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OFFICE USE ONLY: I 1 DATE FILED: PLAN REVIEW FEE: RECEIPT NO.: PERMIT NUMBER: CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO.: ALL INFO MUST BE COMPLETE & FILLED Vi TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGU:r.., XIONS DIVISION 2300 Virginia Ave! ;� SCANNED Ft. Pierce, FL 34982-5652 B Y 772-462-1553 C IN U I '�:) 00 —UL" St. Lucie County APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: 0U Ne4kS &\, C1 . ,,knS erg 43 C Cc C 11. FC. -� 495-1 2. PROJECT NAME: SITE PLAN.NAME: _ 3. PROPERTY.TAX ID #: Lj6a? - 50 0- 11 4 y - 0 6 d - q 4. LEGAL DESCRIPTION (attach extra sheets if necessary): �J ({i k) 1gIAXci 1-,. c- i Q e ion - SeeiIc;,, 1 [ V-a-(-L�J__1.6.0 ON8 ro-MirA... shaYC %A chmy�L' r elcr^4-- cr 6065-2) 5. PLAT BOOT,' 6. PAGE NO. 7. BLOCK NO. 8. LOT NO. 9. PARCEL SIZE (ACRES/SQ FT.): '� LOT DI ENSIONS: 0 l I 0957 10. COMPLETE DESCRIPTION OF CONSTRUCTION PROJECTOR WORK ACTIVITY: keg�X.— cKA bu►1d Y\cvj 5•��t tc�r�t (ter hems:_. �-R,S I l . SETBACKS (ACTUAL) FRONT: AFC BACK: t) RIGHT Sh '•E: 0.!5 LEFT SIDE: 12.- TYPE OF CONSTRUCTION (Check all appropriate boxes) [ ] NEW CONSTRUCTION [ ] RESIDENTIAL [ ] OTHER (SPECIFY) [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [ ] COMMERCIAL [ ] INDUSTRIAL DESCRIPTION OF PROPOSED USE: ,1,4 0 m e, SQ. FT OF CONSTRUCTION: _ Q y 15. SF.' rc c C?, S . 0?13W 213" lst FLOOR: VALUE OF CONSTRUCTION: $ I� i-KTow V� r' The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County res. :-es 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 con :truction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 UPDATED 6/25109 OWNER INFORMATION NAME: —) C MC - ADDRESS: In ['?- CITY: J',cv-,Scv\ g6Cac1-� STATE: _�L ZIP: ?-'tAP S7 PHONE (DAYTIME): (J& 2;%L] - lqk 5 Email: ,\rev tll. tdw_ IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISYED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: PHONE (DAYTIME): L__) CONTRACTOR INFORMATION STATE: ZIP: ST. of FL REG.CERT #: (3 561 1� VL ST. LUCIE COUNTY CERT #: Z 3 (30 BUSINESS NAME: le-6- V-y C O `, S-%V C QUALIFIERS NAME: C% C 1[ V1-1l GVip S ADDRESS: 1 e-C CL r-, �Y . CITY: STATE: F- L _ ZIP: 314 q 53 PHONE (DAYTIME): lZ ZEmail: Mf k" r Corn ARCHIT/ENGINEER: C r-e s vw C 1 1 P E '2,7 0® Z ADDRESS: Ll" 6q 5 C V Lib n A `c c. CITY: 5 bXLy k STATE: IF L ZIP: 2--., Lk C� Cl-7 PHONE (DAYTIME): (111) 215 0 16L BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER: ADDRESS: CITY: STATE: ZIP: STATE: 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. -1 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. W OR CONTRACTOR SIGNAT STATE OF FLORIDA j .. a COUNTY OF � 1�i9��.i�� The foregoing instrument was acknowledged before me this I day of � 20_L,� byZ-W who is personally knower or has produced as identification. w Signature of Notary DAVID N. Commission No. sq • '�: mission 5518 Expire .September 25, 2014 :7 PF o�v B.MWThmTmyFanI 80a 7019 ua• f CONTRACTOR SIGNATURE STATE OF FLORIDA S 1 COUNTY OF'.' cJ The foregoing instrument was acknowledged before me this _day of 20] by who is personally know or has produced as identification. DA Signature of Notary Commission No. ; l'Y �= mmIss10 5518 Pam; Expires September 25, 2014 no'* ThruTmyFainInsumm800,485-7019 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 ONA`;'JERIBUILDER APPLICANTS. For specific instructions see appropriate permit checklist. Fm Q�Tj% OFFICE USE ®� ll 1 .aoF lI O SECTION TOWNSHIP RANGE MAP NO. ZONING I LAND USE �( � LOT CVG % j j TAZ NO. FLOOD ZONE. f' / FIRM MAP # f 1ST FLR ELV MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FIRS 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 l CA AREA FEE FEE LIBRARY PUBLIC BID PUBIC BID PARKS IMPACT IMPACT FEE IMPACT FEE CORRECTION FEE FEE GENERAL SCHOOL 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 v NON -CONFORMING MISCELLANEOUS SUBS ELECTRIC V GAS LOT OF RECORD FEES REQUIRED PLUMBING/ FEES DATE SENT TO ADDRESSING: REVIEWS FRONT ZONING SUPER OR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER. REVIEW RE W REVIEW REVIEW REVIEW REVIEW DATE RECEIVED DATE ` COMPLETED INITIALS I if JOSEPH E. SMITH, CLEFT -1F THE CIRCUIT COURT - SAINT LUCIE COT--'nY FILE # 3874850 OR B( 3557 PAGE 2760, Recorded 09/11/201:" 11:52 AM NOTICE OF COMMENCEMENT Permit No. LM 7 -005 5 Tax Folio No. H,5001 �' ) _`_J wWg 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. street IDI Genes Owner mfo tlon or Lessee Information if the Lessee contra for Impror Name S E Q' 801.1 le ttlCal� I - Address alO ReQlnE51,) r- Q )1J Interest In property: Name and address of fee simple titleholder (if different from Owner listed above): =A - yiY1•Ti1L"i�T .�! � � rA�.Ga .a ����r�'+� 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 Lienor's Notice as provided in Section 713.13(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 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 true to the best of my knowledge and belief. /-, > r (Sign of Owner or Lessee, or On wer s o ssee's Authorized Officer/Director/Partner/Manager (Signatory's Title/Office) The foregoing instrument was acknowledged before me this day off]_ , 20J3, B � as __ �� for am of Person. Tvpe of authority (e.g. officer, trustee) Party n behalf of whom Instrument was executed EZ DAVID N. KNEPPER rsonally(Signature of Nota Publ State of Florida) N DO 995518(Print, Type, or Stamp Commissioned Name of N iA0.-IbP_r?5, 201 a of Ide i SepWft 25,2014 Idu,.I.T.,rtlntavmmw STATE OF FLORIDA ST.' LidCIE COUNTY THIS IS TO CERTIFY THAT THIS I S A THE A80CORP.Z-CT COPY Q,`TFbE OR I6144 Rhf E sMlTp, CLJ _KI By: Date ,9 , 00e pia 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: 1012 Nettles By City / State / Zip: Parcel #: Zoning: Jensen Beach, FI 4502-501-1199-000/9 Maio APPLICATION INFORMATION Permit Number: 1308-0058 Permit Type: Building Residential (SFR) CONTRACTOR INFORMATION Contractor Name: Mack Matos Business Name: Mel-Ry Construction Business Addr: 10967 S Ocean Dr City / State / Zip: Jensen Beach, FI 34957 REVIEWS AND COMMENTS RE I CO ENTS (JJ Page 1 Owner(s): Hanny O'Boyle / James E O'Boyle Jurisdiction: St Lucie County Lot#: Stories: SEA / 3 2013 r'al4ATTING St. Lucie County, FIL Block: Automatic Sprinkler System? No Fax Number: 772-229-9440 Email: Mack@Mel-Ry.Com Review Type Status Reviewed By Date Started Date Completed Date Released Documents Missing Pending Angela Huff 8/6/2013 8/6/2013 Comment: RECORDED NOTICE OF COMMENCEMENT 8/7/2013 Comment: THE CONTRACTOR/AGENT IS REQUIRED TO SIGN THE FLOOD HAZARD MEMO AT TIME OF PICK UP. Environmental - Veg Permit Req Complete Jennifer Evans 8/20/2013 8120/2013 8/19/2013 Comment: Front Counter Review Complete Angela Huff Comment: Plans Examiner Review Comment: Zoning Review Comment: 8/26/2013 8/6/2013 8/6/2013 Complete Carl Peterson 8/2312013 8/26/2013 ". 8/7/2013 Incomplete 817/2013 ' •817/2013 BASED ON ST LUCIE COUNTY LAND DEVELOPMENT CODE CHAPTER 7.10.16 (Q) NO PORTION, OTHER THAN A MAXIMUM OF TWELVE (12) INCH UNSUPPORTED ROOF OVERHANG, INCLUDING APPENDAGES TO THE ROOF OF THE RECREATIONAL VEHICLE, TRAVEL TRAILER, DETACHED SINGLE-FAMILY RESIDENCE, OR ADDITION, INCLUDING BUT NOT LIMITED TO WOODEN DECKS, BAY WINDOWS, TIP -OUTS OR AWNINGS, MAY ENCROACH INTO ANY REQUIRED SETBECK OR SEPRATION AREA, HOWEVER, ROOF IS NOT ALLOWED TO HANG OVER THE PROPERTY LINE. THE PLANS EXAMINER NOTICED THAT THE PLANS INDICATE A 12" ROOF OVERHANG ALL AROUND WHILE THE RIGHT SIDE SETBACK IS ONLY 0.5'. PLEASE PROVIDE CORRECTIONS. Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(772)462-2172 Fax:(772)462.6443 FLOOD HAZARD NOTICE PERMIT NUMBER: 1308-0058 8/7/2013 LOCATION: 1012 NETTLES BV Jensen Beach CONTRACTOR: MACK MATOS DBA: MEL-RY CONSTRUCTION OWNER: James E O'Boyle NOTICE This Notice is to inform you that your property is in a Flood Hazard Zone. This means that the elevation for the first floor must beset at 6 feet, NAVD (mean sea level), or 18" above the crown of the road whichever is greater. NO CONSTRUCTION is to proceed beyond the 1 st floor/slab inspection, or just prior to the second floor pour of a multi -story structure, until the required elevation certification has been completed by a registered surveyor, and received and approved by the Building Division of the St. Lucie County Community Development Department. Violation of the requirement will result in the scheduling of a public hearing before the St. Lucie County Code Enforcement Board. The Board is empowered to levy a fine not to exceed $250.00 per day for each day the violation continues. A fine not to exceed $500.000 per day may be levied for a repeat violation. The fine may become a lien upon the real or personal property of the violator. The elevation certification may be submitted any time within 21 calendar days from the above; however, no further construction should take place, nor will any inspections be made until the required certification has been received and approved. Signature q1h 3 Date JLIE r G _ St. Lucie County M a Building & Zoning ��OR1dA BUILDING PERMIT SUB -CONTRACTOR SUMMARY i✓L" J c & `N� ' KV G�`) -� Will be using the following sub -contractors for the (Company/Individual Name) r project located (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 Electricalc1c Plumbing rTc. A HVAC/ Mechanical 0 q�G:✓� _ G �l Roofing j� c,)1c� �c'iz a �/ occ 5 : Cas ONCE USE ONLY: PERMIT NUMBER: 1 _. �, �n ISSUE DATE: Y.:. ST. LUCIE COUNTY PUBLIC WORDS BUILDING & ZONING DEPARTMENT BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: I 60 A State of Florida Certification Number (If applicable): Owla Ll k have agreed to be the (Company Name/Individual N i e) Kt.m1 sub -contractor for O ✓ �'yv� �' (Type of Tr e) (Primary Contractor) for the project located at (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the abov:e'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� A'4o SI D A-TPRINT NAME DATE Business Name: Address: L City/State/Zip: � U_p - �_- 3 ci S'i Phone: email: ����j�lailll���;d�0�e11SIa��S,Cosu OFFICE USE ONLY: 1. ''PERMIT # : � ISSUE DATE 3IHa 3nssl # JJW23d "A Najv-brdJ1') a "Fouo le$`bh g -W -7d :A9 NO 51sll aaI"o L 1 —A LZ : PLz- :anogd �► D07 �5 ��od :�zr sr UVlan_ flp£L :ssaaPp�v' 3i aLdQ 4MJNDM IVIU-VW 739 N3--j--PH- -Y aaurabau auv samimMais riv ssau!sng (asuaoiZ S,IOIDP4UDD Oqj uo ansogs p'nprn puI Dglp 2=N) -NaLmvflo sswsns (00-b00 'om Aaa-ns :uuoa)'aagou iopquoZ)Jo agues n gu.qg .(Wmo=d Aq Aunoo. aionZ -S p jaaawdaQ BaRroZ pun -gajpjtng atja astnpg Aja pxaumR jjrnn I 'mfold pouonUOtU anoge aq; qvm uouedtaj ed mo aipm,�ai sn�e�s�o a�aecja sae sj aiaq�3i ` poowopun si 1I (# al xes Aua&1d so ssajppv WAS vgfojd) lie jrapaoj loaf oid aq� ion (.waar.4uoo AmaffJ6 1)J p LL-)i) Y1&fVDD A�f — %.' W io Zopemu"ns (apwLio G&W I tol xj'37-3 (a=M twpmyuy3wm AuwWuJ) oqj eq oq paaae eAvq C.. L� ®®C) —)g 4awmMu3) mquinrl uouwg J pP?ioT.I3o a ►S mquiAAi wumMma loxmuuo3 Sunoo a?onj jS ZKHWEMV 807DVHJKOD-gOS J3L1i�d OAIIQ7iIIS 1401 G SNOlsvrnORx 21ao3 v f)mw na 77.%10-7-7 ::..�c._,�, JIMURVaRQ S20IAIM ZI MgaOrMAZa'8 f)NINKV'Ia PLANNING & DEVELOPMENT SERVICES DEPARTMENT l BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT m SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (if applicable): 01i —1 L ave agreed to be the MSA -a � 9�e�,A� Q—A—L - I C (Company Name/Individu Name) >\1_1 sub -contractor for —� �' v �� 1 61V� (Type of Trade) (Primary Contract( ) for the project located at (Project Street Address 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 S GNATU ARE REQUIRED I N TU PRINT NAME bATE Business Name: Address: City/State/Zip: Phone: .. WAM_ !r. r► n email: OFFICE USE .ONLY: PERMIT # ISSUE DATE CM) PLANNING & DEVELOPMENT SERVICES AEPARTMENT BUILDING & CODE R,EGULAMNS DMSION y SUB �v�ry�3NUr�IIpA,�WGy�PFIth�.yi•'�rM MNT St LUCie County COnh'Sctor Cereifc4on•Number. State of i 1miida Cetj6wflon Number 9fappHwb10-- 5 have agreed to bethe (Compmy Nmna ndMdua! Name) sub -contractor for 1'"7�� 7 � - TAm O e) (Primary Ca star c , G•� for the project located at —S- (Project Strxt Address or rropesty TOX JO #) It is understood that, if there is any change pf status regarding our participation with the above mentioned project, f will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notke. (roan: SWCDV No. W"O) BUSINESS (Name of dividuai shown on the Contractor's L ocm) I PRINT NAME DATE Busiuoss Aiame: %),S�1,OY�. I�V��1 IJ Address: O / 92 o I xty/staWz : Phone: 7 a " �W 6e5" � , mail g-W Ti*[rV irvz ' ATYT.V= PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 VIRGINIA AVENUE FORT PII'RCF„ FL 34982-5652 (772)462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property, y5O2 ® A- 1 IGck-- WO- �l (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. ' BONE Property Owher Name (Pleas Print) Gluq . ZCi� Prope.�wn�ignat.re� Date STATE OF FLORIDA. COUNTY OF Sf LUOC \Q ACKNOWLEDGED BEFORE ME THIS _y DAY OF 20 r BYWHO IS PERSONALLY KNOWN TO M� OR WHO HAS SIGNATURE OF NOTARY COMMISSION NUMBER AS IDENTIFICATION. TYPE OR PRINT NOTARY ��„„ ;.�:e��4• DAVID N. KNH ) C�fommission #+DD 995518 fires September 25, 2014 TmyFa n Inwr_ 800,M5.70f0 SLCPDSD Revised 08/24/2010 6 :., Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave _®.,, __.. w...:.�....,...�.__. nr�:... Fort Pierce, FL 34982 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT / CONSTRUCTION SOIL TREATMENT PERMIT #:GpgADDRE BUILDER/CONTRACTOR: PEST CONTROL CONTRACTOR: PEST CONTROL LICENSE #: -&R, ,. ` e XIZ7- -7-,---,P i3L (/D &C-TL a x/-f rz (, A'� 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 Association. Square feet if area treated: —ate / � Chemicals used:�f��/ Percentage of solution: ' 06 7/6' Total gallons used: Date of Treatment: Time of Treatment: Footing 15t Treatment Re -Treat Driveway 1' Treatment Re -Treat Other 1' Treatment Re -Treat Slab 1' Treatment Re -Treat Pools 1A Treatment Re -Treat )C—Perimeter for Fi s ion Signature of Exterminator Note. There must be a completed form for each required treatment or re -treatment and this form must be on the fee charged. job site to be picked up by the inspector at time of each inspection or the scheduled inspection will fall and a re -inspection F8C104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistant jobsite posfrng board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number ofgallons used, to establish a verifiable record of Protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for CO, a Permanent. Sticker to be placed on the electrical panel box cover, listing all the treatments and dates of applications. JAN-29-2014 04_07 From: i� 5 C)o Permit k T47722299440 Paga;Xf1 INSULATION CERTIFICATION CARD Insalatlon Contrfttor Nam! TCI CONTRACTING LLC Jobalte Contrutor, MEL-RY CONSTRUCTION Jobelta.Addroev 1012 NETTLES BLVI), JENSEN BEACH FL section: Block: Mainufaamm Naryw, OWENS CORNING Invuilalion Typa.: BATT PValue cif Insulation; R-30 7iticknegs of ltysulxflon iqelailed: 9•6 Lo" lon of InvulWipo IrislallW: CEILING Date of Inowan.- Lot: 1A�I! .!Haul,,,4I• MAnufacWres Naft: FIFOIL OWENS CORNING in$aisupn I'Ype: BATT F)ATT R. --Value of Inauleftn: 4.1 R-19 T*kness of Insulation lnalstlrrd: 3/4" _ 1-96000 *af Insulation Ingtalled; FRAME WA,LIS r BLOCK WALI Daite•of Install4tion: �/ 20 13 Fleas" 011041; One: . .Attic inaLklatiorr ie'MW d vAth ventilation per R806.1, 1t806.2 #nd R806.3 Florida Residwifi4l Cade 2010 �1 Condiftned aitio assombly irtwlation has bean IneWlted per R-;808.4,. Flo1lds Residential Coder 2010 "Miff rtesw A -■.a.. -- err R: oll RECEIVED JAN 27 20% JAM-20-M .4 14; 46 From: 5617 Ta : g1772 95144@ Pas9r' 1 f 1 „ 00 ss zzc cl-Mex *J3 � 000upw QN6., 44ftmwm� 31079" ML—RY CONSTRtlMON O"dh*000" Iwo* 10181tO 1012 NETTLES YOLAND . 0""' 1 , ."off IWKH r OW�J*M.W"n Peak*Mts. �• OQ 1 8� 10�as� xu iiTRAUs� «woo��aaaar�� 6. 00 0.00 11- IDO ISM= 3000 8LONDEQM" 1. QS' 1247418 FUKL SURCHAROU 1.00 1 749 04VIRDNMWAL CHHRSE cmm, w�raaweaa► da�.� ce: a U)" WAS UN" Ow s+.w.N e.a w.gr�rre d a.o.n.IM�M wirren►droror out i,I N. at�sw,*+R:Ip AMel r} 9,d" �'ira�a �.a�u, .ara.=.MWOO- W now" PKY TRK a W. 55775720 awhraer.ra.� all 10/ttr13 awMa Meer. No 00 -Wf �1a rAL�: �tA1.1_ u��,ee �raarr YD3 YAM INSswft _ Aclaw. MUMS k RECEIVED JAN272014 I 11F CEMEX �i - Q 55771074 Plant: Begin Loading:, To Job: ArriveJob: , Start Unload: Finish Upload: o90/ 1090 Customer Code:, Customer Name:: - Customer Job Number., i. r0 —CT 'i, Prdject Code: Project Name. Project P.O. Number. Tic ket Delivery Address:- 1-11 1 L V f Delivery Instructions:- Order Code /Date:.., -),I Order P,O.,Number. Map Page: Map/Row/Column: Dispatcher. Ticket Number: 1383 pd.eiqn! ofi-.' Slump: !i. ('9) irtic r� 2 Z,, � 'Pne�N6mbeit. jDriverNaDON End Use: BLDN'-i -, F-CJTU1.';Z LOAD QUANTITY I CQUANTITYUMULATIVE QUANTITY ORDERED MATERIAL CODE I PRODUCTION DESCRIPTION 0 �31 ENV J: Rumlivom f %.. crin-mj I UOM I UNIT PRICE I AMOUNT I Cash Check # I Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check 7 Charge Comments: a WATER ADDED: UAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE L3 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 watet, is added on job, concrete strength Company assumes no responsibility for damages inside curb or proper�'Iine,-Custcrffe-r 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 yvhlch are out o_f.ouf- may , 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' -Iqq credit for safetypandlin6 information, and to the material safety data sheets for additional Information. returned concrete.' Buyers exc . eptions and claims shall be deemed waived unless mad4 to uslin writing AU ORIZED SIGNATURE: within one business day after the'receipt of materials. 1-1 NE V I RK 1 00iy!4 18-.� 68UNIVERSAL INVOICE This Delivery Tichci incorporates herei Eby reference Buyer's previously executed � dit Application, if any, Seller's Standard Terms-and'Conditions, Seller's Quotat, f if any, and Seller's Order Confirmation (Wding limitations of warranties), as if fully set forth on this Delivery Ticket ("Agr(; Kent"). Seller will provide the Standard Terms 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 i.n accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS-/ FLY ASH .Aggregate products are naturally occurs Mg materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portlanclement masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and ;gregate product,; including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly rill, may contain more than 0.025% 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 cornprador (ya previamente ejecutada en su aplicacion de credi.to); eualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmacion del vendedor (con limitaciones 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 los mismos ya antes mencionados y que ]as cantidades y rriateriales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo at contaato; at menos que se identi- fique con una nota at frente de este documento. AGREGADOS / CEMENTO / PRODUCl'OS DE CONCRETO / UENIGAS VO Los productos de agregados son materiales naturales como piedrsa caliza, dolomita, granito, rota yolcdnica, arena; Brava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como pi.edra caliza, dolomita, granito, roca volcanica, arena, grava, 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 alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respiratoria. Polvo (let manejo en el trituramiento, pulido, corte y/o perforacion 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 liberacion del amoniaco. La inhalacion del amoniaco puede causar toner, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duration y el nivel de la exposicion. Seguri.dad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Ldvese las manos con ab6n suave y agua despues det manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mas de los limiter recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 1.5 minutos. Si se inhala polvo, expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston. Texas 77024 02/12 Para m1s informacion visita www.cemexusa.,cgm. O 1 i Planning & Development Services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2172 Fax 772-462-6443 CERTIFICATE OF TERMITE TREATMENT CONSTRUCTION SOIL TREATMENT PERMIT #: J 36`6 " 00S1 JOB ADDRESS: l 5eASPo 2cC� BUILDER/CONTRACTOR: `PEST. CONTROL CONTRACTOR: w c} e. o` 1 . PEST CONTROL LICENSE #: :56 1-15'71) 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 Association. Square feet if area treated: 15 dy Chemicals used: &Seltnze Percentage of solution: , 0 6 /a Total gallons used: 150 Date of Treatment: /6- 2�-6 Footing 1" Treatment Re -Treat Driveway 1st Treatment Re -Treat Other 1st Treatment Re -Treat Time of Treatment: /1:0 0 'Slab _ st Treatment Re -Treat Pools 1st Treatment Re -Treat Perimeter for Final Inspection Signature of xterminator Note: There must be a completed form for each required treatment or re -treatment and this form must be on the job site to be picked up by the inspector at time of each inspection or the scheduled inspection will fail and a re -inspection 1'fee,charged. FBC 104.2.6 Certificate of Protective Treatment for prevention of termites A weather resistant jobsite posting board shall be provided to receive duplicate Treatment Certificates as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit files The Treatment Certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, percent concentration and number of gallons used, to establish a verifiable record of protective treatment. If the soil chemical barrier method for termite prevention is used; final exterior treatment shall be completed prior to final building approval. St Lucie County requires for the final inspection for CO, a Permanent Sticker to be placed on the electrical panel box cover, listing all, the treatments and dates of applications. 3qq 5-1 tJ.s. DEp,ATMENT OF HOMELAND SECURITY �+ - - V A 1 I O N G t R 1 I F' I C:A I E FEDEPJ EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 ` NatiAGIFloodInsuranceProgram �' EX iration Date: Jul 31, 2015 Important: Read the instructions on pages 1-�. P Y SECTION A -PROPERTY INFORMATION 00.li� Al. Building Owner's Name JAMES & HANNY-O'BOYL-E� *y�4'eYrri' , A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. a13I-1110.�' rr 1012 NETTLES BLVD 9j�i w 0 :_ T n`. s F City JENSEN BEACH State FL ZIP Code 34957 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 1012 NETTLES ISLAND PROJECT SECTION 2 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 27°17'03.9" N Long. 80°13'27.4" W Horizontal Datum: ❑ NAD 1927 N NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1 B A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage 51 sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade 3 c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b 480 sq in d) Engineered flood openings? ❑ Yes ❑ No d) Engineered flood openings? N Yes ❑ No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State UNICORP 120285 1 ST. LUCIE I FL B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12111 C 0311 J 02/16/2012 Effective/Revised Date Zone(s) AO, use base flood depth) 02/16/21 AE 6.0 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile N FIRM ❑ Community Determined ❑ Other/Source: _ B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 0 NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? El Yes 0 No Designation Date: _ El CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* 0 Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: 94 77 A04 FLDT Vertical Datum: NAVD 88 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑ NAVD 1988 N Other/Source: _ Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 6.12 0 feet ❑ meters N/A. ❑ feet ❑ meters N/A. ❑ feet ❑ meters 4.9 0 feet ❑ meters 6.1 ❑ feet ❑ meters 4.8 N feet ❑ meters 5.1 0 feet ❑ meters N/A. ❑ feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. l certify that the information on this Certificate represents my best efforts to interpret the data available.. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. N Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? N Yes ❑ No c Certifier's Name EARLE R. STARKEY Title PROFESSIONAL LAND SURVE Ad§rsk 1501 DECKER AVE # Signat FEMA For -0-33 (7/12) License Number 004459 iany Name ACCURIGHT LAND SURVEYING INC. STUART State FL ZIP Code 34994 Telephone 772-286-7694 See reverse side for continuation. 1320-27-01 PLACE V`'VM812014 PLS #4459 Replaces all previous editions. FOR INSURANCE COMPAN`fl USE ELEVATION CERTIFICATE page 2 IMPORTANT: In these spaces, copy they' '~rr coding information from Section A. f _ ` Building Street Address (including Apt., Unit, SL.. , a `� .; .: Bldg. No.) or P.O. Route and Box No. 1012 NETTLES BLVD. ' City JENSEN BEACH State FL ZIP Code 34957 Carsipariv NAIL Number SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy bath sides of this Elevation Certificate for (1) community offs A®Rr2 ance agent/company, and (3) building owner. Comments A9 —1 VENT IS AN ENGINEERED S ENT, TARE NON ENGINEERED VENTS - - C PLATFORM Signature EARLE R. S Y Date 01/24/2014 SECTION E —BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT 13Ft) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items El—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is — _ El feet El meters ❑above or El below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is _._ ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 See pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is _ _ Elfeet ❑ meters ❑ above or u below the HAG. E3. Attached garage (top of slab) is _ _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is _._ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management nrriinanca? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community s floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ _ ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: _— ❑ feet ❑ meters Datum G10. Community's design flood elevation: __ ❑ feet ❑ meters Datum _ Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1012 NETTLES BLVD, City State ZIP Code NAJc Number JENSEN BEACH FLORIDA 34957 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. FRONT O1/24/2014 REAR O1/24/2014 ICC-ES Evaluation Report ESR-2074* Reissued December 1, 2012 This report is subject to renewal February 1, 2015. www.1cc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 08 00 00—OPENINGS Section: 08 95 43—Vents/Foundation Flood Vents REPORT HOLDER: SMARTVENT PRODUCTS, INC. 430 ANDBRO DRIVE, UNIT 1 PITMAN, NEW JERSEY 08071 (877)441-8368 www.smartvent.com infoO.smartvent.com EVALUATION SUBJECT: SMART VENT' AUTOMATIC FOUNDATION FLOOD VENTS: FLOODVENTTm MODEL #1540520; FLOODVENTTM STACKING MODEL #1540521; SMARTVENTrm MODEL #1540510; SMARTVENTTm STACKING MODEL #1540-511; WOOD WALL FLOOD MODEL #1540570; WOOD WALL FLOOD OVERHEAD DOOR MODEL #1540574; FLOODVENTTTM OVERHEAD DOOR MODEL #1640-524; SMARTVENTTm OVERHEAD DOOR MODEL #1640514 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 and 20061nternational Building Code® (IBC) ■ 2009 and 2006 International Residential Code® (I RC) Properties evaluated: ■ Physical operation ■ Water flow 2.0 USES The Smart Vent® units are automatic foundation flood vents (AFFVs) employed to equalize hydrostatic pressure on nonfire-resistance-rated foundation walls, rolling -type overhead doors and building walls subject to rising or falling flood waters. The Smart Vent® units are intended for use where flood hazard areas have been established in accordance with IBC Section 1612.3 or IRC Section R3222.1. Certain models also allow natural ventilation in accordance with Section 1203 of the IBC or Section 408.1 of the I RC. 3.0 DESCRIPTION 3.1 General: When subjected to pressure from rising water, the Smart Vent® AFFVs disengage, then pivot open to allow flow in either direction to equalize water level and hydrostatic pressure from one side of the foundation to the other. The AFFV pivoting door is normally held in the closed position by a buoyant release device. When subjected to rising water, the buoyant release device causes the unit to unlatch, allowing the plate to rotate out of the way and allow flow. The water level stabilizes, equalizing the lateral forces. Each unit is fabricated from stainless steel. The SmartVENTTM Stacking Model #1540-511 and FloodVENTTM Stacking Model #1540-521 units each contain two vertically arranged openings per unit. 3.2 Engineered Opening: The AFFVs comply with the design principle noted in Section 2.6.2.2 of ASCE/SEI 24 for a maximum rate of rise and fall of 5.0 feet per hour (0.423 mm/s). In order to comply with the engineered opening requirement of ASCE/SEI 24, Smart Vent AFFVs must be installed in accordance with Section 4.0. 3.3 Model Sizes: The FloodVENTTM Model #1540-520, SmartVENTTm Model #1540-510, FloodVENTTM" Overhead Door Model #1540-524, and SmartVENTTM Overhead Door Model #1540-514 units measure 153/4 inches wide by 73/4 inches high (400 by 196.9 mm). The Wood Wall Flood Model #1540-570 and Wood Wall Flood Overhead Door Model #1540-574 units measure 14 inches wide by 83/4 inches high (355.6 by 222.25 mm). The SmartVENTTm Stacking Model #1540-511 and FloodVENTM Stacking Model #1540-521 units measure 16 inches wide by 16 inches high (406.4 by 406.4 mm). 3.4 Ventilation: The SmarIVENT® Model #1540-510 and SmartVENT® Overhead Door Model #1540-514 both have screen covers with 1/4-inch-by-1/4-inch (6.35 by 6.35 mm) openings, yielding 51 square inches (32 903 mm2) of net free area to supply natural ventilation. The SmartVENTTm Stacking Model #1540-511 consists of two Model #1540-510 units in one assembly, and provides 102 square inches (65 806 mm2) of net free area to supply natural ventilation. Other AFFVs recognized in this report do not offer natural ventilation. 4.0 INSTALLATION SmarIVENT® and FloodVENTTM are designed to be installed into walls or overhead doors of existing or new construction from the exterior side. Installation of the vents must be in accordance with the manufacturer's instructions, the applicable code and this report. The mounting straps allow mounting in wood, masonry and 'Revised July 2013 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed MM as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as t Es�3m1 to any finding or other matter in this report, or as to any product covered by the report. "W�,"A iom Copyright O 2013 Page 1 of 2 ESR-2074 I Most IMdely Accepted and Trusted Page 2 of 2 concrete walls up to 12 inches (305 mm) thick. In order to 5.1 The Smart Vent® AFFVs must be installed in comply with the engineered opening design principle noted accordance with this report, the applicable code and in Section 2.6.2.2 of ASCE/SEI 24, the Smart Vent® AFFVs the manufacturer's installation instructions. In the must be installed as follows: event of a conflict, the instructions in this report ■ With a minimum of two openings on different sides of each enclosed area. ■ With a minimum of one AFFV for every 200 square feet (18.6 mZ) of enclosed area, except that the SmartVENTTM Stacking Model #1540-511 and FloodVENTTM Stacking Model #1540-521 must be installed with a minimum of one AFFV for every 400 square feet (37.2 m2) of enclosed area. ■ Below the base flood elevation. ■ With the bottom of the AFFV located a maximum of 12 inches (305.4 mm) above grade. 5.0 CONDITIONS OF USE The Smart Vent® AFFVs described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: govern. 5.2 The Smart Vent® AFFVs must not be used in the place of "breakaway walls" in coastal high hazard areas, but are permitted for use in conjunction with breakaway walls in other areas. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Automatic Foundation Flood Vents (AC364), dated October 2007. 7.0 IDENTIFICATION The Smart VENT® models recognized in this report must be identified by a label bearing the manufacturer's name (Smartvent Products, Inc.), the model number, and the evaluation report number (ESR-2074). Planning & Development Services Department �' Building & Code Regulations Division 2300 Virginia Avenue • - Ft Pierce, FL 349U , Phone:: 772- 462 2165 Fax: 772-462-2522 Date: 16 --141d 0?,0 p� Request for 30-Day Temporary Power Release Permit Numbed• 130 8 - C069 Project Address: ;,Qj j t,)C- jjC;3 s1 J ChSCr1 & C<(i1 THE UNDERSIGNED HEREBY REQUEST RELEASE OF ELECTRICAL POWER TO THE ABOVE DESCRIBED .PROPERTY, FOR A PERIOD NOT TO EXCJEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY ACKNOWLEDGE'AND AGREE AS FOLLOWS: 1. This temporary power release is requested for the above stated purpose only, and there will be no occupancy of any type, other than that permitted by constructions during this time period. 2. As witness by our signatures, we bereby agree to abide by all terms and conditions of this agreement, including Building Division Policy, which is incorporated herein by reference. 3. All conditions and requirements listed to the attached document entitled "Requirements for 30 Day Power for 4. Testing" have been fulfilled and the premise is ready for compliance inspection. 5. All requests for an extension beyond 30 days must be made in writing to the Building Official stating the reason for the request. Power way be removed from the site and/or a Stop Work Order issued if the Final Inspection bas not been approved within 30 days. A fee of $100.00 will be requimd to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO FOLD HARMLESS, ST. LUCIE COUNTY, AND THEIR EMPLOYEES FROM ALL LIABILITIES AND CLAIM'S OF ANY TYPE OF NATURE WHICH MAY ARISE NOW OR IN THE FUTURE' OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE DISCONNECTION OF ELECTRICAL POWER IN THE EVENT OF VIOLATION'OF THIS AGREEMENT. O SIGNATURE w DATE G ENIMAI, e07RA5jOR SIGNATURE DATE i3 7A �j 2A .) `f ELECTRICA ONTRACTOR SIGNATURE DATE . . RECEIVED JINN 16 2014 5LC9ASA Revised 06/14l2010 From: edwil "I 8R TiF»$TIiNG iN�. 25D 5W 13ih Ave Pompape Beach, K 3306A IN04I2013 U:H Fycl r.VVGrvvc Phone 954-784-2941 .800-848-1919 Fax 954 784.7875 wY mfed-engxom client: Mel-FZy constuction Date: October 2, 2013 _ Address: 10967 S. Ocean lOrlye, Jensen Beach, FL 34957 Order ##. 13-26791675 Project. Pro sed Residence Permit #: Address: 1012 Nettles Blvd., Jensen Beach, FL Tech: KP Area Tested: Buildinq Pad 0ompectlon Req.: 95% Material Type: l l ht Brown Sand w/Sheilrock Proctor Method: ASTM D-1557 Tact 9 1 2 TEST LOCATION a SW Comer of Lot @ Canter of Lot Probe Depth 12" 12" Elev. FL FL Moist % 9.4 8.8 Dry Density PCF 109.8 111.7 Proctor Value PCF 115.0 115.0 Optimum Moisture °k 10.0 10.0 Compaction 95.5% 97.1 % Pass Yes Yes 3 NE Corner of Lot 12" FL 10.1 109.4 115.0 10.0 95.1% Yes 4 6 6 7 8 9 +r 10 11 12 13 E Remarks: On Legend for Elevation: PR = Proofroit 1,2,3 =•1st, Znd, 3rd Liftb SL = Springline PL = Final Lift a SG = Subgrade BG = Below Grade eC = Basecourse BOF = Bottom of Footing TOP = Top of Pipa FG �. Finished Grade As a m utual pMteGfion to clients, ibv public and aurseffs, all sports are swmittud as the con, conclusions or extracts Wirt or regarding our reports is reserved per4ing our written aproval. A d only. A density does not replaoo a sou ba4irio9 cepsclty determinatlon. After laying dormant for a padoc rhta work. A•Veriftoatlon Of Soil ' F-N5— )fit 44- rV:t t�.r:9ttl JiM; %/7 '� Praf�sI Engineer �,Za39� � u 5�ATE UICeI� horization #5471 llu ftkdouthviz9Vcnforpublicottonofatateri,onM ON the degree of cornpsattcn of t k lusted IaOrof tftatertaf or after tieevy rafr/storms, mtasting must ba performed on RECEIVED OCT 091013 .Z;, ! � f t.SUs Christ is for � . ��-323-�9z 1 - TeTmite Inspection d �T • Termite Pretreatment ®EVICf-A-9119 121:112-349-5999 • Pest Control . C Termite • Rodent Service & Pest Email: Evictabug@gmail.com Control • Fire Ant Lawn Service Inc. 2373 SW Woodridge St. - Licensed & Insured Lic. JB175775 Port St. Lucie FL. 34953 Notice of Preventative Treatment for Termites (as required Iby Florida Building Code (FBC) 104.26 and Broward County Chapter FBC 105.2.2) PEST PREVENTION I FIRE ANT SERVICE I TERMITE SERVICE I RODENT EXCLUSION & REMOVAL DATE OF SERVICE I L) ^ I TIME J 6 � Q DEVELOPMENT NAME (PROJECT) d CONTRACTOR'S NAME CONTACT PERSON STRUCTURE ADDRESS (LOT/BLOCK) t CITY, STATE, ZIP CODE ( COUNTY A I hh 1 1 C' QRk'Orr, �.-P(C r ` 0 ,-NOTES _ � Nr ` �,,,G 0"1"jPf.jve,,,1 n I leant I oC' - ooc L Vrn ,a 9001 Jdvn1 rocI"1 TREATMENT TYPE IAREA l I ❑ FLOATING AMONOLITHIC b1PATIO ❑ GARAGE t gyp : DRIVEWAY El STEM WALL El ADDITION ❑ CUTOUTS ❑ FOOTER ❑ FRONT ENTRY ❑ RETREAT ❑ BORA CARE TREATMENT a ❑ PLUMBING CUT OUTS ❑ TAMP & TREAT 'WREAT ONLY 'FINAL ❑ POOL DECK BOTHER e04 ,1; r) (W' fi 4 C! d 6 PRODUCTS VBBASELINE ❑ OTHER ACTIVE INGREDIENT ❑ DOMINION 2LACTIVE INGREDIENT ,BIFENTHRIN ElTERMIDOR TC ❑ BORACARE ❑ DISODIUM OCTABORATE TETRAHYDRATE CONCENTRATION tJ .06% ❑ .12% ❑ .25% ❑ .05% ❑ 23% ❑ 9% ❑ OTHER GALLONS APPLIED (y SQUARE FOOTAGE O f) LINEAR FOOTAGE l� FOOTAGE VERIFIED ,,SQ/QUARE 1OjYES ❑ NO1EASURED OR VERIFIED PER PLANS r JOB READY CONDITIONS MET LI YES ❑ NO DETAILS As per 104.2.6 FBC - If soil chemical barrier method for termite prevention is used. Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Per the Florida Building Code.) If this notice is for the final exterior treatment, initial and date this line ') ! I - i 3 n E C E 1 V E 1J JAIU 15 ZU14 FINAL STICKER (_ ❑ ELECTRICAL PANEL ❑ WATER HEATER 'PTHER 1t JA V\ Payment Terms: Payment due at time of service. Date Date Applicator: (Evict A Brfg Termite arid' Pest Control, Inc.) Customer (Property Owner or Agent) 01/06/2013 05:50 772878?555 WYNNE BUILDING Q!P PAGE 02/04 ...........::::.:.':...:...:.r .'. :.. ••:.-...• •.<-•, >; ..:•, St. Lucie County Building & Zoning Department ® 2300 Virginia Avenue Fort Fierce, FL 34982 772-462-2165 Fax M0462-6443 Request for 30-Day Temporary Power Release Date: Perw it Number: Property Address: �! ��``� �d.:►�e THE UNDERSIGNED HERBY REQUEST RELEASE OF ELECTRICAL POWER TO THE ABOVE DESCRIBED PROPERTY, FOR A PERIOD NOT TO EXCEED THIRTY (30) DAYS, FOR THE PURPOSE OF TESTING SYSTEMS AND EQUIPMENT IN PREPARATION FOR FINAL INSPECTION. IN CONSIDERATION OF APPROVAL OF THE REQUEST WE HEREBY .ACKNOWLEDGE AND AGREE AS FOLLOWS: X. This temporary power release is requested for the above stated purpose only, and there will be no occupancy of any type, other than that permitted by construction during this time period. 2. As witness by our signatures, we hereby agree to abide by all terms and conditions of this agreement, including Building Division Policy, which is incorporated herein by reference. 3. All conditions and requirements listed in the attached document entitled " Itequiremeuts for 30 Day Power for Testing7 have been ful0lled and the premise is ready for compliance inspection. 4- A.11 requests for an extension beyond 30 days must be made in writing to the Building Official stating the reason for the request. Power may be removed from the site and/or a Stop Work Order issued if the Final Inspection has not been approved within 30 days. A fee of $100.00 will be required to lift the Stop Work Order. WE HEREBY RELEASE AND AGREE TO HOLD HARMLESS, ST. LUCIE COUNTY, .AND THEIR EMPLOYEES )FROM ALL LIABILITIES AND CLAIMS OF ANY TYPE Ole' NATURE WHICH MAX ARXSE NOW OR IN THE FUTURE OUT OF THIS TRANSACTION, INCLUDING ANY DAMAGE WHICH MAY BE INCURRED DUE TO THE DISCONNECTION OF IELECTRICA.L POWFJOk THE EVENT OF VIOLATION OF THIS AGREEMENT. SIGNATIJR E~ DATE RECEIVED SEP 1.3 2013 Phone 954-784-2941 LmAbleder 800-848-1919 Fax 954-784-7875 & TESTING INC. www fed-eng.Co- 250 SW 13th Ave Pompano Beach, FL 33069 Client: Mel-Ry Constuction Date: October 2, 2013 Address: 10967 S. Ocean Drive, Jensen Beach, FL 34957 Order #: 13-2679/675 Project: Proposed Residence Permit #: Address: 1012 Nettles Blvd., Jensen Beach, FL Tech: KP Area Tested: Building Pad Compaction Req.: 95% Material Type: Light Brown Sand w/Shellrock Proctor Method: ASTM D-1557 Test # TEST LOCATION Probe Depth Elev. Moist % Dry Density PCF Proctor Value PCF Optimum Moisture % i Compaction Pass 1 @ SW Corner of Lot 12" FL 9.4 109.8 115.0 10.0 . 95.5% Yes 2 @ Center of Lot 12" FL 8.8- 111.7 115.0 10.0 97.1 % Yes 3 @ NE Corner of Lot 12" FL 10.1 109.4 115.0 10.0 95.1 % Yes 4 5 6 7 8 9 10 11 12 13 14 15 Remarks: See Reverse For Disclaimer Test Performed Only On Top 12" Of Pad Not A Legend for Elevation: PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing Submitted by: I n Of Soil, 7-X— KEITH LEBLANC " ' _ Professional Engineer-#Fy9394 Cert. of Authorization #5471 ti OP = Top of Pipe G = inlshed Grade State of Fonda , As a mutual protection to clients, the public and ourselfs, all reports are submitted as the confidential property of clients, and autherizatian for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written aproval. A density test determines the degree of,compa6'tion of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period of 90 days or after heavy rain/itorms, retesting must be performed on this work. A Pursuant to your request, Federal Engineering & Testing, Inc has performed a compaction test at the referenced project on the reverse side. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a soil bearing capacity determination. A soil boring test must be performed by client prior to construction to verify subsoil conditions. Environmental- analysis of the soil- materials is not- part of'the scope of services. Af environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. The scope of services is for determination of the degree of compaction of the tested layer of material only. No other analysis is implied or warranted. Job project specifications were not available at the time the work was performed. Determination of the pass/fail compaction results. are based on current common industry requirements of 95% of the ASTM D-1557 standard for building foundations and 98% of the AASHTO T-180 standard for paved areas such as roadways and parking lots. If different specifications are required, Federal Engineering & Testing, Inc shall be notified. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re -compacted and re- tested prior to construction. As a mutual protection to clients, the public and ,ourselves, all reports are submitted are the confidential property of clients and authorization for use, publication of statements, conclusions or extracts from or, regarding our reports is reserved pending written approval. It has been a pleasure working with you and look forward to do so in the near future. ZZCaMC—X „ Y 5�. bs a (7 7TO Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job:. Return Plant: Customer Code: Customer Name: Project Code: Project Name: Ticket Date: Delivery Address: Delivery Instructions: - Customer Job Number: Order Code / Date: Project P.O. Number: Order P.O. Number Map Page: Map/Row/Column:' Dispatcher:, I � Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: LOAD CUMULATIVE I ORDERED QUANTITY QQUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT UANTITY 1 Cash • Check # /Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments: Cr~ WATER ADDED: GAL YARDS IN DRUM: i. . WHEN ADDED. 0 SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: c n,j 7 _ 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 business day after the receipt of materials. 68UNIVERSAL r c.; CUSTOMER This Delivery Ticket incorporates herein 'I 4erence Buyer's previously executed Cri — Application, if any, Seller's Stand, Terms and Conditions, Seller's QUotation,,ji any, and Seller's Order Confirmation (inch ; limitations of warranties), as if fl�� :let forth on this Dolivery Ticket ("Agreement"). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees L- that, unless- otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in ak"cordance with the Agreement. Aggregate products are-,aturally occurring materials including limestone, doloinite, granite, 'volcanic rock, sand, gravel, and other siliceous materials. Corlent ptoducts include Portland cement , asonry, pozzolan (Type IP), roof tile, and stucco. Concrete products ioc!ude Portland cement and aggregate products includ*1 gravel, and Z," jig limestone, dolomite. granite, volcanic rock, sand, -1 other siliceous materials. These products, including -fly ash, may contain more than 0.02.5% 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 frorn 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 arnmo- 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 appropridte protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see NISDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing, water for15 minutes. If dust is inhaled, move to fresh C, air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessrier, Suite 1900 V7 corribined Houston, exas 77024., 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye corno referencia al comprado,,(ya previamente ejecutada en su aplicaci6n do cr6dito); cualquier L61-111-illo C--, , d,,d,, convi loots devendedo,, p,�opuestas del vendedgr y Orden de confij-.�,aci& del vendedor (con limitaciones y garantfas), Como aeuerdo total dPl tie em estdndaresy con,Oiciones detal- faclos en caso do, usi -:c.i- requeridos. Con est( ro'cunicoto, el comprad6r acepta los misn-os ya antes ineixionados yquc lcas-eantldade*s y materiales fue-on entregados como se expresa CD el mismo). Acepta pagar el monto de aCUerdo al'contrato; al menos que se identi-' fique con una nota ,it frente de este documento, AGGADOS/C 'EMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES RE Los productos de agregados son materiales naturales como piedra s-aliza, dolomita, granito, rota volc6nica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento d,-, tipo Portland, de albaf!,il, rfa, pozzolan (tipo IP), azulejo de azotca y estoco. Los productos do concreto incluyen cemento Portiand. y productos de agre0ados como piedra caliza, Bolo;pita, granito, rota volc6nica, arena, grava, y oiros materiales silicios. Estos productos inctuyen cenizas volantes (fly ash) .la cual.puede contener rids de 0.025% de silicio cristalino. Peligros: Mezcl� de cemento fresco y/,) cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en plot y Ojos, y reactions alfticas en la piel. Colicreto seco y polvo de agregados, pueden causar irritaci6ji en Jos ojos, Piet y/o en la zoDa respiratoria,.Polvo del manejo en el trituramiento, pulido, torte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si SOD inhalados. En caso de ser iDgeridos, 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 amoniac.). La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmoiWs. Acudir inmediatarnente al medico. El riesgo en la salted depende en ]a dUracioin y el nivel de. la exposici6n. 'I' SC(Yliridad: Evite el. contacto con Ojos y contacto pro' ot),7, ad(, con lapiel..,Use guantes,protc*cci6nenloi'ojosyropa Primeros adecuada para protecci6n. Uvese las mans con i Iagua y ab6n suave despu6s del manejo de materiales. Evite inhalar auxilios'. polvos. Si se expone a polvos inds de los limites rcoomendadbs, use protecci6n respiratoria. Prinicros auxilios: En caso de contacto en Jos Ojos, inmediatamente fluya agua en ]a parte afectada por 1.5 minutos. Si se. inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus Ojos, lAvelos a fondo con agua. Acuda a atenci6n m6dica ininediatai-ndnte si la irritaci6n conitinda. CEMEX, Memorial Herm;1nn.Tower 929 Gessner, Suite 1900 .Houston, Texas 77024 , - Para mas information visita y,,.yv,,m.cernexusa.cain. U.S. DEPARTMENT OF HOMELAND SECURITY--'LEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood insurance Program Important: Read the instructions on pages ':- OMB No. 1660-0008 Expiration Date: July 31, 2015 Al. Building Owner's Name JAMES & A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1012 NETTLES BLVD City JENSEN BEACH State FL ZIP Code 34957 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc,) JLOT 1012 NETTLES ISLAND PROJECT SECTION 2 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 27`17'03.9" N Long. 80°13'27.4" W Horizontal Datum: ❑ NAD 1927 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 11 B, A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ❑ No d) Engineered flood openings? ❑ Yes ❑ No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFI P 20285 Community Name & Community Number I SB2. County T. LUCIE Name I BL. State UNIC B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12111 C 0311 J 02/16/2012 Effective/Revised Date Zone(s) AO; use base flood depth) 1 02/16/2012 AE 6.0 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile N. FIRM ❑ Community Determined ❑ Other/Source: _ 1311. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 Z NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (BRS) area or Otherwise Protected Area (OPA)? ElYes 0No Designation Date: _ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings" N Building Under Construction" ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, AR/AE, AR/A1 A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: 94 77 A04 FLDT Vertical Datum: NAVD 88 Indicate elevation datum used for the elevations in items a) through h) below. ' ❑ NGVD 1929 ❑ NAVD 1988 X❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 6.1 0 feet ❑ meters b) Top of the next higher floor N/A._ ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A._ ❑ feet ❑ meters d) Attached garage (top of slab) NIA. ❑ feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building NIA. ❑ feet ❑ meters (Describe type of equipment and location in Comments) t) Lowest adjacent (finished) grade next to building (LAG) 4.5 0 feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 4.Z 0 feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support NIA.- ❑ feet ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. l understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ❑X Yes ❑ No Certifier's Name EARLE R. STARKEY License Number 004459 Title PROFESSIONAL LAND SURVEYOR Company N APCUkIGHT LAND SURVEYING INC. DECKER AVENUE #419�tT State FL ZIP Code 34994 CEY Date 10/07/2013 Telephone 772-286-7694 FEMA Fi5mi-8 - -33 (7/12) -PLACE s , .SEA f . 7'6[07/2013. !; PLS #4459 Replaces all previous editions. ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the esponding information from Section A. Building Street Address (including Apt., Unit, Spa:_, _nd/or Bldg. No.) or P.O. Route and Box No. City JENSEN BEACH State FL ZIP Code 349571"0aC SECTIOND - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Signature EARLE R. STARKEY SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items, El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and'C. For Items E1=E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawispace, or enclosure) is _._ El feet ❑meters El above or ❑below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is _— ❑ feet ❑ meters- ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is _ _ ❑ feet ❑ meters 1-1above or below the HAG. E3. Attached garage (top of slab) is _ _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is -- ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated.in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8-G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify -elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ _ ❑ feet ❑ meters Datum _ G9. BFE or (in Zone AO) depth of flooding at the building site: _ _ ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum _ Local Official's Name ,r',1`Vrr, Title Community Name + r Telephone Signature, ', Date Comments ❑Check here if attachments. r-J'./\! P�Rt1A1T NU�1ft �R !IrithN CLAN: .Gel: Application completely filled out with Notarized Signatures .......• �] Yes ❑ No ❑ N/A Sub Summary list with contractors' names & county & state certification numbers.. Yes 0 No ❑ N/A Sub Agreements with Original Signatures.................:...........I................. Yes ❑ No ❑ N/A Owner /Builder Affidavit .......................................... .......................... ❑ Yes ❑ No ❑ N/A Owner / Builder Electric Affidavit......................................................... ❑Yes No N/A Filled Land Affidavit ......................................................................... [9 Yes ❑ 1 O ❑ N/A GEO or Recorded Warranty Deed ...... • ......... Yes ❑ No ❑NIA Recorded Notice of Commencement ................................ , ... , ............yes : ❑ No . ❑ N/A Utility Agreement or Payment Receipt ................................. , ............. ❑ Yet ❑ No ❑ N/A Vegetation Removal Permit ..:......... .............................I.............,<..:..... ❑ Yes ❑ No. . ❑ NIA Non Conforming Lot of Record ............................................. 1...... :...:,.: ❑ Yves ❑ No ❑ N/A Plans, Calcualntaons & Attachments (3 copies commerc101 2 copies residendacl) Complete set of plans with Engineer / Architect Raised Seal ...................... Yes ❑ No ❑ N/A Truss Plans Reviewed and Approved by Engineer/ Architect ............:......... ❑yes ❑ No ❑ N/A Landscaping and Parking Plans ....................................................... ..... ❑ Yes ❑ No ❑ N/A Three (3) copies of Approved Site Plans .............. No Yes ❑ ❑ N/A Two (2) Sealed Surveys or Plot Plans with Dimensions, ' Finished Floor ........ Ayes ❑ No ❑ N/A Elevation and Setbacks...................................................................... ❑ Yes ❑ No ❑ NIA Health Department Approval Stamped on Survey and Floor Plan ................ ❑ Yes ❑ No ❑ N/A Health Department Food Establishment Permit Stamp on Floor Plan ............ ❑ Yes ❑ N® ❑ N/A Manual ' T' or Manual `W' Calculations ................................................ Yes ❑ N® ❑ N/A Yes N® N/A .................................. Signed Energy Calculations ............................... ❑ ❑ Sealed Wind Load Compliance Certification ........................................... Yes ❑ No ❑ NIA. Product Review Affidavit...................................I................... ❑ Yes ❑ No ❑ N/A Page I of 2 PLANNINO VkVkLUF1V#k:N ® -b h K V1 Lt-b,!- 0 t VA K I IVI L IM I Residei_21 Conimercigal luildiul', _hermit Checklist LOC.AT670141 I TE.CKNICIAN M Health Department Permit Paperwork ........................................................ M Yes ❑ No N/A CD for Fire Department if Commercial or Multi Family ..... ....................... Yes No M N/A DEP, SFWMD'or Army Corp of Engineers ............................................ ❑ Yes ❑ No ❑ N/A -.Pool Barrier Affidavit ........................................................................ El Yes 0 No M N/A Ground Sign Landscape Affidavit ......................................................... E:1 Yes M No [:1 N/A Bum Rate for Sign Cabinets ............................................................... El Yes 0 No. r_1 N/A RV. and Mobile Home Tie -Dom ®n�1(2 Copies) - Permit Worksheet (Tie -Dom Diagram) ................. ........................... 0 Yes 0 No ❑ N/A Manufacturer Set -Up and Installation Manual ........................................... E:1 Yes M No. M N/A Manufacturer Blocking Documents ........................................................... 0 Yes 0 No ONIA signed Penetrometer Test (.I copy) ............. ........................................... El Yes El No ED N/A -1 No M N/A Stair Details .................... ................................................................. M Yes F Mobile Home Inspection Report for Relocation ......... I ............................... [] Yes M No E3 N/A Copy of. Title for Relocation.....; ......................................................... E3 Yes El No 'E1 N/A Class "A!' Approval from Growth Management ................ ............ ......... 0 Yes E] No 0 N/A Nme (P?inted) Date Page 2 of 2 Nettles i"Slated Inca n a condominium 9801 South Ocean Drive, Jensen Beach, FL. 34957 (772) 229-2930 FAX (772) 229-9901 August 2, 2013 Mr. & Mrs. O'Boyle 1012 Nettles Blvd Jensen Beach, FL 34957 RE: Lot 1012 Nettles Blvd Nettles Island Inc. has no objection to the plans as submitted, drawn by Mel-Ry Construction, Inc. Respectfully, Williams Harkins Operations Manager �,, Tom Bellevance Architectural Committee Cc: Joan Thayer, LCAM, File P No. Seal# Truss Name Date No. Seal# Truss Name Date 1 IT4944491 -CJ1 7/24/013 118 IT49445o8 -EJ310 7/24/013 12 I T4944492 I -CJ3 17/24/013 119 1 T4944509 I -HA 17/24/013 1 13 I T4944493 I ~CJ3V 7/24/013 120 I T4944510 I -HJ7V 17/24/013 1 14 I T4944494 I -CJ5V 17/24/013 121 ) T4944511 I A01 G 17/24/013 I 15 I T4944495 I -EJ3V 7/24/013 122 T4944512 I A02 7/24/013 6 IT4944496 -EJ4 7/24/013 23 T4944513 I A03 7/24/013 17 I T4944497 I -EJ5V 17/24/013 124 I T4944514 I A04 17/24/013 I 8 IT4944498 -ERV 7/24/013 125 1 T4944516 A05 7/24/013 19 I T4944499 I -EVVA 17/24/013 126 I T4944516 I A06 17/24/013 1 10 IT4944600 I -EJ7VB 7/2 /013 127 IT4944517 I A07 1712410131 11 IT4944501 I -EJ7VC 7/24/013 128 IT4944518 I A08 7/24/0131 12 IT4944502 -EJ19 7/24/013 129 IT4944519 I A09 7/24/013 13 T4944503 I -EJ28V 7/24/013 130 IT4944520 JAIO 7/24/013 14 T4944504 -EJ29V 7/24/013 131 T4944521 1A11 7/24/0131 15 T4944505 -EJ33V 7124/ 13 132 T4944522 IA12 7/24/013 16 1 T4944506 I -EJ46V 17/24/o13 133 1 T4944523 I A13 17/24/013 1 117 1T4944507 I -EJ48 17/24/013 134 I T4944624 I A14 17/24/013 1 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. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 25457 - 25457-Mel-RY-O'Boyle Residence' MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Mel-Ry Construction Project Name: O'Boyle Residence Model: Tampa, FL 33610 4115 LotlBlock: Subdivision: Address: 1012 Nettles Blvd. City: Jensen Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010frP12007 Design Program: MiTek 20/20 7.4 Wind Code: ASCE 7-10 (All Heighll Floor Load: N/A psf Roof Load: 45.0 psf Wind Speed: 170 mph This package includes 36 individual, dated Truss Design Drawings and 0 Addit' tja�� With my seal affixed to this sheet, I hereby certify that I am the Truss Design E h i eetconforms to 61G15-31.003, section 5 of the Florida Board of Professional Engin Ar No 3938 ; `. ST OF 0 y ; FL cert. 6653.4 July 24,2013 Alban, Thomas 1 of 2 � air RE: 25457 - 25457-Mel-RY-O'Boyle Residence Site Information: Customer Info: Mel-Ry Construction Project Name: O'Boyle Residence Model: Lot/Block: Subdivision: Address: 1012 Nettles Blvd. City: Jensen Beach State: FL INo. ISeal# Truss Name_ Date 35 IT4944525 IA15 I7/24/013 136 IT4944526 I A16G I7/24/013 2 of 2 Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944491 26457 -CJ1 Jack -Open 4 1 Job Reference (optional) Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 M7ek Industries, Inc. Wed Jul 24 08:32:53 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-g9hvDtmp5?FD7A1oBkGmj tQ3TBjbbXPy88LjlyuwM 1-0.0 1-0.0 4.00 12 Scale = 1:6.2 2 1 N d d 3 2x4 = 0.10.8 0.10.8 0.1-8 , LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(Q -0.00 6 n/r 120 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-M) Weight: 3 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 6-0-0 oc bracing. w7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO lae) 2=89/Mechanic�e ical Max Horz 2=113(LC 1), 3=113(LC 1) Max upmft2=79( Max Grav 2=89(LC 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=135 BOT CHORD 1-3=113 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical 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 to for these factors.� responsibility of the fabricator to increase plate sizes account 0 degree its center. A: �I 3) Plates checked for a plus or minus rotation about ���� P5 4 designed for 10.0 bottom chord live load nonconcurrent with any other live loads. . •.� •-� •.. � ��o 4) This truss has been a psf �� ' 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 •'� C E N S+''.^:of. 5) This truss ,1% ��., fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2. 3938 •• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * �• LOAD CASE(S) Standard ATE i4 0 R �e.#"S/O N A+ 0 V% FL Cert. 6634 July 24,201 A ➢ ARIUM -Verify design pwmneters acid READ NO= ON THIS AFM INCLUDED b3fMREPERENCE PAGE ffif1-7473 BEFORE USE, � Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an individual building component. �• Hi 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 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/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo• able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 14 tfSatathemPusE7va,, rnbeli3 ec ied,thede5�gnvals�esate 'tttdSeeUectiY DS Oi( 073lryAI5C Tampa, FL 3361 D-4115 Job Truss Truss Type city Ply 25457-Mel-RY-O'Boyle Residence T4944492 26457 -CJ3 Jack -Open 2 1 I Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:53 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-g9hvDtmp5?FD7A1 oBkGmjjtQsTA7bbXPy88Lj"M 3-0-0 r Refer to MiTek'TOE-NAIL" Detail for connection to 3-0-0 supporting carrier truss (typ all applicable jacks on this job) Scale =1:9.6 2 3 4.00 12 a! 1 Li 5 2x4 Qo Qo Q 4°0 3x6 I I 4 1-ao 1-4-0 3 ao 1-0-0 o-a-o 1-a-o Plate Offsets X 1:0-2-14 0-0-10 1:0-1-4 1-3-4 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FBC2010/TPI2007 WB 0.00 (Matrix-M) Horz(TL) 0.00 1 n/a n/a Weight: 11 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. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [Installation guide REACTIONS (lb/size) 1=198/0-8-0 (min. 0-1-8), 2=47/Mechanical, 5=22/Mechanical Max Horz 1=61(LC 8) Max Uplift 1=63(1-13 8), 2=39(LC 8), 5=6(LC 8) Max Grav 1=198(LC 1), 2=47(LC 1), 5=33(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-9=19, 1-1=33, 1-2=11, 2-3=1 BOT CHORD 1-10=-0, 1-6=16, 1-5=0, 4-5=0 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf,, h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 { { 1711 �► 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the t%I ►., I� responsibility of the fabricator to increase plate sizes to account for these factors. `�� p,S A: ,q4e its • "• •., ��� 3) Plates checked for a plus or minus 0 degree rotation about center. ,�* O\vy ., for 10.0 bottom chord live load nonconcurrent with any other live loads. -. •� G E N3 ••••9 4) This truss has been designed a psf ,� 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 ,� ,•• V . fill between the bottom chord and any other members. 3938 ••• �• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 5. •, 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. LOAD CASE(S) Standard jM13: r r ATE .o OR C� * .S •• 'Inn t 111% FL Cert. 6634 July 24,201 ®WMNIM V&,ffydesiffAFw atsebarsandRBdDWMON77fl6mD►NufmBDii/7BfCRBFBRBNCBP.AGBAtt►-747a"ORBUBA �'� Design valid for use any 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 any. 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/iPl1 Quality Crifeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safeyinformallon etratlluesatefettitAle Edda 202, 013itpyA= Tampa, FL336104115 Job Truss Truss Type Qty Ply 25457-M&RY-O'Boyle Residence T4944493 25457 -CJ3V Jack -Open 2 1 Job eference o do al East coast Truss, Fort Pierce, FL 34946 7.420 is Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:54 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-8MFHRDnRsIN4kKc IRn?FxQ4tXdK20YBouvFCyuwM 1-8-0 i 2-11-4 340,0 r 1-8-0 1-3.4 0-M2 Scale =1:9.6 3 4 4.00 12 2 Y 1 65 N � Id Id 2x4 = �• Q, Q 2.00 i72 0 7 7x6 1-0.0 1-8-0 i 2-11-4 3.0.A I 1-0.0 0.8-0 1-3.4 0-t5.12 Plate Offsets X 7:030 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(fL) -0.00 7 >999 180 BCLL 0.0 • BCDL 10.0 Rep Stress Incr YES Code FBC2010/TPI2007 WB 0.05 (Matrix-M) Horz(TL) -0.01 3 n/a n/a Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0A oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation u' REACTIONS (lb/size) 7=246/0-8-0 (min. 0-1-8), 3=5/Mechanical, 6=16/Mechanical Max Horz 7=61(LC 8) Max Upl'Ift7=-180(LC 8), 3=17(LC 5) Max Grav 7=246(LC 1), 3=23(LC 6), 6=31(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=185, 2-3=30, 3-4=1 BOT CHORD 1-7=210, 6-7=2, 5.6=1 WEBS 2-7=228 NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=451t; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 /7 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the R\ �� A, I� for these factors. • •' • • ��'�I� responsibility of the fabricator to increase plate sizes to account `ti 0�. ,+• 0 degree about its center. %�. Ns 3) Plates checked for a plus or minus rotation _\G)= 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� •� . 6� 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 3 938 '• fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (A --lb) 7=180. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .; ATE O LOAD CASE(S) Standard ;• Al ��% FL Cert. 6634 July 24,201 A WARMW - Verify deslgnpanarneUm an d REW MnZS ON 7HISAIM MIZWW WM JWBRM CBFAWif l.7473 BEFORS (W Design valid for use only with Wek 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 responsiblli y of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance. regarding fabdcation, quality control, storage, delivery, erection and bracing, consuti ANSI/IPi1 Quality CrBeda, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information vvaa'uable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, yA 2314. RSouUt�rtl:PirtC�3L�lfrmt4itst€ssPec`wed AhedE5tgnvghkeg t htM fftctive06 O2f2013byAtSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 25457-MBl-RY-O'Boyle Residence T4944494 25457 -CJ5v Jack -Open 2 1 Job Reference o do al East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 120 13 MRek In Le., Ine. Wed Jul 24 08:32:54 2013 Page 1 ID:mSBoGgaXSwFwT2igQ34VRyv9Ej-8MFHRDnRsIN4kKc IRn7FxQY7tUJK2gYBouvFCyuwM i 1-8.0 1 4-11.4 5-p,0 1-8-0 3.34 0.2 Scale=1:13.3 3 4 r 4.00 12 i 2 8 1 a� 2x4 = �• d 2.00 12 ' d° 774 1-8-0 4-11_4 1-0-0 o-e-o 334 o-o-1z Plate Offsets X :0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 16 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation REACTIONS (lb/size) 7=318/0-8-0 (min. 0-1-8), 3=94/Mechanical, 6=35/Mechanical Max Horz 7=101(LC 8) Max Uplift7=195(LC 8). 3=70(LC 8) Max Grav7=318(LC 1), 3=97(LC 13), 6=71(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=129, 2-3=21, 34=1 BOT CHORD 1-7=144, 6-7=4, 5.6=1 WEBS 2-7=304 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511t; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 grip DOL=1.602) As plate request d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the `A,tA',,/� responsibility of the fabricator to increase plate sizes to account for these factors. ,��0\y`.,.•••"••. �e �! 3) Plates checked for a plus or minus 0 degree rotation about its center. �� •� G ENS' •• •.'��1��; 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; • V -= ry!.r 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 O 3 938 fit between the bottom chord and any other members. Z 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 7=195. 7) "Semi -rigid pftchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. • ATE LOAD CASE(S) Standard i�0 •' FL Cert. 6634 July 24,201 AWARKM-V &deOgnPtt netirsandREADNO788ONIINTSANDMUEMSD1IMWRSPBRSNCBPAGE 1191-7473BBFORSV= 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 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, DS5-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information `a'able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 14 Tampa, FL 336IG-4115 rt5authemPirte�ar►turntmrisspecdied,thedes-sgn1W-atettrrs etfetti,re&.OW013byAIX Job Truss Truss Type Qty 25457-Mel-RY-O'Boyle Residence ' T4944495 25457 -EJ3V Jack -Open 1 JPly 1 Job e e e ce o tional Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:56 2013 Page, ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-5kN1 svoiNwdo_emNtsgTKMVvDhD5oyWre6N?K4yuwM 11-8-0 2-11-9 1-8-0 1-3.9 0- 3 - Scale =1:9.6 3 4 4.00 12 i 2 h 65 1 d � Id �• 2x4 = Qo Q. ZoD ,2 o• 7 74 2-11-,o 1-0.0 0.8-0 1-3.10 0.6-'12 Plate Offsets X 7:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.00 7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 340-5 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer t o REACTIONS (lb/size) 7=246/0-8-0 (min. 0-1-8), 3=7/Mechanical, 6=16/Mechanical Max Horz 7=61(LC 8) Max Uplift7=180(LC 8), 3=17(LC 5) Max Grav 7=246(LC 1), 3=24(LC 6), 6=32(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=185, 2-3=30, 3-4=2 BOT CHORD 1-7=210, 6-7=2, 5-6=1 WEBS 2-7-228 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 l i�I�� plate grip DOL=1.60 ,�11� 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the � PS Aw q� increase to account for these factors. • • • ! • •., I� responsibility of the fabricator to plate sizes %� O�•.,. v 3) Plates for a or minus 0 degree rotation about its center. -. G E N S+ •. q �� checked plus ,�� �,, 4) This truss has been designed fora 10.0 psi 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 will 3 938 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except (jt=lb) 7=180. 7) "Semi rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •. ATE i.0 LOAD CASE(S) Standard O �4� �0 N A� E . 11 FL Cert. 6634 July 24,201 AWARMVG-Vafbdesignpor ndarxandRB6DNO7MON7NJSAW/NC EMMDQ7FXRBPBR=BPdGBim-7473BBFORBUSB, ■ Design valid for use only with Mirek connectors. This design is based onlyupon parametersshown, and is for an individual building component.• Applicability of design parametersand 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 Ae�• 'T M 1 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 Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 14. KSouthertt P1ree�5Plumber r5 spec-dieid the deMp values ate thosecffet[ive 06 .01/7013 byA19C Tampa, FL 3361 D-4115 Job Truss Truss Type City Ply 25457-Mel-RY-O'Boyle Residence T4944496 25457 -EA Jack -Open 5 1 Job Reference o do al Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:32:57 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-ZxxP3FpK8DIfbnLZQaLitZ25R5X7XOX tm6ZsWyuWM 4-1-0 4-1-0 - Scale = 1:11.4 2 4.00 12 1 2x4 = �• 3 0 34 I l 1-4-0 4-1-0 1-0-0 0.4.0 2-9-0 Plate Offsets X 1:0-2-14 0-0-10 1:0.1-4 1-3-4 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 3-8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 2=83/Mechanical, 3=39/Mechanical, 1=241/0-8-0 (min. 0-1-8) Max Horz 1=81(LC 8) Max Uplift2=58(LC 8), 3=9(LC 8). 1=79(LC 8) Max Grav2=83(LC 1), 3=52(LC 3), 1=241(LC 1) FORCES (lb) - First Load Case Only TOP CHORD 1-7=19, 1-1=23, 1-2=21 BOT CHORD 1-8=0, 1-4=7, 1-3=0 NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 ,Vt�1it7 �'1/j��7 responsibility of the fabricator to increase plate sizes to account for these factors. 0 degree its center. • • •' • • �e �I� 3) Plates checked for a plus or minus rotation about ,�� �`V'. ,. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. . ' G E N S ••. '9 �� psf ,� 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 ofwithstanding 100lb uplift atjoint(s) 2, 3, 1. * �• 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. LOADCASE(S) Standard • ATE 4l/ . ORX 0 •``. "SS N A1-E innfl� FL Cert. 6634 July 24,201 AWAR1VING • VerTy design parmrteters and PW NO7E5 ON7WSAND INCLUDED JUTSKREFEPLIMB FAGS J91-7473 EEFORS USE. Design valid for use onlywith 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 bracing to insure stability during construction is the responsibllty of the e�•'T M 1 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-69 and BCSI Building Component 6904 Parke Fast Blvd. IffeWISutatltexrlPirte�SP,Jbumbe is5petifiIed,thedeslgnvaluesatethose�eAlexandria, ffectiveDSfolf2013byMSC Tampa, FL336104115 Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944497 25457 -EJ5V Diagonal Hip Girder 1 1 ob a erence o do al Fast Coast Truss, Fart Pierce, FL 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:582013 Page 1 ID:mSBoGgaXSwFwj-r2igQ34VRyv9Ej-17VoGbgyvXuvvDxwl HsxQnaGiUvTGgc86Qs6PzyuwM i 2-0.2 4-11-13 2.0.2 2-11-11 2x4 I I Scale=1:11.1 3 4 3.16 12 34 2 6 1 I$ 46 - 3x4 = 1.58 12 7 4x4 1-2-14 i 2-0.2 411-12 4-14 13 1-2-14 0.9-4 2-11-10 0.- 1 Plate Offsets x :0-2-00.2-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(TL.) -0.01 6-7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=352/0-9-4 (min. 0-1-8), 6=81/Mechanical Max Horz 7=83(LC 5) Max Uplift7=253(LC 8), 6=50(LC 5) Max Grav 7=352(LC 1). 6=91(LC 15) FORCES (lb) - First Load Case Only TOP CHORD 1-2=151, 2-3=31, 3-4=6, 3-6=97 BOT CHORD 1-7=113, 7-11=199, 6-11=197, 5.6=0 WEBS 2-7=306, 2-6=196 NOTES 1) Wind: ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; left Lumber DOL=1.60 , , e ; EnDOL=1 60 .18; MWFRS (directional); cantilever left and right exposed ; end vertical and right exposed; A plat111 ip ♦�,,,,I �S 0 degree its center. • • • ! • • �e 2) Plates checked for a plus or minus rotation about ,%; O\�1'I,�. 3) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. G E N & • •.•q �� psf ,% � 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. O 3938 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) * �� 7=253. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb up at 3-4-2 on bottom chord. : C0 The design/selection of such connection device(s) is the responsibility of others. •• ATE 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -.00 O CASE(S) Standa LOAD 1) + Roof Livpe (balarnced): Lumber Increase=1.25, Plate Increase=1.25 ' i,S O N A1- U ad iII1111 f 11' Vert: 1-3=70, 3-4=70, 7-8=20, 6-7=20 Concentrated Loads (lb) Vert: 11 =1 O(B) FL Cert. 6634 July 24,201 AWARNING • Ver& design pm mneters andRSAD NOYSS ON MB AND INCLUDED DiInKJU PSRENCS PAGB 191-7473 BSFORB USE, �� Design valid for use any with hLTek 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 responsblity 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 responsiblrity, 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 ANSIITP11 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 312. Alexandria, VA 14 oiff013byAL5C Tampa, FL 33610-4115 If SouthernPine� P�lumber:is�ecified, the destgnvaluesarethoseeff"tivea Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944498 25457 -EJ7V Jack -Open 10 1 Job efere ce o do al East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:32:58 2013 Page 1 ID:mSBoGgaXSwFwi f2igQ34VRyv9Ej-17VoGbgyvXuWDxwl_HsxQnaByUo_GgB86Qs6PzyuwM 1-8.0 7-0-0 1-8-0 5-4-0 Scale=1:18.2 3 4.00 12 N r' N N 2 1 d d 2x4 = ° d• 2.00 1z d, d• 5 7x6 1-0-0 1-8-0 7-0-0 1.0 aaa 5-4-0 Plate Offsets X 5:0-3.0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.10 4-5 >663 180 BCLL 0.0 • Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 22 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 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 g REACTIONS (lb/size) 3=153/Mechanical, 5=421/0-8-0 (min. 0.1-8), 4=50/Mechanical Max Horz 5=140(LC 8) Max Uplift3=108(LC 8), 5=229(LC 8) Max Grav 3=153(LC 1), 5=421(LC 1). 4=94(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=117, 2-3=37 BOT CHORD 1-5=134, 4-5=6 WEBS 2-5=449 NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 `�N PS A, to increase to account for these factors. • ...... I responsibility of the fabricator plate sizes t� •. 3) Plates for a or minus 0 degree rotation about Its center. �� �- •' G E N s •'.��'9� ��� checked plus 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 will 3938 fit between the bottom chord and any other members. .. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=1b) 3=108, 5=229. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .•. ATE LOAD CASE(S) Standard .:4V ��tss/0 E�.�`• N AL FL Cert. 6634 July 24,201 A WARMNG - Veryy design paricali andRSAD NOTES ON 7W$ ANV R MWBD iIIMRSFE iENCB PAGE MU-7473 SEFORS un Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design 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/rPil Quatfty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. MSotylutftemPirie7SP�ilurriberisspeGfiled,lhedesignaatuesaretl3taseAe$aettyveObf031A 13bymsc Tampa, FL33610d115 Job Truss Truss Type Qty Ply 26457-Mel-RY-O'Boyle Residence T4944499 26457 -E17NA Jack -Open 1 1 Job a erence o do a Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:32:592013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-VJ3AUxragrON r5VyY_NAy_71qu917HjHL4bgxPyuwM 1-8-0 6.2-13 1-8-0 4$13 4x4 =2.08 112 Scale=1:16.7 3 4 4.00 12 N 2 N Id 5 d 1 6 5x5 = 1.04 h2_ � 6• 2x4 = 6 0 2.Do F12 7 7A 0 i 1-8.0 6.2.13 _ 6-3A1 7-0-0 i 1-0.0 0.8-0 4-6-13 0-��13 Plate Offsets X 7:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.10 6-7 >638 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.03 4 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) 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 pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer a a 'o REACTIONS (lb/size) 4=67/Mechanical, 7=420/0-8-0 (min. 0.1-8), 5=137/Mechanical Max Horz 7=119(LC 8) Max Uplift4=10(LC 8), 7=234(1_C 8), 5=81(LC 8) Max Grav 4=80(LC 3), 7=420(LC 1), 5=137(LC 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=104, 2-3=23, 3-4=11 BOT CHORD 1-7=120, 6-7=7, 5-6=12 WEBS 2-7=387, 3-6=104 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60 4 plate grip DOL=1.60 ,��j A• q 4#II 3) As have been designed to for tolerances or rough handling and erection conditions. It is the • • •.. �e �j' requested, plates not provide placement ,,� �`y, •,.. ••.�q ��� responsibility of the fabricator to Increase plate sizes to account for these factors. E N,9 4) Plates checked for a or minus 0 degree rotation about its center. plus 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •' 3 938 •. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .* fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except at=lb) 7=234. �{"Z'i 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE LOAD CASE(S) Standard �j,�A •� Q;• �� O Ft ;ON A, ,`` FL Cert. 6634 July 24,201 A WARNING - Verify design parameters and READ ROM ON7MB AND INCLUDED 6QMRBPBRBNCB PAGE ffiI-7473 BBFORS US& 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 iviiTek• 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/11`I7 Quality CrIteda, DSB-89 and BCSI Building Component 6904 Padre Fast Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VAR4. Tampa, FL 33610-4115 If SouthezrtPfr►e�SP�laruber15specdie4thedesrgfvaluesaretrioseeffective06/2013byA1SC Job Truss TNSS Type Qty Ply 25457-Mel-RY-O'Boyle Residence T49445DO 25457 -EJ7VB Jack -Open t 1 ob13e e e ce o tional _ East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MRek Industries, Inc. Wed Jul 24 08:32:59 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-VJ3AUxragrONrSVyY NAy_7KUu88?HvHL4bgxPyuwM 1-8.0 5-1-6 7.40 1-8-0 3.5-6 1-10-10 ' 2.08112 Scale = 1:15.0 4x4 3 4 4.00 12 2 5 ¢ I 1 d 6 5x5 2x4 = �• 1.04112 o p 2.00 12 774 1-0 0 1-6 a 5-1-6 3 7-0.0 1-ao aao 3-5-6 Plate Offsets X 7:0-3-0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.07 6 >860 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.14 6 >449 180 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FBC2010/TPI2007 WB 0.07 (Matrix-M) Horz(TL) 0.08 4 n/a n/a Weight: 23 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s io REACTIONS (lb/sfie) 4=115/Mechanical, 7=424/0-8-0 (min. 0.1-8), 5=86/Mechanical Max Harz 7=84(LC 8) Max Upf'ift4=56(LC 8). 7=243(1-13 8), 5=27(LC 8) FORCES (lb) - First Load Case Only TOP CHORD_ 1-2=144, 2-3=5, 3-4=17 BOT CHORD ` 1-7=171, 6-7=1, 5-6=7 WEBS 2-7-350, 3-6=67 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. fl; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plae grip DOL=1.60 3) Astrequested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the ��`,`,PS q factors. � •"• •• �e ��� responsibility of the fabricator to increase plate sizes to account for these O\V, •.• •� G E N S •• �iy •. 4) Plates checked for a plus or minus 0 degree rotation about its center. �1 XN. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� V `. '^ •' 6) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 ell by 2-0-0 wide will 3 938 fit between the bottom chord and any other members. * •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 7=243. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. t ATE LOAD CASE(S) Standard ��Q�• A, 001, /0 Bunn FL Cert. 6634 July 24,201, AWA MNCVer{fydesigrtpw=netemandRmmnESON7wsmDmuuDmifl7 mWEiMBPAGBJUI-7473BBFORBUS& • 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 storage, delivery, erection and bracing; consult ANSI/IPII QualyHyy Criteria, DSB-89 and BCSI BuBding Component 6964 Parke East Blvd. gco'ntrol, Truss Yaltlt+S aY� thx35eAlexandria, SpeGifi ledrtlt0d �TlLee tlioel�ri Pnble from IfSauInformation EffethtrG OS Olf2Q13byA1SC Tampa, FL 3361Od115 Job Truss Truss Type Qty Ply 25457-MelRY-O'Boyle Residence T4944501 25457 -EJ7VC Jack -Open 1 1 Job e e e co o do al East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:32:59 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-VJ3AUxragrON r5VyY_NAy_7NkuA5712HL4bgxPyuwM 1-,-o 2-SO 2.8-9 4-7-15 7-0-0 1-B•0 0.9.0 0.3.9 1-11-6 2-4-1 - Scale=1:14.3 2.78 12 4x4 = 2.08112 4 4x6 5 4.00 12 3 1x4 II 2 m d 13 6 n 1 d lid 7 5x5 = 2x4 = �° 5x5 Q° 1.39 12 1.o4 12 9 2.00112 4x4 1-0.0 1-&0 2-SO 2-8-9 4-7-15 7-0-0 1-40 0.8-0 0.9-0 0.3-9 1-11-6 0. 3 2-3.14 Plate Offsets X 2:0-2-8 0.0-8 3:0-5-0 0-2-B 8:0-2-8 0 1-12 9:0-2-0 0-2-8 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.09 7 >692 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.15 7 >410 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 27 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 640-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 5=130/Mechanical, 9=458/0-8-0 (min. 0-1-8), 6=82/Mechanical Max Horz 9=57(LC 8) Max Upl'Ift5=73(LC 8), 9=286(LC 8), 6=28(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-2=347, 2-3=81, 3-4=3, 4-5=20 BOT CHORD t-9=418, 8-9=148, 8-13=148, 7-13=145, 6-7=7 WEBS 2-9=347, 3-8=22, 4-7=64, 3-7=142 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=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. ��-t S A. I� for 10.0 bottom live load nonconcurrent with any other live loads. • • • ! • •: q�e �j� 4) This truss has been designed a psi chord ��, 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 N 3 �* fit between the bottom chord and any other members. `��9., 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except at --lb) 3 93 8 9=286. * ;• 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 device(s) shall be provided sufficient to support concentrated load(s) 21 lb up at 2-8-9, 15 lb up at 3-2-8L and 67 lb down and 82 lb up at 4-8-2, and 16 lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is {� the responsibility of others. i ATE ••• 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 000 O �[/ I��(1.••• 0 R,1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 1��110 N A� Uniform (pit) VLoasert: 1 70, 3-4=70, 4-5=70, 9-10=20, 8-9=20, 7-8=20, 6.7=20 Concentrated Loads (lb) Vert: 8=11(F) 6=6(F) 7=-67(F) 13=4(F) FL Cert. 6634 July 24,201 AWARMNG-Vaj&dgW9npwwi%derscmdRMDJY07WON7W6ANDlJYMWBOA1=REFRU=BPAGE=-T473BEFOREUM �� Design valid for use onlywith MTek connectors. This design is based only upon parameters shown. and is far 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 responsiblfity of the iwiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the bullding 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 va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14 1f�lathetrlPitl£�SP�lurdlleriS ecifredLttredestgnllatilESaze�hos+'effettiYe06 OM013byA15C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 25457-MelRY-O'Boyle Residence T4944502 26457 -EJ19 Jack -Open 2 1 Job e e e o bona East Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 Mrrek Industdes, Inc. Wed Jul 24 08:32:54 2013 Page 1 ID:mSBoGgaXSwFwT2igQ34VRyv9Ej-BMFHRDnRsIN4kKc IRn?FxQbXtUzK2nYBouvFCyuwM 1-8.6 9-1 1-8-6 1-5 Scale =1:7.6 4.00 12 2 3 1 sO d d d 2x4 =>< 5 4 i 1-8-6 1-8-6 b-1-5' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 4 >440 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.01 4 >376 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-12 oc pudins. 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=16/Mechanical, 5=140/0-8-5 (min. 0-1-8) Max Horz 5=36(LC 8) Max Uplif12=16(1-C 8), 5=107(1-C 8) Max Grav2=21(LC 13), 5=140(LC 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=206, 2-3=2 BOT CHORD 1-5=226, 4-5=0 NOTES 1) Wind: ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat, ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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. ,�� PS A; A This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. �j1. •. •.. �e ��j 4) psf ,� E ••.•q �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 ����.,�'• G S • fit between the bottom chord and any other members. ; �� - .�t i,,� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=lb) 3938 •• 5=107. Z jk ; 7) "Semi -rigid pii chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ^ 'Z •MW •• ATE ` FL Cert. 6634 July 24,201 A WARJMWG - Verify design panmrrctem andPJ= =7W ON77IIS AND INCLUDED KfTEKRBPBRB8ICB PAGB JIU-7473 BBFORB UM Design valid for use only with FLTek connectors. This 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 ■�Y Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibliity 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 ANSIRI71 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. EAlee xffeatnLr(a V�A223M013byA� IftSn Tampa. FL336104115 thetrtPTnevvalaulitniberisspeCifilecl the, deSignvaluesaxetthe Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944503 26457 -EJ28V Jack -Open 1 1 Job eeeceodoal East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:55 2013 Page 1 ID:mSBoGgaXSwFwiT2iq Q34VRyv9Ej-dYpfeZn3dcVxMU BBJ91 Eo8zkRHlg3V EhQSdSoeyuwM i 1-8-0 I 2-8.11 1$0 1-D-11 Scale =1:9.1 3 4.00 12 2 1 d d V, Id 2x4 = 0 00 o• 2.00 12 0 5 74 1-DO 1-e o I 2 B 11 2- 12 1-0 0 o-e-o 1 0 11 1 Plate Offsets 5:0-3.0 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(fL) -0.01 3 n/a n/a BCDL 10.0 Code FBC201 O/TP 12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide, REACTIONS (lb/size) 3=16/Mechanical, 5=246/0-8-0 (min. D-1-8), 4=10/Mechanical Max Horz 5=64(LC 8) Max UpIR3=25(LC 3), 5=186(LC 8) Max Grav 3=16(LC 4), 5=246(LC 1), 4=20(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=184, 2-3=30 BOT CHORD 1-5=209, 4-5=1 WEBS 2-5=231 NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 the to increase sizes to account for these factors. • • • e • •., �e �j' responsibility of fabricator plate ,�S O�1 •. 3) Plates checked for a or minus 0 degree rotation about its center. -. E N S �`. plus %N � %G 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 chard in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will 3938 fit between the bottom chord and any other members. Z 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 5=186. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :rfr :Z 0. .ATE : ��%` LOAD CASE(S) Standard • O /tnrin FL Cert. 6634 July 24,201 A WAMM - Ver{fy dmgn pw=neta w andRK0 MYM ON MS A?M IMLWED X1MWR9FSRSNCS FAGS MY-7473 BSFORS iISS, 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 responsiblrty 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/TPil Quality Cdlerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. USOSafety InutttetriPirse lbumbetf5specifiIed,tuthedesigtfevaluesiarethasaeeffecd"06F011AO13byA1SC Tempa.FL33610-0115 Job Truss Truss Type I Qty Ply 25457-MORY-O'Boyle Residence T4944504 25457 -EJ29V Diagonal Hip Girder 1 1 Jot!e e e ce o tional East Coast Truss, Fort Pierce, FL 34M 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:32:55 2013 Page 1 I D: m SBoGgaXSwFwiT2igQ34VRyv9Ej-dYpfeZn3dcVxMU BB J91 Eo8zk_Htj3V8hQSdSoeyuwM I 2-8-15 2-8.15 Scale =1:8.8 3 3.68 12 N 2 I i 1 4 N ch 6 i � I d � d 2x4 =>< >< 1.84 12 5 64 = i 1-0.14 1-9.1 1-0.14 0-8-3 0.11-14 Plate Offsets 5:0-4-8 0-2-4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 Be 0.06 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 9 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 241-15 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatioa guide REACTIONS (lb/size) 3=31/Mechanical, 5=263/0-8-3 (min. 0-1-8), 4=9/Mechanical Max Holz 5=50(LC 8) Max Upli t3=36(LC 3), 5=204(LC 8) Max Grav 3=26(LC 8), 5=263(LC 1), 4=19(LC 3) FORCES (lb) - First Load Case Only I TOP CHORD 1-2=204, 2-3=31 BOT CHORD 1-5=227, 4-5=1 WEBS 2-5=251 NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 tole I noes or rough handling and erection conditions. It is the ,,�`p,p+S A. to for these factors. • • • ! • • �e �i� responsibility of the fabricator to increase plate sizes account ,�� Owe ,. for 0 degree rotation about its center. .••�C E N S'. •'•�'9�"�� 3) Plates checked a plus or minus �♦ 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 will 3938 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (it --lb) 5=204. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used! in the analysis and design of this truss. � CC • ATE ' w� •'. LOAD CASES) Standard i S�0 AC� *#N ��`• FL Cert. 6634 July 24,201 A WA MM - Vern cresign povaIet em andREdD N0773S ON 77IIS AM'i LURED Mf7S8RBFRU=B PAGE JM-7473 BEFORS USE Design valid for use only with Mrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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-89 and BCSI Building Component areSuite Alexandria. Iff�ty��p�gSP 06 IW013;byAISC 6904 Parke East Blvd. Tampa. FL 33610-4115 I=frtletisspeCifiledr�thed�5igtevaloes thoseettnre Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944505 25457 -EJ33V Jack -Open 1 1 Job a ere ce o do a East Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 Mrrek Industries, Inc. Wed Jul 24 08:32:56 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-5kN1svoiNwdo emNtsgTKMVuGhCgoyMre6N7K4yuwM 1-10-8 , _ 3515 1-10-8 1-56 Scale =1:9.3 3 3.42 12 2 d 1 d I 2x4 = 1.7, ,2 5 6x6 = 1-10.8 3.3-15 0.9.2 1_. Plate Offsets X 5:0-4-8 0-2-4 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.00 5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 3=0/Mechanical, 5=280/0-8-15 (min. 0-1-8), 4=14/Mechanical Max Horz 5=56(LC 8) Max Uplift3=17(LC 3), 5=209(LC 8) Max Grav3=19(LC 6), 5=280(LC 1), 4=28(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=234, 2-3=29 BOT CHORD 1-5=256, 4-5=2 WEBS 2-5=263 NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf: BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 It is the ,�,�,l�tl q, 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. to increase to account for these factors. �-A Pg • • ! • • q� responsibility of the fabricator plate sizes 0 degree its center. �`V'. •.. ,%� '0, e •. • C E N S+ �•.^q��y 3) Plates checked for a plus or minus rotation about 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦ ♦ A` ; • 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) ZT 5=209. 7) "Semirigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. {lr .•; •• LOAD CASE(S) Standard %.�`� rrnrri t FL Cert. 6634 July 24,201 A WARMNG • Vayy design pmmnetem mid R90 NOBS ONTWS AND MMEMBD M=RBFBRUMB PAGE JUI-7473 BBFORS USG 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 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/rPl1 Quality Cdterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information gva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314 IfSautherltPineLSp- hmaterisspecilied,thedesign valuesare 'thoseeffettire& OlAOi3byAtSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 25457-MelRY-O'Boyle Residence T4944508 25457 -FJ46V Jack -Open 1 1 job eference o Tonal •East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:32:57 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-ZxxP3FpK8DIfbnLZQaLitZ23U5X8XO2bn6ZsV"M 1-10-8 4-6-9 1-10.8 2-8.1 Scale=1:11.0 3 3.42 FIT 2 A 1 1� 2x4 — 1.71 12 5 6x6 = 4-6.9 1-1-B 0-32 2-8-1 Plate Offsets X 5:0-4-8 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeff Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 3 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation e REACTIONS (lb/size) 3=63/Mechanical, 5=315/0-8-15 (min. 0-1-8), 4=26/Mechanical Max Harz 5=77(LC 8) Max Uplift3=-42(LC 8), 5=211(LC 8) Max Grav 3=65(LC 13), 5=315(LC 1), 4=52(LC 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=217, 2-3=36 BOT CHORD 1-5=237, 4-5=3 WEBS 2-5=293 NOTES 1) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=15ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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 ��PgA. to for these factors. responsibility of the fabricator to increase plate sizes account 3) Plates checked for a or minus 0 degree rotation about its center. : ••• G E N S •••.'9 �,B plus �� 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 will 3938 •;. fit between the bottom chord and any other members. Z * ! 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=211. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • ATE •% LOAD CASE(S) Standard �i 4/,�' X 4OR•�QP, i A1- ���`. U1f7111I1 FL Cert. 6634 July 24,201 A WMX M'. - V& j& deign par mrcetm m+dREAD M7W ON IWB dim INCLEMED MM3KRIW B PAGB ffiI-7473 BBFORS USB, Design valid for use only with M''Tek 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-69 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information a able from truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, yvA 14. IfSauthetr►PJt1evSP�lumberisspecifiedrthedesgnvalues azethe seetfective06 61/2MbyA15C Tampa, FL 3361 D-4115 Job Truss Truss Type Ply 25457-MeM-O'Boyle Residence T4944507 25457 -EJ48 Diagonal Hip Girder 111ty 1 1 Jo eee ce o do al Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:57 2013 Page 1 ID:mSBoGgaXSwFwir2ig034VRyv9Ej-ZxxP3FpK8DIfbnLZOaLit726k5Y3XOX tm6ZsWy"M 4.8.3 4-8-3 " Scale=1:11.3 2 3 2x4 II 3.49 12 Lj 2x4 = 5 3x6 11 2x4 11 4 i 1-1-9 1-6-2 i 4-7-12 _ 4-&3 r 1-1-9 10-0- 0 3-1-10 0-iL7 Plate Offsets KY): 1:0-3-8 0-D-10 1:0-1-3 1-5-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 5-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer [installation auide REACTIONS (lb/size) 5=131/Mechanical, 1=182/0-9-3 (min. 0-1-8) Max Horz 1=99(LC 5) Max Up1ift5=68(LC 8), 1=60(1-13 8) FORCES (lb) - First Load Case Only TOP CHORD 1-9=19, 1-1=65, 1-2=16, 2-3=6, 2-5=97 BOT CHORD 1-10=0, 1-6=-43, 1-5=0, 4-5=0 NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about As center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,�� Prj A. q �� • load 20.Opsf the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will • •� • . �e �j� 4) This truss has been designed for a live of on ,�� O �•. ♦ C E N $ • •. -9 fit�1 between the bottom chord and any other members. ,N •\ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 1. : � •' f& *!A 6) "Semi -rigid pi chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 39315 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 54 lb up at 1-11-6, and 27 lb down and 54lb up at 1-11-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ATE :• •• 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 0 Q fit/ �i '��••'r� Q:•� `� �� Uniform Loads (plf) �i` 3=70, 4-6=20 0 R SS / • Concentrated Loads (lb) Vert: 9=108(F=54, B=54) �I///0 N A, I111,'G�`r►"� FL Cert. 6634 July 24,201 A WARMM - VerTY design panarriet" a idRUD AUM ON MS AND INCLUDED Nf=RBPBRBNCB PAGE MUZ-7473 BBFORS US& ��• Design valid for use only with Wei: 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 responsibllty, 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/TPII Qua ft Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bfvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, A 14. ItSoutttemPiree�3P�lumbesiespeci ied.thedesigrvaluesateOxaseeffeedve OS/2013bIf Tampa, FL 33610-4115 Job TrussType QtyPly 25457-M&RY-O'Boyle ResidenceT4944508 25457 J310 Pu Jack -Open 1 1 Job e e e o do al East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:32:552013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9EjdYpfeZn3dcVxMUBBJ91EoBzIRHsv3V1 hQSdSoeyuwM 3-10.9 3.10.9 Scale=1:11.0 2 4.00 12 n n . 1 2x4 = 3 3x6 II 1-a0 i 1-4-0 3.10.9 1-a0 0-4-0 2.6.9 Plate Offsets X 1:0-2-14 0-0-10 1:0-1-41-3 4 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.01 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 3-8 >999 1BO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 [Installation guffide. REACTIONS (lb/size) 2=75/Mechanical, 3=35/Mechanical, 1=233/0-8-0 (min. 0-1-8) Max Horz 1=77(LC 8) Max Upl'lft2=54(LC 8), 3=9(LC 8), 1=76(1-13 8) Max Grav 2=75(LC 1), 3=48(LC 3), 1=233(LC 1) FORCES (lb) - First Load Case Only TOP CHORD 1-7=19, 1-1=25,1-2=19 BOT CHORD 1-8=0, 1-4=2, 1-3=0 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical 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. for 0 degree rotation about its center. ��A CJ` A. ...... 3) Plates checked a plus or minus 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`1 0`V, • •. -, '� G E N ••.�q�.� 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 `y : A� V fit between the bottom chord and any other members. 3938 •• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1. * : 7) "Semi -rigid piitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard fIr :z ATE . ��/ 'O• • Z. .,�1`• s10 N A� I11111111110 FL Cert. 6634 July 24,201 AWARMNO - Va'{jy dmsign pm'mr,dem emdRM AWW ON 77/ S AW JAICLUDSf1 MM&KRSMBRSBCB PAGE MU-7473 BBFORS US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is fa an Individual building component.• Applicability of design parameters and proper incorporation of component is responsib0ity 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 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 SCSI Building Component 6904 Parke Fast Blvd. Safety Information ' able from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 14 ff5arlthemPirieSaP, umibetisspecitied, the design values aretthoseeffett5veU6 OS/2O33byAlSC Tampa, FL 33610.4115 Job Truss Truss Type City Ply 25457-M&RY-O'Boyle Residence T4944509 I 25457 -HJ4 Diagonal Hip Girder 1 1 Job Reference faDtional Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:00 2013 Page 1 ID:mSBoGgaXSwFwi r2igQ34VRyv9Ej-zWdYhHrCRBBESF486iuPVCgb6lZykIGRZkLDTryuwM1 5-8-9 5-8.9 2x4 I I Scale=1:11.6 2 3 2.83 12 11 1 3x4 = 12 5 3x4 11 &B I I 4 1-4-10 1-10-4 5-8-9 1-4.10 0-5.10 3-1D-5 Plate Offsets X 1:0-4-11 0-0-1 1:0-0-5 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 0.15 Vert(LL) 0.02 5.10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 5-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 21 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 5=193/Mechanical, 1=310/0-11-5 (min. 0-1-8) Max Horz 1=95(LC 5) Max Upli t5=156(LC 7), 1=133(1-13 8) FORCES (lb) - First Load Case Only TOP CHORD 1-9=19, 1-1=34, 1-11=14, 2-11=15, 2-3=8, 2-5=119 BOT CHORD 1-10�0, 1-6=17, 1-12=0, 5-12=0, 4-5=0 NOTES 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 l 1111, 2) Plates checked for a degree rotation about its r. us or minus 010. 1��� nonconcurrent . 3) This truss has been delsigned for a psi bottom chord live load with any other live loads. ,*�%-�p,A S A • 20.Opsf the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � • • ! • .. �e ��j 4) This truss has been designed for a live load of on fir, ' �. �� E N �•.,q ��� fit between the bottom chord and any other members. ,♦ �, -. G S 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 5=156, �•' V'-- `� 3938 1=133. :9-.A 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,*7) Hanger(s) or other connection devices) shall be provided sufcient to support concentrated load(s) 3 Ib down and 72 Ib up at 4-1-14, and 3 Ib down and 72 Ib up at 4-1-14, and 16 Ib down and 80 Ib up at 5-8-9 on top chord, and 2 Ib down and 26 Ib up at 4-1-14, and 2` Ib down and 26 Ib up at 4-1-14, and 19 Ib down and 29 Ib up at 5-8-9 on bottom chord. The design/selection of such connectiondevices) is the responsibility of others.TE8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O � 4u •� Standard ��f`S1. LOADCASE(S) ��. ,� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ?,* 10 N All — (plf) Vert: 1-2=70, 2-3=70, 4-6=20 Concentrated Loads (lb) Vert: 3=13(8) 4=19(B) 11=47(F=23, 8=23) 12=4(F=2, B=2) FL Cert. 6634 July 24,201 A WdlelY M - Va y dm-ga pammnetera andRW MnZS ON 7WS AND MUWBD MM31CRWBRMB PArB m1-7473 BBIFORS use -- Design valid for use only 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 bracing to Insure stability during construction Is the responsiblrity, 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 Past Blvd. Safety Information o' able from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, A 14 HSouthemPuse[5SP)lumberrSspecdied,thedemgnvatuesaretltoseeffectSve 01A013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 25457-MelRY-O'Boyle Residence T4944510 25457 —HJ7V Diagonal Hip Girder 1 1 Job a erence o do al Fast Coast Truss, Fort Pierce, Fl- 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:00 2013 Page 1 1 D:mS BoGgaXSwFwiTZgQ34VRyvgEj-zWdYhHrCR88ES F486iuPVCgWANxkkZRZkLDTryuwM 2-2-13 5-10-11 9-10.1 2-2-13 3-7-14 3.11.6 Scale=1:19.0 3x4 I I 4 5 2.83 12 3x4 % 14 3 7 13 2 1 8 15 4A = d d 1 dd 1.4 II 3x4 = 1A1 12 9 74 = 1�-4-10 22-13 5.10-11 9-9-11 _ 9.10-1 1-410 0.10.3 3.7-14 3-11-0 Plate Offsets X 9:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.06 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.11 7-8 >791 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(Q 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 38 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=502/0-10-3 (min. 0-1-8), 7=384/Mechanical Max Horz 9=136(LC 5) Max Uplift9=296(LC 8), 7=168(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-2=568, 2-13=538, 3.13=500, 3.14=144, 4-14=122, 4-5=5, 4-7=176 BOT CHORD 1-9=593, 9-15=480, 8-15=487, B-16=490, 7-16=500, 6-7=1 WEBS 2-9=397, 3-13=6, 3-7=371 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45111; L=33ft; eave=4ft; Cat. 11; left Lumber DOL=1.60 111111111111 GC s1--00.18; MWFRS (directional); cantilever left and right exposed ; end vertical and right exposed; I pEncl.,'`,i`S plate grip for 0 degree rotation about its center. • • •' • • �e �i 2) Plates checked a plus or minus O\�'it,^^• 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. •� �, E N S ++. '9 ��� ,- 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. 3938 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except (jt=lb) 9=296, 7=168. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 24 lb down and 103 lb up at 6-11-13, 24 lb down and 1031b up at 6-11-13, and 26 lb down and 71 lb up at 4-1-14, and 26 lb down and 71 lb up at 4-1-14 on top • ATE +•• �1 chord, and 15 lb up at 4-1-14, 15 lb up at 4-1-14, and 31 lb down and 9 lb up at 6.11-13, and 31 lb down and 9 lb up at 6-11-13 on � bottom chord. The design/selection of such connection device(s) is the responsibility of others. face the truss front (F) or back (B). �j� Fi 1 G �� 8) In the LOAD CASE(S) section, loads applied to the of are noted as •+• 10 �i11,01111111 LOAD CASE(S) Standard N �'�� = e crease=1.25 1) Dead + Roof Live (balanced): Lumber Increase 1.25, Plat In Uniform Loads (plf) Vert: 1-4=70, 4-5=70, 9-10=20, 6-9=20 FL Cert. 6634 July 24,201 Continued on a e 2 A WARWM - Verify design pwvmders and READ MMM ON7THS AND INCLUDED MTffX IWERBNCB PAGBW-7473 BBFORE USA �� 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 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 responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the buildfrg designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Crffedo, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information able from Truss Plate Institute, 781 N. Lee Street. Suite 372 Alexandria, VA 14. If Southern Pu1eSPoP lumber Ls specdied,ttle desrgf vatues aze those eBect ive O6 0112013 byA1SC Tampa, FL 33610-4115 Job • Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944511 25457 A01G HIP GIRDER 1 4 Job eference o 'o al _ East Coast Truss, Fort Pierce, FL 34946 7,420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:03 2013 Page 1 ID:mSBoGgaXSwFvn'T2igQ34VRyv9Ej-05lhKlu5k3WoJiojngS67gi3?VRix1 utFiZt4AyuwM 4Z i 11-6-14 1r>1-1� i zo-8-to zs38 _ 26-7-1 31-1 o-tt -5-14 i �1 1.8-0 2-6-o z-6-o 4$-1a 4s1a asla a-6-ta 3-3.10 3s-to 17J W - Scale=1:58.0 4.00 12 4x4 = 3x4 = 4x8 = 3x4 = 3x4 = 4x4 = 3.42 LV- 3x4 % 3 27 284 29 30 5 31 326 7 33 834 35 3x4 101 938 N 2 05 1 10 37 14 19 43 12 Ib 17 38 3918 15 40 41 42 d 4x4 _ Bx ,19 is 6x8 4x4 =6x6 = 2x4 11 = B = II 45 46 II 2x4 3x4 2.00 F12 1.71112 US zz 33514 1-0-0 2-6-0 3-2-15 3-11-15 4814 4814 4J-0 37' 33-10 0-10-14 Plate Offsets X -. 10.0-5-1a 0-0-11 12:0.2-12 0-3-12 17:0-2-8 0-3-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.36 Vert(LL) 0.66 14 >605 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -1.19 14 >333 180 BCLL 0.0 ' BCDL 10.0 Rep Stress Incr YES Code FBC201O/TPI2007 WB 0.33 (Matrix-M) Horz(TL) 0.38 10 n/a n/a Weight: 692 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 10=2431/D-7-4 (min. 0-1-8), 19=238510-8-0 (min. 0-1-8) Max Harz 19=64(1-13 6) Max Uplift 10=1062(LC 8), 19=1032(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-2=8006, 2-3=10206, 3-27=10897, 27-28=10897, 4-28=10897, 4-29=13470, 29-30=13470, 5-30=13470, 5-31=13285, 31-32=13285, 6-32=13285, 6-7=13285, 7-33=10334, 33-34=10334, 8-34=10334, 8-35=10124, 9-35=10155, 9-36=7157, 10-36=7246 BOT CHORD 1-19=7865, 18-19=7486, 18-37=7620, 17-37=7692, 17-38=13470, 38-39=13470, 16-39=13470,15-16=14770,15-40=14770,14-40=14770,14-41=14770,41-42=14770, 13-42=14770, 13-43=13285, 12-43=13285, 12-44=7003, 11-44=6978, 11-45=6827, 45-46=6817,10-46=7141,10-26=1659 WEBS 2-18=808, 2-17=2237, 3-17=2958, 4-17=2707, 4-16=335, 5-16=1352, 5-14=269, 5-13=1545, 7-13=394, 7-12=3087, 8-12=2358, 9-12=2909, 9-11=1064 `,`,�111II1111111,, _1111, S A NOTESA`vqI 1) connection required to distribute web loads equally between all plies. �% 0 •G E i�( follows: `S 2) 4-ply truss to be connected together with 10d (0.131"xW) nails as Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. 3 938 Bottom chords connected as follows: 2x6 - 3 rows staggered at G-4-0 oc. Webs connected as follows: 2x4 -1 row at 0.9-0 oc, Except member 7-13 2x4 -1 row at 0-5-0 oc, member 9-11 2x4 - 2 rows staggered at 0-4-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. r vir - Attach BC w/ 1/2" diam. bolts ASTM A-307 in the center of the member w/washers at 4-0-0 oc. ATE 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply O •• ��: connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �0 ,\' • �t`4 O Q;; ` been for this design. io •. Q R. 4) Unbalanced roof live loads have considered .• `� 7-10; Vu1=170mph (3-second Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; S •+►' 5) Wind: ASCE gust) Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60sit plate grip DOL=1.60 Ill 6) Provide adequate drainage to prevent water ponding. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FL Celt. 6634 9) • 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. July 24,201 Continued on a e 2 A WA MM - VaVy desi9irt pow deem and READ ROM ON THIS ANOI=EIDBD J97EKRBFMMCB PAGE JOI-7473 BEFORE USE. 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 is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responstbllty 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 Fast Blvd. Safety Information vali�able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 IfSauthemPine�W)tumflerisrsFeclfied,thedesignvaluesarethtnee8ettivei O!A013byALSC Tampa, FL 3361D-4115 T4944511 NOTES 10) Bearing at joint(s) 10, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=1062, 19=1032. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 140 lb up at 7-0-0, 83 lb down and 140 lb up at 9-0-12, 83 lb down and 140 lb up at 11-0-12, 83 lb down and 140 lb up at 13-0-12, 83 lb down and 140 lb up at 15-0-12, 83 lb down and 140 lb up at 16-11-4, 83 lb down and 140 lb up at 18-11-4. 83 lb down and 140 lb up at 20-11-4, 83 lb down and 140 lb up at 22-11-4, 83 lb down and 140 lb up at 24-11-4, and 50 lb down and 46 lb up at 26-11-4, and 85 lb down and 92 lb up at 28-11-4 on top chord, and 394 lb down and 194 lb up at 7-0-0, 54 lb down and 5 lb up at 9-0-12, 54 lb down and 5 lb up at 11-0-12, 54 lb down and 5 lb up at 13-0-12, 54 lb down and 5 lb up at 15-0-12, 54 lb down and 5 lb up at 16-11-4, 54 lb down and 5 lb up at 18-11-4, 54 lb down and 5 lb up at 20-11-4, 54 lb down and 5 lb up at 22-11-4. 54 lb down and 5 lb up at 24-11-9, 117lb down and 101 lb up at 26-11-4, and 66 lb down and 47 lb up at 28-11-4, and 62 lb down and 48 lb up at 30.6-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-8=70, 8-10=70, 20-22=20, 17-20=20, 12-17=20, 12-23=20 Concentrated Loads (lb) Vert: 3=83(F) 6=83(F) 15=30(F) 12=30(F) 13=30(F) 7=83(F) 27=83(F) 28=83(F) 29=83(F) 30=83(F) 31=83(F) 33=83(F) 34=83(F) 35=3(F) 36=-45(F) 37=394(F) 38=30(F) 39=30(F) 40=30(F) 41=30(F) 42=30(F) 43=30(F) 44=117(F) 45=-66(F) 46=62(F) A WARAi(W - Vcr& design parameters undREAD W= ON IWB AND R+ICLUDM MIMRBFBRSNCB PAGB AR-7473 BBFORS US& Design valid for use onlywith MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.• Applbabiity 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 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/TPII Quality Cdleda, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. SOatety I� ,blf�omt Institute, NLe tAlexandria, P�aspecifidehde�axzaTethaffQ1f7013byAL fi Tampa, FL 33610d115 Job Truss Truss Type Ply 25457-Mel-RY-O'Boyle Residence T4944512 25457 A02 Hip �Qty 1 1 Job Reference o do a Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:33:04 2013 Page 1 ID:mSBoGgaXSwFwT2igQ34VRyv9Ej-sHs3XeujVNefxsNvLYzLf2g9UvkdgRiOUMJQbcyuw 1.6-0 44-0 3-0-0 D- 4-2$ 44-0 43-3 13 33-15 54.1 1-10-8 Scale = 1:56.8 5x5 — 3x8 = 3x4 = 5x5 = 3.42 12 4.00 12 3 4 25 5 6 3x4 zZ 3x4 2 7 4 N B N ur 1 4�V 13 12 11 10 `n N Bx10 M18SHS = Id d14 8x10 M18SHS = lx4 II 3x4 = 9 2x4 II 2x4 II 3x8 11 WO = 3x8 11 2 1.71 12 WOit 3x8 = 2.00 1 3x10 11 32-69 1-0-0 8-0-0 &1-e 134-0 17.9-1 21-11-3 254-0 30.8-1 1 1-0-0 44-0 3-1-e 42-9 44-0 433 34-13 54-1 9-2 1-1A Plate Offsets X 1:0-2-13 2-4-11 1:D-2-4 0-0.8 3:0-2-8 0.2-11 6:0.2-8 0-2-13 8:0-2-7 2-9-13 8:0-2-7 0-0-8 10:0-5-00-38 13:D-5-0 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.79 11-12 >497 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.52 11-12 >257 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.56 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 161 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-9 oc pudins. BOT CHORD 2x6 SP SS *Except- BOT CHORD Rigid ceiling directly applied or 4-3-6 oc bracing. 10-13: 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE[installation Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 8=1470/0-8-15 (min.0-1-11), 1=145910-8-0 (min.0-1-11) Max Horz 1=82(LC 6) Max Uplift8=597(LC 8). 1=-592(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-23=13, 1-1=1719, 1-2=-4418, 2-3=4714, 3-4 -4539, 4-25=5747, 5.25=5747, 5-6=4981, 6-7=5153, 7-8=5066, 8-18=6 BOT CHORD 1-24=8, 1-20=1857, 1-14=4148, 13-14=4203, 12-13=5600, 11-12=5600, 10-11=5747, 9-10=4876, 8-9=4838, 8-19=7 WEBS 2-14=305, 4-13=1154, 4-12=81, 4-11=158, 5-11=16, 5-10=831, 7-9=233, 6-10=1121, 7-10=121. 3-13=1211, 2-13=330 ,,�11{Ii11//III NOTES %V�APS A. 1) Unbalanced roof live loads have been considered for this design. `� \Y` ••...•.:•.S Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsh h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; E N • �•'. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) �%"�.O G left Lumber DOL=1.60 ` Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical and right exposed; .••�,� plate grip DOL=1.60 3938 3) Provide adequate drainage to prevent water ponding. * 4) All plates are MT20 plates unless otherwise indicated. ;• 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 ATE fit between the bottom chord and any other members. 0 ;• � 00 8) Bearing atjoint(s) 8, 1 considers parallel to grain value using ANSlfrPI 1 angle to grain formula. Building designer should verify �o ,r • A,Q` •: bearing ;� 0 R.1 Q • capacity of surface. . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 8=597, �j� l�si - • • ..... C,1\ ��� 10) "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 July 24,201 A WA MM - Va Ty daa{gmPormnetez andRMLI N07W OJV MS AM MMUDW MMUCRMPBRME PAGB 191-T47a BBFORS USM Design valid for use only with M*Tek connectors. This design Is based only upon parameters shown, and is for an Individual building component. I Applicability of design parameters and proper Incorporation of component k responsibility of building designer- not truss designer. Bracing shown is for lateral support of IndMdual 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/1Pll Quality Cdteda, DSB-69 and BCSI Building Component 6904 Parke Fast Blvd. Safety Informatlon 9��o ble from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 14 If3authemtmecrYfiumbetisspecStied,tthedest�lnluesar�thtsseetfetrive06 01A013fbyAi9C Tampa, FL 336104115 Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944513 25457 A03 Hip 1 1 Job Refere ce o tional _ East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:33:052013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-KTQRk_vLGhmWL0y6uFUaCFNGpJ6dPwHAjD2 73yuwL 1.8-0 4-8-0 448-0 0- -8 3.7-2 3-7-t3 o-0-t3 5-8-t 5{r1 Scale=1:54.3 5x5 = 5x5 = 3x4 = 4.00 12 3 3.42 4 22 5 3x4 % 3x4 o 6 2 10 9 7 0 N 11 6x10 MIBSHS = 6x10 MIBSHS = Id d II 2x4 II 3x10 11 3x8 II 3xB = US 11 2.00 12 1.71 12 3x10 II US = 313.15 1.6.p gp BhU 11-1-8 IS-4-7 23.11-6 2957 2-9 1.6.p 4-11-04.9A 7-2-15 SS14 54-1 9-2 1-1-6 Plate Offsets X 1:0-2-13 2-4-11 1:0-2-4 0-0-8 3:0-2-5 0-2-11 5:0-2-8 D-2-13 7:0-2-11 2-9-13 7:0.3-7 0-0-8 9:0-5-0 0.2-4 10:0-5-0 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.54 9 >697 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -1.14 9-10 >329 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.45 7 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 156 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. BOT CHORD 2x6 SP SS *Except- MiTek recommends that Stabilizers and required cross bracing 9-10: 2x4 SP No.1 be installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 s WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 7=141510-8-15 (min. 0-1-10), 1=1404/0-5-0 (min. 0-1-10) Max Horz 1=100(LC 6) Max Uplift7=575(LC 8), 1=570(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-20=14, 1-1=1671, 1-2=-4345, 2-3=-4304, 3-4=-4107, 4-22=-4382, 5-22=-4382, 5-6=4567, 6-7=4950, 7-15=13 BOT CHORD 1-21=8, 1-17=1801, 1-11=4089, 10-11=4140, 9-10=4449, 8-9=4771, 7-8=4735, 7-16=7 WEBS 2-11=-229, 2-10=27, 4-10=398, 4-9=77, 6-9=363, 6-8=-161, 3-10=1046, 5-9=902 NOTES ,�,�1►IIIIIII�I,,, 1) Unbalanced roof live loads have been considered for this design. VuR=170mph Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. 11; ,�P`S•.A`• 2) Wind: ASCE 7-10; (3-second gust) Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 `����,� •� G E N S' •••.-�A,�I plate grip DOL=1.60 ♦ ; • V 3) Provide adequate drainage to prevent water ponding. 3938 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 I rizz fit between the bottom chord and any other members. ATE . • 8) Bearing at joint(s) 7, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �0 (v, capacity of bearing surface. .0 T• . • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 7=575, 40j R `� �.•• \ %�� �I� s •......• ... G 1=570. in the design of this truss. ���,5 N A. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used analysis and �� LOAD CASE(S) Standard FL Cert. 6634 July 24,201< AWARMNG•Vero(ydesign paimrmlersand RSILIh01 SON7HISANDINCLUD&DJffEKRIWBRWCBPAGEA91-7473BBFORSUS& 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 iI 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 Fast Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 14. ffSouthernPiree�SP 1ws11tefistspectfied,thedestgnwal12eiarethoseeff2ttive06 01/2013byl1LSC Tampa, FL 3361 D-4115 Job Truss Truss Type City Ply 25457-MelRY-O'Boyle Residence T4944514 25457 A04 Hip 1 1 Jo eference o do al Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 M7ek Industries, Inc. Wed Jul 24 08:33:062013 Page 1 ID:mS BoGgaXSwFwiT2igQ34VRyv9Ej-of_pyKwz1_uNAAXISz?pkTwTnj Q78FGJygoXgVyLw 14-9.11 14-10-9 1 6-9-2 1-10.8 1.g.0 5-8-e 5-e-0 0- -8 1-8-3 0a-13 - Scale=1:53.1 4.00 12 3.42112 5x5 = 4x6 = 4 4x4 5 4x6 6 3x4 % 3 3x4 zL- 0 2 7 N u) n 4 N 12 11 8 W1 13 7x8 = 10x10 = 10 9 d 2x4 II 4x8 M18SHS = d 3x10 II 1.71 [12. 2x4 II 3x8 II 3x8 = 3x8 11 2.00 12 WOII 3x8 30.1-4 13-1-8 149-11 21�11 i 28-2.12 2 11 -1 5 1-0-0 5-8-0 -9-8 6-8-15 6-8-2 ' Plate Offsets KY): [1:0-2-9,2-4-11], [1:0-2-4,D-0-B], [3:0-2-0,Edge], [4:0-2-8,0-2-11], [6:0-30,Edge], [8:0.2-3,2-9-13], [8:0-1-11,1-11-9], [8:0-3-7,0-0-8], [11:0-4-4,0-5-4], [12:0-3-0 0-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.46 9-11 >780 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.92 9-11 >392 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.37 8 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4-5: 2x4 SP No.2, 5-6,6-8: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. BOT CHORD 2x6 SP SS 'Except- M7ek recommends that Stabilizers and required cross bracing 11-12: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer [Installation WEBS 2x4 SP No.3 guide. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 8=1360/0-8-15 (min. 0-1-9), 1=134910-8-0 (min. 0-1-9) Max Horz 1=118(LC 6) Max Uplift8=552(LC 8), 1=548(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-22=14, 1-1=1682, 1-2=4282, 2-3=3750, 3-4=-3689, 4-5=3544, 5-6=3753, 6.7=3817, 7-8=4837, 8-17=13 BOT CHORD 1-23=8, 1-19=1707, 1-13=4036, 12-13=4071, 11-12=3632, 10-11=4652, 9-10=4640, 8-9=4630,8-18=7 WEBS 2-13=-116, 2-12=511, 5-12-152, 7-11=993, 7-9=-42, 4-12=926, 5-11=839 IJIII lli l NOTES t,� ,1.•�........ 1) Unbalanced roof live loads have been considered for this design. % xN \G E N S'• ^ �i h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; �,•'�, Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 3938 plate gripDOL=1.60 * ' 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 11. :• CI: 6) Plate(s) at joint(s) 3, 6, 12, 10, 2, 13, 5, 7, 9, 8, 8, 8, 4, 1, 1 and 1 checked for a plus or minus 0 degree rotation about its center.10 : ATE ' ~ 7) Plate(s) at joint(s) 11 checked for a plus or minus 1 degree rotation about its center. *0 O 6 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with any other live loads. ' been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will ,�-Ij � �� 9) This truss has a • !• • fit between the bottom chord and any other members.SS' ""' \" %� 10) Bearing atjoint(s) 8, 1 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify !j� ,11I1111111/�,, capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (A=lb) 8=552, 1=548. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 LOAD CASE(S) Standard July 24,201 A WARMM - Vwo design parmrut m andRBBD M)= ON THIS AND INCLwBD xrirKR&FER=B PAGB ffi1-7473 BBFORB USM • Design valid for use only 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 bracing to insure stability during construction is the responsiblrity of the MiTek' erector. Additional permanent brocing 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 BC51 BuIlding Component 6904 Parke Fast Blvd. Safety Information Qva,Vble from Truss Plate Institute, 781 jJ. Lee Sheet, Suite 312, Ale andda, VA 14. IfSoutixen9 Plate SF l imberisspeefled thedesignvaluesayethbSeet�`e+:tix 9 OIA10131rytliSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944515 25457 A05 Roof Special 1 1 ob a erence o do al Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:33:07 2013 Page 1 I D: mSB oGgaXSwFwi72igQ34VRyv9Ej-GsYB9gxbolOEoK6U OgW1HgScz7mcthTTAKX5CxyuwL i 7-0.11 1 �-3.10 i 18-1 4 22�-11 i 27-0-2 25.10.10 7-0-11 8-2-15 49-9 4S7 4-57 1-10A - Scale=1:49.3 4.00 12 412 2:- 3.42112 4 3x4 II 3x4 3x4 zzz 3 5 6 3x4 2 2x4 = 7 5x8 = _ 8 ,a t 10x10 — '^ Ins � d d 12 13 11 10 410 11 — 1x4 I I 3x4 = 3x8 = 2x4 I I 4x8 II 3x4 = 4x4 — 1.7112 5xe II 14-0 28-10-10 t ^ ^ 7-0.t1 P7-e-Si 1 I 1-0-0 SB-11 8-2-05 4-&e 8.10.15 b-9-2 1-1-6 0-0-0 Plate Offsets 1:0-4-2 Ed a 1:0-0-4 Ed a 4:0-7-4 D-2-0 8:0-4-10 0-0.6 B:0-2-11 2-9-5 B:0-9.7 Ed a 9:0-4-4 0-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.45 9 >773 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.84 10 >411 180 BCLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.28 8 n/a n/a BCDL 10.0 Code FBC201 D/TP12007 (Matrix-M) Weight: 147 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-74 oc bracing. 1-12: 2x4 SP No.1, 8-9: 2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE[Installation Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 1=129410-8-0 (min. 0-1-8), 8=1305/0-8-15 (min. 0-1-8) Max Horz 1=121(LC 6) Max Uplift 1=525(LC 8), 8=530(1-C 8) FORCES (lb) - First Load Case Only TOP CHORD 1-17=17, 1-1=785, 1-2=2579, 2-3=2000, 3-4=-1931, 4-5=-4161, 5-6=4203, 6-7=4344, 7-8=4477, 8-22=13 BOT CHORD 1-18=0, 1-14=745, 1-13=2379, 12-13=2379, 11-12=2379, 10-11=286, 9.10=36, 6-9=-347, 8-9=4278,E-23=7 WEBS 2-13=21, 2-11=585, 4-11-96, 9-11=1610, 4-9=2612, 7-9=-80 NOTES 1) Unbalanced roof live loads have been considered for this design. ���-�* Cj A. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; •,,. A�e �j� ,�� \V'P • • _ Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ��0 •� Ci E N,9 ••• '9 �ji plate grip DOL=1.60 : •� V �!.� 3) Plates checked for a plus or minus 0 degree rotation about its center. 3938 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. * �' by 2-0.0 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 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity {x of bearing surface. • ATE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb)1=525, O ••• �� , • 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ���. < V P`' �N 40 s ��-'s LOAD CASES) Standard 1O N Al FL Cert. 6634 July 24,201 ® WARMNG - Ver(fy design pormmetaa andRBAD MnW ON nUS AND MMUDSD i7f7Eti: RSPB PAG$ JM-7473 BBFORS 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 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 ANSVTPII 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, - 14. IfSautltetn Pine�SP� lumber dsgetified, the design values ate thaSe effective IDS .O1A2013 byMSC Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply 25457-McFRY-O'Boyle Residence T4944516 25457 A06 Roof Special 1 1 _ Job Re erence o tional East Coast Truss, Fort Pierce, FL. 34946, 7.420 s Apr 12013 MITek Industries, Inc. Wed Jul 24 08:33:08 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-k25ZNOyDZc85QUhgaN1IHqu?gFW6ccEYcP_HekOyuwL 69-6 5.11-9 4-3-13 4-3-13 4-4-15 1-10-8 ' Scale=1:47.1 4.00 46 zzz 3.42 L1L_ 4 3x4 3x4 3x4 3 5 zzr 3x4 % 3x4 2 7 4x8 = � 8 a d15 g d 16 1p 13 12 5X5 = WO II 4x4 1x4 II 3x4 = 5x1O = 1.39 12 7x8 = 3x8 II = 5x8 II US— 1.71 12 1-0-01 6-9-5 12-8-14 17-0-12 20-- 10-9 2 + 259-8 1 27-8-0 1-0-00-4- 6-5-5 5-11-9 4-3-13 38.13 +15 9-2 1-1-6 Plate Offsets X 1:0-3.14 Ed a 1:0-0-4 Ede 4:D-3-0 0-0-1 8:0-2-11 2-9-13 8:0-7-3 Ede 9:0-2-8 0-&0 10:0-4-0 0-3-12 13:0-2-12 0.1-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.27 10-13 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.52 10-13 >636 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.62 Horz(TL) 0.17 8 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 138 lb FT = 0°k LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. Except: ' 1-15: 2x4 SP No.1, 8-9: 2x6 SP No.2, 9-13: 2x4 SP 285OF 1.8E 6-6-0 oc bracing: 9-10 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS (Ib/size) 1=1242/0-8-0 (min. 0-1-8), 8=1261/0-8-15 (min. 0-1-8) Max Horz 1=116(LC 6) Max Uplift1=-502(LC 8), 8=505(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-20=17, 1-1=747, 1-2=2445, 2-3=1906, 3-4=1839, 4-5=1846, 5-6=1856, 6-7=2463, 7-8=4030, 8-25=14 BOT CHORD 1-21=0, 1-17=706, 1-16=2254, 15-16=2254, 14-15=2254, 13-14=2294, 12-13=0, 11-12=0, 8-9=3846, 8-26=7, 10-13=3756, 9-10=3761 WEBS 2-16=16, 2-14=546, 4-14=725, 6-13=223, 6-14=673, 7-13=1551, 7-9=1025, 10-12=48 NOTES `,1111111111111I 1) Unbalanced roof live loads have been considered for this design. �0 S A: 2) Wind: ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; ,��0�••...•.• Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 4 x • E Ns •• • '9 �� plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 3938 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity f� of bearing surface. ATE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at --lb) 1=502, O • 41� 8=505. �j. •�� �.Q;•.�=��� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �y O R. % LOAD CASE(S) Standard I��ss'O N A,'!�`,1 �U11111110 FL Cert. 6634 July 24,201 A WARNING - Va ify ddigrt pava�tem andRW 11 nW ON nus &M JNCb[1 W XMD" W B FA GB JFIII-T473 �BF0 USB • 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 responsbilty 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/fPil 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, VA 22314. Tampa, FL 33610.4115 tfSouttterttParteiSPjilanbers5spesifed the design vahke!s ate tit l5veO6/os(2013byniSC Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944517 25457 A07 Roof Special 1 1 Job Refere ce o tional East Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 Mrrek Industries, Inc. Wed Jul 24 08:33:08 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-k25ZNOyDZc85QUhgaNlHqu7o1W7mcBDcP_HekOyuwL 6-5.15 S-8-3 6 W 7-7-4 Scale = 1:44.2 4x6 3.42 112 3 4.00 12 3x4 ZZ 3x4 % 4 3x4 2 5 6 ,a 1 N d d , 10 8 r 7 11 9 4x4 = 4x8 II 1x4 II 3x4 = Us = 4x4 = U4 I I 4x8 II 4x4 = 26-" 1-0-0 1 B$15 12-2J 18-10-2 24-11-1 2 6.3-12 10-0 6.1-15 5-e-3 e-&0 60-15 04-1 1-1-10 Plate Offsets X 1:0-0 4 Ed a 1:0 3 6 Ed a 3:0-3-0 0-0-1 6:0-4-6 Ede 6:0-0-5 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(ILL) 0.22 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.47 7-9 >679 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2010irP12007 (Matrix-M) Weight: 113 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. 8-10: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE[Installatione Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 1=1184/0-8-0 (min. 0-1-8), 6=1197/0-9-6 (min. 0-1-8) Max Horz 1=-111(LC 6) Max Upliftl=-481(LC 8), 6=-486(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-15=17, 1-1=701, 1-2=2282, 2-3=1820, 3-4=-1737, 4-5=1801, 5-6=2548, 6-20=17 BOT CHORD 1-16=0, 1-12=662, 1-11=2101. 10-11=2101, 9-10=2101, 8-9=2392, 7-8=2392, 6-7=2392, 6-21=0 WEBS 2-11=3, 2-9=-462, 3-9=591, 5-9=759, 5-7=38 NOTES 1) Unbalanced roof live loads have been considered for this design. 11111111 111,�� 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; *.V s A: , end vertical left and right exposed; Lumber DOL=1.60 �P`• ��� �jr, Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; �� �, ... ••• plate grip DOL=1.60 Ci E N S '� �i� 3) Plates checked for a plus or minus 0 degree rotation about its center. �?.N", 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938fitbetween 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 the bottom chord and any other members.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) 1=481, ?'. 4.ATE 6=486. :7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. u LOAD CASE(S) Standard iI��• Ibis . R • •Q 5 f N A E.�. FL Cert. 6634 July 24,201 A WA MM -Veri fg design parwa0uri s andRM MnZS OM INISAIM MMIIDBD 69fMRSFBRUMB %GB I91-747U BBFORB UM Design valid for use only with 1,47ek 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/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information blrotrr Truss Plate Institute, ul.�beiis peCTed,hed V�A0abVA1SC Tampa, FL 33610�4115 Job Truss Truss Type Qty Ply 25457-MelRY-O'Boyle Residence T4944518 25457 A08 Roof Special 1 1 Job Reference o do al Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:09 2013 Page 1 ID:mSBoGgaXSwFwi f2igQ34VRyv9Ej-CEfyaMyrKvGy1 dGt75zWM5Y7gwTrLgRIeeOBGgyuwL B-2� 5�3-13 8-4-1 7-3-0 Scale=1:42.1 3.42 �L 48` 3 4.00 12 3x4 4 3x4 3x4 2 5 8 10 9 8 7 d 4x8 II 1x4 II 3x4 = US = 44 = 1x4 II 48 II 44 = 4x4 = 25-2-12 1.0-0 1 6-2-9 11-7.7 17-11-7 23-8-7 2 1- 1-0-0 4-1U-9 5�-13 64-1 5-9-0 0-0-1 1-1-10 Plate Offsets X 1:0-0-4 Ed a 1:0-3-2 Ed a 3:0.3-0 0.0-1 6:0-4-2 Ed a 6:0-0-5 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.19 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.41 7-9 >744 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.64 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 108 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied or 6-4-15 oc bracing. 8-10: 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE[Installationguide, Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 1=1129/0-8-0 (min. 0-1-8), 6=1142/0-9-6 (min. 0-1-8) Max Horz 1=105(LC 6) Max Uplift I=-458(LC 8), 6=-464(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-15=17, 1-1=660, 1-2=2140, 2-3=1721, 3-4=-1642, 4-5=1703, 5-6=2391, 6-20=17 BOT CHORD 1-16=-0, 1-12=622, 1-11=1970, 10-11=1970, 9-10=1970, 8-9=2243, 7-8=2243, 6-7=2243, 6-21=0 WEBS 2-11=10, 2-9=419, 3-9=553, 5-9=699, 5-7=29 NOTES 1) Unbalanced roof live loads have been considered for this design. `,��lt�l tlfl►�F7 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf,, h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; `��_n S A. �I Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60�� plate grip DOL=1.60 �d. '� C E N Sa '93) Plates checked for a plus or minus 0 degree rotation about its center.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 3 93 8fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=lb) 1=458, 6=464. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. + ATE •. LOAD CASE(S) Standard Rill,lilt i l l+'1�� FL Cert. 6634 July 24,201 AWARNING-Varygdesigiii,pownetets andRMD=M ON 7N1,9 AM MMWBD OTEKRUMUMB PAW J01.7473BEFOREUSE Design valid for use only with NLTek 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 B 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 responsibllty 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 69D4 Parke Fast Blvd. Safety In plop gva�Jablt�efrom er ssee-Plate t fted,,tute 7dreetgnLee ahiesattu�tte�3o A an ria VAa6�013�A Tampa, FL336104115 Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944519 25457 A09 Roof Special 1 1 I Job Re erence o do al East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 Mrrek Industries, Inc. wad Jul 24 08:33:09 2013 Page 1 ID:mSBoGgaXSwFwi r2igQ34VRyv9Ej-CEfyaMyrKvGy1 dGt75ZWM5Y1 FwQYLiDlee0BGgyuwL L11 '+ 11-0-11 17-0-12 24-0-1 511.3 51-7 6-0.1 S11S Scale=1:40.1 4x6 3 4.00 12 3.42 Ll2 1x4 3x4 4 2 3xB II ur1n 5 Ib d , e 8 7 6 US = 3x4 = 1x4 I I 4x4 = 4x4 =48 II 1-0-0 1 11.0-11 7-0-12 22-573 1 824-0-1 1-0-0 9.8.11 6-0.104.1 1-1-10 Plate Offsets X 1:0-0-4 Ede 1:0-3-14 Ede 3:0-3-00-0-1 5:0-3-10 Ed a 5:0-0-7 1-5-15 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.20 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(Q -0.43 8-13 >671 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.53 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 101 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3[Installation REACTIONS (Ib/size) 1=1074/0-8-0 (min. 0-1-8), 5=1087/0-9-6 (min. 0-1-8) Max Horz 1=100(LC 6) Max Uplift I =-436(LC 8), 5=-441(LC B) FORCES (lb) - First Load Case Only TOP CHORD 1-12=1B, 1-1=613, 1-2=2020, 2-3=-1623, 3-4=1603, 4-5=2235, 5-17=18 BOT CHORD 1-13=0, 1-9=568, 1-8=1857, 7-8=2095, 6-7=2095, 5-6=2095, 5-18=0 WEBS 2-8-393, 3-8=502, 4-8=640, 4-6=29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,���_np,S A: 3) The solid section of the plate is required to be placed aver the splice line at joint(s) 7. ISO• • •...... �� I�, 4) Plate(s) atjoint(s) 7 checked for a plus or minus 5 degree rotation about its center. c E N 3 ••.,y ♦� ' 1, 1, 5 5 for a or minus 0 degree rotation about its center. ��`.•�IV 5) Plate(s) atjoint(s) 8, 2, 3, 4, 6, and checked plus 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3138 7) • 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. * ;• ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 1=436, 5=441. . (� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE ' LOAD CASE(S) Standard �i�,�'•• Q` ��'�ss .•�`• fo N A1-E� �nnrl► FL Cert. 6634 July 24,201 AWA W M - VerTy design pwmraetera andREU MnES ON 7WS A?M MCLiMiW JUTMREFMUMB PAGB SUI-7473 BBFORB USB, Design valid for use only with Wek 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 responsbtity 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 broeing oftheoverall 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. Safely Information a' able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 2314 USoutfietn Pu1e199 tulnbet is speEffied,tate design values ate U10se effecame OGIOIA013 byAtSC Tampa, FL 3361 D-4115 Job Truss Truss Type Qty Ply 25457-Mel-RY-aBoyle Residence T4944520 25457 A10 Roof Special 1 1 Job Reference factional East Coast Truss, Fort Pierre, FL. 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:33:10 2013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-gRDKohzU4D Opfnf3ho4lvJ4DMKnz4Byvslm IpGyuwL t71a lasts 1�z-1 � n-9-7 s7aa 4-1az s-B-z s7� Scale=1:38.1 44 zZ 3 4.00 12 3.42 12 1x4 ZZ 3x4 4 2 5 .1 N Ib d s e 8 7 6 4x4 = 48 II 3x8 = 3x4 = 1x4 II 3x8 II 3x4 = 1-0-0 1 10-5.15 16-2-4 21-3-3 21 7-1 27 2-9-1-0-10 1.0-0 9.1-15 5-8-2 6-1-2 (F4-1 Plate Offsets X 1:0-0 4 Ed a 1:0 3 6 Ed a 3:0 3 0 0 0 1 5:0-3-2 Ed a 5:0-0-3 1-5-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.18 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.35 B-13 >791 180 BCLL 0.0 • Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 96 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3guide, REACTIONS (lb/size) 1=1019/0-8-0 (min. 0-1-8), 5=1032/0-9-6 (min. 0-1-8) Max Harz 1=95(LC 6) Max Uplift I =-414(LC 8), 5=-419(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-12=18, 1-1=570, 1-2=1882, 2-3=1510, 3-4=1504, 4-5=2079, 5-17=18 BOT CHORD 1-13=0, 1-9=531„1-8=1728, 7-8=1947, 6-7=1947, 5-6=1947, 5-18=0 WEBS 2-8=354, 3-B=464, 4-8=582, 4-6=22 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 �,,11 1 111 i f 11�! plate grip DOL=1.60 ♦� A 4 3) Plates checked for a plus or minus 0 degree rotation about its center. %� 0i ` 44 '.- . for 10.0 bottom live load nonconcurrent with any other live loads. •' Ci E N •• 4) This truss has been designed a psf chord 4 • for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `�� S' •'� �� 5) This truss has been designed a of ' fit between the bottom chord and any other members. s 3938 '• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=414, * 5=419. 7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �• ATE ` •• P. .` FL Cert. 6634 July 24,201 AWdRtVlAI(} - va y destga pownetem andRm NOTES ON 17!!8 sm J mwsD MTSKRBPBRmB PAGB %dt-7473 81WORS 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 responsibllty 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 SCSI Building Component 6904 Parke East Blvd. Safety Information vable from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314 >iSnuth ttt Pute�SP furst4eti55pecffedrthedes`rgftval tesatethos affect ve 4Y( a13hyA�5C Tampa, FL 33610-4115 Job Truss Truss Type Qty, Ply 25457-Mel-RY-O'Boyle Residence T4944521 25457 All Roof Special 1 1 Job Reference o tional Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:33:11 2013 Page 1 ID:mSBoGgaXSwFwT2igQ34VRyv9Ej-9dni71 6rXWgHxPFF Wb_RWdPOk8OpfU25yVILiyuw i tea 11 i 15-3-6 r _ 21 V 5-4-8 W9 5-4-3 6-3-7 Scale=1:36.0 4x6 3 �" 4.00 12 3.42 b2_ tx4 3x4 4 2 5 N1 N d Ib 3x4=e e g 7 6 axe = 3x4 = 1x4 II axe 3x4 = UsII II` Vi 1-0-0 8.71 5I4 49-2 1-1-10 Plate Offsets KY : 1:0-0-4 Ed a 1:0-2-14 Ed a 3:0-3-00-0-1 5:0-3-10 Ed a 5:0-0.1 1-5-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.15 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.28 8-13 >939 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.35 Horz(TL) 0.06 5 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 91 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-10 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP N0.3, Right: 2x4 SP No.3[installation REACTIONS (lb/size) 1=964/0-8-0 (min. 0-1-8), 5=977/0-9-6 (min. 0-1-8) Max Horz 1=90(LC 6) Max Uplift 1 =-391 (LC 8), 5=397(1_C 8) FORCES (lb) - First Load Case Only TOP CHORD 1-12=18, 1-1=526, 1-2=1745, 2-3=1410, 3-4=1404, 45=1924, 5-17=18 BOT CHORD 1-13=0, 1-9=495, 1-8=1600, 7-8=1801, 6-7=1801, 5-6=1801, 5.18=0 WEBS 2-8=316, 3-8=425, 4-8=526, 4-6=16 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=1511; B=45ft; L=33ft; eave=oft; Cat. Ili; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 1111111 fill, plate grip DOL=1.60 �1Ps 3) Plates checked for a plus or minus 0 degree rotation about its center. for 10.0 bottom live load nonconcurrent with any other live loads. E Nis ••, 4) This truss has been designed a psf chord �� C pig ' designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5) This truss has been a of fit between the bottom chord and any other members. 3 938 '• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=391, = * 5=397. Z 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ir ~ LOAD CASE(S) Standard �.' ATE 1.�';� O R10��=y� �0S f0 N FL Cert. 6634 July 24,201 AWA MNCr-Ve6fydesignpairmne mandRBADN07SAON7WSAND INCGUDBtINQ=RBP,i3 =BFAGB111111-7473BNORSUS& Design valid for use only with Wek 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 responsibllty 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 Cdtedo, DSO-89 and BC51 Building Component 6904 Parke Fast Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314 H3outhetrtPitre �turolberr.spetifiEs6.t3tetlesi*�1W.IE5ate 'th aYffetCiveQS,Oii01$1ytElL�iC Tampa. FL 33610-4115 Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944522 25457 Al2 RoofSpecial 1 1 lob R ere xA o do al Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 1 2013 M7ek Industries, Ine. Wed Jul 24 08:33:11 2013 Page 1 ID:mSBoGgaXSwFwiT2iqQ34VRyv9Ej-9dni?1_6rXWgHxPFFVVb�_RWdPRk9tpgN25yViLiyLmLc 51-2 94-7 14-4-11 20.43 51-2 4-3.6 50-4 511.8 Scale = 1:33.9 4x6 3 4.o0 12 3.42 12 1x4 2x4 4 2 5 N+1 d d ° e 6 3x4 = e 7 3x4 = Us_ 3x4 = US II - ' axe II 1-0.0 1 9-4-7 18-9-14 1 2- 20-4-3 9-5-7D-4-1 1-1-10 1-0.0 8-0.7 Plate Offsets X 1:0-U-0 1-3-4 1:0-2-14 G.0-2 3:0.3-0 0-0-1 5:0.3-14 Ed a 5:0-0-5 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.13 7-17 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.35 7-17 >693 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.06 5 n/a n/a Weight: 84 lb FT = O% BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation REACTIONS (lb/size) 1=909/0.8-0 (min. 0-1-8), 5=92210-9-6 (min. 0-1-8) Max Harz 1=85(LC 6) Max Uplift 1 =369(!-C 8), 5=374(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-11=18, 1-1=-482, 1-2=1607, 2-3=1313, 3-4=1311, 4-5=1780, 5-16=18 BOT CHORD 1-12=-0, 1-8=458, 1-7=1471, 6-7=1668, 5-6=1668, 5-17=0 WEBS 2-7-273, 3-7=378, 4-7=475 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 740; VuK=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; save=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 ,i,tilt1117/11111 plate grip DOL=1.60 ,��_A A. A. q� 0 degree rotation about its center. •. • •.. B 3) Plates checked for a plus or minus `% \�` • •. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O G E N S+ -.,q� `r.�•�,� 5) • This truss has been designed for a live load of 20.0 sf 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. others) of truss to bearing plate capable ofwithstanding 100Ib uplift atjoint(s) except (It --lb) 1=369, 3938 6) Provide mechanical connection (by 5=374. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r � r(t'� LOADCASE(S) Standard ATE l•(V�� ��. .��,�.5,�4 O `o P �N �,*-*-*4 0NAL E���. 1 II FL Cert. 6634 July 24,201< ® WARN! M - ve rjy d=s grt pw=ndem andRBAD N M 011[ 7H/S AND JNCLEMED 1V =R8FBRSNCB PAW Jai-7473 BBPOPis um 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 bracing of the overall structure Is the responsibility of the. building designer. For general guidance regarding MiTek' erector. Additional permanent fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke Fast Blvd. Salety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA i14 u5axtthetrtPinevi lumber i e speeffied, the design vatu25 ate that& effective OSf oao13 by MSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 25457-Mel-RY-O'Boyle Residence T4944523 25457 A13 Roof Speclal 1 1 I Job a erence o do al East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MiTek Industries, Inc. Wed Jul 24 08:33:122013 Page 1 ID:mSBoGgaXSwFwiT2igQ34VRyv9Ej-dpL4DN7kcgeXu5 SpD6D_kAbx8WhY8aCKcFst9yuwL 4-9-12 8.9.11 13-6-0 19-1-9 4-9.12 4.0.0 4-8.5 5-7-9 Scale: 3/8"=l' 4x6 3 4.00 F12 3.42 12 1x4 1x4 2 4 5 1 ,m 3x4 7 = e 6 e 3xB II 3x8 = 3x4 = 3x8 II 3x4 = 1A0 1 8-9-11 17-7-4 17 11- 5 19.1-9 1-0-0 0.4- 7-5.11 8-9.9 0-0-1 1-1-10 Plate Offsets 1:0-0-4 Ed a 1:0-2-14 0.0-2 3:D-3-0 0-0-1 5:0-3-10 Ed a 5:0-0-5 Ed e LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udeft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.10 7-17 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.27 7-17 >849 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 5 Na n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 79 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-2-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-9 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3[Installation REACTIONS (lb/size) 1=854/0-8-0 (min. 0-1-8), 5=868/0-9-6 (min. D-1-8) Max Horz 1=-80(LC 6) Max Uplift 1=347(LC 8), 5=352(1_C 8) FORCES (lb) - First Load Case Only TOP CHORD 1-11=18, 1-1=-440, 1-2=1470, 2-3=1212, 3-4=1210, 4-5=1629, 5-16=18 BOT CHORD 1-12=0, 1-8=421, 1-7=1343, 6-7=1525, 5-6=1525, 5-17=0 WEBS 2-7=236, 3-7=339, 4-7=-423 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 `�1�►111f/�� plate grip DOL=1.60 S,�,*`PS A. 3) Plates checked for a plus or minus 0 degree rotation about its center. ....... �e I� %��,\y` • • • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� G E N S' ••.•'9 10:0 • 3-6-0 tall by 240-0 •�,� /�i), 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide will ;.� v `����, fit between the bottom chord and any other members. 3 938 '• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=347, = 5=352. * 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ATE �{� 00 0 R.1 G\ ��• �� S ....... •• O ,tW��,` N A' FL Cert. 6634 July 24,201 A WARNING - VaVy design pwwneters and READ AMW ON MUS AND INCLUDED f7IMRBFBRBNCB PA GE l91-7473 BEFORE USE R� Design valid for use any with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. �y• Applicability of design parameters and proper incorporation of component Is responsblity 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 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information apable Rom Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 14 Tampa, FL 33610-4115 ttSouthet» Pine19P) i miliet.i5 specfied,t the design values ate the 01/i01S IbyMSC Job Truss Truss Type Qty Ply 25457-Mel-RY-O'Boyle Residence T4944524 25457 A14 Roof Special 1 1 Job Re erence o do ai Fast Coast Truss, Fort Pierce, FL. 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:12 2013 Page 1 ID:mSBoGgaXSwFwtT2igQ34VRyv9Ej-dpL4DN7kcgeXu5 SpD6D_kAcYBXAY9KCKcFst9yuwL 45.6 8.1-0 5- 12-8.8 17-10-14 15-6 3.7-10 4-33 5-2-7 Scale=1:30.3 5x5 3 4.00 12 3.42 [12- 1x4 2x4 2 4 5 Ib d 3x4 = e a 7 6 3x4 = 3x4 = 3x8 = axe II 3x8 11 8-3-2 164-10 1-0.0 6.11-2 8-1-8 0-0-1 1-1-10 Plate Offsets X 1:0-2-14 0-0-2 1:0-0-4 Ed a 3:0-2-9 0-0-14 5:0-3-10 Ed a 5:0-0-5 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 11defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.07 7-17 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.20 7-17 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.19 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 74 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3[installation REACTIONS (lb/size) 1=799/0-8-0 (min. 0-1-8), 5=813/0-9-6 (min. 0-1-8) Max Harz 1=74(LC 6) Max Uplift 1=324(LC 8), 5=330(1-C 8) FORCES (lb) - First Load Case Only TOP CHORD 1-11=18, 1-1=398, 1-2=1336, 2-3=1121, 3-4=1121, 4-5=1483, 5-16=18 BOT CHORD 1-12=0, 1-8=383, 1-7=1218, 6-7=1387, 5.6=1387, 5-17=0 WEBS 2-7=189, 4-7=-363, 3-7=287 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 8=45ft; L=33ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 t11111111111 OFF,, plate grip DOL=1.60 X q 3) Plates checked for a or minus 0 degree rotation about its center. ...•...., plus tip . 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. ♦� G ENS ••..•9 �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-t10 wide will ; ��.•�`\,� ��/� fit between the bottom chord and any other members. ♦ ; 6) Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) except (jt=1b) 1=324, = 3938 mechanical * 5=330. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard �•Iul' ATE , ., � A, ♦♦. �,� ,.�0R.`QP,�N C? s0 N A f1l-'S��'�• //11111 FL Cert. 6634 July 24,201 A WAMM - Petijy dftWnpw=rAeirs andRBAD MIM ON INIS AND tNMIMI dJ bif7=JWERENGB PAGB JUI-7473 BBFORS USS 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 ivi iTek' erector. Additional permanent bracing of the overall structure Is the responsibifity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Crfieda, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandda, A 14. HSouthemFT7se�5P la mbile1r.isspecMed,the desigowakx!!s h effective OIAO13byAi5C Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 25457-MelRY-O'Boyle Residence T4944525 25457 A15 Roof Special 1 1 ob e e e ce o tiona East Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:132013 Page 1 ID:mSBoGgaXSwFwT2igQ34VRyv9Ej-5DvSq?MN8nOWFZeMxdSWxiniXwrHdSLZF PPbyuwL 6.1-0 9-8.12 r 16-8-4 I 6-1-0 3.5.12 7-1-8 Scale=1:28.1 44 = 4x8 = 4.00 12 2 3 3A2 [12- N 4 1 1,n Id e e 3x4 = a 73x4 = 6 5 3x4 = 3x4 = 3x8 I I 1x4 11 3x8 I I 1-00 -4 6.1-0 9-6.12 15-2-0 1 11 1fi&4 1-0-0 4-9.0 3-5-12 5.7-4 1 1-1-10 Plate Offsets X 1:0-0-4 Edgel. 1:0-2-14 0-0.2 3:0-5-4 0-2-0 4:0-3-10 0-0-2 4:0.0-5 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.04 6 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.09 6-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(fL) 0.03 4 n/a n/a BCDL 10.0 Code FBC201 O/TP12007 (Matrix-M) Weight: 64 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-11 oc bracing. WEBS 2x4 SP No.3 07ek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation REACTIONS (lb/size) 1=744/0-8-0 (min. 0-1-8), 4=758/0-9-6 (min. 0-1-8) Max Horz 1=55(LC 6) Max Uplift 1=302(LC 8), 4=308(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-11=18, 1-1=344, 1-2=1153, 2-3=1046, 3-4=1233, 4-16=18 BOT CHORD 1-12=0, 1-8=344, 1-7=1039, 6-7=1138, 5-6=1132, 4-5=1132, 4-17=0 WEBS 2-7=108, 3-7=108, 3-6=93 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ,�� �p,S A: 4) Plates checked for a plus or minus 0 degree rotation about its center. 0 E N,9 •+ v.9 �i ♦`�� 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ A�`r'.• 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 wilt fit between the bottom chord and any other members. 3 93 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=302, 4=308. �( 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE LOAD CASE(S) Standard Q'% �. f� N A1.`�``�� 11 /nnn FL Cert. 6634 July 24,201 A WA MM - VMD design pommridem aadREW 1Y nW ON 7WS AIM ISMEMED XlTTBKRBPBRB8ICB PAGB X17.747ZI BBFORS US& Design valid for use only with Mlek connectors. This 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 responsibllty 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 Fast Blvd. Safety Information a able from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 14 IfSoutheinPlne�SP, lunriberisspeidied, the designvalues are thosi'effeCtire05 0iA013byA1SC Tampa, FL 33610-4115 Job Truss Truss Type Qly Ply 25457-McFRY-O'Boyle Residence T4944526 25457 A16G Roof Special Girder 1 1 ob eference o tional Fast Coast Truss, Fort Pierce, FL 34946 7.420 s Apr 12013 MTek Industries, Inc. Wed Jul 24 08:33:132013 Page 1 ID: m SBoGgaXSwFwiT2igQ34VRyv9Ej-5DvS Qj?MN8nOWFZeMxdSWxikVXrwHcsLZF_PPbyuwL 4-1-0 7-4-12 10-8-4 15-5-10 4-1-0 3-3.10 3-3.10 4-9-6 Scale=1:26.0 4x4 = 4x4 = 3.42 12 4.00 1p 3x4 = 2 18 3 19 20 4 5 Id dj c 3x4 = d 73x4 = 21 22 23 6 24 US I I 5x10 = 3.8 I I 3x4 = 1-0-0 -4- 4-1-0 10-8-4 13-11-5 1 15-5-10 1-0-0 2-9.0 6-7-4 3-3-2 1 1-1-10 Plate Offsets X 1:0-2-14 0-0-2 1:0-0-0 1-3-4 5:0-0-1 1-5-15 5:0-3-10 0-0-2 6:038 D-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.15 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.26 6-7 >707 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC20101rP12007 (Matrix-M) Weight: 63 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3[Installationguide- REACTIONS (Ib/size) 1=937/0-8-0 (min. 0-1-8), 5=915/0-9-6 (min. 0-1-8) Max Horz 1=37(LC 6) Max Uplift 1=-518(LC 8), 5= 476(LC 8) FORCES (lb) - First Load Case Only TOP CHORD 1-11=18, 1-1=508, 1-2=1659, 2-18=1561, 3-18=1561, 3-19=1785, 19-20=-1785, 4-20=1785, 4-5=1733, 5.16=18 BOT CHORD 1-12=0, 1-8=471, 1-7=1516, 7-21=2015, 21-22=2015, 22-23=2015, 6-23=2015, 6-24=1617, 5-24=1617, 5-17=0 WEBS 2-7=430, 3.7=-496, 4-6=383, 3-6=260 NOTES 1) Unbalanced roof live loads have been considered for this design. `���IIII� Cat. II; 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=oft; �t MWFRS cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 `A. Exp C; Encl., GCpi=0.18; (directional); plate grip DOL=1.60 O. G E N S �'�� �+ 3) Provide adequate drainage to prevent water ponding. A� •' . 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦ 39313 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. = 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=518, NflXZ 5=476. • ATE 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O •,� �. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 90 Ito up at 4-1-0, �� XV13 b 58 lb down and < lb down and 90 lb up at 8-1-12, and 3 lb down and up at and R ���%8-1-12,191bw�` lb down and lb up at ,'and fj . S downand 29 b9 up at 6-1- 2,,119 lb down and 29 b p at10, 191 lb down and 2114 lb p at 4-1-0, 19 lb1-12,13 b up at 10-8-4 on top chord ��i Ib down and 29 Ib up at 10.9-11 on 10 N A� -1 1is 0��`' bottom chord. The design/selection off h connection device(s) the responsibility b -1 of others.at 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 July 24,201 Continued on a e 2 A WARKM • Verjjg design pt rvanda s and REW NOTES OMIHIS AND /1 MEMBO M178KREFERMB FAGB JUI-7473 BEFORE US& Design valid for use only with Wek connectors. This design is based any upon parameters shown, and is for an individual building component. C�• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown i•Y 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/11711 Quality Criteria, 11156-89 and BC51 Building Component 6904 Parke Fast Blvd. Safety lu No at gv ablj e Truss PlateInstitute,7�8 N�Lee 51reet Suite 312. Alexandria VGA zO t 13hy Tampa, FL 33610-4115 Symbols PLATE LOCATION AND ORIENTATION 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. 0T/16 I For 4 x 2 orientation, locate plates 0-'na' 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/TPIi : 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. 0 O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 CY O U a- O R BOTTOM CHORDS 8 7 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 [CC -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 MTek® All Rights Reserved Nil MiTek ® MTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 A 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 ANSIAPI 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. ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 78 The lower the EnergyPerformance Index, the more efficient the home. 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 (" 7. Windows- Description a. U-Factor: Sgl, U=1.07 SHGC: SHGC=0.50 b. U-Factor: NIA SHGC: c. U-Factor: ►4/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 1012 NETTLES BLVD, ST LUCIE, FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Ext Insul, Exterior R=4.5 1021.30 ft2 b. Frame - Wood, Adjacent R=19.0 208.00 ft2 1 c. N/A R= ft2 2 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 817.00 ft= 817 b. N/A R= ft2 Area c. NIA R= ft2 178.00 fF 11. Ducts R ft2 a. Sup: Attic, Ret: Attie„ AH: Main 6 163.4 ft2 12. Cooling systems kBtu/tu Efficiency ft2 a. Central Unit 24.4 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. N/A R= c. N/A R= ft2 13. Heating systems a. Electric Strip Heat 10.000 ft. 0.500 Area 14. Hot water systems 817.00 ft2 a. Propane W ft2 b. Conservation features None 15. Credits kBtu/hr Efficiency 17.0 COPA.00 L a .i" 3• 7:{ � I certify that this home has complied with the Florida Energy Efficiency Code for Building TNFsr Construction through the above energy saving features which will be installed (or exceeded) �pF9Fo iti this home before final inspection. Otherwise, a new EPL Display Card will be completed &�� based on installed Code compliant features. ;. �.•••:,� •.:; .`•.; o o- �v Builder Signature: r Date: 71-1�� Address of New Home:_ City/FL Zi -S--,-L!/S vtiS�i✓ `� " � j C 'Note: This is not a Building Energy Rating. If your Index is below 70, your homy may qualify for energy efficient mortgage (EENI) 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. 3 EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant ;software FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional. Regulations Residential Whole Building Performance Method ADDRESS: 1012 NETTLES BLVD PERMIT #: ST LUCIE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENTS) 1 CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. 1 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 ASHRAE 62 level. No make-up air from attics, crawlspaces, 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 4116/13). Heat pump pool heaters minimum COP= 4.0. j Coohng/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. 7/16/2013 11:58 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compr+ant Software Page 5 of 5 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit None SEER: 16 24.4 kBtultu 732 cfm 0.75 1 sys#1 HOT WATER SYSTEM - # System Type SubType Location EF Cap Use SetPnt Conservation 1 Propane Tankless Garage 0.59 1 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM. FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS — Supply — — Return — Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 163.4 ft Attic 20 ft2 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES . Programable Thermostat: Y Ceiling Fans: CoolingJan jj jj Feb HeatinJan (X] Feb• jj ]] Mar [X] Mar j j r I [ ] Apr I Ma M Jun rl Jul May .Jun Jul rl Au Aurl Se Seeppp Oct Oct Nov Nov H H Dec Dec Ventin Jan [[ jj Feb [[XX]] Mar [X] r May Jun Jul Aug S [XJ Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours _ Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 y78 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 (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 (Heating 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 I I 7116/2013 11:58 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 I WALLS j , / Adjacent I O�*+t �n Wall Type Space Cavity Width Height SheathingFraming Solar Below g R_Value Ft--ln_-Ft-In__ _ 1 N Exterior Concrete Block - Ext Insul Main 4.5 11 5 8 0 91.3 ft' 0 0' 0.75 0 2 E Exterior Concrete Block - Ext Insul Main 4.5 42 1 8 336.7 fly 0 0 0.75 0 3 S i- Exterior Concrete Block - Ext Irisul, - Main 4.5 35 8 280.0 ftz 0 0 0.75 0 4 W Exterior Concrete Block - Ext Insul Main 4.5 39 2 8 313.3 1`12 0 0 0.75 0 5 N i Garage Frame - Wood ',Main 19 20 8 160.0 ft 0 0 0.75 0 6 N Garage Frame - Wood Main 19 6 8 48.0 112 0 0 0.75 0 DOORS # Omt Door Type Space YP P Storms U-Value Width Height Area Ft In Ft In 1 W Insulated. Main None .46 t 3 6 8. 20 ftz ! WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang y # Omt ID Frame Panes NFRC U-Factor SHGC _ Area Depth Separation Irrt Shade Screening 1 ! N 1 Metal Single (Tinted) Yes 1.07 0.5 4.0 f12 10 It 0 in 6 ft 0 in Drapesiblinds None 2 E 2 Metal Single (Tinted) Yes 1.07 0.5 12.0 ft2 10 It 0 in 6 ft 0 in Drapes/blinds, None 3 E . 2 Metal Single (Tinted) Yes 1.07 0.5 30.0 f12 10 It 0 in 6 ft 0 in Drapes/blinds None 4 S 3 Metal Single (Tinted) Yes 1.07 0.5 105.0 fF 10 ft 0 in 6 ft 0 in Drapes/blinds None 5 W 4 Metal Single (Tinted) Yes 1.07 0.5 15.0 ft2 10 It 0 in 6 It 0 in Drapes/blinds None ! 6 W 4 Metal Single (Tinted) Yes 1.07 0.5 8.0 ftz 10 ft 0 in 6 It 0 in Drapes/blinds None 7, I W 4 Metal Single (Tinted) Yes 1.07 0.5 4.0 fe 10 ft 0 in 6 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 60fF 60fF 26ft 8ft - 19 ` INFILTRATION f It _ ^Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 • 1 Wholehouse Best Guess .0005 1071.5 58.82 110.63 .365 9.8363 HEATING SYSTEM r y # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 17 kBtu/hr 1 ! sys#1 I I7/16/2013 11:58 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 PROJECT Title: Building Type: rimer: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: JAMES AND HANNY O'BOYL Bedrooms: 2 User Conditioned Area: 817 Total Stories: 1 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Yes Whole House Fan: No Single-family New (From Plans) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 1012 NETTLES BLVD. St. Lucie ST LUCIE , 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 817 6536 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 817 6536 Yes 2 2 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 127 It 0 I 817 ft' — 0 0 1 ROOF / # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip. Metal 885 ft' 0 ft2 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 300 817 ft' N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type _ 1 _ Under Attic (Vented) Main 30 817 fF '0.11 Wood 7/16/2013 11:58 AM . EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING -CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: JAMES AND HANNY O'BOYLE Builder Name: Street: 1012 NETTLES BLVD Permit Office: City, State, Zip: ST LUCIE , 'FL, Permit Number: Owner: Jurisdiction: Design Location: FL; Fort Pierce -1. New construction or existing. 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms I 5• Is this a worst case?• 6. Conditioned floor area above grade (ft2) Conditioned floor area below grade (ft2) ,7. W'mdows(178.0 sqft.) Description a. U-Factor. Sgl, U=1.07 SHGC: SHGC=0.50 b. U-Factor: NIA SHGC: c. U-Factor: NIA SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types (817.0 sqft.) a. Slab -On -Grade Edge Insulation b. N/A c. N/A Glass/Floor Area: 0.218 i New (From Plans) 9. Wall Types (I229.3 sqft.) Insulation. Area Single-family a. Concrete Block - Ext Insul, Exterior R=4.5 1021.30 ft' b. Frame - Wood, Adjacent R=19.0 208.00 ft2 1 c. N/A R= ft' 2 d. NIA R= ft' No 10.<Ceiling Types (817.,0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 817.00 ft' 817 b. WA R= ft2 0 c. N/A R= ft2 11. Ducts R ft2 Area a. Sup: Attic, Ret: Attic, AH: Main • 6 163.4 178.00 ft' ft2 12. Cooling systems kBtu/hr Efficiency a. Central Unit 24.4 SEER:16.00 ft2 ' 13. Heating systems kStu/hr Efficiency ft' a. Electric Strip Heat 17.0 COPA.00 10.000 ft. 0:500 14. Hot water systems Insulation Area a. Propane Tankless R=0.0 .817.00 ft, b. Conservation features R- f2 Norte R= ft2 15. Credits Total Proposed Modified Loads: 19.46 Total Standard Reference Loads: 24.88 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. I PREPARED BY: - DATE: I I, hereby certify that this building, as designed, is in compliance with the Florida Energy Code. /A OWNERGENT- l _ DATE: '. 1.4 I 7/16/2013 11:58 AM Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida. Statutes. BUILDING OFFICIAL:. DATE: EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Cap: 1 gallons EF: 0.590 PASS Page 1 of 5 I - Wrightsoft- =use ummary Job: : Jul 16, 2013 By: QUICK CALCS, INC. I 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax: 772-466-6796 Email: OUICKCALCS@,40L.COM r 'Project In-hrmation For: JAMES AND HANNY O'BOYLE 1012 NETTLES BLVD., ST. LUCIE COUNTY, FL Notes: t Design Information Weather: Fort Pierce,.FL, US Winter Design Conditions Outside db Inside db Design TD Summer Design Conditions 42 OF Outside db 70 OF Inside db 28 OF Design TD Daily range Relative humidity Moisture difference Heating Summary Structure 17117 Btuh Ducts 3220 Btuh Central. vent (15 cfm) 459 Btuh Humidifioation 0 Btuh Piping 0 Btuh Equipment load 20796 Btuh Infiltration Method' Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ftZ) 817 817 Volume (ft3) 6577 '6577 Air changesthour 0.61 0.32 Equiv AVF (cfm) 67 35 Heating Equipment Summary Make Trade Model AHRI ref no. n/a' Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 100 EFF 0 Btuh 20796 Btuh 23 OF 813 cfm 0.040 cfm/Btuh 0 in H2O 90 OF 75 OF 15 OF L 50 % 61 gr/Ib Sensible Cooling Equipment Load Sizing Structure 13258 Btuh Ducts 4893 Btuh Central vent (15 cfm) 246 Btuh Blower 0 Btuh Use manufacturer's data n Ratelswing multiplier 0.95 Equipment sensible load 17477 Btuh Latent Cooling Equipment Load Sizing Structure 1465 Btuh Ducts 1308 :Btuh Central vent (15 cfm) 623 Btuh Equipment latent load 3396 Btuh Equipment total load 20873 Btuh Req. total capacity at 0.70 SHR 2.1 ton Cooling Equipment Summary Make Rheem . Trade RHEEM 14AJM SERIES Cond 14AJM24 Coil RHKL-HM2417++RCSL-Hx2417 AHRIref no. 3412306 Efficiency 13.0 EER, 16 SEER Sensible cooling 17080 Btuh Latent cooling " 7320 Btuh Total cooling 24400 Btuh Actual air flow 813 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.84 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. - - wrightsoft" 2013-Jul-16 11:31:22 �tCC0. Right -Suite® Universal 2012112.0.07 RSU08101 Page 1 ..ck CaIcs\Documents%Wrightsoft HVACIO'BOYLE JAMES AND HANNY.rup Calc = MJ8 Front Door faces: rF vwrightsmft- flight-J® Wdorksheet Job: Entire House Date: Jul 16, 2013 QUICK CALCS, INC. 317 ST. LUCIE tN., FT. PIERCE, FL 34946 Phone: 772-466.6799 Fax 772-466-6796 Email: QUICKCALCS@/10L.COM 1 2 Room name Exposed wall Entire House MASTER SUITE 3 Room height 142.4 ft 8.1 ft 22.0 ft Room dimensions darea of8.1 ft heat/cool 5 Room4 812.0 ftz :1.0 x 109.5 ft 109.5 ft TY Construction U-value Or HTM Area (ft2) Load Area ft' ( ) Load number (Btuh/ftMF) let uhlft�) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/PIS Heat Cod Gross N/P/S Heat Cod 6 13A-4ocs IA-c1om 0.143 n 4.00 2.55 154. 150 600 382 65 61 243 155 1.270 0.143 n ne 35.56 4.00 34.77 2.55 4 282 0 255 142 1020 139 648 4 0 142 139 T=13A-4ocs 1A•clom 1.270 ne 35.56 70.43 12 0 427 845 0 0 0 0 0 0 0 0 11 IA-clom 1.270 ne 35.56 70.43 15 0 533 1056 0 0 0 0 W Y-G 13A-4ocs 0.143 a 4.00 2.55 73 58 232 147 0 0 0 0 1A-c1om 1270 a 35.56 91.12 15 0 533 1367 0 0 0 0 V)J �---G 13A•4ocs 0.143 se 4.00 2.55 30 15 61 39 0 0 0 0 1Aclom 13A-4ocs 1.270 0.143 se s 35.56 4.00 70.95 2.55 15 316 0 226 533 905 1064 0 0 0 0 IA-clom 1.270 s 35.56 20.14 45 45 1600 575 906 24 0 24 0 97 0 62 0 1A-clom 13A-4ocs 1.270 0.143 s w 35.56 4.00 17.90 2.55 45 300 45 252 1600 805 0 0 0 0 IA-c1om 1.270 w 35.56 91.12 4 0 1008 142 641 364 89 4 70 281 178 IA-clom 1.270 w 35.56 91.12 8 0 284 729 0 0 0 142 0 364 0 1Ac1om 11DO 1.270 0.390 w w 35.56 10.92 91.12 11.31 15 0 533 1367 15 0 533 1367 W 13A flocs 0.143 nw 4.00 2.55 21 1 21 1 229 4 238 2 0 0 0 0 0 C F 16B-30md 22A4p] 0.032 0.989 - 0.90 1.68 812 812 728 1364 110 0 110 0 98 0 184 - 27.69 0.00 812 142 3944 0 110 22 609 0 6 c)AED excursion 1 0 576 Envelope loss/gain 15059 12679 2147 3025 12 a) Infiltration b) Room ventilation 2058 578 317 89 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 17117 13258 2464 3115 Less extemal load 0 0 Less transfer 0 0 Redistribution 0 0 0 0 14 15 Subtotal Ductloads 171177 13258 2464 3115 191/0 370/o 3220 4893 190/0 37% 463 1149 Total room !bad Air required (cfm) 20337 337 18150 150 2928 4264 117 191 Calculations approved byACCA to meet all requirements of Manual J 8th Ed 411- wrift ghtso` ,q�A Right -Suite® Universal 2012 12.0.07 RSU08101 2013-Jul-1611:31:22 ...ck CalcslDocuments\Wrightsoft HVAC10'BOYLE JAMES AND HANNY.rup Calc = MJ8 Front Door faces: Page 1 + wrightsott- Right-M Worksheet Job: Entire House Date: Jul 16, 2013 QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772466-6796 Email: QUICKCALCS(a)AOL.COM 1 Room name WIC ENTRY 2 3 Exposed wall Room height 9.9 ft 20.9 ft 4 Room dimensions 8.1 ft heat/cool 8.1 ft heat/cool 5 Room area 1.0 x 28.0 ft 28.0 ftz 1.0 x 78.0 ft 78.0 ftz Ty Construction Ll-value Or HTM Area (ft') Load Area (W) load number (BtuIVW-°F) (Btuh/fe) or perimeter (ft) fBtuh) ft or perimeter () (Btuh) Heat cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 V�/ L-G 13A-4ocs 0.143 n '4.00 2.55 16 16 65 41 0 0 0 0 1Aclom 13A-4ocs 1.270 0.143 n ne 35.56 4.00 34.77 2.55 0 63 0 63 0 253 0 161 0 0 0 0 0 0 1A-clom 1.270 ne 35.56 70.43 0 0 0 0 0 0 0 0 0 0 11 IA-c1om 1.270 ne 35.56 70.43 0 0 0 0 0 0 0 0 y! 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 -G IA-clom 1.270 a 35.56 91.12 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 4.00 2.55 1 1 4 2 0 0 0 0 IA-clom 13A4ocs 1.270 0.143 se s 35.56 4.00 70.95 2.55 0 0 0 0 0 0 0 0 0 0 0 1Aclom 1.270 s 35.56 20.14 0 0 0 0 0 49 0 49 0 195 124 1Ac1om 1.270 s 35.56 17.90 0 0 0 0 0 0 0 0 .0 0 13A4ocs 0.143 w 4.00 2.55 0 0 0 0 122 101 402 256 1A-clom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 IA-clom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 1Aclom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 11D0 13A4ocs 0.390 0.143 w rtw 10.92 4.00 11.31 2.55 0 0 0 0 0 0 21 21 229 238 W C F 1613.30md 0.032 0.90 1.68 28 28 0 25 0 47 0 78 0 78 0 70 0 131 22A-tpl 0.989 - 27.69 0.00 28 10 275 0 78 21 579 0 6 c) AED excursion -16 .46 Envelope loss/gain 622 236 1475 703 12 a) Infiltration 143 40 303 85 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 765 276 1778 788 Less external Iced 0 0 Less transfer 0 0 0 0 Redistribution 0 0 14 15 Subtotal Duct loads 765 276 1778 788 191/0 37% 144 102 19% 37% 335 291 Total room load Air required (cfm) 909 378 2113 13 1078 36 17 48 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. wrightscWt ,qC'�p� Right -Suite® 2013-Jul-16 11:31:22 Universal 2012 12.0.07 RSU08101 ...ck Calcs\Documents\Wrightsoft HVAC\O'BOYLE JAMES AND HANNY.rup Calc = MJ8 Front Door faces' Page 2 - wrightsoft- Right-J® Worksheet Job: Entire House Date: Jul 16, 2013 QUICK CALCS, INC. By: 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COIvi 1 Room name MASTER BATH PWD 2 Exposed wall 8.6 ft 0 ft 3 Room height 8.1 ft heat/cool 8.1 ft heaUccd 4 Room dimensions 1.0 x 68.5 ft 1.0 x 19.0 ft 5 Room area 68.5 ftz 19.0 ft= Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Stuh/ft? °F) (Btuhlft ') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cod Gross N/PIS Heat Cool Gross NIP/S Heat Cod 6 13A-,4ocs 0.143 n •4.00 2.55 0 0 0 0 0 0 0 0 1Ac1'bm 1.270 n 35.56 34.77 0 0 01 0 0 0 0 0 li13A-4ocs 0.143 ne 4.00 2.55 69 63 251 160 0 0 0 0 IA-clom 1.270 ne 35.56 70.43 6 0 213 423 0 0 0 0 11 1Aclom 1.270 ne 35.56 70.43 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 1A-clom 1.270 a 35,56 91.12 0 0 0 0 0 0 0 0 t-G 13A-4ocs 0.143 se 4.00 2.55 0 0 0 0 0 0 0 0 1Aclom• 1.270 se 35.56 70.95 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 4.00 2.65 0 0 0 0 0 0 0 0 1A-clom 1.270 s 35.56 20.14 0 0 0 0 0 0 0 0 1A-clom 1.270 s 35.56 17.90 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 4.00 2.55 0 0 0 0 0 0 0 0 1Aclom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 IA-clom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 1A-clom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 11DO 0.390 w 10.92 11.31 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 rry 4.00 2.55 1 1 4 2 0 0 0 0 C 16B-30md 0.032 0.90 1.68 69 69 61 115 19 19 17 32 F 22frtpl 0.989 - 27.69 0.00 69 9 238 0 19 0 0 0 6 c)AED excursion -37 -2 Envelope loss/gain 767 662 17 30 '12 a) Infiltration 124 35 0 0 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 892 697 17 30 Less ekemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 892 697 17 30 151 Duct loads 191/u 37% 168 257 191/u 370/6 3 11 Total room load 1059 955 20 41 Air required (cfm) 42 43 1 2 Calculations approved byACCA to meet all requirements of Manual J 8th Ed wrigf�tsoft 1611:31:22 l Ju- Lp� Right -Suite® Universal 2012 12.0.07 RSU08101 2013- Page 3 ...ck CalcMDocumentslWrightsoft WAMO'BOYLE JAMES AND HANNY.rup Calc = MJ8 Front Door faces: - + wrightsof " Right-J® Worksheet Job: Entire House Date: Jul 16, 2013 QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466.6799 Fax 772-466-6796 Email: CUICKCALCS(cDAOL.COIU 1 2 Room name Exposed wall LIVING/KITCHEN BEDROOM 3 Room height 71.1 ft 8.1 ft heat/cool 9.9 ft 8.1 ft heat/cool 4 5 Room dimensions Room area 1.0 x 414.0 ft 1.0 x 95.0 ft 414.0 ft2 95.0 ftz TY Construction U-value °F) Or HTM Area (ft-) goad A� Load number (Btuh/ft= (Btuh/ft=) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VIJ �--G 13A-4ocs 0.143 n 4.00 2.55 73 73 292 186 0 0 0 0 W IA-c1om 13A4ocs 1.270 0.143 n ne 35.56 4.00 34.77 2.55 0 69 0 63 0 251 0 160 0 81 0 0 0 1A-clom 1.270 ne 35.56 70.43 6 0 213 423 0 66 0 264 0 168 11 IA-clom 1.270 ne 35.56 70.43 0 0 0 0 15 0 533 0 1056 VN L--G 13A-4ocs 0.143 e ' 4.00 2.55 73 58 232 147 0 0 0 0 1Ac5om 1.270 a 35.56 91.12 15 0 533 1367 0 0 0 0 W L-G 13A-4ocs 0.143 se 4.00 2.55 29 14 57 36 0 0 0 0 1A-c1om 1.270 se 35.56 70.95 15 0 533 1064 0 0 0 0 0.143 s 4.00 2.55 243 153 613 389 0 0 0 0 %13A-4ocs -G IA-clom 1.270 s 35.56 20.14 45 45 1600 906 0 0 0 0 IA-clom 1.270 s 35.56 17.90 45 45 1600 805 0 0 0 0 13A-4ocs 0.143 w 4.00 2.55 89 81 325 206 0 0 0 0 1Aclom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 IA-1om 1.270 w 35.56 91.12 8 0 284 729 0 0 0 0 1Aclom 1.270 w 35.56 91.12 0 0 0 0 0 0 0 0 11D0 13A-4ocs 0.390 0.143 w rrw 10.92 4.00 11.31 2.55 0 0 0 0 0 0 0 0 0 0 0 W C 16B-30md 0.032 - 0.90 1.68 414 414 371 0 696 0 95 0 95 0 85 0 160 F 22A tpl 0.969 - 27.69 0.00 414 71 1968 0 95 10 275 0 6 c) AED excursion -404 71 Envelope loss/gain 8874 6710 1157 1313 12 a) Infiltration b) Room ventilation 1026 288 144 41 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 9899 69% 1302 1354 Less external load 0 0 Less transfer 0 . 0 0 0 Redistribution 0 0 0 0 14 15 Subtotal Duct loads 9899 6998 0 1302 0 1354 19'% 37% 1862 ' 2583 19% 37% 245 500 Total room load Air required (cfm) 11761 9581 1547 1853 470 429 62 83 Calculations_ approved byACCA to meet all requirements of Manual J 8th Ed 1485k 411- wriightsoft Right -Suite® Universal 2012 12.0.07 RSU08101 2013-Jul-16 11:31:22 ...ck CalcMDocumentslWrightsoft HVACW'BOYLE JAMES AND HANNY.rup Calc = MJ8 Front Door faces: Page 4 Job #. QUICK CALCScale: 1 : 57 Performed for: . INC.Imo• JAMES AND HANNY 0'80 YLE Page 1 1012 NETTLES BLV D. 317 ST. LUCIE LN. RightSu6eO Universal 2012 St. LUCIE COUNTY, FL FT. PIERCE, FL 34946 12 0. 07 RSLI08101 Phone: 772466.6799 Fax 772-466.6796 2013-Ju1 16 1203:33 QUICKCALCS@AOL.COM •••HVAaaBOYLE JAMES AND HA... t i I 4.23 W (n r\ U- Z w icy) O Q =cV U m04 cV 0 L N z Q W O uj m O p 0. In 4� BENCHMARK P.K. NAIL & TAB ELEVATION 3.98 N.A.V.D. 88 FND. 5/8" I.B. NO I.D. a M 0 FND. 5/8" I.B. NO I.D. 42 of O O LO W O O O vi 10. o' 11 FND. 5/8" 4 I.B. NO I.D. FND. 5/8" I.B. NO I.D. v N M /3o�-OnS� LOT 1013 VACANT N.71'47'51 "E. 55.02' (P-C) g8 39.21' LOT 1012 FORM BOARDS TOP OF FORMS ELEVATION 6.12 4. 7 CO S� _._ . ��� Pps LOT 1011 SYMBOLS OS - SEWER MANHOLE ® - WATER METER 00.00 X - EXISTING ELEVATION i - CENTERLINE `. 9 SET I.B. W U 0 v 0 M O O O I M U) RE FND. 5/8" I.B. NO- I.D. b� 9 e� b b• �� 6 ..;.� ,o SECTION { .� � tea,' s.:ma_ � ,•_ p �a - .,.• 'mob' ' U0 roo` 'tea• •� � U> � „� `ee r,� ,r 'Uc ! ,� � �>' ee• o � "® p ,,je „>° 5I i "`'i '�° -fir q� °•e I LOT 1007 LOCATION MAP NOT TO SCALE LEGAL DESCRIPTION LOT 1012, NETTLES ISLAND PROJECT, SECTION 2, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 161 PAGE(S) 1, 1A THROUGH 1J, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA. PROPERTY LOCATED IN FLOOD ZONE 'AE' BASE ELEVATION 6.0 N.A.V,D. 88 COMMUNITY PANEL N❑.i 120285-0313-J DATED! 02/16/2012 PROPERTY STREET ADDRESS, T O 1012 NETTLES BOULEVARD. JENSEN BEACH, FL. 34957 CERTIFIED TOi 1. JAMES & HANNY O'BOYLE St. V e Co. L LEGEND A/C - AIR CONDITI❑NER FND, - FOUND pate roved ( CONC. - CONCRETE I.D. - IDENTIFICATION too `�� I.B. - IRON BAR LB - LICENSED BUSINESS /J SET I.B. - SET 5/8' IRON BAR CAP #4459 `K/" ��.- DENOTES DISTANCE,ICAN ANGLEECAL ❑RIBEARINGUBYI988 FURNISHED DESCRIPTION (F) - DENOTES MEASURED DISTANCE, ANGLE OR BEARING (C) - DENOTES CALCULATED DISTANCE, ANGLE OR BEARING SURVEYOR'S NOTES 1. SURVEY OF DESCRIPTION AS FURNISHED BY CLIENT, UNLESS OTHERWISE NOTED, 4r 2, LANDS SHOWN HEREON;, WERE NOT ABSTRACTED FOR EASEMENTS, BUILDING SETBACKS, AND/OR RIGHTS-❑F-WAY OF RECORD BY ACCURIGHT LAND SURVEYING, INC. 3, ELEVATIONS SHOWN HEREON ARE RELATIVE TO NORTH AMERICAN VERTICAL DATUM OF 1988, SEE SURVEY FOR REFERENCE BENCH MARK,!UNLESS OTHERWISE NOTED. 4. THERE ARE NO ABOVE GROUND ENCROACHMENTS, UNLESS OTHERWISE NOTED. 5.ADDITIONS OR DELETI❑NS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. .API INDARY,- ,SURVEY ACCURIQ' T-*,, +fD..":SURVEYING, IN UCENSrG EARLE R. STARKEY - PROFESSIONAL LAND SURVEYOR REGISTRATION NO. 4459 - STATE OF FLORIDA SURVEY NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED LAND SURVEYOR AND MAPPER O fU n 0 0 w ce H z o rn ' W z > l,l w of F- .N. (nU O V1 o H fU o IY w cn W. Z:,H } 5- II p Q m :. A A W z Y LJ q J � � III U ►wr a t� ra c� to Z P Cc — Z �' cu A J N fU 0NN ' U) n n Z z vx o Z� U = a bi U of W w O A ' Z Z V) F� Q Z Z g Q (n W Z W f H� U w� V) � z W ¢A _ � 0.- of J W L) U aly U �¢ Q V) o� ~- q °, 9 °i bo q °S 0 •"`� " S ECTIO N o 6 bob fi. FND. 5/8" 0 I.B. NO I.D. P� P_ o e a LL LOT 1013 ,° �, �. YI �� •� i d dA VACANT t cD FND. 5/8n z 4.23 I.B. NO I.D. �, N.71.47'51 "E. 55.02' (P—C) 4 s ° m .� E as x �° ,� '� W 42 I SET I.B. a� o Sf 8 ` r a .P W cu W 0 'a '°d q, 3 oa a o "$ " `� GS �'' "a ay of �' Gt. C1 \ �1Q.Bi O ; a cm st H O .� A11ON MAP a v y 4i �' 0 7.5' NOT TO SCALE w W ' - M w o O I \\ // I —T ro, o LOT 1007 A W I N W J Z Y W z T 0 I a PARKING I a.s' A/c FND. I.D.a- � a u W I.B. NO I.D N � ..� SPACE LOT 1012 O Q (V O / \ o ' 15�D S LEGAL DESCRIPTION . U () m O PROPOSED DWELLING LOT 1012, NETTLES ISLAND PROJECT, SECTION 2, ACCORDING (n vcv / \ TO THE PLAT THEREOF, AS REC❑RDED IN PLAT BOOK 16, F- � m N o MINIMUM FINISH FLOOR PAGE(s) i, IA THROUGH iJ, OF THE PUBLIC RECORDS OF ST. Z r`� N z `n / \ ELEVATION 6.0 N.A.V.D. 88 LUCIE COUNTY, FLORIDA. Q N z La I / `..: FZ a N 5E LLJ _ w PROPERTY LOCATED IN FLOOD ZONE 'AE' ccuccu WO O BASE ELEVATION 6.0 N.A.V.D. 88 v n m O O aZ, �F1 COMMUNITY PANEL NO., 120285-0313-J O \ / I , `Q DATEDi 02/16/2012 Z Z w x 8'x18' 4.7 ,�GJ1 O =� Ip''��p�pPV R�Q PROPERTY STREET ADDRESS O PARKING 6 N �I ACK 1012 NETTLES BOULEVARD. CL SPACE �O �� JENSEN BEACH, FL. 34957 W cn w (n / \ � FR0NT 1. LEI 8HANNY ❑'B❑YLE SIDES dCRTIFI ly/ Z vF1RSID-*'I �---k v LEGEND � ) REAR ✓ A/C - AIR CONDITIONER FND. - FOUND ® C❑NC, - CONCRETE I.D. - IDENTIFICATI❑N �' ZNG , I.B. - IR❑N BAR LB - LICENSED BUSINESS 0 11.0' P gyp, SET I.B. - SET 5/8' IRON BAR CAP #4459 Q z 4.13 n o LOT 1011 �3 N.A.V.D. 88 - NORTH AMERICAN VERTICAL DATUM 1988 4 O FND. 5/8 TEC (P) - DEN❑TES DISTANCE, ANGLE OR BEARING BY FURNISHED I.B. NO I.D. DESCRIPTION (F) - DENOTES MEASURED DISTANCE, ANGLE OR BEARING Q V) (C) - DENOTES CALCULATED DISTANCE, ANGLE OR BEARING ix W Z us r. BOU.NibARY . SURVEYW SURVEYOR'S NOTES 1. SURVEY OF DESCRIPTION AS FURNISHED BY CLIENT, UNLESS ACCURIGHT - IAND 'SUWMG, INC. = Ld y OTHERWISE NOTED. v- ON La BENCHMARK 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR - EASEMENTS, BUILDING SETBACKS, AND/OR RIGHTS -OF -WAY OF (n Z P.K. NAIL & TAB RECORD BY ACCURIGHT - LAND SURVEYING, INC. > m ELEVATION 3.98 SYMBOLS 3. ELEVATIONS SHOWN HEREON ARE RELATIVE TO NORTH -w N.A.V.D. 88 AMERICAN VERTICAL DATUM OF 1988, SEE SURVEY FOR REFERENCE BENCH MARK, UNLESS OTHERWISE NOTED. Q5 -SEWER MANHOLE 4. THERE ARE NO ABOVE GROUND ENCROACHMENTS, UNLESS EARLE R. ST — PROFESSIONAL LAND SURVEYOR U > w FND. 5/8" ® —WATER METER 5 ADDOR OTHERWISE ITIONS NOTED, DELETI❑NS TO SURVEY MAPS OR REPORTS BY REGISTRATION NO. 4459 — STATE OF FLORIDA (� "¢ I.B. NO I.D. 00.00 X - EXISTING ELEVATION OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED LnH — CENTERLINE WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR SURVEY NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL PARTIES. RAISED SEAL OF A FLORIDA LICENSED LAND SURVEYOR AND MAPPER it L 4.23 W En D r\ LL- z I OU Q N m N n1 0 Lf� z E _w W O inO rn r U) 4� BENCHMARK P.K. NAIL & TAB ELEVATION 3.98 N.A.V.D. 88 LL a_ FND. 5/8" I.B. NO I.D. FND. 5/8" I.B. NO I.D. I EL M O rrl- - FND. 5/8" I.B�NO I.D. g2 c6 0 M FND- 5/8" I.B. NO I.D. LOT 1013 VACANT N.71'47'51"E. 55.02' (P—C) �8 39.21 LOT 1012 FORM BOARDS TOP OF FORMS ELEVATION 6.12 4.07 lb 0 0� SO LO 1011 e CO prep_ ve Prove SYMBOLS OO - SEWER MANHOLE ® - WATER METER 00.00 X - EXISTING ELEVATION Q - CENTERLINE gs SET I.B. , 7.5' FND. 5/8" I.B. NO I.D. 'J RECE OCT 1Q�3 PER:> ...:c St. LLGii < s :ii ty' LOT 1007 SURVEYOR'S NOTES 1• SURVEY OF DESCRIPTI❑N AS FURNISHED BY CLIENT, UNLESS OTHERWISE NOTED, 2. LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS, BUILDING SETBACKS, AND/OR RIGHTS-❑F-WAY OF RECORD BY ACCURIGHT LAND SURVEYING, INC, 3. ELEVATI❑NS SHOWN HEREON ARE RELATIVE TO NORTH AMERICAN,VERTICAL DATUM OF 1988, SEE SURVEY FOR REFERENCE BENCH MARK, UNLESS OTHERWISE NOTED. 4, THERE ARE NO ABOVE GROUND ENCROACHMENTS, UNLESS ❑THERWISE NOTED, 5.ADDITI❑NS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES'IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES• """ eMCTO SECTION n' LEGAL DESCRIPTION LOT 1012, NETTLES ISLAND PROJECT, SECTION 2, ACC❑RDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 161 PAGE(S) 1, IA THROUGH 1J, OF THE PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA. PROPERTY LOCATED IN FLOOD ZONE 'AE' BASE ELEVATION 6.0 N.A.V,D. 88 COMMUNITY PANEL NO., 120285-0313-J DATEDi 02/16/2012 PROPERTY STREET ADDRESS, 1012 NETTLES BOULEVARD, JENSEN BEACH, FL. 34957 CERTIFIED TOi 1. JAMES & HANNY ❑'BOYLE LEGEND A/C - AIR CONDITIONER FND. - FOUND C❑NC• - CONCRETE I.D. - IDENTIFICATION I.B. - IRON BAR LB - LICENSED BUSINESS SET I•B. - SET 5/8' IRON BAR CAP #4459 N.A.V,D. 88 - NORTH AMERICAN VERTICAL DATUM 1988 (P) - DENOTES DISTANCE, ANGLE OR BEARING BY FURNISHED DESCRIPTI❑N (F) - DENOTES MEASURED DISTANCE, ANGLE OR BEARING (C) - DENOTES CALCULATED DISTANCE, ANGLE OR BEARING BOUNDARY SURVEY ACCUR1GRrT I�tNND'...'*�1RVEYING, INC. 5 W; Or N0. 6� EARLS-R. STARKEY PROFESSIONAL LAND SURVEYOR REGISTRATION NO. 4459 — STATE OF FLORIDA SURVEY NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED LAND SURVEYOR AND MAPPER f9 O fU r- N, 0 r W y � Z o N y Z H H w w F- 0 � In N to ri N <Y Li W o cu } W II U w w .� N Z V d o R U Vl • UV) '4-M Z �m J N N w r NN V nn vv z Z cd X O z� U = d Wcn LaN U LLI' W ti re Z o I..I_ Z V cl Q Z zg Q U) -� Ld a Z � w I- LLj " �m wv (n Z W � ¢A C3 IY o w -I L U � d U c' o� Lr)w