SP�lumb♦=r:issgeciTted,thedesignvalit SareUloseeffetlive05 OVIO13byA15C Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply Kelly Residence T4950473 25459 -EJ3 Jack -Open 5 1 Job Reference factional East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Mon Jul 29 09:42:24 2013 Page 1 ID:2farDjygJg5HgE7fgsuAV4ytHDd-EI LXytJZCYCeUJrN7xzUxNGsl fjei4CyKFp537ytFs -2-0-0 340-0 _ I I 2-0-0 3-0-0 Scale=1:10.3 3 4.00 12 N N.. N 2 2x4 4 1 3-0-0 J 3.0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing iek installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=50/Mechanical, 2=255/0-3-0 (min. 0-1-8), 4=23/Mechanical Max Horz 2=58(LC 4) Max Upfif:3=40(1-13 5), 2=142(LC 4), 4=27(LC 5) Max Grav 3=59(LC 13), 2=255(LC 1), 4=42(LC 3)r� FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=73 1 BOT CHORD 24=69 aa LA F aj id �. NOTES 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=011; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ,♦��11 �� �l/��, 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦ PS A: �I> 4 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an 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 ,♦���.,.'�G E.� S •9�J,�i fit between the bottom chord and any other members. `� � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift atjoint 3, 142 lb uplift at joint 2 l 3938 and 27 lb uplift at joint 4. ' Semi -rigid id itchbreaks including heels" Member end fix' model was used in the analysis and design of this truss. �° 9 P 9 fixity Y• 9 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard ATE ((/ .•• 00 Q .40810NA� E % FL Cert. 6634 July 29,201 AWARMM - Perffy design parantetera andRM M"ZS ON IWB AM INCLfA>W BYTE IWBRSNCBPAGB MR-7473 BEFORE USN • Design valid for use only with Mil ek 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 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-89and BCSI Building Component 69D4 Parke East Blvd. Safety Information oble om�s PlateIns d8 eet Off 2, leM]PPrne=btr0t�bATampa, -4115 Job Truss Truss Type Qty Ply Kelly Residence T4950474 25459 -HJ4 Diagonal Hip Girder 3 1 Job Reference footionall East Coast Truss, Fort Pierre, Fl- 34946 7.420 s Apr 12013 MTek Industries, Inc. Mon Jul 29 09:42:24 2013 Page 1 ID:2farDjygJg5HgE7fgsuAV4ytHDd-EI LXytJZCYCeUJrN7xzUxNGgdrj pi4CyKFp537ytFs -2-9-15 , 4-2-3 r 2-9-15 4-2-3 Scale = 1:13.8 2x3 I I 3 4 2.83 12 co 1 3x4 = 6 2x3 II 5 4-1-13 4-2r3 4-1-13 04. Plate Offsets X 2:0-2-15 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.01 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Holz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 18 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=104/Mechanical, 2=294/0-3-0 (min. 0-1-8) Max Horz 2=68(LC 4) Max Uplif6=87(LC 5), 2=224(LC 4) FORCES. (lb) -first Load Case Only TOP CHORD 1-2=35, 2-3=284, 3-4=4, 3-6=76 r t BOT CHORD 2-6-289. 5-6=0 NOTES 1) Wind: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=OR; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� t� S Aw 3) Plates checked for a or minus 0 degree rotation about its center. r•. ••�•.•qLe ��j� plus ,�1�O 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' G E N,9 •"••'9 t� ,� 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. 3938 •. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 6 and 224 lb uplift at joint * �' 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 16 lb down and 79 lb up at 1-3-15 on top chord, and 36 lb up at 1-3-15, and 36 lb up at 1-3-15 on bottom chord. The design/selection of such connection device(s) is the ATE responsibility of others. Q '• . • �!/ 9) Warning: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. �� T• .�`� 0 R., Q Q� �_,�� front back �j ' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as (F) or (B). . • • R*•_`�+'� LOADCASE(S) Standard 1'�'�{��� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=54, 57=20 FL Lett. 6634 July 29,201 Continued on a e 2 A WARNrM} -Veofff design pmmmetem and RUD =M ON 7N/B APM M I ZIRD KIMRBPBRBNCBPAGB JUI.7473 BBFORS USIK �■� 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 MiTek' erector. Additional permanent bracing of the overall structure Is the responsibjlty of the building designer. For general guidance regarding. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality QBeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satety Information a' able from jruss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14 HSailtNErtYPireelaVjhun ietdsperified,thedtfttivahtMareLhosecffessixeO6 01("fi igbvAM Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Kely Residence T4950475 25459 A01G Half Hip Girder 2 1 Job Reference foptionall East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 M7ek Industries, Inc. Mon Jul 29 09:42:25 2013 Page 1 I D:2farDjygJg5HgE7fqsuAV4ytHDdjUvv9DKCzsKV6SQZheUjTao3q331RWS6YvZebZytF -2-0-0 3.0-0 _ 5.1-0 2-0.0 3-0-0 2-1-0 Scale = 1:14.6 4x10 6x6 I I 3 4 4.00 12 11 N _ 2x4 - c5 2 Y d 1 2x4 61x4 II 5 3x4 = 5.1-0 .10 2-1-0 ' Plate Offsets X 3:0-5-0 0.1-13 7:0-2-0 0.1-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.01 6-10 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 6-10 >999 180 BCLL 0.0 • Rep Stress Incr NO WE 0.06 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 23 lb • FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=350/0-3-0 (min. 0-1-8), 11=23710-3-0 (min. 0-1-8) Max Horz 2=59(LC 4) Max Uplift2=218(LC 4), 11=189(LC 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=289, 3-4=79, 5-7=188, 4-7=188 BOT CHORD 2-6=254, 5-6=271 WEBS 3-6=121, 3-5=-226 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf: h=Oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; parch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage to water �• •� • •., �j adequate prevent ponding.� ,. 4) As requested, have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the E N & •` e� �i� plates 04�QN. responsibility of the fabricator to increase plate sizes to account for these factors. `� /`G 5) Plates checked for a plus or minus 0 degree rotation about its center. 3938 '• 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,* 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will r fit between the bottom chord and any other members. f 8) Bearing at joint(s) 11 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity {� of bearing surface. i ATE �+ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 2 and 189 lb uplift at 0 0 �• �(/ �i joint 11. 10) "Semi including heels" Member end fixity model was used in the analysis and design of this truss. ,jf�t� Q F(�X -rigid pitchbreaks •. ` 69 ��!i ort lb on Hanger(s) or other connection device(s) shall be provided sufficient to 11) Pb bottom d load(s) 7chord. The design/slb down and s l ) N A� and 86 lb3-0- 50 lb down and 40 up at 4-7-112 on election n of 00 t she on device(s)o responsibility othed such connection 12) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ' 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). FL Cent. 6634 LOAD CASE(S) Standard July 29,201 Continued on a e 2 AWARM G-Vedfgdesignpwcan az and READ =7W ON IWSAND INMWJK(11SfnKRBFBRKKBPAGE W-7473BWORSUSE Design valid for use any 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 WOWerector. 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/7?11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, A 2314 K3outhemP71teI5F luri7tleti55petiifi t3t�d ssgnu2ht SMthW PffeCLi 01jf$013ElyAiSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Kelly Residence T4950476 26459 A02 Half Hip 2 1 I Job Reference (optional East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MiTek Industries, Inc. Mon Jul 29 09:42252013 Page 1 ID:2fagygJq5HgE7fqsuAV4ytHDd jUvvgDKCzsKV6SQZheUjTaD4032vRXSGYvZebZytFs -2-0-0 5-D-0 5,1,0 I 2-40 5-D-0 0-1-0 46 Scale=1:14.7 3 4.00 12 N N d 2x4 — 9 2 y d 1 2x4 42x3 I I i 4-9.8 i 5-1-1 i 4-9.8 0$9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.02 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 9 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 22lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installatione REACTIONS (lb/size) 2=326/0-3-0 (min. 0-1-8), 9=128/0-3-0 (min. 0-1-8) Max Horz 2=77(LC 4) Max Uplift2-184(LC 4), 9=102(LC 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=128, 4-5=37, 3.5=37 BOT CHORD 24=138 NOTES 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 'f� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ,*1s A; t`(4 ! •., �� �j� psf 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 %* O.;r' • G E IN •+ V\ ^ �i- fit between the bottom chord and any other members. ���A� ,� 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity 3938 of bearing surface. * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 2 and 102 Ib uplift at :• joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Mr- 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ATE ' LOAD CASE(S) Standard .0 ����4% � . IN , Q ^•�( R 4.Q; ,� .V �••I,,, •,• V fO N FL Cert. 6634 July 29,201 AWAMM - Val}g/ desigrt parwaetem cmd[RBdD NOTES ONT91S AND MNCLWW M78KRBFBRBNCBPAGB lUF-T473 BWORS UM Design valid for use any with M7ek 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 responsibility of the iwiTek' 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/rPl1 Quality Cdferfa, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information 9va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 2314 Oij$O13hyAt5C Tampa, FL 33610-4115 KSosstl=etYrPirL3PfumhsisifieYhedeSesvatu2saip'tht7seectYveO Job Truss Truss Type Qty Ply Kelly Residence T4950477 26459 A03 Monopilch 25 1 Job Reference o do al Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MiTek Industries, Inc. Mon Jul 29 09:4225 2013 Page 1 ID:2farDjygJg5HgE7fqsuAV4ytHDd jUvv9DKCzsKV6SQZheUjTao4O32vRXS6YvZebZytFs -2-0-0 5-1-0 2-0-0 5-1-0 4x6 = Scale=1:14.3 3 4.00 12 q 4 N 2x4 = 9 2 y d 2x4 = 1 42x3 11 51-0 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.02 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 4-8 >999 180 BCLL 0.0 ' BCDL 10.0 Rep Stress Ina YES Code FBC20101TP12007 WB 0.00 (Matrix-M) Horz(TL) 0.00 9 Na n/a Weight: 22 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-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 REACTIONS (lb/size) 2=326/0.3-0 (min. 0-1-8), 9=128/0-3-0 (min. 0-1.8) Max Horz 2=77(LC 4) Max Uplift2=184(LC 4), 9=102(LC 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=127, 4-5=37, 3-5=37 BOT CHORD 24=137 NOTES 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf: heft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. r►1/1/11111►,���I A: 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 3-6-0 tall by 2-0-0 wide will `�0- ,qLe , •. • • : • . {jam �% �.,�' G E Als •�. �f I� fit between the bottom chord and any other members. �6) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityof bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 Ib uplift at joint 2 and 102 Ib uplift atjoint ".ATE 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.9) Warning: Add'Rional permanent and stability bracing for truss system (not part of this component design) is always required. V.. ((� LOAD CASE(S) Standard O'r n81 FL Cert. 6634 July 29,201 A WARNING - VenD design pownet" and READ NOTES ON MUS AND AVCLf/DBD JffnXRSFERRlCB PAGB i I-7470 BBFORS 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 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/TPII Quardy Criteria, DSB-89 and BCSI Buildlnp,Componerd 6904 Parke Fast Blvd. Safety Information gvo' able from jruss�Pl,`ate Institute, �7811 N. Lee Street, Suite 312. Alexandria, yA 14 aSoushefriPuiel I;trrsthetxs gavxruesaxe'drosg UetLiveU6 10013hypix Tampa, FL 33610-4116 Job Truss Truss Type Ply Kelly Residence �Qty T4950478 25459 A04G Half Hip Girder 1 1 Job Reference (optional Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MTek Industries, Inc. Mon Jul 29 09:42:26 2013 Page 1 ID:2farDjygJg5HgE7fgsuAV4ytHDd-BhTH NZKgkASM kc71 EM7yooLEaT01 AzVFnZIC77ytFs -2-0-0 3-0-0 4-11-8 2-0.0 3-0.0 1-11-8 Scale = 1:13.9 4x10 = 24 11 3 4 4.00 12 2 1 2x4 61x4 II 5 3x4 = 3-0-0 4-11-8 3-0.0 1-11-8 Plate Offsets 3:0-5-0 0-1-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.01 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-8 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer installation guide, REACTIONS (lb/size) 2=341/0-3-0 (min. 0-1-8), 5=208/Mechanical Max Horz 2=59(LC 4) Max Uplift2=21 1 (LC 4), 5=163(LC 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=264, 3-4=0, 4-5=49 BOT CHORD 2-6=230, 5-6=247 WEBS 3-6=124, 3-5=285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; heft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 ♦♦11111►111t/11�, plate grip DOL=1.60 `♦♦,S A. 3) Provide adequate drainage to water �� ,jam prevent ponding. ♦♦ \y" . 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 1♦-�O.,rC E (�( S+'•.�•9�1 I� responsibility of the fabricator to increase plate sizes to account for these factors. '�� `��A� ,•` 5) Plates checked for a plus or minus 0 degree rotation about its center. 3 938 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * '.10 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 r ' fit between the bottom chord and any other members. = 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 163 lb uplift at ' {� joint 5. .� ATE : 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �� O be to load(s) 7 lb down and 69 lb up at 3-0-0 on �� T �'. 10) Hanger(s) or other connection device(s) shall provided sufficient support concentrated �� top chord, and 86 lb down and 103 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the �J# • OR. X Q.' `�� v♦ , responsibility of others. S ` . truss this design) is always required. ��lO N A; arning: Additional system (not part of component % # and stability to ace In the fracing 12) the LOAD CASE(S) section, loads of the truss are noted as front (F) or back (Br LOAD CASE(S) Standard FL-Cert. 6634 July 29,201 Continued on a e 2 AWARNM - Vayy, design parmnetera and READ NOTES ON7WS AND INCLfIDSD J f=R13FBR&WB PAGE A91-7473 BBFORS USE. Design valid for use only with Wok connectors. This design is based any upon parameters shown, and is for an Individual building component. �• Iva 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 resporaibTty, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 14. HSauthettfPine�SP�hirobettsspecffied,thedesignvalues ate the seeBectivet]b 01AGISbyMX Tempe, FL 33616d115 Job Truss Truss Type Qty Ply Kelly Residence T4950479 25459 AOSG Monopitch Girder 1 1 Job Reference o 'o a Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 Mrrek Industries, Inc. Mon Jul 29 09:42:26 2013 Page 1 ID:2farDjygJg5HgE7fgsuAV4ytH Dd-B hTHNZKgkASMkc?IEM?yOoLEYTIiA_iFnZIC7?ytFs -2-0 5-1-0 - - 2-0-0 5-1-0 4A = Scale=1:14.3 3 4.00 12 y 4 N 2x4 = 9 2 lit 10 1 42x3 11 NAILED 3x3 = 5-1-0 r 5-1-0 Plate Offsets 2:0-1-14 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.06 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.07 4-8 >903 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 22 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purling, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide, REACTIONS (lb/size) 2=42410-3-0 (min. 0-1-8), 9=344/0-3-0 (min. 0-1-8) Max Horz 2=77(LC 4) Max Uplift2=260(LC 4). 9=291(LC 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=35. 2-3=-421, 4-5=127, 3-5=127 BOT CHORD 2-10=453, 4-10=126 NOTES 1) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opst heft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a or minus 0 degree rotation about its center. ���� S A: •. • :...��e �Ij, plus 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,���O�1r•. ,� •� G E N s+ • q �� 5) ' This truss has been designedfor 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 ,% A �•' V fit between the bottom chord and any other members. `� -11 • 39.3$ 6) Bearing at joint(s) 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity .* of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 291 lb uplift at - joint 9. � rcc:z 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE 1.ft �1l � 9) "NAILED" indicates 3-1Od (0.148"xT) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MTek's ST-TOENAIL Detail. ���. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)127 lb down and 128 lb up at TQ;.' 5-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. design)stem Is �j �s •: 0 F: � 100*1 %% 11) Warning: Additional (not part of this component always required. r truss ytruss and stability bracing ace In ��S�Q N A; '%1% 12) the LOAD CASE(S) ection,tloads ppl d to the fof the are noted as front (F) or back (B) ` LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 FL Gert. 6634 July 29,201 Continued on a e 2 AWARAM-Per{fydesign parmnetemand READ ROM ONIWSAND I=EMBDJ19MRBPBRBNCBPAGE iUI-7473BEFOR13ll ■■■ Design valid for use only with MrTek 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 a 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 B the responsblrity 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 Fast Blvd. Safety InlonnaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14 Tampa, FL 33610.4115 IfSoutherx7Puee[5SP)tumbeerisspetifred,thedesignval�areOioseeAfQm.& 01f1013byA= Job Truss Truss Type Qty, Ply Kelly Residence T4950480 25459 A06 Jack -Open 1 1 job Refe a ce o tonal East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Mon Jul 29 09:42:26 2013 Page 1 I D:2fagygJq5Hg E7fgsuAV4ytHDd-BhTHNZKgkASM kc?I E M?yOoLCXTMwA_iFnZI C7?ytFs -2-0-0 4-11-8 r 2-0-0 4-11-8 3x4 Scale = 1:14.1 3 4.00 12 n � 4 2 5 d 1 2x4 42.3 II �4-10.11-10.11 4-10.11 Plate Offsets X 2:0-2-14 0-0-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.02 4-8 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.03 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-11-8 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. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=31210-3-0 (min. 0-1-8), 5=141/0-1-8 (min. 0-1-8) Max Horz 2=77(LC 4) Max Uplift2=175(1-C 4), 5=111(LC 5) FORCES (lb)_- First Load Case Only TOP CHORD 1-2=35, 2-3=100, 4-5=36, 3-5=98 BOT CHORD 2-4=109 NOTES 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=Oft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 111111 f 111 j� `%,j11111111111111111 responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. � PS A 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,`� O� ♦ G E N cv+'•,�•9 •N.� 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. • 0 •. 393fPI 6) Bearing atjoint(s) 5 considers parallel to grain value using ANSU1 angle to grain formula. Building designer should verify capacity * of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 2 and 111 lb uplift at � i joint 5. ATE 9) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 0 �. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.�4 O R. `Q '�� LOAD CASE(S) Standard t s .• 1 N A; fQ �� 0 FL Cert. 6634 July 29,201 A wdRAm - 9enry design parizind is andRw NOTES oN ma Am JAIumw 1 nvxRBFBRSNCB PAGB li7R--7473 BSFORS USS, Design valid for use only with MiTek connectors. fits design is based any 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 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/1711 Quality Criteria. DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety information a' able from Truss Plate Institute. 781 N. Lee Street, Suite 31Z Alexandria, A 2314. If3outhemPule�P, lutribeskspacfied,thedesignvaluesairethoseeBestive 01A013byALSC Tampa, FL 3361(F4115 i Symbols PLATE LOCATION AND ORIENTATION 14- 3/4 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 1�116 " For 4 x 2 orientation, locate plates VAP 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. BEARING 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 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® All Rights Reserved Nil MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 ®General Safety Notes 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 by ANSI/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 purrins 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. 7