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HomeMy WebLinkAboutSUBMITTED PAPERSti 4 .41 ALL APPLICABLE INFO MUST BE COMPLETED FOR APPLICATION TO BE ACCEPTED {i /� l_ Date: 1l SCANNED Permit Number: I L0 �' � J "� 12 BY RECEIVED 5t. Lucie County Building Permit Application MAR 2 8 2016 Planning and Development Services PERMITTING Building and Code Regulation Division St. Lucie County, FL 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residential PERMIT APPLICATION FOR: To Select from dropbox, click arrow at the end of line PROPOSED IMPROVEMENT LOCATION: Address: L 5L a Legal Description: 1, 5 PlkLrrt 6,6 ( P13 / 5: C /7 R ISo I - a I -_ PropertyTax ID #: 19019- ow- (o Lot No. Site Plan Name: Block No. Project Name: Setbacks Front Back: A'I q Right Side: I 5'tI q Left Side: 17, 6 DETAILED DESCRIPTION OF WORK: . " .. /� IVrw Cc�5'rYu e,-rt»1 PF'6ld"-r1,4 aca� CONSTRUCTION INFORMATION: Aciditional work to e e orme un ert ispermit-checka appy: CJHVAC MGasTank ❑Gas Piping ❑Windows/Doors _Shutters 11 0 Electric Plumbing Sprinklers []Generator Roof Total Sq. Ft of Construction: L( 1 :3 Sq. Ft. of First Floor: 17 o�S Cost of Construction: $ r(r 11660 Utilities: Sewer Septic Building Height: OWNER/LESSEE: CONTRACTOR: Name r Name: S G -r i2,S Address: ap NW A&VAd'ia c�� Company: `rkm, ,,mot S L uvy� L Ec2- f City: Pag-r rcT � ' State: F/ Address: I (gn7^ la -bazay I LFo;: 1-t f Zip Code: ,'Ty 1,93 Fax: City: r--T P /r�-✓Lc.0 State:_ Phone No. 77�, r2 t/4 , J4ysi Zip Code: _Fax: 77� , i �6 4147q E-Mail: Phone No. 172 52_6LL Fill in fee simple Title Holder on next page ( if different E-Mail: :SFW5F4y5ALF-5 R A-QL, 6d VY) from the Owner listed above) State or County License: C& I S aaJ �O If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. SUPPLEMENTAL CONSTRUCTION LIEN LAW INFORMATION: '111 Name: —0<ti1V Q rfcr —` •rr •• ��•� Address: LfaV ZyR- ✓RF City: %/Eti/Y1G7T 0/t/ State: Zip: 33LJ/�(' Phone: 1]lr %SS/_� FEE SIMPLE TITLE HOLDER: Not Name: V6&A'5 W&Mt1 5-r Address: —71 a NW aew „4 city: PoR t 5-f G i r,F, r Zip: �l Y'3 Phone: '77� MORTGAGE COMPANY: Name: _ Not Applicable Address: City: Zip: Phone: State: BONDING COMPANY: Name: _Nat Applicable Address: City: Zip: Phone: I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use WARNING 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 lender or an attorney before commencing work or recording vour Notice of Commencement. _ Signature of Owndyr/ Lessee/Agent Signature of ContraEtor STATE OF FLORIDA STATE OF FLORIDA COUNTY C �! I ,ua I ' COUNTY OF The for oing instr�u�m-,�e�ntp� s� acknowledged before me this day of R 20 f (p_by (Name of person Personally Known OR Pr ° Identification Type of Identification Produced 1—1 �•_ Commission No. Revised 07/15/2014 The forgoing instrument wa acknowledged before me thiday of MnW l .20 Ito by (Name of person (Signature of Notary Public- State of Florida ) Personally Known OR Produ'_ entification Type of Identification Produced G. c 1-IARENCommission S. NIELSEN1156$ `"ll 11 Commission 0 FF 1156 7 I June 12. 2018 'r IVC v 5:-MELSEN Commission 8 FF 115637 June 72, 2018V� REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEATURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE I INITIALS Planning and Development Services ST. LUCTE COUNTY September 13, 2016 oA.RD OF COUNTY CONINIZS,STOIVERS Society Builders LLC Attu. Thomas Lumbert 1607 A Laurel Leaf Lane KIM JOHNSON Fort Pierce, FL 34950 CHAIRMAN DISTRICT 5 RE: Finished floor waiver CHRIS DZAD0vsKY Dear Mr. Lumbert: VICE-CHAIRMAN DISTRICT 1 Please accept this letter in response to your written request received September 13, 2016 to waive the finished floor elevation of 18" above the crown of the road. The waiver request is for the attached garage of proposed single family residence located TOD MOWERY at 6408 Las Palmas Way, Port St Lucie. DISTRICT 2 Pursuant to Section 7.04.01(C-3) of the St Lucie County Land Development Code, the PAULA A. I.-EWIS Planning and Development Services Director has the authority to grant administrative DISTRICT 3 relief, when topographical conditions are such that compliance with this subsection would be impracticable or cause grade level conditions detrimental to adjacent or nearby property, consistent with the intent of the Flood Protection regulations and any = RANNIE HUTCHINSON other applicable portion of this Code. DISTRICT 4 The Planning and Development Services Director has granted your request for administrative relief of the finished floor elevation based on the following HOWARD TIPTON determinations: :OUNTY ADMINISTRATOR 1 The property is located in Flood Zone X. P 2 The slab was approved and inspected in 2005 with the former building permit. DAN MCIN7YRE 3 The finished floor elevation of the house is 101.72' NAVD and will meet the COUNTY ATTORNEY minimum requirement of 18" above the center line of the road. 4 The finished floor of the garage is 101.30' NAVD which will be 1.28' above center line of the road. MAILING ADDRESS 2300 VIRGINIA AVENUE This approval does not in any way constitute authorization to begin construction. = ORT PIERCE, FL 34982 Prior to the commencement of any construction on this property, an application for specific building permit must be obtained from this department. PHONE Please feel free to contact me at (772) 462-2822 if you have any questions. (772) 462-1585 TDD inc rely, 1 W` _ (772) 462-1428 75 Leslie Olso , AICP FAX Planning and Development Services Director (772) 462-2131 cc: Monica Graziani, Building and Code Compliance Manager E-MAIL Carl Peterson, Building Official )LSONL@STLUCIECO.ORG Debra Zampetti, Zoning Supervisor Bonnie C Landry, AICP, Planning Manager WEBSITE W W W.STLUCIECO.GO V a 0: LL P . LLi L) Z 0 z b c i 0 s V City of Port Saint Lucie Building Department INSULATION CERTIFICATION CARD Permit#: ;nsutation Contractor Name: Gate insulation _ dobsite Contractor: 6UZ114��) J _ �1t p / ,(lie County, FL Jobsite Address: lJJ CJ�`J !X�`'' (JJCJJ l�¢.J� U�(itct'J Section: Block: Lot: Ceiling Insulatiort Manufactures Name: &LJO46 QI l'c l v Insulation Type: F� R-Value of Insulation: Is Thickness of Insulation Installed: /0. Location of insdiation'Instailed: (!,r—P I r7 ea_. Date of Installation:g/ --R l / Manufactures Name: I-l1�G Insulation Type: R-Value of. Insulation: Thickness of Insulation Installed: Location of Insulation Installed:C Wall Insulation 3 Is if Date of Installation: I /1 / /fill(. Please. Check. One:. (Attic insulation installed with ventilation per R806.1, R806.2 and R806.3 Florida Residential Code 2014 ❑ C:onditioned attic assembly insulation has been installed per R-806.4, ;Fionda Residential Code 2014 THIS CARD MUST BE POSTED IN A PROMINENT LOCATION AND RETURNED TO THE E� I�bING DEPP�FtTII(IENT BEFORE YOUR FINAL INSPECTION. Insulation Contractors Signature PSL License # 9389 i OFFICE USE ONLY: DATE FILED: REVISION FEE: PERMIT # 16o J� Sa� RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE . C ADDRESS: CO CIO b L/� lDolrJ-Cl 5, _ii:�( %qel ems- a 2. DETAILED DESCRIPTION OF PROJECT REVISIONS: windovr/ 3. CONTRACTOR INFORMATION: F5LF-F Enr)af STATE of FL REG./CERT. #: BUSINESS NAME: SG>✓ ST. LUCIE COUNTY CERT. #: c i l('j r sQUALLLG ADDRESS:RS NA I1�0 �- 7 !6 CITY: LYL2, STATE: 4t ZIP: p PHONE (DAYTIME): -�74FAX: 4. OWNERBUILDER INFORMATION: NAME: P n ADDRESS: O Ca-O Y Q CITY: FFreAGC. STATE: y 1 ZIP: PHONE: 72 & FAX: 5. ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): FAX: Revised 07/22/2014 REVISION ST. LUCIE COUNTY BUILDING DIVISION REVIEYJED FOR CO PLI A CE REVIEWED BY DATE PLANS AND PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE T SilverLine brAndersen WINDOWS•DOORS SERIES 70 - MODEL 2127FL EXTRUDED VINYL SINGLE HUNG WINDOW w/ or w/out FLANGE "NON-IMPACr, GFIhAAL NOIFS 1. >W+R.o1,clnm5eenaMuoteemW S b CWMp Wth hB Sm I.WEoe Emu) e>Itla&"V Coe.(=)veb*w.6 Sore'Qm¢). 2 PmeucloMnstlbOeamislee mdfpacaem YgnnoneOb�AMve,reeNtmlb Eme maaw mm e. mrad wm erem,0 o<m�«o. a mbeu:tw.pnsmsamu<rmdit ron.waea.a�nmmmcre+reara�,r w�.ma rna �.wm..;ms.a�. r6umm.Tec. • vllenm.Np oedwlhmknpW�wazmomft conVror.abnmhpttl .lr retnc. n.roaee IDmihwarearontcoresw ma 6smw�ms.aim rmv.rs am.EEc. a f a2 hmNrgwstrvawn onavuq afhm. Whslvpn.me wasmmanw»n brh 6. see cazm'zmmaawbr. hwnm. aaiomambavnmGrepa. n.mamgreahpmwrysb tr/a&emetlenpheerormpisleme o,cMoa. 1. mi+Sm�ormeehwarerbfdhalbn n3quie.rnh la'IfVFfP. 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IB YANDOWSCRI$1 17 WFATHEiT MEWHN.I87X=LOCKRMBSASHULRAFM _ Is �Wfm.18)%=.R%®MEEIMGRMULi m IB WFAMERSIRP FBEW .107%.1 SLL 1RAFAB p WFATHFRSIR9'VRMBUB.IBT%,3)S0 AMFSBURY 22 GLKBNGCOMPWND DOW p1159 SNCDNE 23 'PPHSMS SIEa L ljrx CPFN IiW RCOORCONCR RESLREW 11EFL u 2% MBU eUC[SGbOSS WOOD ffi 17tMA%BIBNBSPACE _ D MASONRY-3 P51MW.CONCRETECONIORfNNGLOAO WI ORHOLLOWBLOCK�tOA5TMC1'p R N IK BUCK WOOD 30 INIERCEPISPAM SIEa 31 BASHK Rp12555DO30 SiFff 32 OPERABIESASHLOCKtlI IwR -Iw Sil$ 33 TRTWCH#W-7"2S $IEg u pe Jl1-PPHSMS S1ER 35 SUPERSPACER BUDl M MTIATCH-1MFG.BYAS D $IEa 3) fluxx PH $TfR 30 IXXIPNIRCOMMCONCRETESCREW SIEFI ME fill I II m .16 —{ 1.IT j— L57��ylr-1.16�g 22LIB�,•- d 0. M I 4j-I---In �7V 1TI:11Z�—�ilL�.I.IC 14 T- 3 Hiu 4VL�I•o I G)vmvM µ.NEPM&M (D imm, ly lIIIIRWFDwC11N VKKRYOF4PYCroyNRean 4125 I I� 0. S— uI MIIUMS'Safi ea�n.0 John D. Holt PE 925 Azure Ave Wellington, Fl. 33414 (561)793-7843 PE #15252 AUS 2 5 r>o R�ill3F�4�: �S�ff{r;• Aug 18, 2016 �� R ''; City of Port St Lucie Building Dept Re: 6408 Las Palmas WaPct*�}�fil y St. -Lucie Permit #: 16-030523 SITE EVALUATION OF EXISTING CONSTRUCTION: I have reviewed and evaluated the condition of the existing house slab as it currently exists on the above referenced property. The condition of the existing house slab is acceptable to commence construction per the drawings I have previously signed and sealed. The Contractor is to perform standard sanitary water test and pressurized water pipe tests at the top out rough- in stage, and meet the standards for such test and inspection. The vertical column re -bar has been cut by the original Contractor. A detailed drawing is hereby attached, describing the drilling and embedment of #5 column steel, to be placed in accordance with the layout plan on the floor plan and foundation plan. 1I.., TOM John Holt PE #15252 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: VEGA HOMES Builder Name: Street: 1725 MODEL Permit Office: City, State, Zip: PORT ST. LUCIE , FL, Permit Number: Owner.. Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types(1618.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 1431.30 ft2 e -Wood, Adjacent R=11.0 186.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft 4. Number of Bedrooms 3 d. N/A R= 112 5. Is this a worst case? No 10. Ceiling Types (1725.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1725.00 ft2 6. Conditioned floor area above grade (ft2) 1725 b. N/A R= ft2 Conditioned Floor area below grade (ft2) 0 c. WA R= ft2 11. Ducts R ft2 7. Windows(164.2 sqft.) Description Area a. Sup: Attic, Rat: Attic, AH: Attic 6 325 a. U-Factor. Dbl, U=0.65 164.17 ft2 SHGC: SHGC=0.25 b. U-Factor. N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 35.4 SEER:16.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: WA ft2 a. Electric Strip Heat 17.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 4.477 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (1725.0 sgfL) Insulation Area EF: 0.970 a. Slab -On -Grade Edge Insulation R=0.0 1725.00 ft2 b. Conservation features b. WA R= ft2 None c. N/A R= ft2 15. Credits CF, Pstat Glass/Floor Area: 0.095 Total Proposed Modified Loads: 48.05 PASS Total Baseline Loads: 49.43 1 hereby certify that the plans and specifications covered by Review of the plans and TBE Srgl. this calculation are in compliance with the Florida Energy specifications covered by this;FOB Code. calculation indicates complianceZE `x •-`. " `� l� with the Florida Energy Code. an,r .`•.? PREPAaED 011L Before construction is completed C o DATE:-- this building will be inspected for compliance with Section 653.908 , e I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 8/23/2016 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R4Ub-2U14 PROJECT Title: VEGA HOMES Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1725 Lot # Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1725 MODEL Permit Office: Cross Ventilation: No County: ST. LUCIE COUNTY Jurisdiction: Whole House Fan: No City, State, Zip: PORT ST. LUCIE , Family Type: Single-family FL. New/Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % 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 Entire House 1725 16215.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 MASTER SUITE 210 1974 No 2 1 1 Yes Yes Yes 2 MASTER BATH 89 837 No 0 1 Yes Yes Yes 3 WIC 76 714.4 No 0 1 No Yes Yes 4 LAUNDRY 98 921.2 No 0 1 Yes Yes Yes 5 GREAT ROOM 514 4831.6 No 1 1 Yes Yes Yes 6 FOYER 107 1005.8 No 0 1 Yes Yes Yes 7 BEDROOM 2 151 1419.4 No 1 1 1 Yes Yes Yes 8 KITCHEN 192 1804.8 Yes 0 1 Yes Yes Yes 9 BATH 2 88 827.2 No 0 1 Yes Yes Yes 10 BEDROOM 3 156 1466.4 No 1 1 1 Yes Yes Yes 11 HALL 44 413.6 No 0 1 No Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio MASTER SUITE 29 ft 0 210 ft' 0 1 0 2 Slab -On -Grade Edge Insulatio MASTER BATH 11 ft 0 89 ft — 0 1 0 3Slab-On-Grade Edge Insulatio WIC 1 ft 0 76 ft' — 0 1 0 4Slab-On-Grade Edge Insulatio LAUNDRY 7ft 0 ---98ft' — 0 1 0 5Slab-On-Grade Edge Insulatio GREAT ROOM 21 ft 0 514 ft' — 0 1 0 6Slab-On-Grade Edge Insulatio FOYER Eft 0 107 ft' 0 1 0 8/23/2016 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 C C A O en m m (a (a N O (O Oo V O1 tT A W N # # # o 0 C6 V # CY y N N N N N �11 �mg71 DTI �i1 4 Y P Y b T o A F gm C> C> C> C> C> C> C> C> C> C m O> O? OF > O> ?O oo O O0, o 0, 00 o m m m; 0 o a a a a a x x x x s a m m m m 0 �^ O Q O 0 0 0 0 0 o o . o 0 o o m n n a mn m n 0 >>>>>>>> 0 0 o o o o om 222222222'Z2 m m 0 a m m m {o m {0 m {o m m m o m m m m m W a s la 0 A A fD ID R N lD l�D N fD �% N N N N m m m m m m a 9 mgo IOP m 00 W m CO O W m A �0— 0 A n n 0 fJnnC ��nn f�n1 lJnnC �JnnC JC o m 10 A A 5 A R A A G m m m 7c m m S 5 m '0j y>>> co T z rtE.�rtt1t m 7C ''O S W W a o' 0 H O = N m O 0 0 �Di m p D n p Z m w Z Z r-ii r�i m r = A m n�i o 3 r m, S O o O m W$ D o F. O �n fn N T N N O� D S c W N �{ A In D w o w 0 w 0 w 0 w 0 w 0 w 0 w 0 w 0 w 0 w o y I_O1t •'- D w mo D 0 O v r O ' O V N A C CO) { —EF 9 m 0 0 0 0 0 0 0 0 0 0 O 1I' 'i '�• 'i N Ut O N N N W O LS d CD O y O 0 � A W :41 N a { Cl)CD A N n' D o 0 0 0 0 0 0 0 0 0 0 �• 0 n I t y I m T m 0 0 0 0 0 0 0 o y Z n a c2: � O m 3 O O O O O O O O ? N 3 O O O O O !O OZ CC S CC G CC G CC C CC C CC C CC C CC G CC G CC G N O O O O O O O CA O 0 O O O O O O O O O O O m G m A 66 Ol 01 Ol Cf N 6 6 6 a 6 6 a a 6 a a O n a JC � C N T O O O O O .a N O O O O O O O O �F N T f0 j P FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below LType Space R-YaWe Ft In Ft In Area R-VaILe Erac ion Absor Gra " _ 9 N Exterior Concrete Block - Ext InsuKITCHEN 4.1 16 0 9 5 150.7 ft' 0 0 0.6 0 _ 10 W Exterior Concrete Block - Ext InsuKITCHEN 4.1 12 0 9 5 113.0 ft' 0 0 0.6 0 _ 11 N Exterior Concrete Block - Ext Insul BATH 2 4.1 11 0 9 5 103.6 ft' 0 0 0.6 0 12 N Exterior Concrete Block - Ext IngffDROOM 3 4.1 13 0 9 5 122.4 ft' 0 0 0.6 0 13 E Exterior Concrete Block - Ext In9ffDROOM 3 4.1 12 0 9 5 113.0 ft' 0 0 0.6 0 _ 14 S Exterior Concrete Block - Ext IngEDROOM 3 4.1 2 0 9 5 18.8 ft' 0 0 0.6 0 15 S Garage Frame - Wood HALL 11 20 9 4 186.7 ft' 0 0 0.6 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated FOYER None .39 3 7 21 ft' WINDOWS Orientation shown is the entered Proposed orientation. Well Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening _ 1 W 2 None Low-E Double Yes 0.65 0.25 41.0 ft' 6 ft 4 in 1 ft 4 in None None _ 2 S 3 None Low-E Double Yes 0.65 0.25 6.0 ft' 2 ft 0 in 1 ft 5 in None None 3 S 4 None Low-E Double Yes 0.65 0.25 6.0 ft' 2 It 0 in 1 ft 5 in None None 4 W 5 None Low-E Double Yes 0.65 0.25 41.0 ft' 6 It 4 in 1 ft 4 in None None 5 E 7 Metal Low-E Double Yes 0.65 0.25 17.1 ft' 5 It 0 in 1 It 5 in None None _ 6 W 10 None Low-E Double Yes 0.65 0.25 30.0 ft' 2 ft 0 in 1 ft 5 in None None 7 N 11 None Low-E Double Yes 0.65 0.25 6.0 ft' 2 It 0 in 1 ft 5 in None None 8 E 13 None Low-E Double Yes 0.65 0.25 17.1 ft' 2 ft 0 in 1 ft 5 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 400 ft' 384 ft' 20 ft 9.4 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Whclehouse Proposed ACH(50) .000299 1351.3 74.18 139.51 .218 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COPA 17 kBtu/hr 1 sys#1 8/23/2016 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 35.4 kBtu/hr Cfm 0.8 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.97 40 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None fta DUCTS — Supply — — Return — Air CFM 25 OFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 325 fta Attic 75 fta Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programabl[eThermostat: Ceiling Fans: Heat ng IXI 11Y Jan IXI Feb [f ]1 IX) Mar [[[ 1 [ ] Apr l [X] fX1 ] May [) Jun [ I Jul [X] [ ] Aug ((XX]1 r 1 Sep [ ] L Octtt Nov[fX1]Nov[X]] Nov Dee Dec Venting [I ]1 Jan [[ ]] Feb [[�x1) Mar [X] l[ 1 I 1 Jun [ 1 Jul [ 1 Aug I[ 1) Sep lxl [X] j ] 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 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (VVEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 8/23/2016 9:00 AM EnergyGaugeO USA- FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: VEGA HOMES Builder Name: Street: 1725 MODEL Permit Office: City, State, Zip: PORT ST. LUCIE , FL, Permit Number. Owner. Jurisdiction: Design Location: FL, Fort Pierce COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be airtight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 8/23/2016 9:00 AM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 97 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple (amity 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Windows" Description a. U-Factor. Dbl, U=0.65 SHGC: SHGC=0.25 b. U-Factor: WA SHGC: c. U-Factor. WA SHGC: d. U-Factor. WA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. WA c. N/A 1725 MODEL, PORT ST. LUCIE, FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Ext Insul, Exterior R=4.1 1431.30 ft' b. Frame - Wood, Adjacent R=11.0 186.67 ft' 1 c. N/A R= ft' 3 d. N/A R= ft' No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1725.00 ft' 1725 b. WA R= ft' Area c. N/A R= ft' 164.17 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Attic, AH: Attic 6 325 ft' 12. Cooling systems kBtu/hr Efficiency f12 a. Central Unit 35.4 SEER:16.00 ft' 13. Heating systems kBtuRv Efficiency a. Electric Strip Heat 17.0 COP:1.00 4.477 ft. 0.250 Insulation Area R=0.0 1725.00 ft' R= ft' R= ft' 14. Hot water systems a, Electric Cap: 40 gallons EF: 0.97 b. Conservation features None 15. Credits CF, Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: "Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 636-1492 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 R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 8/23/2016 9:00 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Project Job: ect Summary wrightsoft� , ry Date: Jan 14, 2016 En>fre House By: QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-46"799 Fiuc 772466-6796 Email: QUICKCALCS@AOL.COM Pro*ect Information For: VEGA HOMES 1725 MODEL, PORT ST. LUCIE, FL Notes: Design Information Weather: Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17977 Btuh Ducts 6125 Btuh Central vent (46 cfm) 1414 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 25517 Btuh Infiltration Fort Pierce, FL, US Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area(ft2 1725 1726 Volume (L) 16215 16215 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 103 54 Heating Equipment Summary Make Trade Model AHRI ref Efficiency 100 EFF Heating input 5.1 kW Heating output 17448 Btuh Temperature rise 13 OF Actual air flow 1180 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Space thermostat Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 61 gr/lb Sensible Cooling Equipment Load Sizing Structure 15093 Btuh Ducts 9263 Btuh Central vent (46 cfm) 757 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Equipment sensible load 23859 Btuh Latent Cooling Equipment Load Sizing Structure 3258 Btuh Ducts 2523 Btuh Central vent (46 cfm) 1920 Btuh Equipment latent load 7700 Btuh Equipment total load 31559 Btuh Req. total capacity at 0.70 SHR 2.8 ton Cooling Equipment Summary Make Rheem Trade RHEEM; RUUD Cond RA1636AC1 Coil RH1T3617STAN AHRI ref 7941773 Efficiency 13.0 EER, Sensible cooling Latent cooling Total cooling - - - Actual air flow Air flow factor Static pressure Load sensible heat ratio 16 SEER 24780 Btuh 10620 Btuh 35400 Btuh 1180 cfm 0.048 cfm/Btuh 0 in H2O 0.77 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft 2016Aug-2309:04:19 ACCk 9 Right -Suite® UniveM.1201717.0.03 RSU08101 Page 1 ...Quick CalCMDocumemslVEGA HOMES-1725 MODELmp Calc = MJ6 Front Door faces: N + wrightsoft° Right-J®Worksheet Entire House QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-4666799 Fax 772-466-6796 Email: OUICKCALCS@AOL.COM Job: Date: Jan 14, 2016 By: 1 Roam name Entire House MASTER SUITE 2 Exposed wall 1520 ft 29.0 ft 3 Room Height 9.4 It d 9.4 ft heal/cool 4 5 Room dimensions Room area 1725.0 ft' 15.0 x 14.0 ft 210.0 ft' Ty Construction number U-value (BturdwF) Or HTM (Btuh/ft� Area (fti) or perimeter (ft) Load (Btuh) Area (ftj a perimeter (ft) Load (Bluh) Heat Cool Gross WP1S Heat Cod Gross WPlS Heat Cool 6 13A flocs 0.143 n 4.00 255 376 370 1481 942 0 0 0 0 2 glazing, clr outr, 0.650 n 18.20 14.99 6 0 109 90 0 0 0 0 13A41ocs 0.143 a 4.00 2.55 273 217 971 653 0 0 0 0 tActom 1.270 a 35.66 60.13 17 9 607 1027 0 0 0 0 11 2 glazing, dr cub, 0.6W a 18.20 3280 17 1 311 560 0 0 0 0 11D0 13A-4oc-, 0.390 0.143 a s 10.92 4.00 11.31 2.55 21 329 21 317 229 1269 238 807 0 132 0 132 0 527 0 335 l3! T-C l(11 II-, 2 glazing, clr outr, 13A40cs 2 glazing, dr outr, 0.60 0.143 0.650 s w w 18.20 4.00 18.20 14.99 255 3280 12 451 30 12 340 2 218 1360 546 180 864 984 0 141 0 0 100 0 0 401 0 0 265 0 2 glazing, clr outr, 0.650 w 18.20 33.77 82 0 1485 2756 41 0 743 1378 P 12C-Osw 0.091 - 2.55 1.28 226 226 575 289 0 0 0 0 C 168JOad 0.032 - 0.90 1.68 1725 1725 1546 2898 210 210 188 353 F 22A4pl 0.%9 - 27.69 0.00 1725 152 4209 0 210 29 803 0 6 c) AED excursion 864 398 Envelope losslgain 14817 13052 2562 2710 12 a) Infi0ration 3160 891 603 170 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 2 460 Applianceydher 0 0 Subtotal pines 6 to 13) 17977 16M 3265 3348 Less external load _ -0 - 0 0 0 Less transfer - 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17977 150% 3265 3348 15 Duct loads 34% 61% 6125 9263 34% 61°/ 1112 2055 Total room load 24103 24357 4377 5403 Air required (crm) 1180 1180 214 262 wrightsofC1455, Right -Suite® Universal 201717.0.03 RSU08101 ...Quick CalcslDocumentsWEGA HOMES-1725 MODEL.mp Celc - M.18 Front Door faces: 2016-Aug-23 09:04:19 Page 1 oil Ob4 m omA m gg m 3 D��Bila r09N.R9 � A , 3 InaDS ����� p m o m R. R- m m s DO me `yyry`3ry3 .0.00.0.0ON�.0 po ,{p po,�op GPO P. ?m mqO po mN+Os %8§H8§"8 W ���FFFmmmmmm== O ,NJ oNmaA,'m a'omuamA x N N�m�+?N�?p d pop+++,f"•+WN ma flN� OOIW �ONWRiip WRj�yi O mD m VI ��0000m�000000 N s o y� X O� A fJJ+ {.i � Vm N000� +a N O � T Os. +N W R A000" 0 00 OA L 000000001000000 m Oa00000WOO0000 9 m O x o� a0 x m Am+ m �S)O OO p� m OO m LO q OOlO OO OOOOOOO L OV JTNOO (NOoO N N 00 N LI 0010000........ 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LUCIE UN., FT. PIERCE, FL 34946 Phone: 772.466-6799 Fax 772-466-6796 Email: QUICKCALCS@40L.COM 1 Room name KITCHEN BATH 2 2 Exposed wall 28.0 ft 11.0 ft 3 Room height 9.4 ft heaticool 9.4 ft heaticool 4 Roan dimensions 12.0 x 16.0 It 8.0 x 11.0 It 5 Room area 1920 ft' 88.0 ft' Ty Construction U-value Or HTM Area (ft' Load Area (112) Load number (Btuh/lIMF) (Btuhrft') a perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heal Cool Gross NIPIS Heat Cool Gross WPIS Heat CaA 8 13AAccs 0.143 n 4.00 2.55 ISO ISO 602 383 103 97 390 248 . � 2 glazing, clr outr, 0.650 n 18.20 14.99 0 0 0 0 6 0 109 90 W 13A-4ocs 0.143 a 4.00 2.55 0 0 0 0 0 0 0 0 1Ac1an 1.270 a 35.56 60.13 0 0 0 0 0 0 0 0 11 2 glazing, cir outr, 0.650 a 18.20 3280 0 0 0 0 0 0 0 0 11D0 0.390 a 10.92 11.31 0 0 0 0 0 0 0 0 Vd/ 13A-4ocs am s 4.00 255 0 0 0 0 0 0 0 0 Y--G 2 glazing, Gr ouh, 0.650 s 18.20 14.99 0 0 0 0 0 0 0 0 try 13A40CS 0.143 w 4.00 255 113 83 332 211 0 0 0 0 2 glazing, Gr outr, 0.650 w 18.20 3280 30 2 546 W 0 0 0 0 I�-_.- 2 glazing, cir outr, 0.650 w 18.20 33.77 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 - 255 1.28 0 0 0 0 0 0 0 0 C 168-30ad 0.032 - ago 1.68 192 192 172 323 88 88 79 148 F 22A-tpl 0.989 - 27.69 0.00 192 28 775 0 Be 11 305 0 6 c)AED excursion 319 -24 Envelope loss/gain 2427 2219 883 462 12 a) Infiltration 582 164 229 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appiiances/otha 0 0 Subtotal Qimes 6 to 13) 3009 2383 1111 527 Less external load - - -- -0 0 0 0 Less transfer - - - 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3009 2383 1111 527 15 Dud loads 34% 61% 1025 1462 34% 61% 379 323 Total mom load 4036 3845 1490 850 Air required(cfm) 198 186 73 41 Wit\ -FjJ- wrrghtsofr Right-SUae® Universal 201717.0.03 RSU08101 ...Quick CalcslOocumentsNEGA HOMES-1725 MODEL.rup Calc = MJB Front Door faces: N 2016-Aug-23 09:04:19 Page 5 O U O Y U O E W ah L cn M 3 G. o m000000m000no a? n o0 0o A 000no�• am a= oJ$� o0000000000 o�m,�o w oo moon- 20 q �o x 000000000000�0 0 � N v R.w z YV YQ �A�66 0 llly0�� ONOOm00000�0 C Oj �/ IQ `ti!' NOO IOOOIII tV'mi IIo�� 8 ttVV r r ttNOO U II 0. b x O^^O N ryOt00�00100000t�1� C! OO!! ffVV o W m O v N m ic IImmqq� qq pnn mmp NWN OON-i NtO I�N(mS �CN,�{�yNCN 9—r:o �� m �l '� pN G�t9 C9 ONSvJ tV OIO tVSNNvi mfm0 amv�moomdm'dNo rN x OCGGC dIId cis rq yGGd��ppd {trdj�yCQN�$1pC�1pQ�pp.... pm. �tNp�NID �16�miE d°L O.�Z' >� CWJ 000 OOO�O0000000000 qC ?I�0 i o< 3a� Uc C1 ��Q OiO�W�m�OtVm � 000 � C ��88b WKCK W N�¢NO K FT- � u ma Q 4 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: VEGA HOMES Builder Name: Street: 1725 MODEL Permit Office: City, State, Zip: PORT ST. LUCIE , FL, Permit Number. Owner. Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types(1618.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - EM Insul, Exterior R=4.1 1431.30 ft2 b. Frame - Wood, Adjacent R=11.0 186.67 ft2 3. Number of units, if multiple family 1 c. WA R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1725.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1725.00 ft2 6. Conditioned floor area above grade (ft2) 1725 b. WA R= ft2 Conditioned floor area below grade (ft2) 0 c. NIA R= ft2 11. Ducts R ft2 7. Windows(164.2 sqft.) Description Area a. Sup: Attic, Rat Attic, AH: Attic 6 325 a. U-Factor. Dbl, U=0.65 164.17 ft2 SHGC: SHGC=0.25 b. U-Factor. N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 35.4 SEER:16.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft2 a. Electric Strip Heat 17.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 4.477 It Area Weighted Average SHGC: 0.250 14. Hot water systems a. Electric Cap: 40 gallons 8. Floor Types (1725.0 sqft.) Insulation Area EF: 0.970 a. Slab -On -Grade Edge Insulation R=0.0 1725.00 ft2 b. Conservation features b. N/A R= ft2 None c. WA R= ft2 15. Credits CF, Pstat Glass/FloorArea: 0.095 Total Proposed Modified Loads: 48.05 PASS Total Baseline Loads: 49.43 1 hereby certify that the plans and specifications covered by Review of the plans and g14E Sr, this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance gi t� y �.,, '='•a°,o��� with the Florida Energy Code. ,m,,,v _ PREPA BY: _ Before construction is completed a DATE: -_ this building will be inspected for compliance with Section 553.908 o a sIl , a I hereby certify that this building, as designed, is in compliance Florida Statutes. �t with the Florida Energy Code. COD we OWNERIAGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 8/23/2016 9:00 AM EnergyGaugeO USA- FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: VEGA HOMES Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 1725 Lot# Owner: Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1725 MODEL Permit Office: Cross Ventilation: No County: ST. LUCIE COUNTY Jurisdiction: Whole House Fan: No City, State, Zip: PORT ST. LUCIE , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Fart Pierce FL ST LUCIE CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Entire House 1725 16215.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 MASTER SUITE 210 1974 No 2 1 1 Yes Yes Yes 2 MASTER BATH 89 837 No 0 1 Yes Yes Yes 3 WIC 76 714.4 No 0 1 No Yes Yes 4 LAUNDRY 98 921.2 No 0 1 Yes Yes Yes 5 GREAT ROOM 514 4831.6 No 1 1 Yes Yes Yes 6 FOYER 107 1005.8 No 0 1 Yes Yes Yes 7 BEDROOM 2 151 1419.4 No 1 1 1 Yes Yes Yes 8 KITCHEN 192 1804.8 Yes 0 1 Yes Yes Yes 9 BATH 2 88 827.2 No 0 1 Yes Yes Yes 10 BEDROOM 3 156 1466.4 No 1 1 1 Yes Yes Yes 11 HALL 44 413.6 No 0 1 No Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio MASTER SUITE 29 ft 0 210 ft — 0 1 0 2 Slab -On -Grade Edge Insulatio MASTER BATH lift 0 89 ft' — 0 1 0 3 Slab -On -Grade Edge Insulatio WIC 1 ft 0 76 ft' — 0 1 0 4SIab-On-Grade Edgelnsulatio LAUNDRY__ 7ft 0-- - T-98ft' 0 1 0 SSIab-On-Grade Edge Insulatio GREAT ROOM 21 ft 0 514 ft' — 0 1 0 6 Slab -On -Grade Edge Insulatio FOYER Eft 0 107 ft% __ 0 1 0 8/23/2016 9:00 AM EnergyGauge® USA - FlaReS2014 Section R405.4.1 Compliant Software Page 2 of 5 IN IV Im IN IA Iw IN I+ I I I I I m m c m' C co N� N � p tp Oo V m N A W N # # � # � ID V #co Q Oi m m qq m v m m n c >>>>>>>>>>> c c c c c c c c c c T m SE O O o o O >o A ID 0 0 0 0 o 0 o o o D D D D D D D D D D D •"� m n n n n n e N Gi, 3 cZ. �Z• R• R � 2 � R � m N A N N 0 0 0 0 0 0 0 0 8 ci 0 0 0 n 1D n a a a a a 0> o>>>>> 0 2 2 2 2 2 2 2 2 2 2 2 m m m 0 m m _ m m > g m > m > m > m m > m >m m mn> m m m 6 m m m �> n a n nm m m Ism m m m c 0 00 000 0 0 0 0 0 m m m a � H m x m m m c� � �' = O is Fn Y xx x m p S $ ' m p i ^' z 3 m m m m D ti') p 0 Z m r-ir A v m 3 w N m A o r r 2 m .T 0 C7 m m N 3 p{ D c C$ N Z p O j Y� C w m 0 W N ` im 0 0 0 0 0 0 0 o n 0 0 f0 f0 t0 f0 f0 t0 �O 10 ID IS S 3 ry N N N N N N N m N O Ol In W N V W S Of N m u O O) 4) Ou T { m �• o D 0 0 0 0 0 0 0 0 0 0 0 m A m N m n G T 0 0 0 3 m m f0 3 T 0 0 0 0 0 0 0 0 3 i •g Z y 3 0 0 0 0 0 �{ �L 0* � m O O O O O O O O coO O O O O O _ � - F n m p n O O O O O N O O O O O O O O OO � m FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Qmt To WalLType Space R-Vale Ft In Et In A R-Vale Fraction 4hcor fZrarlp% -9 N Exterior Concrete Block - Fact InsMTCHEN 4.1 16 0 9 5 150.7 ft' 0 0 0.6 0 _ 10 W Exterior Concrete Block - Ext InsuKITCHEN 4.1 12 0 9 5 113.0 ft' 0 0 0.6 0 _ 11 N Exterior Concrete Block - Ext Insul BATH 2 4.1 11 0 9 5 103.6 ft' 0 0 0.6 0 _ 12 N Exterior Concrete Block - Ext Infi&DROOM 3 4.1 13 0 9 5 122.4 IF 0 0 0.6 0 _ 13 E Exterior Concrete Block - Ext InAEDROOM 3 4.1 12 0 9 5 113.0 ft' 0 0 0.6 0 _ 14 S Exterior Concrete Block - Ext InQEDROOM 3 4.1 2 0 9 5 18.8 ft' 0 0 0.6 0 15 S Garage Frame - Wood HALL 11 20 9 4 186.7 ft2 0 0 0.6 0 DOORS # Omt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 E Insulated FOYER None .39 3 7 21 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening _ 1 W 2 None Low-E Double Yes 0.65 0.25 41.0 ft' 6 It 4 in 1 It 4 in None None _ 2 S 3 None Low-E Double Yes 0.65 0.25 6.0 ft' 2 It 0 in 1 ft5 in None None _ 3 S 4 None Low-E Double Yes 0.65 0.25 6.0 ft' 2 ft 0 in 1 It 5 in None None 4 W 5 None Low-E Double Yes 0.65 0.25 41.0 ft' 5 ft 4 in 1 It 4 in None None _ 5 E 7 Metal Low-E Double Yes 0.65 0.25 17.1 ft' 5 ft 0 in 1 ft 5 in None None _ 6 W 10 None Law-E Double Yes 0.65 0.25 30.0 ft' 2 ft 0 in 1 ft 5 in None None 7 N 11 None Low-E Double Yes 0.65 0.25 6.0 ft2 ft 0 in 1 ft 5 in None None 8 E 13 None Low-E Double Yes 0.65 0.25 17.1 ft2 2 ft 0 in 1 ft 5 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 400 112 384 ft2 20 ft 9.4 ft 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000299 1351.3 74.18 139.51 .218 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 17 kBtu/hr 1 sys#1 8/23/2016 9:00 AM EnergyGauge® USA- FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 35.4 kBtu/hr cftrl 0.8 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.97 40 gal 60.9 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 6 325 ft' Attic 75 ft' Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programabl[e Ceiling Fans: ]Thermosta[[t:��Y Heating [X] Jan [X] Feb [[ ]] [X] Mar [ ] [ ] AApr D(t [[XX]] [X May [ ] Jun r) Jul r i Aug (X [ Sep (] LJ Nov[[X)]Nov[)(') Dec Venting [r ]) Jan [r 11 Feb [[fix]) Mar IX] [ I 1 Jun [r ])Jul r Aug [ Sep l�l Oat [X] 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 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 _ 68 __ 68__ _ _68— —66— -66- -- Heating-(WEH) — AM--- -68 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 8/23/2016 9:00 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: VEGA HOMES Builder Name: Street: 1725 MODEL Permit Office: City, State, Zip: PORT ST. LUCIE , FL, Permit Number. Owner. Jurisdiction: Design Location: FL, Fort Pierce COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, Insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. wall - Shower/tub on exterior l _Exterior walls adjacent to showers and tubs shall be insulated and the air — --� _erior barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 8/23/2016 9:00 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 ;. John D. Holt PE 925 Azure Ave Wellington, Fl. 33414 (561)793-7843 PE #15252 Aug 18, 2016 City of Port St Lucie Building Dept Re: 6408 Las Palmas Way Permit #: 16-030523 SITE EVALUATION OF EXISTING CONSTRUCTION: I have reviewed and evaluated the condition of the existing house slab as it currently exists on the above referenced property. The condition of the existing house slab is acceptable to commence construction per the drawings I have previously signed and sealed. The Contractor is to perform standard sanitary water test and pressurized water pipe tests at the top out rough- in stage, and meet the standards for such test and inspection. The vertical column re -bar has been cut by the original Contractor. A detailed drawing is hereby attached, describing the drilling and embedment of #5 column steel, to be placed in accordance with the layout plan on the floor plan and foundation plan. Thank You John Holt PE #15252 • ;� Planning & Development services Building & Code Regulation Division 2300 Virginia Ave Fort Pierce, FL 34982 772-462-2165 Fax 772-462-6443 Request for 30-Day Temporary Power Release Date: Permit Number: Project Address: 6 L10 $ L w s Pc., I m cLs THE UNDERSIGNED HEREBY 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 A 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 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 "Requirements for 30 Day Power for Testing" have been fulfilled and the premise is ready for compliance inspection. 4. All 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 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. --:� GENERAL .• SIGVATURE DATE IF] .4 • . • John D. Holt PE 925 Azure Ave Wellington, Fl. 33414 (561)793-7843 PE #15252 Aug 18, 2016 City of Port St Lucie Building Dept Re: 6408 Las Palmas Way Permit #: 16-030523 SITE EVALUATION OF EXISTING CONSTRUCTION: I have reviewed and evaluated the condition of the existing house slab as it currently exists on the above referenced property. The condition of the existing house slab is acceptable to commence construction per the drawings I have previously signed and sealed. The Contractor is to perform standard sanitary water test and pressurized water pipe tests at the top out rough- in stage, and meet the standards for such test and inspection. The vertical column re -bar has been cut by the original Contractor. A detailed drawing is hereby attached, describing the drilling and embedment of #5 column steel, to be placed in accordance with the layout plan on the floor plan and foundation plan. Y PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division R E C EEIVE D BUILDING PERMIT MAR 2 6 2016 SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: 5.. _a..i,: �_..unty, !=L State of Florida Certification Number (if applicable): � C 1_2� 0 a 6 V R 9' I � —E,o L! 6 ( 0 V P.t,4-,- /) .S�y v t S G C have agreed to be the (Comp/any Name/Individual Na6me) F i'P CT JAC a i( Sub -contractor for (Type of Trade) / (Primary Contractor) For the project located at (0ytq� alaP�F s m m S c 7 y �_7� ` say- ()0/ 1- 000- (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 filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED A Business Name: =Y D L/ G 10 Vp'4J Address: __21 2 l S City/State/Zip: I'd s f- S�t L U C/-Z r/ 3 y 9 5 3 Phone: -772- -2 0 I-2 S email: D�5 /ayP.A;s O di)) tfQ 7- -ok-h- [r0V / • Glovf,�sU SIGj A U PRINT NAME STATE OF FLORIDA, COUNTY OF �T• i .0 G DATE A� THE FOREGOING INSTRRUUMENT WAS SIGNED BEFORE ME THIS 0 DAY OF D—) Ci­f'�— h , 20_b BY WHO IS PERSONALLY KNOWN I/ OR HAS PRODUCED - - 4GNnATUVOaFNOTARY PUBLIC SLCPDS: 08/06/2014 AS IDENTIFICATION. Lit , /Yj /l /j i1 n (STAMP) PRINT NAME OF NOTARY PUBLIC RM LAURA MANN Public - State of Floridam. Expires Apr 24. 2016mission # FF 094692rough National Notary Assn. PERMIT# ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): /3y/4 (Company Name/Individual Name) �OLvH.�iv6 (Type of Trade) y 28268 L L t= RECEIVED MAR 2 8 2016 St. have agreed to be the Sub -contractor for SO&IF-Iq A�tll �[ ei►2S (Primary Contractor) For the project located at &WO L-4-5 /lfiLK9 5 lc.,Vy -7y/S -Sytl- oo► - o00 -JG (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 filing a Change of SLib-contractor notice. (Form: SLCCDY (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATUR//EI�S,, ARE REQUIRED Business Name: 2Ia 5 , L C G Address: City/State/Zip: AwL 57- 4 �ci� � �L 4V 710 3 Phone: 77Z ZZy 9//o email: GO�Ii/G�FXS /��y9 v•�� ° I ALl�)e7"0 kvnso?__ -SIGNATURE'—PRINT NAME DATE STATE OF FLORIDA, COUNTY OF /�� THE FOREGOING JINSTRUMENT � WAS SIGNED BEFORE ME THISCS DAY OF T6bh,�� 120 BY VL /( ter ' ` / ' / & WHO IS PERSONALLY KNOWN OR HAS r_ /• 1_ PRODUCED SIGNATURE OF NOTARY PUBLIC SLCPDS: 08/06/2014 AS IDENTIFICATION. PRINT NAME OF NOTARY PUBLIC VIS$(01 FF1j*?14 <•`�• �'+1•" ns-ti .'i,-.air � G��C�ii 6 t� li:�'i �`•%min' "E1R3""' i;r7 y w�(�.- s r J r, PERMIT # F;ZE DATE PLANNING &DEVELOPMENT SERVI Building & Code Compliance Divisio���� BUILDING PERMIT MAR 2 E 2016 SUB -CONTRACTOR AGREEMENT PERMITTIXG St. Lucie County, FL St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): cyi c (cR I 5'.5- 7 Name) (Type For the project located at have agreed to be the Sub -contractor for soGlOE7t4 �jy�U�< (Primary Contractor) 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 filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURREES ARE REQUIRED e, Business Name: CS7 LG1nnG /� c' "e- Address: l YY S W () �_ 11L, C ;- City/State/Zip: rf L 7 Y!9 .S- 3' DATE STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS Z3 DAY OF F-e6-uq,.rz 120 t iC BYca L C-o WHO IS PERSONALLY KNOWN OR HAS 0 PRODUCED AS IDENTIFICATION. ✓j ?'o s e �—rZP S N. i LL a � �v:"", J SE FBESNI 0 PRINT NAME OF NOTARY PUBLIC ; ' Notary Po011c -State a1 Florida SIGNATURE OF NOTARY PUBLIC . - Commisslen # FF 184850 My Comm. Expires Dec 22.2018 SLCPDS: 08/06/2014 f h a n,e „ , uri,.,,i u»•,., e•• JOSEPH E. SMITH, -77RK OF THE CIRCUIT COURT - SAT-M LUCIE COUNTY FILE # 4164143 C IOOK 3840 PAGE 2899, Records 1/26/2016 at 03:43 RE Aar[n Rampn�DERIrRv'rp; j� . MAR 2EA16 .. . _....._ �. _ waePERMI-rTIN 3aa5�et--`aCount, FL i NOTICE OF CONMMNCEMENT Tie andmsigaed hereby given notim that improvemeat will be made a teem real Property, and is accordance with Chapter 713, Floods Stearns the fo➢owiaginfmmadoa is Provided in the Notice ofmmmeoreniev� /" I. DESCRIPTION OF PROPERTY (Legal description and threat address) TAX FOLIO NUMBER-.--E S m oaq-QDa-p b.Addresa //%A/ d. Name and address NUMBER: interest in property- S. SURETY'S NAME, ADDRESS AND PHONE NUMBER AND BOND AMOUNT: 6.I.ENDER'S NAME, ADDRESS AND PHONE NUMBER 7. Persons within the State ofFlwida designated by Owner upon whom notices or other documents maybe served as provided by Section713.13 (1)(a) 7., Florida Statutes: NAME, ADDRESS AND PRONE NUM BElt: E.10 addition a himmlfoc hameH, Owner designetes the following or receive a copy ofthe Ilevo's Notice as provided in Section 713.13 (1)(b), Florida Statues: NAME, ADDRESS AND PHONE NUMBE2 9. Expiration data Odwilm o[mmmevament (the expirztian data is I year from the data ofrecodrrg unless a diRneot data is 4 m iALffRi(J) 41Tlalt. - m Vif5eau rq- Sigontsne nor Print Name and Provide Signatory's THIctOfRce Owner's Authorized OlReer/Dhmbr/Parmo/Maongo Steeafhlodda County of - b/de. The famgoingionscmrotfwas mimowledged before methis i6 day of .20 /6 (NemeofpartyoubehaVofwhominsmoneatw mmted) Personally Known_ orpmdumd the following type ofID:✓ I I/ RUBINv,Y lB J�tt (Printed Name of Nanny Public) (SigaatmeafNoary Pub➢c) n' N0"PubBe0.ShtaotFkdy �rtzNnbNFF939592 ��Y7 Under Penalties of paFlor I that I have rod We foregoing and that the facts NformaargYrardao. 17, 9 d Sr w belief (sepion 92525, Florida Stantrs). Sigmtoe(Oo Owvo(c) 010waer(s)'Autlemized OMM/Dire(a/ooriPsurr/m�v//Maanapwwho dggmdd'ab�oveBy v...rwwaow.e STATE�COUNN TH � �l:E A D rpRTl rr�" jy.RE T C I Date. Site Address: Parcel ID: Account#: Map ID: Use Type: Zoning: City/County: Ownership Vega's Home Construction Inc 712NW Grenada.ST _ Port St Lucie, FL 34983 Legal Description LAS PALMAS (PB 46-2) LOT 15 (OR 3801-2154) Current Values Just/Market Value: $5,000 Assessed Value: $5,000 Exemptions: s0 Taxable Value: $5,000 Taxes for this parceL• SLC Tax Collector's Office Download TRIM for this parcel: Download PDF Property Identification 6408 Las Palmas WAY 3415-504-0019-000-6 160305 34/15N 0000 RM-5 - CO Saint Lucie County Total Areas Finished/Under Air (SF): 0 Gross Area (SF): 0 Land Size (acres): 0.19 Land Size (SF): 8,276 This information is believed to be correct at this time but it is subject to change and is not wan -anted. © Copyright 2016 Saint Lucie County Property Appraiser. All rights reserved. 1't '+ � a .T �� ,S �"� 4.. — � — v.x "'' �[.. t �i!.. Y�' J . �_ ,_ —.d �,, . �,+'«7�� e;y '.- RECEIVED AUG 172016 PERMIT# \��-� • d jai ISSUE DATE PLANNING: & DEVELOPMENT SERVICES Building & Code Compliance Division BUIIAING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: �+ State ofFlorida Certification Number (if applicable): CiCGttt:"ftl nut (clFe5 1--L-C- have agreed to be the (Cow any Name/lndividual Name) Sub -contractor forE (Type of Trade) (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 above mentioned project, I will immediately advise the Building and Zoning Department of St- Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) QUALIMR (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: s FiC /f-r y • ua I//' U&5 Address: H,117- F% L4(teZrj 1_E6E G,4f City/State/Zip: g!7 P E 2t, ,,r— 1 3Y 9 n n Phone: 71a 5019 2 3d� email: S€f /SE�f/�SAI Sal /4Q6 •C c%1'r) 0w4Is G— 464EPT SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 1) DAY OF 20 BY� O��c.S L U M llQ WHO IS PERSONALLY KNOWN ORHAS PRODUCED L Dti AS IDENTD?ICATION. ' ' s_.,R•....- t .tie � QQ Y\ v� G \�I Q'I�� .•:`:a.'PLa,, Notary yPublic - SNENS _ '' �1i .`i•° Notar Public -Stale of florida- SIGNATURE OF TARP PUBLIC PRINT NAME OF NOTARY PUBLIC U _ My Comm. Expires Dec 16, 2016 Commission # EE 858761 ' °i�Bonded Through National Notary SLCPDS:12/lbffi013 �-,�•""�^ 9 Y Assn. RECE1" D MS 17 201fi NEW CONSTRUCTION 1Co3-d5a3 Account Name: SOCIETY BUILDER LLC Service Address: 6408 LAS PALMAS WAY CITY OF PORT ST. LUCIE UTILITY SYSTEMS DEPARTMENT NEW RESIDENTIAL SERVICE APPLICATION City: PORT ST LUCIE State: FL Zip_ 34983 1, ins Address: 1607-A LAUREL LEAF LANE FORT PIERCE FL 34950-5254 Primary Phone #: (772) 528-8305 Secondary Phone#: I.D.# 20-1058704 Legal Description: Lot 15 Las Palmas Cvcle: 01 Book: 010 v Lie of Service Requested: NON Plant: GP❑ WP❑ 0981530 - 816981 Customer - Account WATER Capacity: (One ERC): $ 1,257.00 NON SAD/USA Line Fee: $ 535.00 SAD/USA %" Meter Fee: $ NON SAD/USA'W Meter Fee: $ 612.00 TOTAL WATER: $ 2,404.00 SEWER Capacity: (One ERC): $ 2,131.00 NON SAD/USA Line Fee: $ 197.00 Grinder Installation: $ LPS Installation Fee: $ Septic Service: $ TOTAL SEWER: $ 2,328.00 Security Deposit Water: $ 50.00 Security Deposit Sewer: $ 90.00 Recording Fee: $ LESS DEPOSIT & RECORDING $ TOTAL AMOUNT DUE: $ 4,872.00 ❑Cash ❑CreditCard 'Check #2303 RECEIPT#: DATE PAID: 08/17/2016 BY: KARMSTRONG UTILITY will provide water and/or sewer service upon payment of the applicable connection charges and compliance with the Terms and Conditions listed on the back of this Service Application. The Utility policies provide for awater and/or wastewater plant capacity allocation of two hundred and fifty (250) gallons per day equivalent residential connection (ERC). The. Utility will not be obligated to provide capacity of service in excess of the allocation and may require consumer to curtail use which exceeds such allocated capacity. I have read and acknowledge receipt of this service Agreement by signature below. Customer Signature Date Sec. 61.04. Genera.. . ,ns and conditions regarding water, wastewatet, _ - reclaimed water. (a) Access to premises. The duly authorized agents of the city shall have access to the premises of the customer for the purpose of installing, maintaining, inspecting, m removing the city's utility facilities or the performance under or termination of the subject property's utility service agreement. and under such performance shall not be liable for trespass. In some cases, access to the interior of the premises may be required and shall not be unreasonably denied. (b) Billing periods. Bills for water, wastewater and/or reclaimed water service will be rendered monthly as stated in the rate schedule and shall become due when rendered and be considered as received by thecustomer when delivered or mailed to the service address or some other place mutually agreed upon. Non -receipt of bills by the customershall not release or diminish the obligation of the customer with respect to payment thereof. (1) Adjustment of bills. When a. customer has beenovercharged or undercharged as a result of incorrect application of the rate schedule, incorrect reading of a water, wastewater or reclaimed water meter, or other similar reasons, the amount may be credited or billed to the customer in accordance with the policies of the city. (2) Delinquent bills. Bills are due and payable when rendered and become delinquent if not paid within 20 days after the bill has been mailed or presented to the customer for payment. Water, wastewater, and reclaimed Water service may thenbe discontinued`only after a written notice has been 'mailed'or presentedwithin five — working days to the customer of the delinquency in payment. Water, wastewater, and reclaimed water service shall be restored only after the city has received payment for all past due bills and reconnect charges from the customer. There shall be no liability of any kind against the city for the discontinuance of water, wastewater, and reclaimed water service to a customer for that customer's failure to pay the bills on time. Partial payment of a bill of the water, wastewater, and reclaimed water service rendered will not be accepted by the city, except by the city's written agreement thereof. (3) Payment of water and wastewater service bills concurrently. When both water and wastewater service are provided by the. city, payment of any wastewater service bill rendered by the city to a customer shall not be accepted by the city without the simultaneous or concurrent payment of any water service bill rendered by the city. The city may discontinue both water service and wastewater service to the customers premises for nonpayment of the wastewater service bill or water service bill or if payment is not made concurrently. The city shall not reestablish or reconnect wastewater service and/or water service until such time as all wastewater and water service bills and all charges are paid. (d) Chanee ofcu tamer's installation. No changes or increases in the customers installation, which will materially affect the proper operation of the city's utility facilities shall be made without written consent of the city. The customer shall be liable for anychange resulting from a violation of this mle. (e) Chanee ofoccuponev. When a change of occupancy takes place on any premises supplied by the city with water and wastewater service, written notice thereof shall be given at the office of the city not less than three days prior to the date of change by the outgoing customer. The outgoing customer shall be held responsible for all water and wastewater service rendered on such premises until such written notice is so received by the. city and the city has had reasonable time to discontinue the water and wastewater service. However; if such written notice has not been received, the. application of such a succeeding occupant for water and wastewater service will automatically terminate the prior account. The customers deposit may be transferred from one service location to another, if both locations are supplied water and wastewater service by the city. The customer's deposit may not be transferred from one person's or entity's name to another. Notwithstanding the above, the city will accept telephone orders; for the convenience of its customers, to discontinue or transfer water and wastewater service from one service address to another and will use all reasonable diligence in the execution thereof. However, and orders or advice shall not be deemed binding or be considered formal notification to the city. In all cases, the responsibility for accounts for unoccupied premises shall default to the owner of record and basefacility charges shall be due and payable each month. (1) Continuity ofservice. The city will at all times use reasonable diligence to provide continuous water, wastewater, and reclaimed water service and, having used reasonable diligence,shall not be liable to the customer for failure or interruption of continuous water, wastewater, and reclaimed water service. The city shall not be liable for any act or omission caused directly or indirectly by strikes, labor trouble, accidents, litigation; breakdowns, shutdowns for emergency repairs or adjustments, acts of sabotage, enemies of the United States, wars, United States, state, municipal or other governmental interferences, acts of God or other causes beyond its control. (g) Limitation ofuse. Water, wastewater, and reclaimed water service purchased from the city shall be used by the. customer only for the purposes specified in the application for water, wastewater, and reclaimed water service. (h) Obtainine Service. Water, wastewater, and reclaimed water service capacity may be famished only after an original signed application and/or agreement and payment of the applicable water, wastewater, and reclaimed water capital charges are accepted by the city. The applicant shall famish to the city the correct name and street address, and/or property legal description at which water, wastewater, or reclaimed water service is to be rendered. (i) Protection ofufility facilities. The customer shall exercise reasonable diligence to protect the city's property on the customer's premises. No one, but the city's agent or persons authorized by law, shallknowingly have access to the city's utility facilities. In the event of any loss or damage to the city's property caused by or arising out of carelessness, neglect, or misuse by the customer, the cost of making good such loss or repairing such damage shall be paid by the customer. O) Tax clause. Any tax which maybe levied upon the city's water, wastewater or reclaimed water system shall not be incorporated into the rate for water, wastewater or reclaimed water service but shall be shown as a separate item on the city's bills to its customers receiving such service. (k) Type and maintenance. The customers pipes; appamms and equipment shall be selected, installed, used and maintained in accordance with standard practice and shall conform with the rules and regulations of the city. The city shall not be responsible for the maintenance and operation of the customers pipes and facilities. The customer expressly agrees not to utilize any appliance or device which is not properly constructed, controlled and protected; or which may adversely affect water, wastewater or reclaimed water service provided by the city. The city reserves the right to discontinue or withhold water, wastewater, and reclaimed water service to such apparatus or device. (1) Unauthorized connections. Connections to the city's water, wastewater, or reclaimed water system for any purpose whatsoever are made only by employees of the city. Any unauthorized connections to the customer's water, wastewater or reclaimed water service shall be subject to immediate discontinuance without notice. Water wastewater, or reclaimed water service shall not be restored until such unauthorized connections have been removed and until settlement is made in full to the city for all water, wastewater or reclaimed water service estimated by the city to have been used by reason of such unauthorized connection. (m) WithholdinQ service. The city may withhold or discontinue water, wastewater and/or reclaimed water service rendered under application made byany member or agent of a household, organization, or business unless all prior indebtedness to the city of such household, organization, or business for water, wastewater, and reclaimed water service has been settled in full in accordance with city policy. Service may also be discontinued for any violation of any rule or regulation governing the city's utility systems. (Ord. 94-44, passed 9-26-94; Am. Ord. 03-109, § 2, 8-25-03; Am. Ord. 1248, § 3, passed 9-24-12; Am. Ord. 1248, § 3, passed 9-24-12) Planning B Development Services REVIEW COMMENTS Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 � Phone:(772)462.2172 Fax:(772)462.6443 I 0 �- Page 1 Address: 6408 Las Palmas Way Owner(s): Vega'S Home Construction Inc City / State / Zip: Port St Lucie, FI 34952 Parcel #: 3415-504-0019-000/6 Jurisdiction: ST LUCIE COUNTY Zoning: Lot#: 15 Block: APPLICATION INFORMATION Permit Number: 1603-0523 Stories: Automatic Sprinkler System? No Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Thomas Lumbert Fax Number: Business Name: Society Builders Lic Business Addr: 1607-A Laurel Leaf Lane Email: Jensensales@Aol.Com City / State / Zip: Fort Pierce, FI 34950 REVIEWS AND COMMENTS Review Tvoe Status ADDRESSING ASSIGNMENT COMPLETE Comment: DOCUMENTS MISSING 4/1/2016 Comment: Comment: 4/1/2016 FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW 418/2016 Comment: 418/2016 Comment: Comment: 41812016 4/812016 Comment: 418/2016 Comment: 418/2016 Comment: Reviewed 13y Date Started Date Completed Date Released Lydia Galbraith 4/1/2016 4/4/2016 4/4/2016 PENDING ROOF SUB AGREEMENT A COPY OF THE PAID UTILITY SERVICE RECEIPT FOR WATER AND /OR SEWER OR A LETTER FROM THE UTILITY SERVICES PROVIDER STATING SERVICES ARE AVAILABLE (ABILITY TO CONNECT AT THE SUBJECT LOCATION) COMPLETE Karen Nielsen 3128/2016 3/2812016 3/28/2016 INCOMPLETE William Durden 41812016 SUBMIT ENGINEERS EVALUATION AND ANALYSIS FOR THE EXISTING CONDITIONS MEETING THE 2014 RESIDENTIAL BUILDING CODES. • PLEASE FURNISH A DUCT PLAN SHOWING A BALANCED SYSTEM, DUCT SIZE, GRILL SIZE, AND ROOM BY ROOM CFMS PER 107.2.1 OF THE 2014 FLORIDA BUILDING CODE • PLEASE FURNISH ENERGY CALULATIONS AND MANUAL J IN ACCORDANCE WITH SECTIONS 402 AND 403 OF THE 2014 FLORIDA ENERGY CODE. NOTE ONLY; ENERGIES MUST HAVE ORIGINAL SIGNATURE OF PREPARER • PLEASE ADD TO THE PLANS THE CLIMATIC AND GEOGRAPHIC DESIGN CRIERIA WEATHERING AND TERMITE AREA IN ACCORDANCE WITH TABLE 301.2.(1) • PLEASE SHOW FLAME SPREAD INDEXAND SMOKE DEVELOPED INDEX FOR WALL AND CEILING FINISHES IN ACCORDANCE WITH SECTION 302.9 OF THE 2014 FLORIDA RESIDENTIAL CODE • PLEASE SHOW THE FLAME SPREAD AND SMOKE DEVELOPED INDEX FOR THE INSULATION AS REQUIRED IN SECTION 302.10 OF THE 2014 FLORIDA RESIDENTIAL CODE Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phona:(772)462.2172 Fax:(772)462.6"3 REVIEW COMMENTS ZONING REVIEW INCOMPLETE Lydia Galbraith 411/2016 Comment: THE EXISTING SLAB IS NOT MEETING THE MIN. REQUIRED FRONT SETBACK OF 25'. A VARIANCE IS 4/1/2016 REQUIRED. PLEASE CONTACT JEFF JOHNSON IN THE PLANNING DEP. AT 772-462-1580 FOR DETAILS. THE PERMIT WILL PROCEED THRU THE REVIEW PROCESS BUT WILL NOT BE ISSUED UNTIL THE VARIANCE HAS BEEN APPROVED. Comment: THE PROPERTY IS REQUIRED TO HAVE A DRIVEWAY AND 2 PAVED PARKING SPACES OF EACH 10'X18' PER APPROVED SITE PLAN AND ST LUCIE COUNTY LAND DEVELOPMENT CODE CHAPTER 7.06.02 (A) AND 411/2016 ITE PARKING MANUAL. THE PARKING SPACES MAY BE LOCATED AT THE DRIVEWAY WITHIN THE PROPERTY BOUNDARY. PLEASE PROVIDE 2 CORRECTED SIGNED AND SEALED SURVEYS INDICATING THE DRIVEWAY AND INCLUDING THE PARKING SPACES (DRIVEWAY IS REQUIRED TO BE 20' WIDE IF THE PARKING SPACES ARE ON THE DRIVEWAY Comment: PLEASE PROVIDE ALL ELEVATION ON THE SURVEY IN NAVD BASED ON THE ELEVATION OF 1988 NAVD (NO ASSUMED DATES). PLEASE PROVIDE THE ELEVATION OF THE CENTER LINE OF THE ROAD. THE 4/112016 ELEVATION IS REQUIRED TO DETERMINE IF THE EXISTING SLAB IS MEETING THE MIN. REQUIREMENTS OF 18" ABOVE CENTER LINE OF THE ROAD. SEE ST LUCIE COUNTY LAND DEVELOPMENT CODE CHAPTER 7.04.01-C. PLEASE PROVIDE 2 UPDATED SIGNED AND SEALED SURVEYS. 4/1/2016 Comment: PLEASE INDICATE DIMENSIONS OF COVERED FRONT AND REAR PORCH ON THE SURVEY 411/2016 Comment: PLEASE BE AWARE THAT ABOVE COMMENTS ONLY REFLECTS THE ZONING REVIEW. THE PLANS EXAMINER MIGHT HAVE ADDITIONAL COMMENTS. -N, -I) Planning & Development Services Building 8. Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34982 Phone:(7721462-2172 Fax:(772)46246443 PROPERTY /NFORMATIO Address: 4408 Las Palmas Way City / State / Zip: Po 4952 Parcel #: 3415-504-0019-00016 Zoning: REVIEW COMMENTS 1 Owner(s): Vega'S Home Construction Inc Jurisdiction: ST LUCIE COUNTY Lot#: 15 APPLICATION INFORMATION Permit Number: 1603-0523 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO FLOORS) Contractor Name: Thomas Lumbert Business Name: Society Builders LIc Business Addr: 1607-A Laurel Leaf Lane City / State / Zip: Fort Pierce, FI 34950 REVIEWS AND COMMENTS Review TvpQ Status Reviewed By ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith Comment: DOCUMENTS MISSING 4/112016 Comment Comment 4/1/2016 FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW 4/8/2016 Comment: 4/812016 Comment: Comment: 4/812016 4/8/2016 Comment: 4/8/2016 Comment: 4/8/2016 Comment: Block: Automatic Sprinkler System? No Fax Number: Email: Jensensales@Aol.Com Date Started Date Completed Date Released 4MI2016 4/4/2016 414/2016 PENDING ROOF SUB AGREEMENT A COPY OF THE PAID UTILITY SERVICE RECEIPT FOR WATER AND /OR SEWER OR A LETTER FROM THE UTILITY SERVICES PROVIDER STATING SERVICES ARE AVAILABLE (ABILITY TO CONNECT AT THE SUBJECT LOCATION) COMPLETE Karen Nielsen 3128/2016 3/2812016 3/28/2016 INCOMPLETE William Durden 4/812016 SUBMIT ENGINEERS EVALUATION AND ANALYSIS FOR THE EXISTING CONDITIONS MEETING THE 2014 RESIDENTIAL BUILDING CODES. • PLEASE FURNISH A DUCT PLAN SHOWING A BALANCED SYSTEM, DUCT SIZE, -GRILL SIZE, AND ROOMBY ROOM CFMS PER 107.2.1 OF THE 2014 FLORIDA BUILDING CODE • PLEASE FURNISH ENERGY CALULATIONS AND MANUAL J IN ACCORDANCE WITH SECTIONS 402 AND 403 OF THE 2014 FLORIDA ENERGY CODE. NOTE ONLY; ENERGIES MUST HAVE ORIGINAL SIGNATURE OF PREPARER • PLEASE ADD TO THE PLANS THE CLIMATIC AND GEOGRAPHIC DESIGN CRIERIA WEATHERING AND TERMITE AREA IN ACCORDANCE WITH TABLE 301.2.(1) • PLEASE SHOW FLAME SPREAD INDEX AND SMOKE DEVELOPED INDEX FOR WALL AND CEILING FINISHES IN ACCORDANCE WITH SECTION 302.9 OF THE 2014 FLORIDA RESIDENTIAL CODE • PLEASE SHOW THE FLAME SPREAD AND SMOKE DEVELOPED INDEX FOR THE INSULATION AS REQUIRED IN SECTION 302.10 OF THE 2014 FLORIDA RESIDENTIAL CODE C Planning & Development Services Building $ Code Regulation. Division 2300 Virginia Avenue Fort Pierce, FL 34982 Phcne:(772)462-2172 Fax:(772)4624M PROPERTY INFORMATION Address: 6408 Las Palmas Way City / State / Zip: Port St Lucie, FI 34952 Parcel #: 3415-504-0019-000/6 Zoning: REVIEW COMMENTS Page 1 Owner(s): Vega'S Home Construction Inc Jurisdiction: ST LUCIE COUNTY Lot#: 15 APPLICATION INFORMATION Permit Number: 1603-0523 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Thomas Lumbert Business Name: Society Builders Llc Business Addr: 1607-A Laurel Leaf Lane City / State / Zip: Fort Pierce, FI 34950 REVIEWS AND COMMENTS Review Type Status Reviewed By ADDRESSING ASSIGNMENT COMPLETE Lydia Galbraith Comment: DOCUMENTS MISSING 4/1/2016 Comment: Comment: 4/112016 FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW 4/812016 Comment: 4/812016 Comment: Comment: 4/8/2016 4/8/2016 Comment: 4/8/2016 Comment: 4/8r2016 Comment: Block: Automatic Sprinkler System? No Fax Number: Email: Jensensales@Aol.Com Date Started Date Completed Date Released 4/112016 4/4/2016 414/2016 PENDING ROOF SUB AGREEMENT A COPY OF THE PAID UTILITY SERVICE RECEIPT FOR WATER AND /OR SEWER OR A LETTER FROM THE UTILITY SERVICES PROVIDER STATING SERVICES ARE AVAILABLE (ABILITY TO CONNECT AT THE SUBJECT LOCATION) COMPLETE Karen Nielsen 3128/2016 312812016 3/2812016 INCOMPLETE William Durden 4/812016 SUBMIT ENGINEERS EVALUATION AND ANALYSIS FOR THE EXISTING CONDITIONS MEETING THE 2014 RESIDENTIAL BUILDING CODES. • PLEASE FURNISH A DUCT PLAN SHOWING A BALANCED SYSTEM, DUCT SIZE, GRILL SIZE, AND ROOM BY ROOM CFMS PER 107.2.1 OF THE 2014 FLORIDA BUILDING CODE • PLEASE FURNISH ENERGY CALULATIONS AND MANUAL J IN ACCORDANCE WITH SECTIONS 402 AND 403 OF THE 2014 FLORIDA ENERGY CODE. NOTE ONLY; ENERGIES MUST HAVE ORIGINAL SIGNATURE OF PREPARER • PLEASE ADD TO THE PLANS THE CLIMATIC AND GEOGRAPHIC DESIGN CRIERIA WEATHERING AND TERMITE AREA IN ACCORDANCE WITH TABLE 301.2.(1) • PLEASE SHOW FLAME SPREAD INDEX AND SMOKE DEVELOPED INDEX FOR WALL AND CEILING FINISHES IN ACCORDANCE WITH SECTION 302.9 OF THE 2014 FLORIDA RESIDENTIAL CODE • PLEASE SHOW THE FLAME SPREAD AND SMOKE DEVELOPED INDEX FOR THE INSULATION AS REQUIRED IN SECTION 302.10 OF THE 2014 FLORIDA RESIDENTIAL CODE FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method r l?roject Name: VEGA HOMES 1725 MODEL Builder Name: SOCIETY BUILDERS Street: 6408 LAS PALMS WAY Permit Office: ST. LUCIE COUNTY City, State, Zip: PORT ST. LUCIE , FL, Permit Number. _ - Owner: VEGA'S HOME. CONSTRUCTION Jurisdiction: Design Location: FL, Fort Pierce 1. New construction or existing Now(From Plans) 9. Wall Types (1618.0 sgft.) .Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - E)d Insul, Exterior R=4.1 1431.30 ft2 3. Numberof units, If multiple family 1 b. Frame -Wood, Adjacent R=11.0 186.67 ft2 c N/A R_ f[' 4..Number of Bedrooms 3 d. N/A R= fl' 5. Is this a worst case? No 10. Ceiling Types (1725.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1725.00 ft2 6. Conditioned floor area above grade (ft2) 1725 b. WA R= ft' Conditioned floor area below grade (ftz 0 c• WA R= ft2 7. Windows(164.2 sgit) Description Area 11. Ducts a. Sup: Attic, Ret: Attic, AH: Attic R ft2 6 325 a. U-Factor. Obl, U=0.65 164.17 ft' SHGC: SHGC=0.25 b. U-Factor. N/A. ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 35.4 SEER:16.00 c. U-Factor. WA ft2 SHGC: 13. Heating systems kBtulhr Efficiency d. U-Factor. WA ft2 a.Electric Strip. Heat 17.0 COPA.00 SHGC: Area Weighted Average Overhang Depth: 4.477 R Area Weighted Average SHGC: 0.250 14. Hot water systems 8. Floor Types. (1725.0 sgft.) Insulation Area a. Electric Cap: 46 gallons a. Slab -On -Grade -Grade Edge Insulation R=0.0 1725.00fF b. Conservation features EF: 0.970 -b. WA R= ft2 None c. WA. R= R' 15. Credits Patel Glass/Floor Area: 0.095 Total Proposed Modified Loads: 48.17 PASS Total Baseline Loads: 49.43 I hereby certify that the plans and specifications covered by Review of the plans and Sr4p, this calculation are in=mpliance with the Florida Energy specifications covered by this �F114E - Code. calculation indicates compliance with the Florida Energy Code. PREPARED Before construction is completed ;,DATE �- this building will be inspected for iif - compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. 5� with the Florida Energy Code. WNER/ EN BUILDING OFFICIAL: A' F' DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. FILE 9/8/2016 9:13 AM EnergyGauge® USA- FlaRes2014 Section R405.4.1. Compliant Software Page 1 of 5 FORM-R405-2014 PROJECT Title: VEGA HOMES 1725 MODEL Bedrooms: 3 Address Type: Building Type: User Conditioned Area: 1725 Lot # Street Address Owner. VEGNS HOME CONSTRUC Total Stories: 1 # of Units: 1 Worst Casa: No BlatBookbDivision: Builder Name: .SOCIETY BUILDERS Rotate Angle: 0 PltBook: Permit Office: ST. LUCIE COUNTY Cross Ventilation: No Street 64081LAS PALMAS WA Jurisdiction: Whole House Fan: No County: ST. LUCIE COUNTY - Family Type: Single-family City, State, Zip: PORT.ST. LUCIE, NeWEkisting: New (From Plans) Comment: CLIMATE / v Design Location IECC Design Temp TMY Int Design Temp -Heating Design Da, Temp Site Zone 97.5 % 2.5 % 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 Entire House 1725 16215 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Coated Heated 1 MASTER SUITE 210 1974 No 2 1 1 Yes Yes Yes 2 MASTER BATH 89 837 No 0 1 Yes Yes. Yes 3 WIC 76 714.4 No 0 1 No Yes Yes 4 LAUNDRY 98 921.2 No 0 1 Yes Yes Yes 5 GREATROOM 514 4831.6 No 1 1 Yes Yes .Yes 6 FOYER 107 1005.8 No 0 1 Yes Yes Yes 7 BEDROOM 2 151 1419.4 No 1 1 1 Yes Yes Yes 8 KITCHEN 192 1804.8 Yes 0 1 Yes Yes Yes 9 BATH.2 88 8272 No 0 1 Yes Yes Yes 10 BEDROOM 3 156 1466.4 No l 1 1 Yes Yes Yes 11 HALL .44 413.6 No 0 1 No Yes Yes FLOORS # _Floor Type Space Perimeter Pedmeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio MASTER SUITE 29 ft 0 210 ft' _ 0 1- 0 2 Slab -On -Grade Edge Insulatio MASTER BATH lift 0 89 ft' _ 0 1 0 3SlabOnGrade Edge Insulatio WIC lit 0 76 ft' _ 0 1 0 4SIab-On-Grade Edge Insulatio LAUNDRY 711 0 98 ft' _., 0 1 0 - 5SIab-On-Grade Edge Insulatio GREAT ROOM 21 it 0 514 ft' — 0 1 0 6SIab-On-Grade. Edge Insulatio .FOYER Eft 0 107ft' — 0 1 0 r� 918/2016 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 Im IV Im IN IA Iw I I� I I I I I I I I I I I I ` I C I I I I I � N T Z Z T Z ... A a d o I N V # 0 0 0 0 0 " 0 id o a n c n n n n n$ c n A• =i A G� nn n 22222222222� Oo m m � QW_Q Q�Q gm_Q m $ o .�' jc iF jF i iE � 0 0 0�• o m �mn �m1I �m11 �m�11 �mn �m71 c � m0 Op o d n p° z A z o _ N z 3$ g 8 oA O S n w i N N z VV j C C 3 Z A O j m C g m D A N P f d F2 r 0 0 0 0 0 0 0 o m W_ > 3 0 ' m m m N m m N. Vt � �' ''gi• � ."� .'E � .'�. '�i 'i. � .� � � "�. N N 0000p000000�. 02 m O $ o - I Z n l7 p L� c m 3 0 0 0 0 0 0 0 0 3 -q 3 O o 0 0 0 0 u� 0 b� 0 b, 0 o; 0 bi 0 bi 0 b� o m c QQ� ii � g. QQ� 0 Fi 0 00 ri m X � $. 2i b 2i ,� p � � ..• �. -` � 8 O o 0 0 0 O. O O q0 aF � �� p O o O n O FORM R405-2014 WALLS #--. Omt - 9 S _ 10 E 11 -S _ 12 S 13 W y _ 14 N 15 W Adjacent Cavity Width Height bsSolar Below T� 1l1le1Lrype Space�In--_Area-�Valuag F�mon-ACie Exterior Concrete Block - Ext InsuKfTCHEN 4.1 16 0 9 5 150.7 iP 0 0 0.6 0 Exterior Concrete Block- Ext InsuKITCHEN 4.1 12 0 9 5 113.0 ft' 0 0 0.6 0 Exterior Concrete Block - Ext Insul BATH 2 4.1 11 0 9 5 103.6 IF 0 . 0 0.6 0 Exterior Concrete Block - Ext lnSEDROOM 3 4.1 13 0 9 5 122.4 IF 0 0 0.6 0 Exterior Concrete Block - Ext IndMDROOM 3 4.1 12 0 9 5 113.0 ft' 0 0 0.6 0 Exterior Concrete Block - E)d InfiEDROOM 3 4.1 2 0 9 5 18.8 It. 0 00.6 0 Garage Frame - Wood HALL 11 20 9 4 186.7 ft' 0 D 0.6 0. DOORS # Omt Door Type Space Stones U-Value Ft Width Height In Ft In Area 1 E Insulated FOYER- None .39 3 7 21 fe WINDOWS Orientation shown is the entered. Pra osed orientation. V # 1 Wall Omt ID Frame Panes NFRC U-Factor SHGC E 2 None Low,E Double Yes 0.65 025 Area 41.0 ft' Overhang Depth Separation Int Shade 6 It 4 in t It 4.in None Screening -None 2 N 3 None ,Low-E Double Yes 0.65 0.25 6.01N 2 It 0 in 1 ft 5 in None None 3 N 4 None Low-E Double Yes 0.65 0.25 .6.0 ft' 2 ft 0 in 1 ft 6 in None None 4 E 5 None Low-E Double Yes 0.65 0.25 41.0 ft' 6 It 4 in 1 If 4 in None None _ 5 W 7 .Metal Low-E Double Yes 0.65 0.25 17.1 IF 5 It 0 In 1 ft 5 in None None _ 6 E 10 None Low-E Double Yes 0.65 025 30.0 ft' 2 It 0 in 1 ft 5 in None None 7 S 11 None Low-E Double Yes 0.65 0.25 6.0 ft' 2 ft,0 in 1 It 5 in None None 8 W 13 :None Low-E Double Yes 0.65 0.25 17.1 IF 2 ft 0 in 1 ft;5 in None None GARAGE # FloorArea Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 400 IF 384 ft2 20.ft 9.4 It 11 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA. ACH ACH 50 1 Wholehouse ProposedACH(50) .000299 1351.3 74.18 139.51 .218 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block .Ducts 1 Electric Strip Heat None COPA 17 kBtufhr 1 sys#1 902016 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Sokware Page 4 of 5 FORM R405-2014 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:16 35.4 kBtufhr cfm 0.8 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.97 40 gal 60.9 gal 120 deg None i SOLAR HOT WATER SYSTEM FSEC Carl# Company Name System Model # Collector Model Collector # Area Storage Volume FEF _. .None None ft,. DUCTS / — Supply — — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage. Type Handler TOT OUT ON RLF .Heat Cool 1 Attic 6 325 f6 Attic 75 ft' Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programable,Thermostat: Y Ceiling Fans: Cooling [[ ]] Jan [[ ]]Feb Heating [X) Jan [X] Feb Venting [� Mar fXl Mar ([[ ]]] r LJ pr ]]Ma Jun Jul May Jun rDt AugSe [ ] �,S Oct I ] Nov [ )Dec [t 1] Jan [[ ]] Feb [[[T �X]l) Mar Lx) ] .Jul [ Aug p LLx]] Oct f[Xx)1 Nov [fx]] Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PM 78 80 78 78 80 78 78 78 78 78 78 78 78 80 80 80 80 78 78 78 78 78 78 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 76 78 78 78 78 78 78 78 -78 78 78 78 78 78 78 78 76 Heating.(WD) AM PM 66 68 66 66 68 68 66 66 68 68 68 68. 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM PM- 66 66 66 66 66 68. 68 68 68 68 68 68 6B 68. 68 68 68 68 68 68 68 68 66 66 n. 9/8/2016 9:13 AM EnergyGaugeO USA-PlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA vmuh nvmts vzs MODEL Builder Name: SOCIETY BUILDERS Street: 6408 LAS PALMAS WAY Permit Office: ST. LUCIE COUNTY City, State, Zip: PORT ST. LUCIE , FL, Permit Number. Owner. VEGA'S HOME CONSTRUCTION. Jurisdiction: Design Location: FL, Fort Pierce COMPONENT CRITERIA Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. CHECK Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls Comers and headers shall be insulated and the junction of the foundation and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/doorjambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage cantilevered floors) Insulation shall be installed to maintain permanent contact with underside and of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawispace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light Endures installed in the building thermal envelope shall be airtight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall beinsulatedand the air - r barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors muamo a:, s AM EnergyGauge® USA - FlaRes2014 Section R405A.I Compliant Software Page 1 of 1 4 + wrightsoft• Right-J® Worksheet Entire House QUICK CALCS, INC. 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-4666799 Fax: 772-4666796 Email: QUICKCALCWOLCOM Job: Date: Jan 14, 2016 By: 1 Room name Entire House MASTER SUITE 2 Exposed wall 1520 ft 29.0 ft 3 Room height 9.4 ft d 9.4 ft hwviceol 4 5 Room dimensions Rcom area 1725.0 ft2 15.0 x 14.0 ft 210.0 112 Ty Construction number U-value (BtufJft;°F) Or HTM (Btuhlft2) Area or perimeter (ft) (Load l h) Area a penimeter (ft) (BL Load Heat Cad Gross N/PIS Heat Cool Gross N/P/S Heat Cool 8 lqr L--G YI/ 134-4ocs 2 glazing, cir outr, 13A-4ocs 0.143 0.650 0.143 n n a 4.00 18.20 4.00 2.55 14.99 2.55 329 12 451 317 0 340 1269 218 1360 807 180 864 132 0 141 132 0 100 527 0 401 335 0 255 2 glazing, clr outr, 0.650 a 18.20 32.80 30 2 546 984 0 0 0 0 I�-.--GG l4V 11 2 plazinp, clr outr, 13A-4ocs 0.650 0.143 a s 18.20 4.00 33.77 Z55 82 376 0 370 1485 1481 2756 942 41 0 0 0 743 0 1378 0 L- G W 2 glazing, clr outr, 13A-4ccs IAclom 0.650 0.143 1.00 s w w 18.20 4.00 35.66 14.99 Z55 60.13 6 273 17 6 217 9 . 109 871 607 90 553 1027 0 0 0 0 0 0 0 0 0 0 0 0 2 glazing, clr outr, 0.650 w 18.20 3280 17 1 311 560 0 0 0 0 11DO 0.390 w 10.92 11.31 21 21 229 238 0 0 0 0 P C F 12C-0sw 16B30ad 22A-tpl 0.091 0.032 0.989 - - - 255 0.90 27.69 1.28 1.68 0.00 226 1725 1725 226 1725 152 575 1546 4209 289 2898 0 0 210 210 0 210 29 0 188 803 0 353 0 6 c) AED excursion 0 .180 Envelope loss/gain 14817 12189 2662 2141 12 a) Infiftratim 3160 891 603 170 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 2 460 Appliances/other 0 0 Subtotal pines 6 to 13) 1 17977 14230 3265 2771 14 Less external load Less transfer Redistribution Subtotal 0 0 0 17977 0 0 0 14230 0- 0 0 3265 0 0 0 2771 15 Duct loads 34% 65% 6125 9263 34% 65% 1112 1804 Total mom load Air required (cfm) 24103 1180 23493 1180 4377 214 4575 230 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri9htsoft' Right-SU6eO Unlvemal 201717.0.03 RSU08101 2016Se"8 09:02:20 ...Quick Calcs\DocumemsWEGA HOMES-1725 MODELrup Calc - MJ8 Front Door faces: N is Ul T 3 .0 O O O O O O O O O O O O N O N m O O O O m O o O m n mN O p m 0 0 0 0 0 0 0 0 0 0 0 0 0 00 O O O N W e LO J n U_C x �o k o00000000o ooro e w � o a e o m m E N o00000000000�A o e ^ my Qy v gm0000000000�o g �O 00 OoaH i3 g� dd oJ$� gi00000000000m vl g qio 000N. p� K� yo x � �00000a00000�� o � v N xo E,t e o E �m0000000000� FO o a b ci y� y1�ipp ^^ y�W�qq yy�� pp mm p N WmmI�N OWN �Ot�N�DS zU op p ��pp pp dm6m ^eomdi�'aoc No nH O CyGGCQ W� yCW�yCW�WyCQW��33pp3 �m^tO �[E�N�COJOON W� �� tO OO OO OOOGGC OO�OO OOOOO OO �@ o¢' �m t5 u u u u E E i5 m iZp 33 E rn� p Vc m r�W'e�o'aQf W�Q p1❑�im� a ui g � ''� E c• ��'�_ �` �SH2.�V E W � aCEaULL �WCKC f u W -ea = N KWO Q 4 r + wrightsoft Right,J®Worksheet Entire House QUICK CALCS, INC, 317 ST. LUCIE LN., FT. PIERCE, FL 34946 Phone: 772-466-6799 Fax 772-466-6796 Email: QUICKCALCS@,AOL.COM Job: Date: Jan 14, 2016 By: 1 Room name LAUNDRY GREAT ROOM 2 Exposed wall 7.0 ft 21.0 ft 3 Room height 9.4 ft heaVcool 9.4 ft heat/cool 4 5 Room dimensions Room ease 14.0 x 7.0 ft 98.0 ft2 1.0 x 514.0 ft 514.0 ft2 Ty Construction number U-value (Btuh/fl'-°F) Or HTM (Btuhlftj Area (ft 7 or perimeter (ft) Load (BtW) Area (ft2) or perimeter (ft) Load (Btuh) Heat Cod Gross NIP/S Heat Cod Gross N/P/S Heat Cool B lqJ �-G 14/ 13A-0ocs 2 glazing, cir oub, 1344ocs 0.143 0.650 0.143 n n a 4.00 18.20 4.00 2.55 14.99 2.55 66 6 0 60 0 0 239 109 0 152 90 0 0 0 197 0 0 157 0 0 627 0 0 399 2 glazing, cV oub, 0.650 a 18.20 32.80 0 0 0 0 0 0 0 0 I�__.�G 11 2 glazing, dr cuff, 0.650 a 18.20 33.77 0 0 0 0 41 0 743 1378 13A4ocs 0.143 s 4.00 Z55 0 0 0 0 0 0 0 0 2 glazing, ctr outr, 13A-4ocs 0.650 0.143 s w 18.20 4.00 14.99 Z55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1Aclom 2 glazing, cir outr, 1.270 0.650 w w 35.66 18.20 60.13 32.80 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 0.390 w 10.92 11.31 0 0 0 0 0 0 0 0 P C F 12C-0sw 16B-30ad 22A-tpl 0.091 0.032 0.989 - - - Z55 0.90 27.69 1.28 1.66 0.00 132 98 98 132 98 7 335 88 194 169 165 0 0 514 514 0 614 21 0 461 582 0 864 0 6 c) AED excursion 56 -183 Envelope losalgain 966 520 2412 2457 12 a) infiltration b) Room ventilation 146 0 41 0 437 0 123 0 13 Intend gains: Occupants @ 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) fill 561 2848 2810 14 Less external bad Less transfer Redistribution subtotal 0 0 0 1111 0 0 0 561 0 0 0 2W 0 0 0 2810 15 Dud loads 340/6 65% 379 385 34% 85% 970 1829 Total room load Air required (cfm) 1490 73 828 47 3819 187 4839 233 .4ft ti1i- wrightsofIV Right-SuheO Universal 2017 17.0.03 RSU08101 ...Quick Celos%DocumenlsLVEGA HOMES-1725 MODEL.rup Cato - MJ8 Front Door faces: N 2016-Sep-08 09:02:20 Page 3 G fliA W N O +• W NAWN+ Ds m O_cA c s ? 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Unless otherwise noted, the following application details shall be followed for New and Existing construction. Basic Wind Speed: Max. 194 mph Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment: In accordance with FBC and manufacturers requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the'OWENS CORNING when installing at slope greater than 21:12. Installation: Installed with 5 in. exposure in accordance with FBa requirements and manufacturer's published installation instructions. Nailing requirements are detailed below in Figures 1 & 2. OCR13001.1 R. 16638-R1 This evaluation report is provided for State of Florida product approval under Rule 61 620-3. The manufachjnmSVt Vp C, R 1( Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is lid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that an: not specifically addressed herein. ®CREEK TECHNICAL SERVICES, LLC 36' OWENS CORNING ROOFING AND ASPHALT LLC Asphalt Shingles Kim 12 ga. corrosion resistard roofing nail with min. 3i8' diameter head 11' 1' 1' Continuous, factory -applied tab sealant o �o� o tr 5518' S' Figure I. SUPREME@ and CLASSIC@ 4 Nail Pattern 36" Figure 2. SUPREME@ and CLASSIC@ 6 Nail Pattern LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) This evaluation report is not for use in the HVHZ. 3) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 4) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 5) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 6) Installation of the evaluated products shall Comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive detail shall prevail. 7) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. OCR13001.1 Fl. 16638-R1 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ®CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT OW ENS CORNING ROOFING AND ASPHALT LLC Asphalt Shingles The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the 2014 Florida Building Code as evidenced in the referenced documents submitted by the named manufacturer. .......... E I. S No 74021 irz 9 STATE OF �� O�F �: O R t O P �j��`% CERTIFICATION OF INDEPENDENCE 2015.02.2 3 14:42:17 -051001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor w1l acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, norwill acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT OCR33001.1 FL 16638-R1 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. st#= In1 i ►tea-�1� MIMI n DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODEADMINLSTRATION DIVISION NOTICE OF ACCEPTANCE (NOS Inc. 8501 NW 90 Street Medley, FL 33166 SCOPE: MIAMI—DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.miamidndc.eov/eeoaomv This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dada County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 11SH-7500 Flange Frame" Aluminum Single Hung Window —NX APPROVAL DOCUMENT: Drawing No. L7500-0401, titled "SH-7500 Single Hung Flange Window", sheets I through 5 of 5, dated 09/20/04, with revision F dated 08/04/14, prepared by the manufacturer, signed and seated by Thomas J. Sotos, P.E., bearing the Miami -Dade County Product Control Section Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSII,E IMPACT RATING: None, LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series, and following statement "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.14-0908.12 and consists of this page 1 and evidence pages E 1 and &2, as well as approval document mentioned above. 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SPR4 ;:� C6 rc„.. ;:�•.� �d NRaba� 1 i. 8501 M.W. go LA ®1 M166 G CuGTd Can latl, W m �dotlors - 5�.:=5 - 1 Y 4 MEDIiY, FLORIDSA . D s2 IEs I PH No. (305) 696-666U cuinm mm mcza m m^•wr .mm ueall sm� ibMn Bu mm - _ - "N,.dCTVRgg Op Qner.Ty dyploT•Qy( ®RFDppS dND GLASS DOORS c P..s:e m rP+q•/ solo 1sc SH-7500 SINGLE HUNG FLANGE WINDOW - G]ASS WAD CBARlS & MONOL71'D'IO GIdZ¢1G DSIAII. a�3 x )i6020 m/oaM L7500-0401 OF 5 DA F FRAME HEAD VENT TOP RAIL (Heavy Duly) BASH STOP L-7501 L-7608 �12B0� 600� .0 2 ,1 z6 � 1.938 600_It 0.813 2.02E .fi FIXED MEETING RAIL VENT TOP BAIL (Standard Duly) GLAZING BEAD L-7604 L-7505 71 L-761/6 /lao /I 2.241 ,002 B �3 � I .08 006 600 .84E VENT BOTTOM RAIL FRAME JAMB VENT JAMB L-7607 L-7603 1L-7608 —1 .076 .012 I .0fl7-281 2.376 I.000 1.125 062 .800 L-7502 j��' CAM-SWESILL EP LATCH 11 1.937 �j E.900°� SH7500 FLANGE WINDOW BILL OF MATERIALS ITEM H PART B I ➢RWG. /) REQD. DESCRIPTION I RRMARB I L-7501 LII-121 1 FRAME HEAR 6063-76 ALUMINUM 2 L-7502 LII-120 I FRAME SILL 6063-T6 ALUMINUM 3 L-7503 LIE-127 2 FRAME JAMB 6063-T6 ALUMINUM 4 L-7504 LII-129 1 FIXED MEETING RAIL 6005-T5 ALUMINUM 5 L-7505 LII-125 1 VENT TOP RAIL STD. DUTY 6005-TS ALUMINUM 6 L-7506 L11-126 1 VENT TOP RAIL HVY ➢UTY 6005-TS ALUMINUM 7 L-7507 LII-136 1 VENT BOTTOM RAIL 6005-T5 ALUMINUM 8 L-7508 LII-124 1 VENT JAMB 6063-TS gLUMINUpI 9 x • 2 VENT LATCH / LIFT LOCK 0 3- 6 ALUMINUM 10 x x 2 VENT LATCH / LIFT LOCK INJECTED MOLDED 11 • x 2 VENT LATCH / SWEEP DIE CAST 12 L-7516 • AS REDD. GLAZING BEAD ROLL FORMED ALUMINUM x x 2 VENT/SASH STOP 1 PER REWD JAMB x SCHLEGEL AS REQD. TOP RAIL WEATHERSTRIP .187' X 150' PILE x ULTRAFAB AS REQD. FX➢, RAIL WEATHERSTRIP .107' X 250' FIN SEAL x ULTRAFAB AS REDD. VENT.JAMB WEATHERSTRIP d87' X .260' FIN SEAL [20 x ULTRAFAB AS REQD. FRAME SILL WEATHERSTRIP .187' X .250' FIN SEAL • x AS REQD. 3/8' PVC WEATHERSTRIP 3/8' ➢IA. DUROMETER 65 • x 2 VENT/SILL OPEN CELL PAD I'xl'xl/2' FOAM PAD x • 2 SILL/JAMB JOINT GASKET 1/16' CLOSED CELL FOAM L-75P3 x ' 2 VENT TOP GUJOE / CAM 1 AT EACH EN➢ OF RAIL 22 L-7524 x 4 VENT JAMB FACE GUIBE 2 PER VENT JAMB 23 x IN 8 IFRAME ASSEMBLY SCREWS 0 8 X 3/4' P.H PHIL 24 x • 4 IVENT ASSEMBLY SCREWS 0 8 X V P.N. PHILLIPS 25 x x 2 FXD. MTG. RAIL SCREW 0 8 X V P.H. PHILLIPS 26 x If 16 max. 2X FRAME INSTALL'N SCREW 012 or 1114 EMS F.H./PHI. 26 • • 16 max. CONC. INSTALL'N SCREW 1/4' or 5/16' TAPCON F.H. 27 L-7527 • 2 BLOCK L TACKLE BALANCE 1 PER JAMB .28 x • 1 INSECT SCREEN ■ 29 x x 2 GLASS R TOP A BOTTOM See Detall @ sheet 2 of 6 30 x x AS REWD GLAZING SILICONE See Oetall @ sheet 2 oP 5 31 x 774-258-767 AS REO'D 'TruSeal' SWi99le Seal Black -1/4' air space 1 d R 'RQOUCTRERRl1B'>rt - nusB Or n <4mMJInP wily ll�nvrx� fed ry 1j� 4aeltloet N 1 �'0� J��j:: ••••••:.: imllun BeH 'y ,' +nee Deur eled�m cool GENERAL M070, I. STORM PANEL SHOWN ON THIS PRODUCT EVALUATION DOCUMENT (P.ED.) HAS BEEN VERIFIED FOR COMPLIANCE IN ACCORDANCE WTH THE 2014 (SM EGRION) OF THE FLORIDA MIMING CODE DESIGN WIND LOADS SHALL BE DETERMINED AS PER .SECTION 100 OF THE MOVE MENTIONED CODE. MR A WIND SPEED AS REQUIRED BY THE JURISDICTION WHERE THESE SHUTTIMS WILL BE NSTALLED AND FOR A DIRECTONMTY FACTOR Kd-O.W. USING AROE 7-10 FOR INSTALLATIONS UNDER 2014 MC AND SHALL NOT EXCEED THE MAXIMUM (AS.OJ DESIGN PRESSURE RATINGS INOMATED ON SHOES 4 WRU 9. IN ORDER M VERIFY THE ABOVE CONGDON, ULTNATE DESIGN WIND LOADS DETERMINED PER MCE 7-10 SHALL BE FIRST REDUCED TO &S.D. DESIGN WIND LOADS BY MIILIIPLTNG WIN BY 0.6 IN ORDER TO TO COMPARE THESE W/ MAX. (&S.D) DESIGN PRESSURE RATINGS INDICATED ON SHEETS 4 MM 9. .IN ORDER M VMlIPY THAT COMPONENTS AND ANCHORS ON THIS P,E.D. AN TESTED WERE NOT OVER STRESSED. A 33% INCREASE IN ALLOWABLE STRESS FOR WIND LOADS WAS HM USED IN THEIR ANALYSIS. A DURATION FACTOR W-1.60 WAS USED FOR VERIFICATION OF FASTENERS IN WOOD. STORM PANEL'S ADEQUACY FOR IMPACT AND FATIGUE RESISTANCE HAS BEEN VTRIRED IN ACCORDANCE WITH SECTION 1626 OF THE PROVE MENTIONED CODE AS PER AMERICAN TEST LAN REPORTS 9 0425.01-00 AND 9 0616,01-05, PER PROTOCOLS TANS-201, TM-202 AND TANS-203, 2. ALL STEEL SHEET METAL PANELS SHALL HAVE STRUCTURAL QUALITY ASIM A03 SO, GRADE 40, WITH C-90 GALVANIZED STEEL DESIGNATION & FY 52.3. W. (AFTER ROLLED) 3. ALL ALUMINUM EXTRUSIONS SHALL BE ALUMINUM ASSOCKITON GO83—TB ALLOY & TEMPER UNLESS OTHERWISE NOTED. 4. ALL. SCREWS M BE STNNLESS STEEL 304 OR 316 NSI SERIES OR CORROSION RESISTANT COATED CARBON STEEL /S PER DIN SWIG W/ SO WI YIELD STRENGTH AND 90 W TENSILE STRENGTH & SHALL COMPLY W/ "RIM BUILDING CODE SECTION 2411 3.3.4. S. BOLTS TO BE ASIM A-307 GALVANIZED ME'EL. OR ASI 304 SERIES STANESS STEEL. WITH 36 WI MINIMUM YIELD STRENGTH. 6. ANCHORS TO WALL SHALL BE AN FOLLOWS: (UNLESS OTHERWISE NOTED). (A) TO EXISTING POURED CONCRETE (PC-3 W): — 1/4' d TAPWNS & UAXI—SET TAMON5 AS MANUFACTURED BY I.T.W./BUIMEX. — 1/c 0 CRETE—FLEX SS4 ANCHORS AS MANUFACTURED BY OMO CONSTRUCTION PRODUCTS. — 1/4' 0 x 7/8' CALK —IN ANCHORS. 1/4'0 ELCO mole & Temole'PANEUAATE7 OR 1/4' 0 ELOO malo 'PANELMATE PLUS' AS MANUFACTURED BY POWER FASTENERS, INC. AND MOO CONSMUCIKIN PROWCIS, RESPECTIVELY. 1/4' 0 x 3/4' ALL MINTS SOLID —SET ANCHORS AS DISTRIBUTED BY ALL MINTSSCREW. BOLT & SPEC T COMPANY. NOTES: M) MINIMUM EMBEDMENT IWO POURED CONCRETE OF TAPCON ANCHOR OR CRETE—FLEX SS4 ANCHORS IS 1 3/4'. FOR OMO PANELVATES IS 2'. FOR ELW mole 'PANETMAIE PLUS' IS 2. A2) 7/0' CNX.IN ANCHORS SHALL BE ENTIRELY EMBEDDED INTO THE MURED CONCRETE. NO EMBEDMENT IWO STUCCO SHALL BE PERMITTED. 1/4' 0-20 SCREWS USED SNAIL BE 1 1/2' LONG MINIMUM SHOULD STUCCO EXIST, AND 1' MINIMUM FOR WALLS WITH NO SNOW. A3) MINIMUM EMBEDMENT OF 1/4'0 x 3/4' ALL POINTS SOUO—SET ANCHORS SHAl BE 7/8' IWO THE POURED WNCREIE NO EMBEDMENT INTO STUCCO SHALL BE PERMITTED. 1/4' 0-20 S.S. MACHINE SCREW USED SHALL BE 1 1/2' LONG MINIMUM SHOULD STUCCO EXIST. AND I' MINIMUM FOR WALLS WTM NO MCCO. A4) IN CASE THAT PRECAST STONE. PRECAST CONCRETE PANELS, OR PANTS BE FOUND ON THE EXISTING WALL OR FLOOR, ANCHORS SHALL BE LONG ENOUGH TO REACH THE MAN STRUCTURE BEHIND SUCH PANELS, ANCHORAGE SHALL SE AS INDICATED ON NOTES AI) & A2) ABOVE, (B) TO EXISTING CONCRETE BLOCK WALL (ASTM C-00): — 1/4' 0 TAMONS & MAXI —SET TAMCNS AS MANUFACTURED BY I.T.W./BUgDEX. — 1/4' 0 CRETE—FLEX SS4 ANCHORS AS MANUFACTURED BY MOD CONSTRUCTION PRODUCTS. 0 x 7/B' CALK-W ANCHORS OR 1/4' 0 ELCO male & iemole PONEWATE' OR 0 MOO Ind. *PANEUMAIE AND•ELW CONSTRUCTION PRODUCTS, RESPECT F.ACNREO BY POWER FASTENERS, INC. — Y. 3/8' 0 RED HEAD OYMMOLT SLEEVE ANCHORS AS MANUFACRRED BY I.T.W. MIMEX. 11V 0 x 3/4' ALL POINTS SOLID —SET ANCHORS AS DISTRIBUTED BY ALL POINTS SCREW. BOLT & SPECIALTY COMPANY. NOTES: B.1) MINIMUM EMBEDMENT OF TAMON ANCHORS, ELCO PANFIMATE, MOO mole 'PANELM4TE PLUS', RED HEAD DYNABOLT AND CRETE—FLEX SS4, INFO THE CONCRETE BLOCK UNIT SHALL BE 1 1/4'. B.2) 7/8' CAD( —IN ANCHORS SHALL BE ENTIRELY EMBEDDED Mo THE CONCRETE BLOCK UNIT. UNIT. NO WOOMEM INTO STUCCO SHALL BE PERMIFED. 1/4' 0-20 SCREWS USED SHAH. BE 1 1/2' LONG MINIMUM SHOULD STUCCO EXIST, AND 1' MINIMUM MR WALLS WITH NO STUCCO, 8.3) MINIMUM EMBEDMENT OF 1/4.0 x 3/4' ALL MINTS SOLID —SET ANCHORS SHALL BE 7/8' INTO THE CONCRETE BLOCK. NO EMBEDMENT INTO STUCCO SHALL BE PERMITTED. 1/4' 0-20 SS. MACHINE SCREW USED SHALL BE 1 1/2' TANG MINIMUM SHOULD STUCCO EXIST. AND 1' MINIMUM FOR WANTS WITH NO BNCCO. B.4) IN CASE THAT PRECAST STONE OR PRECAST CONCRETE PANELS BE FOUND ON THE EXISTING WALL, ANCHORS SHALL BE LONG ENOUGH TO REACH THE MAIN STRUCTURE BEHIND SUCH PANELS. ANCHORAGE SHALT. BE AS INDICATED ON NOTES IN B.1) & 9.2) ABOVE (C) ANCHORS SHALL BE INSTALLED FOLLOWING Al OF THE RECOMMENDATIONS AND SPECIFICATIONS OF THE ANCHOR'S MANUFACTURER. , 7. PANELS MAY ALSO BE INSTALLED HORIZONTALLY FOLLOWING INSTALLATION DEALS SHOWN ON SECTIONS 1 TIM 8 (SHEET 2 & 3 OF 9) EXCEPT THAT HEADERS 2, 3 & 4 SHALL NOT BE USED. S. IT SHALL BE DIE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE SOUMMMS OF THE STRUCTURE WHERE SHUTTER IS TO BE ATTACHED TO INSURE PROPER ANCHORAGE THIS SHUTTER SHALL ONLY BE ATTACHED TO CONCRETE, BLOCK OR WOOD FRAME BUILDINGS. 9. THE INSTALLATION CONTRACTOR IS TO SEAL/CAULK ALL SHUTTER COMPONENT EDGES WHICH REMAIN IN CONTINUOUS CONTWGT WITH THE BUILDING TO PREVENT WIND/WAN IMIRUSION. CAULK AND SEAL SHUTTER TRACKS ALL AROUND FULL LENGTH. 10. STORM PANEL INSTALLATION SHALL COMPLY WITH SPECS INDICATED IN THIS DRAWING PLUS ANY BUILDING AND ZONING REGULATIONS PROVIDED BY THE JURISDICTION WHERE PERMIT IS APPLIED 70. 11. (a) THIS PRODUCT EVALUATION DOCUMENT (P.E.D.) PREPARED BY THIS ENGINEER IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SITE SPECIFIC PROIECR i.e. WHERE THE SIIE CONDITIONS DEVIATE FROM THE P.E.O. (e) CONTRACTOR TO BE RESPONSIBLE FOR THE SELECTION, PURCHASE AND INSTALLATION INCLUDING LIFE SAFETY OF MIS PRODUCT BASED ON THIS P.E.D. PROVIDED HE/SHE DOES NOT DEVIATE FROM THE CONDTIONS OETAREO ON THIS DOCUMEM. CONSTRUCTION SAET AT SALE IS THE WNiRACTOft'S ftESPON5181LIT. (C) THIS PRODUCT EVALUATION DOCUMENT WILL BE CONSIDERED INVALID IF MODIFIED. (d) SITE SPECIFIC PROJECTS SHALL BE PREPARED BY A FLORIDA REGISTERED ENGINEER OR ARCHITECT WHICH WILL BECOME THE ENGINEER OF RECORD (E.OR.) FOR THE PROJECT AND WHO WILL BE RESPONSIBLE FOR THE PROPER USE OF THE POD. ENGINEER OF RECORD, ACTING AS A DELEGATED ENGINEER TO THE P.ED. ENGINEER. SHALL SUBMIT TO THIS LATTER THE SITE SPECIFIC DRAWINGS FOR REVIEW. (a) THIS P.E.D. SHALL BEAR THE DATE AND ORIGINAL SEA. AND SIGNATURE OF TIE PROFESSIONAL ENGINEER OF RECORD THAT PREPARED IT. 12. SHUTTER MANUFACTURE" LABEL SHALL. BE LOCATED ON A READILY VISIBLE LOCATION AT SIDRM PANE. IN ACCORDANCE WITH SECTION 1710.8.3 OF FLORIDA BUILDING CODE. ONE LABEL SHALL BE PLACED FOR EVERY OPENING. LMMUNG TO COMPLY WITH SECTION 1710.8.2 OF THE FLORIDA BUILDING CODE THIS DRAWING SHALL ONLY BE USED TO OBTAIN PERMITS W THE STATE OF fLORMA Paam 2 rune I I I I I $ � �a Y°S.^AN I � NEflM O I®SPAV I N OiFA1pP ° Yg5!4W � , M• SlWY.bNA I I � 1/,'Y-Tai J(y 60LR W/ ]/B I 1 I p i i ,• p_,p J/y' MAti NUI O 771, I --� iz�' n a° rorD°a � r/.•Y-so i ap• I 1 B I PDuxm J I I axsxert r Wxwc 4 I I alaar Wu,. I mp• � I a� m�D� , � ua: s tmt , RcouW2o .spo' r• n O Cart sarcwn2) I 6 mx � I � scn'm mrc BUILD OUT INSTALLATION BUfLO OUT lNSTLATION SECDON ° PNCHOR WALL MOUNTING INSTALLATION SECTION 2 scvc : J/a• . r- SECTION 3 swc : a/e• = r• SECTION 4 srsv:' : a/s• - r' I I � 77 'D�wa• I �2„'e /T' a s g e a. mc[ ascaxr (srr sprmuT av rolwm� son J,ea]or D) �ERIAI�r ggr¢T _ FLORIDA aom m= wa BUILDING CODE NI h Vel-04y,Nurdcone 0.030 THICK G4LUAN/ZED BERTHA STEEL $one 1s .9: j - STDRN PANQ 2.25' DEEP D.. en. 5E,MON ° SAID WALL MOUNTING INSTALLATION Na]£ PoR GOMflAW]ION OF SE'CRJNS : ' �^ ". •. IL E C O ODa EASTERN METAL SUPPLY, INC D 12,11, SECTION WIlt/fL000 MYNC YTO SW SECRONS G9N BE roM&Nm /N AM1M W/v ro sU?MT INS(A!/.InoN. F Q "' s ' �• ;? '' flflll SFSTno a EHDIN w° C°YA1In ,zm wES7 DWS OVA M5f f.W 6 ' nL 3 _ r• 11;Ip1� �a xis +m a.m ,`fin v� rxone (sa,).w wl. m: (9.1) a-aeo 15-048 CftIXAY M M111NO a•smxw ° sn° wm,vm mT• WAIL YdM/WD LhSWIAAW! - SECIRYIT (!Mi p]iNA�I.'Q ICLLRAO.LC)D>I11 PZ {10.flp, Ue / UI67 SWIT 2 of 9 lE /dWll4Dl CgtnmJ 4e CPK1ff1E eLG Mut Ianrmrtn ror. cavmEsnrtw�q'� 1/I•W- s s Mwmre NUI s WA91ER doarY' r \ _ � .SOJ• 1 1-YEA �• Y¢a I I f I I rm[ =HEIUII) FOR MINIMUM A1NAN 70 G/S/rNo GtaSS I 1 Imtl r t,-,l Jam• I SMA W/ J x J/JP O ItlA4`IN I F � YIM1C M/I O ?h9M O YAM/ .R ., mr fI4G. J/�• rs' I�iGF/eNur I I 'G33 d (s oJrNmuw '. —�UC BUILD OUT INSTALLATION — SECT/ON 5 swc: /1'FAa IX/JlING 4IA55 i �x. �WJ NN o � I I I r I Mlp/p4' PolW£D GN.CNE,EJ a CEILING & FLOOR MOUNTING INSTALLATION — SECT/ON 6 S : JIB• _ I• f. A .EDGE ObTANCf Sf£ SCN£DU[E GN NDlE ro.R ca«erNAnav aF sEcrroxs WA4/FLGOR/Cp(WG MaNnNG SELnGNJ rAl1 BE CGY&NfD M MlY WAY TO elrR ANI' rNSIPIlAMM'. o"-N m = awcarE Nmna r3tF .4ikN=Q rpJv(��uoE w mwv Ramum: n.rs /—eG �W�"�i /.I~Y-zG IM4O� o :• FLI' /Rm mNarrE \ A, c�E saremar aw svuvm) � '-hl 11 cNarsrc 0.V CMLS/£ HfLR IPML I Iµ�LMpMW 6m 8 I/I•FSDx y I I FDR uwlmMUNi IP'0.0 I y SFm.1RA110N IXlmNc / r/r W-x a r/� SSMA W/ ]A' • J/Ji' Nxp I / .• �m x r/Y I �43 N/ >/B• x J/2 IO k1fRr I @rtTJM O Y�ftWE1E4Y (SEE IxHEOULq I FO.R MINIMUM EERA WM m I I L !PZW pass II4. 4 I 0' 1 Ira C i NfMID / 7 e L t>xa�rE M roAS.®f Irrr. r�m�irxi Pd4PED LYINAEtEJ --LG.--H REWINFD /%f1 CEILING &• FLOOR MOUNTING INSTALLATION — SECTION 7 s : 3/8• - r WALL MOUNTING INSTALLATION M M. J — SECTION 8 scNc: ue• _ r SroE WW( Ba]S RFf J 1YrJ/JI'IHILIf HFM� �E SCRLN ��p�yC�MF�I r) � E F, W/relsl•)) G— AS FER NGIES A2 @ e2 (3HQT l) Y 4 R y y y y Y •t Y Y Y� a '� 4 y Sq y 4 't •: Y a a �t t�` � : s :t : t> �a t t 4 t 4Zi 4� 4t sS` xS 'i : s 4t 4t'•t 4_t q�fi aR a i Za`:i-Y i'tt4�Yi Y$a. �l& 5a s�>ti �`YsYY.`Y�a Y'it.``S t>4: Yi Yi k-9i pya R" 44ag �. L G � a C yY 4N'tY �� �. � •: •; Y"lk YY 4"t ": a •; �� � i Y"11 YN Yy L `: 't K.� sq� •: Y 4:�� :- 4� 4� R�. 4'.�^.��+ 4j' Rt4.� 99999988E 5t I t4t 4t R i S �` St Sa RN� v . - : y : : c § 5 Y G C w a 4 ` 9 I aCa GGGp � GGi q o G 'v, :� w c y C y : w : w s 4 t 4 : 4 t 4 t $ R t - t s 4 i 4 t 4 s a Eat ag YYR 4'i§ "!ks c `:k a Y� � Z.Y4 i Y1YY •: ^. ': k1 aEa � ow 0 01 A W N A j2n O to N to O n ZO - N N , N N 1� ' a !R 2Cy'CigTg^Tp 21 bb o n I I 1 y ^IiD�lR° nnNn ,• I^1j1 m C 9HEW_O � 1 I/1 /Yn A021D6 l ro c.'s'mc ww ,rAow. � dnL 1' .-TOSS O ' 0..1 C W/. NUT& WKNOL iI I �W o M®MPM W LdiE' as e a l , /R' RREA6D ALTERNATIVE 11 rtn¢rRlrmv ro Lxsmm xcao rRAUR. C ALTERNATIVE 9 SECTIONS A rroTEs: 1. INSTALLARONS ARE ONLY VAMO iDR MAX. ASD. DESIGN PRESSURE RARN AND MAA: PANEL LENGTHS M PER SCNEOU -1 ON SHEE! I OF 9, EXCEPT RNY MR ALTERNATNES T MD S A W@ . PANEL lEN6M OF 6'-O' M'D A Mm. DESGN LOAD OF S 61.0 PSF SNAIL RE USED. T. FOR NM WOOD A C CONSTRUCTION: WOOD MEMBERS ro B SOUTHERN PINE W 8 W/ SP MC DENSITY OF O65 OR EDUAL O I'. IY I/G• BMI-R Nun Y� Y/(H LIT/ uc �Ymuw RVTW a rMm. uuTe SL#O O 11L11pd ff /Y,A I.vpY EOM) ALTERNATIVE 3 ALTERNATIVE 4 CEILING & FLOOR 'MOUNTING INSTALLATIONS SECTIONS B '"NE; I/.' - I MIAMI•DADE MUM—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Sttect, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 3I5-2599 NOTICE OF ACCEPTANCE (NOA) w .mlamidade.¢ov/economv Lawson Industries, Inc. 8501 NW 901 Street Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner; the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "SDG-9000 Dry Glazed" 8'0" Aluminum Sliding Glass Door w/ Light -Reinforcement -N. I. APPROVAL DOCUMENT: Drawing No. L9000-0902, titled "Series SGD-9000 Aluminum Sliding Glass Door (M)", sheets 01 through 08 of 08, prepared by manufacture, dated 06/04109, with the latest revision "B", dated 04/23/15, signed and sealed by Thomas J. Soto, P. E., bearing the Miami Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the jab site at the request of the Building Official. This NOA revises NOA No. 12-0127.03 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascmr, P. E. NOA No.14-0908.04 MIAMFDADECOUNTY EXIT'QY D A�IFgul 7 (yAlSc°9n ppr0 0C;TJat i et ey .75� q D r• s e � b � Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 51h Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Statement letter of conformance, no financial interest and compliance with the FBC 2010 and with the AAMA 101/ I.S.2-97, dated 01/25/12, signed and sealed by Thomas 1. Sotos, P. E. (Submitted under previous NOA No.12-0127.03) 3. Laboratory compliance letter for Test Report No.'s BETI-09 2534 and HETI- 08 2176, issued by Hurricane Engineering & Testing, Inc., dated May 05, 2009, signed and sealed by Candido F. Font, P. E. (Submitted underprevious NOA No. 09-0706.06) 4. Proposal No. 084591, issued by Product Control, dated 07/15/08, signed by Renzo Narciso. (Submitted under previous NOA No. 09-0706.06) 5. Laboratory compliance letter for Test Reports No.'s FTL-2019, FTL-2021, FTL-2023, FTL-2024, FTL-2025, FTL-2028, FTL-2029 and FTL-2030, issued by Fenestration Testing Laboratory, Inc., dated 01/04/99, all signed and sealed by Gilbert Diamond, P. E. (Submitted under previous NOA No. 99-0517.04) 6. Proposal issued by Product Control, dated 04/14/98, signed by Jaime D. Gascon, P. E. (Submitted under previous NOA No. 99-0517.04) G. OTHERS 1. Notice of Acceptance No. 12-0127.03, issued to Lawson Industries, Inc. for their Series "SDG-9000 8'0" Aluminum Sliding Glass Door w/ Light —Reinforcement — N. I.", approved on 04/12/12 and expiring on 08/26/17. Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No.14-0908.04 Expiration Date: August 26, 2017 Approval Date: May 07, 2015 E-2 A DESIGN LOAD CAPACITY - PSF PANEL RADTH NOMINAL R./N. ODOR HEIGHT 1T/RN, 3/10" TEMP. GLASS 1-3/4" SILL EXr. (+) IRa. (-) 2-1/4" Su EXr• (+) ENT. (-) '2-1/2" SILL EXT. (+) mr. (-) Be EXT. (+) SILL INT. (-) 2/6 3/0 4/0 5/0 6/e 40.7 99.0 56.7 99.0 63.3 99.0 77.8 99,0 40.7 1 87.2 56.7 87.2 63.3 87.2 77.8 67.2 40.7 73.1 56.7 73.1 63.3 73.1 73.1 73.1 40.7 65.9 56.7 65.9 63.3 65.9 65.9 65.9 2/6 3/0 4/0 5/0 e/0 40.7 793 66.7 19.3 633 79.3 77.8 79.3 40.7 69.1 56.7 69.1 63.3 69.1 69.1 69.1 40.7 56.7 56.7 56.7 - 56J 56.7 56.7 511J 40.7 49.7 49.7 49.7 49.7 49.7 49.7 49.7 2/6 3/0 4/0 9/0 40.7 59.6 W 7 19.6 59.6 59.6 59U; 59.6 40.7 50.7 50.7 50.7 50.7 50.7 50.7 50.7 39.8 39.8 '39.8 39.8 39.8 J9.8 39.8 39.8 TEMP. INSULATED GLASS MAY DE USED IN 4X8' PANELS OR SMALLER. GLASS CAPACITIES ON THIS CHART ARE BASED ON ASTM E1300-98 (60 SEC. WIND) THIS APPROVES DOORS USING TWO (2) OR THREE (3) TRACK FRAMES WITH ANY NUMBER OF PANELS THAT CONTAIN THE STILE CONFIGURATIONS SHOWN ON SHEETS 4 AND 6, I.E. XX, OX, XO, XXX. OXO, OXXO, AND THE FOLLOWING POCKET DOOR CONFIGURATIONS: XXP, p%X, XXXp, pXXX, XXXXP. pXXXX, PXXXXp OXXXP, pXXXO p 3/18' TEMP. GLASS F LEI D 9 e 6 , 3/IB TEMP, G1AZING DETAIL i I. = 6 PARP i QDARIIT2 DESCIOPfION mole L TeANOP. SUPPLIER inuam; 1 L-9001 t 171AME HIM (2 TRACK) Lion -TB MAIN. PROFILE 2 L-9002 1 FRAME SILL (2 TRACIG 6063-16 ALUM. PROFILE 3 L-9W3 2 FRAME JAMB (2 TRACK) 800-TS ALUM, PROFILE 4 1 1/ PANEL III TOP RAIL 6083-75 Am. PROFILE ' 5 1 1/ PANEL PANEL BOTTOM FAL 6063-75 ALUM. PROFILE 6 L-9008 AS REOD. LOOK STILE / CXEO BRIE NG3-T5 ALUM. PROFILE 7 L-9007 AS MOD. SINGLE WTFRLOCK SR(E 600-75 ALUM. PROFILE 6 L-9008 AS REOD. ASTRAGAL U41 600-16 NUM. PROFILE 9 L-900 AS REOD. 3/I6' OWING CIVNNEL IE01 PLASTICS Inc. Sea Material Composition O Sheet 8 10 P6-011 1 4/ PANEL RMB. ASSY SCREW 0 TOP RAIL P10 x 5/8' P.N. - PHILUPS 11 PRI 2/ PANEL PANEL ASS,` SMEW Y BOTTOM RAIL - /10-24 X 1' P.H.-PHL/ 12 FS-028 8 BN4E ASSEMBLY SCREW - i8 X 7/16' P.H-Pll . / SMS 13 7519-6001-7 AS RECO. PILE III O Jµ9/ASTRAGAL - 1 (O.iBTa. x 0.200% -Schlegel 14 7524-6001-6 AS RE00. PILE WISP. 0 TOP RVLS - (0.18Te. x 0.250'D.)-SPNaaI 15, 7529-6001-7 AS REW. PALE W15P. O BOTTOM MILS - 1 (0.1(1 x 030UT.)-Schkgal 18 7520-54KI AS REDO. PILE WTS'P. O WTERLOCKS (iMI,6 . x 0.210'h3-Schlegel 17 AS REOD. SILL RISUT ALUM. 9UCONEO IN PLACE 18 L-9018 3 OR 4 • FIXED PONIED. JAMB CLIP ALUM. GW-27153 19 M-029 1/ CUP FIXED PANEL CLIP SCREW 08 X 5/8' PH -PHI /SOS 20 µ-001 1 HIED INTERLOCK µGCE ALUM. psao-m 3"x 1 1/2'9 1 111 1/8' 21 µ-002 1 MONNG INTERLOCK ANGLE/CUP ALUM. 1 1/2' X 3/4' X 2' X 1/0'22 L-0022 1 AS7MCA1 REINNER CUP ALUM. AF-10798 M-020 AS REOD. RVNF. a SNGLE RRERLOCK STEEL 1/2' X t 1/4' EAST (38 KSI) 24 M-021 AS REDO. RUNE. 0 DOUBLE INTERLOCK STEEL 1/2' X 1 1/2' Eµ (36 Will27 • OPTIONAL SCREEN MR AOAFlFR AWM. - 26 L-9028 1 FEMME 1 3 TRACK) 6063-T6 ALUM. - 29 L-9029 t II SILL 3 TPACJG fi0B3-TB ADM. - 30 L-9030 2 FRAME JAMB 3 TRACK) GO63-T5 ALUM. 31 L-9031 AS MO. DOUBLE INIFJODCK STRE 6063-76 ADM. OPRONAL 32 1071. 'PANEL PµM TOP GUIDE SMOI Nylon 6-6 Molava Nylon- RxNxell M III 79 M 101 2 PANEL I PANEL BOTTOM GUIDE STRO1 Nylon 6-6 Molaea Nylon- Reckee9 M scale: 79 34 1 HW4-WHL 2 PANEL PµEL SINGLE ROLLER 8 COMPONENT - ASS'( IN 35 MC-030 AS REQ'O. DOOR LOCK ASSEMBLY WT. h W. PULLS, Cµ, NEWER 38 UI-109A 1 PANEL 5/8' INSLMTED PANEL TOP FAIL 8060-TB ALUM. PROFILE 37 UI-11OA I PANEL 5 e' WSUTATED PANEL BOTTOM RAIL 6683-75 ALUM. PROFILE 36 UI-108 1 PANEL 5/8' INSULATED PANEL LOOM STIIE 606T-Tfi ALUM. PROFILE 39 UI-082 1/ PµEL 5/8' INSULATED Pµa INTERLOCK 6063-TB AWM. PROFILE /0 U-163 1 PµM 5/8' INSUU IEL) PANEL ASIRMI 6063-T6 ILUM. PROFILE 41 M-INN AG Rey, POI DOOR LAMB HOOK INAWN. PgOFlIE _ 42 L-9045 AS RI 5 B WSUUIED GULNO CHANNEL PtASTlCS Ne. Sea MaleXal Campcam. O Sheet 8 43 812-2M-357 AS REO-D. 'he9col' Ga. Sal Sa1991a SPaer 0.6 - 1/4- All Spoce • 4 ON 9/0 HIGH DOORS ONLY PRODVCTR8N98O m wmplYlve W I0 0e PloHde eenale9 epee QOQ. Oii noaprenallo �O � Y OraW a eao ProavPlCaw O O © O INACHVE PANEL ACTNE PANEL p ® PANEL m p O moor_— —5- MR I ENO- ruix. wecD.I i /IO X 1-1/{• 5615 J I �W % 1-1/A' SNS OR D/18' TAPCONS PANG f 10 SMS " c/ • TAPCUNs a/ CUP 2 2/UP oxxx L CUPS TO BE LOCAIEO 'CUP AT IN MMIE HEAD AND SILL AT TOP h BOTTOM OF NTERIACI(S Slll ENO ONLY EXTERIOR . DOOR WDIH SCREW DOORS ODORS O O TYPICAL MCHORS W PAM SEE ELEV. FOR SPACINO D G D c e c 1/1• SHM n ne D ACTIVE PANEL may' u 'A •� T COI ph 3LLv i I<� '[ :'• '' E%i. WADE PCRIMETE CAULKING [ (l.-: uIN wemd [ [ S P.T. WOOD BUW (a j 1 Jana. SCREENB u) D.L. OPO. METAL STRVMRE., OXO p,WO, wDDI PRODUCI'RSVISBD caBWYWY[NWrbel7oNAa °� g ��re�. EXTERIOR A°D ��� �jQ 12'. P , }; •• TWO (2) TRACK SECTION"' uMcmvmi / TYNGL MICHORS w PARS SEE ELEV. FOR spnials IN'IGL ANCHORS W PNRS TWILL A 011S IN FNRS VSTRUl SEE EIEV. Fdl SPACING SEE EIEV. FOR 9'ACINC NETAL qq q p Y j x I x' e n c r^.N Cj 90 . ., � 11 P.T. 3 pg, 3 ,Sq b y P+• m 11 (• awn, [1mL0, • • }'d Ir .0 : d :. x.: a 'd �, • 1 I P (Nw. fl10C0.) , �.< �.a Y: •.: I � : a 1 , . • d ; • ' '^ � 4-u `YI r/I Q P m O .. o 3 YNIY-OAOE COmOY APP1Y0 W WON IYPMAL ANCHORS IN PARS SEE swF u NG SEE FI£/. FOR SPACING Ox A 14 e Vx f' it lY• xeY xrooD eua `H I it II !I, is II S II I J/0' INw. E45E0.) OR S1RI=RE - II II I� 1YPICAI ANCHORS IN PARS . i! i! I! EEE F1EV. fOP SPACwO �11 I I II ij ii . I! � a o o o I it Y2 1 i is it i it IYm. CYBmJ II: 1t „ is li !i n ii I POCKET JAMB HOOK 2 N A I CD TAPN 59 1 Ili II li (SEE ANCHOR WYES) I E SILL RISER ADHERED TO ^+ YY Idq ®*J I li SILL WRH SNONE �C i, 2 1P _O�A 709i d•{f4An OPONS KmRxx ,•�ji, 11d k II1t.E,'t.'E•h' y 'r POCKET DOOR JAMB ANCHOR DETAIL,' �I •.m, ... ....... ... . �Jj IN.1 I Y •r v'. v .Nw...r �.., •. rpC O O OTO'. w„ d' � 'e r � PRODUCTRBW56tl mcamplYU.BMWINa NIOdde BOIIdIRS CodI 3 6ir��'• :• �- ,�0,�� Omu! dNYlNmum 6II� l TYR ANCHORS S PARS SEE ELEV. FOR SPACING j/�1\/� A IN 19OV•O,1 1ivPYmWIrD ^ '•'�•- y� THREE (3) TRACK SECTION B/T--'�� � 3 • k uaamYo C 3b29 25W bB] —( 696 L000 6 1.218 L 062 TYP. L218 .062 FRAME HEAD (2) TRACK LOCK STILE 0900 4218 5a94 Loa A62 9A8) IA1B A62 TYP, Imo a6a rm, .]� LE. 11" I 1218 .60 F FRAME HEAD (3) TRACK A00 2a]9 FRAME JAMB (2) TRACK FRAME JAMB (J) T B90 ` DOUBLE INTERLOCK zan .062 J399 A62,8j9 Z438 TYP. ]9 la]� 39 A62 I.E.7 L 32 014 1.990 I I L032 • -�i A90 F TYP. 2A38 L46B A90 B938 .094 a76 1656 N I.B]9 ME I 4.134 1 2a13 FRAME SILL (2) TRACK Amo.�A� mar ALB• 990 1132 454 9.672 2a1 FRAME SILL (3) TRACK INSULATED INTERLOCK A63 .924 F 9 T A9t 010 .619-IT A62 —( 1/2 290 PA ASTRAGAL RETAINER CLIP JAMB HOOK FLYED PANEL CLIP 062� SILL RISER FOR 2 k 3 TRACKS RACK INSULATED LOCK STILE INSULATED PANEL TOP ES75 .595 m4 909 bS6 j,1213 MSG INSULATED BOTTOM R DwrocWHedmm'A',10 sm 75 D-2240 Spe4Sm OmMN 1.45 D-792 Te.O.Straok]?S1 1640 D438 Vldmele TB99g3ti9q 35 340.0 D638 Md.h.@ IOUY.EImgdm,PSI 765.0 D638 Impallrkdamas' a1.0 D-746 -2. FPVCWIIILw C0mpaun0Nm?2B7-76 PHYSICAL AS3'NiNO. DwmtlmHmd.s, W, IO eec 7S ➢R O Spaifia OmMN 1.45 D-792 Tensile SOmg"SI 1640 D-638 Uldmem Bimploq Y. 325.0 D638 'FRAME 8070M CORNER TI 19 • QT JELD'WEN® Steel STEEL STEEL EDGE DOOR 6�4" & 8'4" SINGLE OLTSWING OPAQUE IMPACTOOOR GENERAL NOTES 1. THIS PRODUCT IS DESIGNED TO COMPLY WITH THE FLORIDA CURRENT BUILDING CODE INCLUDING 'HIGH VELOCITY HURRICANE ZONE' (HVHZ1 REQUIREMENTS. 2. WOOD BUCKS, BY bTHEF(S. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERA. SMALL BE BEYOND WALL DRESSING OR STUCCO. 4. IMPACT RESISTANT SHUTTERS NOT REQUIRED. 5. DESIGN PRESSURE RATING SHALL BE AS FOLLOWS: —FOR 8'8' WOOD FRAMES — SEE TABLE SHEET 1 —FOR 6'0' WOOD FRAMES — SEE TABLE SHEET 1 6. THIS SYSTEM WAS TESTED FOR 2.86 LBS. WATER PRESSURE AS PER ASTM—E331. 7. SEE DESIGN PRESSURE TABLE & NOTES BELOW REGARDING WATER INFILTRATION REQUIREMENTS. DOOR LEAF CONVRUCTION: Face..phnetm 24 go. (0.020') minimum thickness, Galvanized Steel A-525 commerclal quality — AKDQ per ASTIR 620 with minimum average yield strength Fy-26,240 psi. Care dgAI= Expanded polystyrene with 1.0 to 1.25 Its. density, by JELD—WEN. Penal Construction: Steal face sheets glued to expanded polystyrene (EPS), with steel top and bottom fella and steel stiles with a wood lock block reinforcement. The hinge stile contains a MDF board for added hinge support. From, Construction (Beth From, Mesh The head jambe and aide jambs are, mortised, butted and joined using (3) 7/82' wire staples. An bumper threshold OUTSWING thre ;hold was unitlllzed at the sill. An optional aluminum ADA threshold Is ovallobla. TABLE OF CONTENTS SHT # DESCRIPTION I TYPICAL ELEVATIONS & GENERAL NOTES 2 VEROCAL CROSS SECTIONS & SON 3 HORIZONTAL CROSS SECTIONS ANCHORING LOCATIONS & DETAILS 6 UNIT COMPONENTS s 0 � M. J/4' OA 03 VA%. fRNdE WIDTH m Q 3.0A H y� AM%. PANEL WIDTH ? O J OL NAC E3/4' OA FFRAMS WK01 W LL EA W y i m 'oA QH .,,o, PANEL WiatN ❑ n�EO LU n Y 4 3 g z 27 i r 000 `i! r OU~ O Jvi Oy� b m I W O do W do � LO WW Z dO U 00 _ _ m a) 6'6" SINGLE 01mulNG UNIT /XJ SCALE: 1/%' =1'-0" WAR IN�FILLT,RATION REOU REMEN USE OF ITEM I MEEUP TOTE DESIGN PRESSURE OF +70 PSF (UNLESS VALUES IN DESIGN' PRESSURE TABLE TO RIGHT GOVERN) q 6'12" SINGLE OUTSWING UNIT (X) SCALE.- 1/P" =P-0" DESIGN PRESSURE RATING wrsAE USSR RIIILTNneN ,,UySlEM Is NEE➢ED WME M iEA IFIVIR ION REQUIREMENT Is NOT NEEDED 6'8" W +70.Opsf —80.0psf +80.Opsf —SO.Opsf 8'0" (%) +61.0psf —65.Opsf +61.Opsf —65.Opsf Digitally signed by Hennes F. Nomro, P.E. Reasom I am approving this document OH IJ ° H"` INC QQQa`A�� 5 �d4 DD ££S O O \ fO re #ONOm01 MES F. NORERO DATE: iQ 07 0, IA P.E. NO. 73778 sbuE:A$ N07E DWa ITD IPa1P QNK. Br: G S. M NDMMWG O.: OC99csoa. No I II •••" ^••� '9GHT 8'-0' = 96' IGHT 6'-B' = 80' TERIOR 21m•1 m 1 1/2' I^ MIN. EMBED. -8' = 81 5/8' (OUTSWING) 111D 1/4• MAX ...,.. m,.,...,...mc nwm .-0= 97 5/8' (OUTSWING) SHIM THK. _ O.A. MAX. PANEL HEIGHT 8'-0' = 96" OA MAX. PANEL HEIGHT 6'-B' = 80- l^f XTERIOB m Y N N Z INTERIO om z lal mm+ o � m . m OA MA%. FRAME HEIGHT 6'-8' = 81 5/8- (OUTSWING) u y 7/4' MAX i OA MAK FRAME HEIGHT 8'-0' - 97 5/8' (OUTSWING) SHIM THK 1 1/4" MIN. EMBED. P N m EXTERIOR 4N+O,OmJwwAGN+OmwJwNAWN+O �NZ w xoy 1wOl_-NmwOSlpl�w'iF/7. FO0 owo �«a. "O➢SO-T—JmVryl^C Fmm-1 �01om> +1 N0V0IAA1�/,,Aw0Sx+wIJ1 000 W FOmmJOC J1N-�yZw�Akm�0nCI J1Y�PzmrnTo�0Vln.PCI1 OmJ+JNWxOC Kl9'�'o; %p %{ma' rFmOFOOn EC vA9*�1FOfAf2W999 a L3m- OAJJLlvlOtlin,CCl1 1 1NyO.�xi?➢lHOtwfx-1�]i11l ++I—m�pJNyO�•P'�V�—%Oe i o:l:4x'vo*m zb➢yrs06004~ F-Txw12OKN o�i{Z-+wyyV_m0�1a• woOW4Y0Dyya F>�JwaZN6w9 % iw 0 Roca 0'm+2FOo`C++w3OL� AA0emvDDSy x. y�xZOo S%NOw w0 %C-{AwAmmN K�LySm+PPwOOp➢, xm AA-0 A O , voNN mmVmx—ma•' 000 OOOOQ 01 m0m Soo AOxW{+mfxmyOO,o'l zo.%6 �y�ZO�o:�Kz.o+NmZJ$ w;0 Op0 Rm K Im/1 w o m OQO 06 O I � m F z zv-m mmz m 0o I 11a I I'o Fo io I am m w�II rl��r^Imm Im��o ccmni yy vv�I l-la m a v zzz v_ io9" o STEEL. STEEL EDGE DOOR 6'-8' & 8'-0' SINGLE OUMINING OPAQUE IMPACT DOOR PART OR ASSEMBLY: VERTICAL CROSS SECTIONS BILL OF MATERIAL JELD-WEN, INC. 3737 LAKEPORT BLVD. KLAMATH FALLS, OR, 97601 PH. 541-882-3451 37 3/4' MAX. FRAME WIDTH — 36" MAX PANEL WIDTH -@@ f@ EXTERIO SEE I L DETAL A� 13 INTERIORON SHEET �27 1/4" 1/4' MAX. SHIM 1 1/2" MIN. EMB. 1 1/2- MIN. EMB.�F L N0,?tZOA?TAf WOOD INSTALLATION SCALE.- 3" =1'-O" 37 3/4* MAX. FRAME WIDTH 38' . PANEL 36' MAX PANEL WIDTH 32 31 k—+ MWIDTH 32 22 21 25 EXTERIO 4 a 5 013 20 23 9 1 1313 7 El rl 274 20 2 1/2" MIN. SEE DUAL A INTERIOR IS 28 13 MIN. mmm 1 1/4' MIN. 1/4"EMB. mmm mm Im, , m M M MIN. EMBED EDGE DIST. ON SHEEr 5 v IST. I' 4- SHIM SPACE TBOBIZON7AL CROSS SAVTION TYP, CONCRETE INSTALLATION SCALE.- S" =/'—O" F. V.- EA B.S. SA NO NO.: OC9970 3 OF 3/4. 2 3/16" ' J SCALE• 6" —P—O" 2 3 Lam, j-9/16• @COMPRESSION WEATHERSTRIP SCALE.6" =1'-0" ce 4" O O 4-1/16' (Min) �HSCALE 3—1 +�1 1/4' s0 SCALE 6" =f'-0" 4" r 2 1/4" 1/2° T— @ADA ALUM NUM THRESHOLD SCALE 6" =1'-0" ,Z% z SCALE S" =P—O" r 1 3/4" { 1 IL—j 1 3/16° 19 SCALE• 6" =f'-0" s o� J Z CL THRESHOLD �� W y = m SCALE.• 6" =r—O" 3 S ¢ ^ � coYd /�ti 10UTSI/NC BUMPER THRESHOLD SClALE• 6" =1'-0" p 3/16° 0 Opp F2 �1 �wJp W 2 —r W 2 ¢ N 4 I 1 1/6° J I0s b 6p wyWwy Z b rc b '} 3/16" C—SINK. � J DETAIL A SCALE- 114" =P—O" F. EAG ;. T T : OC cxK er:5. SAFI %O�`rp/ •••••••Et�p`�``` emoxo amvs xc DC9970 p�q ONn pP``1 'wow ain°VO1i. n.vou°iw' SHW 5 of 5 c«umw a xnromeva, xe. e e M�IAM1'I•� MIAMI-DADE COUNTY M - PRODUCT CONTROL SECTION • 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy DAB Door Company, Inc. 12195 NW 98' Avenue Hialeah Gardens, FL 33018 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Hurricane Master® Model 824/811 Steel Sectional Garage Door 16'-2" Wide with Window Lite Option (DP +36.0, 44.0 PSF) APPROVAL DOCUMENT: Drawing No. 02-21, titled "24 GA. Roll Formed Steel Sectional Garage k Door", dated 09/1012002, with last revision K dated 03/0912015, sheets 1 through 5 of 5, prepared by Al- Farooq Corporation, signed and sealed by Javad Abroad, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, manufacturing address, model/series number, the positive and negative design pressure rating, indicate impact rated if applicable, installation instruction drawing reference number, approval number (NOA), the applicable test standards, and the statement reading `Miami -Dade County Product Control Approved' is to be located on the door's side track, bottom angle, or inner surface of a panel. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and -shall be available for inspection atthejobsite atthe request oftheBuilding Official. --- — - - - --- - This NOA renews NOA # 14-0814.10 and consists of this page 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. /I/' FN i. "� 1 141r: 1 I. / i, ..' 7 DAB Door Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. Drawing No. 02-21, titled 1124 GA. Roll Formed Steel Sectional Garage Door", dated 09/10/2002, with last revision J dated I1/07/2014, sheets 1 through 5 of 5, prepared by Al- Farooq Corporation, signed and sealed by Javad Abmad, P.E. B. TESTS "Submitted under NOA # 11-0414.12" 1. Test Report on Uniform Static Air Pressure Test, Loading and Forced Entry Test per FBC, TAS 202-94, of"DAB 824 Sectional Residential Garage Door" prepared by Hurricane Engineering & Testing Inc., Report No. HETI-07-4200, dated 05/02/2007, signed and sealed by Candido F. Font, P.E. 2. Test Report on Large Missile Impact Test per FBC, TAS 201-94 and Cyclic Wind Pressure Test per FBC, TAS 203-94, of "DAB 824 Sectional Residential Garage Door", prepared by Hurricane Engineering & Testing Inc., Report No. HETI-11-3204, dated 0112012011, signed and sealed by Candido F. Font, P.E. 3. Test Report on Tensile Test per ASTM E8-08 of "Sectional Residential Door (skin)", prepared by Hurricane Engineering & Testing Inc, Report No. HETI-11-T100, dated 01/21/2011, signed and sealed by Candido F. Font, P.E. "Submitted under NOA # 05-0228.02" 4. Test Report on Large Missile Impact Test and Cyclic Wind Pressure Test, of "Sectional Residential Door with Windows", prepared by Hurricane Engineering & Testing Inc., Report No. HETI 03-1328, dated 07115/2003, signed and sealed by Rafael E. Droz-Seda, P.E. 5. Test Report on Uniform Static Air Pressure Test, of "Sectional Residential Door" prepared by Hurricane Engineering & Testing Inc., Report No. HETI 03-1329, dated 07/15/2003, signed and sealed by Rafael E. Droz-Seda, P.E. 6. Test Report on Tensile Test per ASTM E-8 of"Sectional Residential Door (skin)", prepared by Hurricane Engineering & Testing Inc, Report No. HETI 03-T078, dated 10/31/2003, signed and sealed by Rafael E. Droz-Seda, P.E. "Submitted under NOA # 03-0210.04" 7. Test report on Salt Spray (Corrosion) Test per ASTM B 117 of a painted G-40 steel panels, prepared by Celotex Corporation, Test Report No. 258592, dated 08/17/1998, signed by W. A. Jackson, P.E. C. CALCULATIONS "Submitted under NOA # 14-0814.10" 1. Anchor verification calculations prepared by Al-Farooq Corporation, dated 09/22/2014 and 07/24/2014, signed and sealed by Javad Ahmad, P.E. a41$V)5 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0304.01 Expiration Date: July 21, 2020 Approval Date: April 23, 2015 E-1 M RrvETS 5/16` X 1-5/8' LAG SCREWS INTO WOOD OR NORM TRACK SUI 2-J/C X 5-1/2' % ]' X .t04' 5/I6' SLEEVE ANCHORS WITH 1-1/4' EMBED INTO MASONRY CENTER SUPPORT READ. ON EXFEEOING 8 R. IN I GLLV. STEEL TOP FOULER BRACKET ON EACH SIDE 3 PER BRACKET 11 A , FASTENED W/ (6) / 14 % 5/8' SALS. 14 C0. ASTE STEEL A0IUAMLE 2-1/2' X 4-1/4- X 13 G0. STEEL PLATES SUOE FASTENED TO BRACKET A WEl0E0 TO I -I 2 X 1-I 2 % 14 GA. ANGLE 5/I6-I8 % 3/4' XE% HFAO / /i �'") IrW/ M. SCREWS k NUTS. FAsfENED TO TRACK WITH (4) 1/4-20 SS. BOLT 4 NUTS -- HSU. TRACK LENGTH a OPENING HEIGHT PLUS TOP ]Fyn` BRACKET J�(STAA'=o) TOP BRACKET (OPRONAL)- LOW HEADROOM DOOR Tl !14 GA. GALV. STEEL TRACK X 1-3/4' X Me FORMED STEEL \ 0 TO PANEL AND FASTENED TO I'm SIRES WITH I/16- POP RIVETS 2- X 5-1/2- X .104- (( pp WLV. STEEL FASTENED W/mP4 J.1R BP/CNES OP HORIZONTAL REINFORCEMENT LOW HEADROOM DOOR OPTION 1/2- % 1-3/4- X .056' FORTED STEEL CLUED TO PANE. AND FASTENED TO VEHIICAL SIRES WITH (2) 3/I6- POP RIVETS 5/16- MEEING RIB PLASTIC/STEEL ROLLERS 1.82' VAL X .50- W/ .44 DIAL % 4-1/4' STEM UWJIIT - 1.0 I ' -N.OA. IT 1-0926.06 OR DOS" - 1.03 PCF H.O.A. /10-1129D4 OR M'INS FDAM L ' UENSTY � 0.02 PCF N.OA ®19-03IT.05 14 CA GALV. STEEL ROLLER HINGES FASTENED W/ (6) ) 14 X 5/D' SM$ MIN. AM' ROLL FORMED STEEL PANEL DRAWING OUALRY C-40 MIN. WEIR STRENGTH - 39 K51 WITH PRIMER AND BANEO-ON PCLYSTER PAWED TOP COAT MMED TO BOTH SIDES OF STEEL ml 12 GA GAIN. STEEL BOTTOM ET FASTENED W/ (4) I�X 5/8- SMS 1070M SELL OPTIONS SECTION A -A SEE SHEET 2 FOR LOCATION OF REINFORCING TRUSSES 1-1/2" x 1/2- x FOR DOOR WITHOUT INSUI 2"x2'x WITH TWD WEEDS AT 1-1/2' APART k£ y FIRST AT 3' O.C. G' O.C. REST AT �d CONNECTED TO FIAG BRACKET ANGLE X 3/4- BOLT A NUT 6 W/ 3/9-16 AND TO SPRING SHAFT GUIDE WITH (2) 1/4-23 X 5/8' BOLT M NUT y u= 0O p O Q vERTCAL TRACK 6 G 2-1/8' X 1' % .060' SECTION A -A DOOR SECTON HEIGHTS BRACKET PLACEMENTS HEIGHT 1ST 2ND ]RO 41H 51H 81 02 1 83 1 64 1 85 1 88 1 BT 1 BB 18' 18' 18' 18- /A 1' TO 2- 11-3/4' 23' 1 34' 1 45' 1 Be 1 eT' 1 - 6'-fi' 21' IB' 10' 21' N/A 1" TO 2' 11-3/4" 23' 34' 45' S6' 67' 7'-0' 21" 21" 21" 21" N/A 1" TO 2` 11-3/4` 23- 34` 45 DIV 67" - T'-6" T TrIF16" IB" 1" TO 2` 11-3 4" 23" 34"_ 45' 56" 6T" T8-1/4" B'-O' 21" 18' 18' 18" 21- I" TO 2'11-3/4' 23` J4' 45' 56' BT' )e-1/4' QBAJ c W O —SECTIONS ME NUMBERED STARTING AT THE HUTTOM n FOR ODORS MORE THAN B FT. HIGH. USE MOTIONAL TRACK BRACKETS AT TO' O.C. � w M <Li To-X 2.19-X 3.3'X.090- id 23 id STEEL TRACK BRACKETS 2-]/16' HIGH 8 — (D m p I CONNECTED TO TRACK WRN 0) 1/4' BOLAS k NUTS O Z d u QN. mm � TRACK CONFIGURATION VERTICAL LIFf HIGH LIFT STANDARD LIFT LOW HEADROOM DOUBLE TRACK AVAILABLE TRACK OPTIONS Mui rowing no. 02-21 leer 3oT 5 1m Ice IR PANEL 0A (.024) STEEL MIN, 116' OA WASHER (4) j6 X 0/4 SMS —O 1-3/6' mom ENDS AND 6-1/2' D.C. MO. I 115 X .02 DEEP GROOVE 1/4 POLT SONATE IFXAII W 'EAEID INNOVAINE PLASM' NOA A1J-0717.01 1I 175 % 082 DEEP GROOVE I I (4) 16 X 3/4' SMS i • O I-0/6' FROM ENDS I A0 B-I/2' O.C. MAX, I I I II II pe X 3 SMS O J/B PROM ENDS AND ]' O.C. MAX. 7/16' CA WASHER DOOR PANEL 24 CA. (.024) SEEEL MIN. * PLASTIC COMPLIES WITH CHAPTER 28 OF FBC ae0 r--r.z5D EE�4,U M �9 r SEE EVIDENCE PAGE Z 1.]65 1.144 1.725 74P� 1+ Ir1 pi y S7S V 1 LL o Q 47 ce Q i Q Ra * EXTERIOR FRAME flIOID PVC ONE PIECE INJECTION • INTERIOR FRAME RICID PVC ONE PIECE INJECNON C 0 � 8 LL i as o y M � Oc�� 1 S I Bi g zzq a zDO AC2 n INSIDE ELEVATION RAISED PANEL EMBOSSED DOOR WITH OPTIONAL WINDOWS CCID WINDOW LITES CAN BE IN ANY LOCATION IN DOOR SECTION y6 X J/4' SMS O J/FROM ENDS I79 N .062 DEEP AND 4-1/I/Y O.C. M11L� �DROOVf I MR PANEL 24 CA (.024) STEEL MIN. MIN. EXTERIOR PIN�1CT gEEN IIaN{ d w�ilvace�w -0 O � I a P= 5 drawing no. 0� sheet 501 5 a9 2!]U6 M PMPYb° a / Ilj °tl 1 .a ..... umC •M m^ ,(a � .,,......•_,iS.,I 00—i! 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S'0 30 t�pi (0 ti 1 jy° a pas WO 3r — .01 ol", °N� -13 � � 10 ) t 51 �,�ai a�`r 3,�o�TNm°Nd0 (t'B N ' tN0ayYa 11.�5 3 1 p0)"" 'RA60 11M on :51y0 M �� B� NM" Bt Qf NpW" �+�' 5) 0 d0�0�- '(d ,.3y0p�"t��a 3 tttnp `�° 0 BN°7 °M5oA 4 i° � 5 6 BNpa'�iN�` ° j0 3N! a0 °ve p3"" 1P'a v •00 V/t " ) 30,E 0Bj00 5�N3O 37��r ,0�� go SN��0 (� 10 0 30 tpu'nv3 �� t 0JO10;N in pt (p tiNc iat°°' SN°LL •i os 90"�+'"y� *i HNy. p0dr 00 10 6) _vB,tpN, 00tB SFt, inf lg a3 ii"n'itln000 •!1 v�yiQveN,S) S 100Fl ..IN 1i30 ps ��tl,i1Ifve .M A 0� Nv0 r ��yy. 50° ctldi s o°y,iiNM' p010 �'01 1j55) 9�in0 K'U ,Q Yf�OFt�ytltp pp s000 100 10 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 30094 - 30094-Vega, Rudy-2414 Spec MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Vega, Rudy Project Name: 2414 Spec Model: Tampa, FL33610-4115 Lot/Block: Subdivision: Address: _ Las Palmas Way City: Port St. Lucie 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: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 56 individual, dated_Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. ISeal# ITruss Name I Date No. Seal# Truss Name I Date 1 IT7888714 —CJ1 1/14/016 118 IT7888731 —HJ7 1/14/016 12 IT780 715 I`CJ1A 11/14/016 119 IT7888732 IA01 11/14/016 1 13 IT7888716 1—W2 11/14/016 20 IT7888733 IA02 11/14/016 1 14 IT7888717 I—CJ3 11/14/016 121 1179087M IA03 11/14/016 1 15 IT788B718 —CJ3A 11/14/016 122 1T7888735 A04 11/14/016 I 16 I T7888719 I—CJ5 11/14/016 23 I T7888736 1 A05 11/14/016 1 17 IT7888720 I—CJ6 11114%16 124 IT7888737 IA06 11/14/016 1 18 IT7888721 I—EJ4GE 11114/016125 IT7888738 IA07 11/14/016 19 IT7888722 I-EJ5 11/14/016 126 IT7888739 IA08 11/14/016 Ho IT7888723 —EJ6 11/14/016127 IT7888740 IA09 11/14/0161 I11 IT7888724 I—EJ7 11/14/016 128 IT7888741 IA10 11/14/016 1 112 IT7888725 I—EVA 11/14/016 129 IT7888742 WIG 11/14/016 113 IT7888726 1—ERB 11/14/016 130 IT7888743 IA12 11/14/016 1 114 IT7888727 I-HJ2 11/14/016 131 1T7888744 A13 11/14/016 115 IT7888728 I—HJ3 11/14/0156 32 1T7888745 IA14 11/14/016 116 IT7888729 I—HJ5 11/14/016 133 117888746 IA15 11/14/016 117 IT7888730 I—HJ6 11/14/016 134 IT7888747 IA16 11/14/016 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. -- IMPORTANT NOTE: Truss Engineers -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 ANSUTPI-1, Chapter 2. ,,,�pruuuryr�� PQUIN VFW �ii ,J 0 68182 fr �9• STATE OF O�Cc • - 4 0 FI% '�._lsn.• .�1�0 Velez, Joaquin 1 of2 4. RE: 30094 - 30094-Vega, Rudy-2414 Spec Site Information: Customer Info: Vega, Rudy Lot/Block: Address: _ Las Palmas Way City: Port St. Lucie Project Name: 2414 Spec Model: Subdivision: INo. ISeal# ITruss Name I Date 35 IT7888748 A17 1/14/016 136 IT7888749 IA18G 1/1410161 37 IT7888750 11301 1/14/016 38 T7888751 B02G 1/14/016 39 T7888752 IC01 1/14/016 40 IT7888753 I CO2 1/14/016 41 IT7888754 IC03 1/14/016 42 T7888755 04 1/14/016 43 T7858756 CC05G 1/14/016 44 17888757 201 1/14/016 45 T7888758 D02 1/14/016 46 IT7888759 I D03GE 1/14/016 47 T7886760 MV2 1/14/076 48 T7888761 MV4 1/14/016 149 IT7888762 IMV5 1/14/016 150 IT7888763 IMV6 1/14/016 I51 T7888764 IMV8 �1/14/016 52 RT7888765 V4 1/14/016 53 IT7888766 IV8 1/14/016 54 IT7888767 IV12 1/14/016 55 IT7888768 IV16 1/14/016 56 IT7888769 IV20 1/14/016 State: FL 2of2 Job Truss Truss Type 3009LVega, Rudy-2414 Spec neawla 3coe4 -CJt Jack -Open B t I .Inn R»ar„nnn (ommn=n A moo......,. -__._.. t .....,.,.v— 1.. �..—.�........... ID:enucbkkT7wL5iPNZeRiGelzvWgJ-BifObuyTodY7B57VZgnnb4GY3p7G5NYEJRVREHzvUe1 SYJ = 1.0.0 Scale =1:6.9 Plate Offsets KY)— f2:0-0.10.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(-L) 0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a file BCDL 10.0 Code FBC2014ITP12007 (Maul:-M) Weight: 6lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. fib/size) 3=36/Mechanica1, 2=323/0-8-0, 4=54/Mechanical Max Holz 2=74(LC 8) Max Uplifl3=36(LC 1), 2=270(LC 8), 4=54(LC 1) Max Grey 3=48(LC 8), 2=323(LC 1), 4=67(LC 6) FORCES. fib) -Maps. CompJMax.Ten. -All forces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oe bracing. MTek recommends that Stabilizers and required Gross bracing be Installad during truss erection, In accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.0psf; h=15ft; 8=48ft; L=41ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight 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 responsibllity of the fabricator to increase plate saes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This tmas has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girdef(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ut=lb) r 2-270. 8) "Semi -rigid pkchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`,,oP'aG E N SOIN ��F� •�/�NO 68182 Mrrak USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date January 14,2016 ® WARNING - i d usIg h p arame fare and READ NOTES ON MIS AND INCLUDED Am7K REFERANCE PAGE M A7473.. 1N034015 BEFORE WE Design vend for use only with MTea Connectors. this design is based only won parameters shoe n, and Is for an InelMdual building component• not a truss system Before use, the buIding designer must vcdfy the apppoabSN of design parameters and property Incorporate thb k iDn Into She overall burdingdesiga BmcingindcetedbtoprevenlbcUngotlndiAdualtmuv band/wehoWmemberson9/. Additional temporary and peananentbmcing bahvaysrequlredtorstabPNandtopreventsoasps.Wthp.mblepersondlnlu =dWopertydamage. FwgenerelguldanceregardNg the M!Tek' fabAOOlWri. Storage. delivery, erection and bracing oftNSSe9and trusssstem45ee ANSI/IPIIQaallty Cdfeda,DSB.89and BCSIBulding Companenl East 6lvd. affair Parke Bann Safety lnfoima5on avaaablefrom Truss Plate Institute,218 N. Lee Street. Suite 312 Alexandra. VA 22314. M1„ Jib Truss Truss Type Dly Ply 30094Vega, Rudy-2414 spec T7B8671$ 300M -W1A Jack -Open q 1 Job Reference (optional) East Coast Treat, Ft. Pierce, FL 34MB 7.640 s Sep 292015 Wok indusNes. Inc. Thu Jan 14 09:55:57 2016 Pagel • - ID:enucbkkT7wL5iPNZ8RjGalzvWgJc DOpEySZwg_pFZh6NJO61ojpDTVMgcNY5E mkzvUeO 2-0 1 DO Scale = 1:0.9 1-PD 1-DO i Plate Offsets (X.YI— 12:D-0-10.0.0.121 LOADING (psf) SPACING- 2.0-0 Cat. DEFL. In (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Verl(LL) 0.00 7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(TL) 0.00 2 nda Na BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight: 6lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SO No.3 REACTIONS. (lb/size) 3=36/111echanical, 2=32310-4-8.4=54/Mechanicsl Max Hors 2=74(LC 8) Max Uplift3=36(1-C 1), 2=289(1-C 8), 4=55(LC 13) Max Grav 3=43(LC 8). 2=323(LC 1), 4=54(LC 8) FORCES. (Ib)-Max. CompJMax.Ten. - All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Ops1; h=15ft; B=48ft; L=41ft; eave=5ft; Cat. II; Fxp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: porch left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. ' 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chard 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 6t between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 4 except (jl=lb) 2.289. 8)'Seri pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. QUiN Op' ......... E N C'Fo: �4� So� No 68182 E OF 11111111110 Date: R, Carl 6634 Blvd, Tampa R. 33610 January 14,2016 AVVARMNG- Vedrydealgoparame(entnd READ NOTES ON THISANDINCLUDEDMITEIIREFERANCE PAGE Mclsprjrev, IM2,2015BEFORE USE. Design valid foruse onlyvdih MTeal)cormeclon. This deign b based only upon parameters zhovm. and a for an Individual build gcomponent not L■� ��• a Imes system. Before use, the building designer must verity the aGplcabliity of design parameters and property Incorporate Ih6 design Into the overall Bracing Indicated Is to bucangofinchdualtruss only. Additional lemporary and brocing M)Tek' buldingdesign. Prevent weband/or chord members permanent Is chvays required forstabifty and to prevent colapsevdth posdble persondiniury and properly damage. Forgeneral guidonceregarding the 6904 Parks East Bind, fabrication. storage, delivery. erection and bracing of trusses and forms system see ANSI/1FIl gualltyCdledo,OSB-B9 and BCSI Building Component Tampa, R 33610 Safety Intarmellon available from truss Plate Institute, 218 N. Lee Street, Sulle 312. Aleandda. VA 22314, I%. Job Truss Truss Type Gty Ply 30W4-Vega, Rudy-2414 Spec TT880716 00094 -CJ2 Jack-Dpan 1 1 Reference 0 8 Fast Coast Truss, Ft. Pierce, FL 34946 l LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 15.0 Lumber DOL 1.25 BC 0.15 BCLL 0.0 • Rep Stress Incr YES WB 0.00 BCDL 10.0 Cade FBC2014/TPI2007 (Matrix-M) 7.640 a Sep 292015 MRek Industslas, Inc. Tint Jan 14 09:55:572016 Page 1 ID: enucbkkT7wL5iPNZBRjGalzv WqJ-cvDOpEy5Zwg_pFZh6NJO81olyDSOMgoNY5E_mkzvUeO 1-IN11 1-10.11 DEFL. In (toe) Ndefl Ud PLATES GRIP Vert(LL) -0.00 4-5 499 240 MT20 244/190 Vert(TL) 0.00 4-5 >999 180 Horz(TL) .0.02 3 rda nia LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD BOT CHORD Zx4 SO No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=342/0-7-0, 3=23/Mechanical, 4=4/Mechanical Max Holz 5=156(LC 8) Max UIIIM5=167(LC 8), 3=-31(LC 5), 4=22(LC 8) Max Grew 5=342(LC 1), 3=24(LC 4), 4=29(LC 6) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-5=3041209 Scale-1:14.9 Weight: 11 Ib FT = 0% Structural wood sheathing directly applied or 1-10-11 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation oijkla. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; 13=48ft; L-01ft; eave=51t; Cat. II; Erp 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 fcrthese factors. 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 noncencument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=167. 8) "Semi -rigid pitchbreaks Including heals" Member end fixity model was used in the analysis and design of this truss. Illllllllllf! ,,a ... V . FW J •�CENS'•����. No 68182 X E OF OROD ONX E oa. Joaeuln Velez PE No.68182 Dale; Tampa R.33610 January 14,2016 Q WARNING- Vedlydesigapanmafen and READ NOTES ON TNISAND/NCLUDED MITEK REFERANCE PAGE MI47473 rov, =312015 BEFORE USE. *�- Design valid far meonNWAhMReMconnectors. This design is based a* upon parameters shown. and is for on individual building component, not a taus system Before use, the building designer must vedfy the appaacbgly of design parameters and properly Incorporate the design Info the overaa bu0dmgdesign. BmcinglndcatedlstopmventbuckrngofNdMdualhussmband/orchordmembenonV. Additional temporary and permanentbroaeg a�•Ye MiTel( e always required for stabPty and to prevent collapse With pomble personalinjury and property damage. Forgeneral guidance regarding the EastE 6904 Parke EastBNd. fabrlcallon. storage. calvary. emcBoncnd bracing of trusses and irusssystena.sea ANSI/TPII Gua0lyCdfeda, DSB-09 and BCSI Bulding Component Tampa.ta SeNtyinfarm ilin avaI.blehom Truss Platelnstitut.,218N.tee St.ef.Sulle31ZAI.dda VA22314. e: Jo Truss Truss Type Oly Ply 3009LVega, Rudy-2414 Spec neesTlT 300" -CJ3 Jeck-0pen fi 1 jDb Reference National) East Coast Truss, FL PI.... FL 39s16 I 2A0 ' eauapzu zasa m...... ama:, mc.m - Faye, ID:enucbkkT7wL5iPNZBRIGeIrvWgJ-0SnmOazjKEorOP8tg4gFgVLuYcpV5H2Xnl XIAzvUe7 30.0 Srale - 1:10.3 Plate Offsets (X Y1- 12,0-1-140-1-01 LOADING(psQ SPACING- 2-0-D CSI. DEFL. in (lac) Vdeg Ud PLATES GRIP TCLL 20.0 Plata Gdp DOL 1.25 TC 0.53 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 15.0 LumberOOL 1.25 BC 0.10 Verh TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horx(TI.) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (MaVix-M) Weight: 12 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 REACTIONS, (Ib/size) 3=68/Mechanical, 2-32210-8-0, 4=20/Mechanical Max Horn 2=108(LC 8) Max Uplrt3=-27(LC 8), 2=-196(LC 8) Max Grav 3=69(LC 13), 2s322(LC 1), 4=45(LC 3) FORCES. (Ib)-Mate. Comp./Max. Ten. -AU forces 250 (Its) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. Mrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL-6.Opsf; h=15ft; B=48ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (directional); cantilever left and right exposed: antl 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 Tough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3 Plates checked fore plus or minus 0 degree rotation about its center. p 9 4) This truss has been designed fora 10.0 psi bottom chord live load nonwncurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=196. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. \\\II11 I I111r VF�Fp�. y�GEN,3 �No 68182 Joaquin Velez PE No.88182 Mltek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 14,2016 ®wARMNo- Vsdtydulpnparsmelerasnd REy1DNOTES ONTMSANDINCLUDEDM1TEl(REFERANCEPAOEBOF7473nv. I MM0156EF0REUSE aaaaaa Design valid for use a* with Meek& comactoa This design is based only upon parameters shown, and Is roar an individual breathe; component. not ��- a truss system Before use. the building designer must verify the appAcab6ty or design poramelen and property Incorporate the design Into the ovsnol bulldingdeslgn. Bracing Indicated Is to bucUngofindividual trussweband/or only, Additional lemporery and bracing WOW prevent chord members; permanent a alwaysregutredforsfabBityandtopreventcollapsewithposslblepersonalhluryandpropert/damage. Forgeneralguldonceragordinglhe 69Mpence East Blvd. fabrication. doroge.delivery. cretlion and bracing of trusses and truss systems. see ANSVINI pualay CAedo,DSB-89 and BCSI BuBding Component Tampa•FL ]]610 Safetylnfomaflon rI J b Truss Truss Type Qry Ply 300eavega, Rudy-2414 Spec nseene paae4 -CJ3A Jack-0pen < 1 b Bolbagii (cpfli ,East coast Tool, Ft. Pleme, FL 34M 1 2-o-0 !4— r.a U s eep ee zom mu es inousmeo, ma in n -,r V=a.ao 2DIG rave, ID:enucbkkT7wL5iPN29RjGelzvVJgJ-05nm0azjKEotQP8tg4gFgVLuYcp25H2Xnl XIArvUe4 Scale =1:10.3 LOADING(psV SPACING- 2-0-0 CSL DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,53 Vert(LL) 0,01 4-1 499 240 MT20 2441190 TCDL 15.0 LumberDOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES Wall 0.00 Horz(TL) -0.00 3 ma Na BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight: 12 lb FT=0% LVMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 be bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 3=6611vechanical, 2=322/0-4-8, 4=20/Mechanical Max Hom 2=108(LC 8) Max UpIR3=-36(LC 8).2=255(LC 8), 4=34(LC 5) Max Grav 3=66(LC 1), 2=322(LC 1). 4=45(LC 3) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1511; B=48g; L=41g; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever leg and right exposed; end vertical leg and right exposed; parch leg 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. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand Ing 100 Be uplift at joint(s) 3, 4 except 0=11b) 2=255. 8) "Semi -rigid pitchbreaks including heels" Member end fk<'rfy model was used in the analysis and design of this truss. IN No 68182 ' O: E OF : I �� p:��• VONA1- ���nnnnta Joaquin Vela[ PE No.68182 Welt USA Inc. FL Gert 6634 6964 parks East Blvd. Tampa FL 33610 Date; January 14,2016 Job ) Trues Truss Type Oty Ply 30004Vega, Rady-2414 Spec T1808719 300" -CJ5 J.,Wpan a 1 Job Reference (optional) East Coan Trues. Ft. Pierre, FL 34846 7.640 s 5ep as zuio curek lndundas, Ina The Jan 14 09:55:59 2016 PageI ^ ^ ^ ID:enucbkkT7wL5iPNZBRIGeInWgJ-YHLBEw L5Ywi244EoLUDju bO5igklg7Pj5rmUe_ 2 60 2x4 = Scala= 1:14.2 LOADING(psf) SPACING- 2-0-0 CSL DEFL, in (loc) Well Ltd PLATES GRIP TCLL 29.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.36 VBrt(TL) .0.06 4-7 >946 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(TL) 0.00 2 n/a rite BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 19 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=135/Mechan1ca1, 2=402/0-B-0, 4=50/Mechanist Max Horz 2=144(LC 8) Max Upl'dt3=69(LC 8). 2=199(LC 8) Max Grant 3=138(LC 13), 2=402(LC 1), 4=83(LC 3) FORCES, file) - Max. Comp./Max. Ton. -All forces 250(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=15f ; B=48fi; L=4111; eave=5ft; Cat. II; Exp C; Encl., GCpl=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. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of "as to bearing plate capable of withstanding 1001b uplift at joints) 3 except (jt=lb) 2=199. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and X' gypsum sheeuock be applied directly to the bottom Nord. IIIIIIIIi �OPpUIN V. "sf'l ee No 68182 ' 6904 Parke Fast Blvd. Tampa P.33610 Date: January 14,2016 Jq F Truss Truss Type Dty Ply ]009LVage, Rudy 2414 Spec T a69720 D0094 -CJ6 JacbOpen 1 1 Job e ofoa East coast Truss, Ft. Pbrua, FL 04946 7.640 a Sep 292015 MITek meetings, Ina. Thu Jan 14 09:55:59 2016 Pagel ID:enucbkkT7wL5iPNZ8RjGalzvWgJ-YHLBEw L5Ywi2Zj4EoLUDju2aO3hgklg?Pj5ravUe_ T•S. 2x4 = Scale =1:15.6 S&If LOADING(psf) SPACING- 2-D-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.03 4-7 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Ven(TL) .0.11 4-7 >617 180 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matix-5) Weight: 21 Is FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 21 SP No.3 BOT CHORD Rigid ceiling directly applied. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=159/Mechanical, 2=435/0-8-0, 4=59/Mechanical Max Horz 2=157(LC 8) Max Uplift3=83(LC 8), 2=203(LC 8) Max Grav 3=161(LC 13), 2=435(LC 1). 4=96(LC 3) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vul1=160mph (3-second gust) Vasd=1241 TCDL=9.Opsf; BCDL=6.Ops1; h=15ft; B=48ft; L=41ft; save=50; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight 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. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live Iliad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will in between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at jalnt(s) 3 except Qt=lb) 2=203. 6) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the tap chord antl'%° gypsum sheetrock be applied directly to the bottom chard. PaUiN VFW No 68182 Joaquin Velez PE No.68182 MITek USA Inc. R. Cell 6634 6904 Parke Past Blvd. Tampa FL33610 Daze: January 14,2016 AWARWNG- Vedrydsalgaparemereraand READNOTESON MIS AND/NCLUDED WrENREFERANCE PAG£MIA74T3my, ip MOISBEFOREUSE Desigavaadforuseat/wtthM at/wth�e1sacarmfors. Thisdesignis basedonlyupon parametersthovm, and hforamIndiNdualbung component, not ��- ss a busystem. Before use. the bustling designer must verify the appflcob9ty of design parameters and property Incorporate the design Into the overall butdmgdedgn. facing indicated Istosuckling ofindlNduolkuuweband/a chord membersonN• Addlllonaltemporary and permanent brocing M!Tel( prevent 4orvays required for stability and to prevent collapse with Passible personal Injury and property damage, ragenemIgulklance regarding the fabrication. storage. delivery. erection and bracing of trusses and lass systems, see ANSI/TPII Quality Crifedo,DSB-Bf and BCSI feeding Component 69N Parka East Bind. Safety Information available hanTruss Plate loslitute,218N. Lee Street, SuiteNl Aimemdda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply 3009aVaAa, Ruoy-2414 spec T7888721 30094 -EJdGE Monopllcx Su0P4rted Gable 2 1 East Coast Truss, Ft. Flame, FL 34946 'A. 11 7.640 $ Sep 292015 MRek IOEe5111e6, Inc. Thu Jan 14 09:56:002016 Pagel ID: enucbkkT7wL5iPNZBRjGalzvWgJ-OTuWRG7 s2ZgjlGoVsjlwOfTOTEZBYgE3TeM3nUdz 2.4 II 4%4 = L%4 1 L 4 11 [, T—=RiF4 Plate Offsets (X Y)— 12'0-0-12 0-1-121 LOADING(psQ SPACING- 2-D-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.31 Ven(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Ven(TL) -0.02 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n1a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight: 171b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=343/3-7-15, 5=117/3-7-15 Max Holz 2=80(LC 5) Max Uplift2=-213(LC 8), 5=-16(LC 5) Max Grav 2=343(LC 1), Sal 23(LC 13) FORCES, (Ile) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3.7.15 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing De installed during truss erection, in accordance with Stabilizer Installation guide, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.Opsf; h-15ft; B=48ft; L=41ft; eave=2ft; Cal. 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or Consult qualified building designer as per ANSUTPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcµrrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 5 except Ut=1b) 2=213. 9) Beveled plate or shim required to provide full bearing surface with buss chord at)oint(s) 2. 10) "Seml-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. �aG E N g'�C'x'� ,4��� No 68182 S�&A?x �" :11, - -.11 �ONAI �:00 Joaquin Velez PE Na.68182 Mnek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 14,2016 �db ITruss Truss Type Dty Ply 30094-Vega, Rudy-2414 spec T9aaBTi2 30094 -EJ5 Jack -Open 9I 1 Job Reference o tonal East Coast Truss, Ft, Pieme, FL 34946 - '"a a cap za zuae NU u ea magenta, mc. i as • nx:vu m io rages /4 ID:enucbkkT7wL5iPNZBRjGalzvWgJ-0TUWRG? s2ZgjiGoVsjWQFLOOyZBYgE3TeM3z Udz -z-o-o --i sao 2." so-o it 1:I9 Scale =1:14.2 LOADING(pst) SPACING- 2-0-0 CS]. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.06 4-7 o946 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 19 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing ha Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. fib/size) 3=135/Mechanical, 2=402/0-4-8, 4=50/Mechanical Max Hom 2=144(LC 8) Max UplifQ3 82(LC 8), 2=301(LC 8), 4=-58(LC 5) Max Gran, 3=135(LC 1). 2=402(LC 1), 4=83(LC 3) FORCES. (Ib)- Max. Camp./Max. Ten. -All forces 250(I1p) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=15ft; B=48ft; L=4111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sores to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) 3, 4 except Qt=lb) 2=301. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 'IV gypsum sheetrock be applied directly to the bottom chord. �PQU N FVFzi��i'i �, ,o GENSFFc' 4� No 68182 O: E OF :�IJJ .� P : _ �• �. %%. "r,F'! Tft 1111 LONA,, Joaquin Velez PE No.68182 Mffek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; January 14,2p16 ®WARNING- VerhydWDn parameters end READ NOTES ON TNISAND INCLUDED MITEKREFERANCE PAOEMIL703nra.10/036015 BEFORE USE ��- Design valid for use only with WeA9 connectors. Thu design Is based onry upon parameters shovm, and 8 for an Individual building Component, not at.system, Before use, the building designer must veaN the oppGcablfiN of design pammeten and property incarcerate this design into the o fl buldinodesign gracing indicated 'btoPrevent bucUngofinEMEualman vast, and/or chord members only. Additional temporary and permanent bracing MiTek- isalwaysregulredfor stability and toprevent coaapseW,th pasable personalinlury Cod pmperty damage. For general guidance regarding the Iobrkalbn. storage. del erection and bracing of pusses end truss systems,see ANSI7IPIIDuaIey CMeea,DSB-89and BCSIBuRding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information ovatabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Akrcndria. VA U314. Jobs a Truss Truss Type Cry Ply 3009LVaga, Rudy-2414 Spec T7080723 3009d -EJ6 Jack-0pen 6 1 Jobe¢ eeoti satowasi Imes, et. Pleme, FL 34246 7.610 a Sep 292015 Was,Instance, Inc. Thu Jan 1400:56:002016 Pagel �I ID:enucbkkT7wL5iPNZBRjGaInWgJ-0TUWRG7_sr2ZgjlGoVsj"BDDN4ZBYgE3TeM3zvUdz -z-aG I B-a0 1 2-0-0 B-a0 Scale: 3/4"' PIMC 6a0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (toe) Udell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vemi-L) .0.04 4-7 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Ved(TL) -0.13 4-7 >533 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(TL) 0.01 2 rda n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 22 lb FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied. 117 ek recommends that Stabilizers and required cross bracing bIs i nstalledled during truss erection, in accordance with Stabilizer Installation uida. REACTIONS. (lb/size) 3=168/Mechanica1, 2-048/0-8-0, 4=62/Mechanical Max Horz 2=162(LC 8) Max UpIR3=88(LC 8), 2=205(LC 8) Max Grav 3=170(LC 13), 2=448(LC 1), 4=101(LC 3) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; 8=48ft; L=41ft; eave=5N; Cat If; Exp C; Encl., GCpl=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 chocked for a plus or minus 0 degree rotation about Its center. ve loads. ss has been desgned for TTihis truss nwhere It all rectangle 3-6-0 tall by 2-0-0 wide will has been delsigned fora a load of 20. ps onI theobottam chordrIn all areasn 5) ,���.,QU�rJ' VF z� fit between the bottom chord and any other members. to for ,� �P E N S ••. 1 �� 6) Refer girder(s) truss to truss connections. ,�� ,• �� : Y F ••, �� 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3 except (jl=lb)2=2 O5. i NO 68182 8) Thistruss design requires that a minimum of 7/16'strutural wood sheathing be applied directly to the top chord and W gypsum sheebock be applied directly to the bottom chord. * E OF : _ �• - - i4`1IF NA%E %% Joaquin Velez PE No.68182 Mnek US& Inc. FL Cart 6634 6904 Parka East Blvd. Tampa R.33610 Data: January 14,2016 ®WARNING -Verify dealgn paramefera and READ NOTES ON MIS MIS INCLUDED IMER REFERANCE PAGE OX703 rw. 1010=015 BEFORE USE. *�- Design wild far use only with A4TekO connectors. Ink design is based inky upon parameter shown. and is for an Individual building component.not a truss system. Before use, the bula ng designer must verify the opproobPlty of design parameter and propeM incorporate this design Into the overall buildingdeslgn. Bracing indicated Ittoprevent bucking ofNtlMdualtruss wEband/or chord member only. Additional lempararyand pemwnentbracmg MiTek' Is akvays required for stability and to prevent coliapsa Wth posdble personal Injury and Properly damage. For general guidance regarding the 691M Peke East Blvd. trbdcafwm storage.delivery. erection and bracing of fusses and lmss systems, see ANSIIPII OuafMCdlerlo,D50-09 and BCSI Building Component Safety lnfmmuaon available fomrmss Plate Institute.218N. Lee Streel.Suile312 Alexandria. VA 22314. Temps.M 33610 Jab s Truss Truss Type oty Ply 3009LVega,Rudy-2414Spec RBBBl24 30094 -EJ7 Jack -Open 25 1 Job Refe (Opt coal) East Coast Truss, Ft. Pierce, FL 34946 kII30 2x4 — 7.640 s Sep 292015 Mnek Industries, Inc. Thu Jan 14 09:50:012016 Page 1 ID:enucbkkT7wL5iPN28RIGalzv WqJ-UgSvecO W 9APHBSLDNyl8zlYggwleozTjjCCuVzvUdy Scale = 1:18.2 LOADING(psn SPACING. 2-0-0 CSI. DEFL- In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.08 4-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.25 4.7 o335 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014,7PI2007 (Matrix-S) Weight: 25 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=199/Mechanical, 2=496/0-8-0, 4=72/Mechanical Max Horz 2=180(LC 8) Max Uplifl3=106(LC 8), 2=213(LC 8) Max Grav 3=202(LC 13), 2=496(LC 1). 4=117(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Ile) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=48ft; L=41ft; eave=5ft; CaL It; Exit 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. 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 a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11p) 3=106. 2=213. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and %' gypsum sheetrock be applied directly to the bottom chord. IN °Pa'c'E rJV ��F�°�. No 68182 E OF : i1i C Joaquin Velez PE Ne.68182 Mnek USk Inc. FL Can 6634 6904 Parke East Blvd. Tampa R 33610 Date: January 14,2016 ®WARNING -Verily des,11. . mat. and READ NOTES ON THIS AND INCLUDED AIMEK REFERANCE PAGE M9A7473 nv. 1N0312015 BEFORE ME. Design valid for use only with NUTe& connectors. this design b based only upon Parameters shovm, end 4 for on individual building component. not ��- a truss system. Before use, the building designer must verity the applIcobirty of design parameters and property incorporate th s design into the overal buldingdesign. Bracing Indicated Is to prevent buckeng of IndiWdual!nss web and/or chord members only. Additional temporal, and permanent tracing WOW Is always required forstablity antl to prevent caltapse Win possible personallnlury and property damage. For general guidance regarding the febdcatun. storage. delivery, erection antl bracing of trusses and truss systems.see ANSUIPI1 Quality Cdfeda,D59-89 and SCSI Building Component 69N Pane East Blvd. Temp.. FL 33610 Safety lnfmrnoflon available from Truss Plate institute.218 N. Lee Street, Suite 312, Alexandra. VA 22314. Jdb • Truss Truss Type 01y Ply 30094Vega, Rutly-2414 Spec T7080i25 30094 -EJ7A Jack -Open 5 1 ob e o tional East Ccaal TNSS, Ft. Pleme, FL 34946 A 14 = Scale-1:18.2 8 yN_ l Ia LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) gdeq L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) OAS 3 >460 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.36 3 >229 180 BOLL 0.0 • Rep Stress Incr YES WB 0.02 Horz(TL) 0.15 5 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matra-$) Weight: 261b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer installation au de. REACTIONS. (lb/size) 4=218/Mechanical, 2=505/0-8-0, 5=44/Mechanical Max Horz 2=180(LC 8) Max 1Jplift4=104(1_C 8), 2=-217(LC 8) Max Grav 4=221(LC 13), 2=505(LC 1), 5=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; 8=48ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl w th any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except qt=lb) 4=104, 2=217. B) This truss design requires that a minimum of 7/16' SWctural wood sheathing be applied directly to the lap chord and %- gypsum sheetrock be applied directly to the bottom chord. 0111111111jil" ' i.%,`PdUIN VET r ���.GENS�Fl�'L No 68182 O: E OF :�k/? i O R 1 •�(p� �.` i� VONA`L-E �'% 11111111111110% Joaquin Velez PE No.68182 MIFek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 14,2016 Jab Truss Truss Type Gty Ply 30084Vaga, Rudy-2614 spec T 000T26 30094 -EJ7a Half Hip older 1 1 Reference o is East coast Truss, FL Piece, FL 34946 rnaoscep re a m mu asinuusnna,4-nth aan• 0a.55.u< nu,a..ye, ID:enucbkkT7wL5iPNZBRjGalvWgJ-ysOHsxOEOTIGvi 6fvmuBrLWaXE4e15X6iNy:QxxvUdx 'a 7-0e 2A-0 5.9-0 -1-3-0 Scale=1:17.6 4x4 = 24 II 3 4 4.00 F12 2x4 = 243 II 6-s-o 1-3-0 LOA13ING(psQ SPACING- 2-0-0 CSI. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 VertL-) -0.08 6-9 >979 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.23 6-9 >365 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.03 Hoa(TL) 0.01 2 na n/B BCDL 10.0 Code FBC2014/TPI2007 (Matra-M) Weight: 30 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.8-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizes and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 5=185/Mechanical, 2-074/0-8-0 Max Harz 2=151(LC 31) Max UpIMS5 93(LC 8), 2=237(LC 8) Max Grav 5=265(LC 36), 2=474(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1511; B=48ft; L=41ft; eave=511; Cat. II; Fxp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposetl: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. handling conditions. It is the f 11 4) As requested, ates have ned to provideaccount or forthesement tolerances or rough and erection rtoincreasen e V responsibility ofthefabricator plane sizes to PpUIN �l�p �e 5) Plates checked for a plus or minus 0 degree rotation about its center. `E N •• �� lee J� 6) This truss has been designed for a 10.0 per bottom chord live load nanconcurrent with any other live loads. ,�� •'kC g V F ••• 0 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �% -* �• fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. Z NO 68182 9) Provide mechanical connection (byothers) oltrusstobearing plate capable of withstanding 1001b uplift atjoints) 5 except Ut=1b) 2=237. 10) "Semi -rigid ptchbreaks including heels' Member end fxty model was used in the analysis and design of this truss.11) Hanger(s) or other connection device(s) shall be provided sufficientto support concentrated load(s)1171b down and 1621b up at **.EF /1/Z 5-9.0 on top chard, and 201b down and 571b up at 5-9-0 on bottom chord. The desi9nselection of such connection device(s) is theresponsibility ' of others.; In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B).,LOAD \12) CASE($) Standard�NA�tp`�``` �f 1) Dead +Roof Live (balanced): Lumber Inaease=1.25, Plate Increase=1.25 Uniform Loads (pIQ Joaquin Velez PE No.68182 Vert: 1-3=70, 3-4=-70, 5-7-20 MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Uate: January 14,2016 Continued on pace 2 ®WARNING-Vedlydineaparamefereand READ NOTES ONWISANDINCLUDEDMITEKREFERANCEPAGEM1474Drev.1WULBpISDEFOREUSE Design valid torus. oalywith ANTsixi, nedws. Phu design 5 based a* upon parameters shown, and is for an IndMdual building component. not � a truss system. Before use. the budding designermust verity the oopfcclaVy of design parameters and property nco corate th6 design into the overod Additional temporary and MiTek' buddingdeien. Bmcngindicated atoprevent buckGngofmcMdualtruss web and/or chord membersonty. perrnanentbracing a a Ways required for stability and to prevent co2opie,W h possible persona Injury and property damage. For general guidance regarding the fabrication, storage.delivery. erection and bracing of tosses and truss systems.see ANSI/TPII Quaeh'Cdtedo.OSB-89 and BC51 Bu0ding Component 6904 Parke East BNtl. Safetylaformaeon avaH.bl.f mTruss PlatehntlWte.2]BN.Le St..t.Suite3]ZA[e..ndd.r VAM314, Tampa. FL 33610 Job • Truss Truss Type Oty Ply 3009bVe9a,Rudy-2414Spec TIB6B126 30094 -EJ73 Half Hip Girder 1 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL U946 2,640 S Sep 292015 MITek lndusblas, Inc. Thu Jan 1409:56:022016 Paget ,- ID:enucbkkPwL5iPNZBRjGalzvWgJ-ysOHsxOEOTIGvi SIveruBri-WaXE4el 5X6iNy]Q.Udx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=69(B) 6=32(B) A WARNING-Vadlydeai9n pnamarara and READ NOTES ON MIS MD INCLUDED MR K REFERANCE FADE MIF7473 rev. IsTil 0r5 BEFORE USE. Designvalid for use only with Mdrea Connectors. This design Is based cm, upon poramelersshown. and is for anlndividual budding Component, not �R- q` e imss system. Before use, the building designer must verity the appgcabTty of design parameters and propedy Incorporate this design Into the overall butdingdesign. BracingIndicatedtotoPreventb=UngoflndMduallmssv,eband/orchordmembersonly. Additional temporicary and permanent bcscing M!Tek' 4cdvo,srequiredforstabdityandtopreventcolopsewtthpossiblepersonallnjuryandpropertydamage.ForgeneraWidonceregardingthe fabdcotian,storage. delve, ereclion and bracing oftwesse and truss systems.see ANSVTPI1 Qua0y Cdtedo,DSB-09 and BCSI Budding Component 6904ParkaEastBNd. Safely Iaforma0on available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 b Truss Truss Type Cry Ply 3009iVape, Rudy.2414 Spec [A; T 889727 J0094 -HaDlaAonal Hlp GlNer 1 1 Jab Reference (optional) s East Coast Truss, Ft. Pierce, FL 34946 71640 a Sep 292015 MRek Industries, Inc. Thu Jan 1409:59:032016 Pagel ID:enucbkkT7wL5iPNZ8RjGaInWgJ.R2ef3H1s8mQ7XA1 rTePQNZ2godUwmYHGwlhlzNzvUdw -2-11-6 2.7-12 2.11.8 2.7-12 Sale=1:14.8 5 3x3 II Plate Offsets(X.Y1- 12:0-0.60-1-81 LOADING (part SPACING- 2-0-0 Cat. DEFL. In (loc) Udell US PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.01 4-5 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) 0.01 4-5 1999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.05 3 ma Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-7-12 old puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide, REACTIONS. fib/size) 5=387/D-9-2, 3=-63/Mechanical, 4=24/1vlechanical Max Hors: 5=134(LC 8) Max Uplift 5=-281 (LC 8), 3=-66(LC 15), 4=25(1_C 15) Max Grav 5=387(LC 1), 3=66(LC 4), 4=27(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=.346/281 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.0psf; h=15ft; B=48ft; L=41fl; eave=5ft; 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 u 2 As requested, fates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the 9 P 9 P P 9 9 111 \ 1 1 I \ / //it� responsibility of the fabricator to increase plate sizes to account for these factors. ,��\\\QU(N V 3) Plates checked for a plus or minus 0 degree rotation about Its center. �% - OP , C�c �j0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ,�� , ,•- O ENS' • �� E•••, 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 �� fit between the bottom chord and any other members. NO 68162 i 6) Refer to girder(s) for truss to truss connections.' �- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jt=lb) 5=281. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ; E OF :441Z LOAD CASE(S) Standard O • D R (p P r Nam,. 1) Dead + Roof Lumber lnaease=l.zS,Plate lncrease=l.z5 ,�: UnformLooad;ivZl�7eDanced): �lp. �/�;ONA111111 � Trapezoidal Loads (plt) Vert: 2=-3(F=34, B=34)-to-3=49(F=10, B=10), 5=0(F=10, B=10)-too=14(F=3, 13=3) Joaquin Velez PE Nu.68182 MRek USA. Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: January 14,2016 AWARNINO-VedlydaalgnparamelersandREADNOTESONTMSAND/NCLUDEDMIZERREFERANCEPAGEMIP703na,f0y03R01S85FOREME. Design valid for use only with Nv7ekW connectors. We desgn 6 based a* upon parameters shown. and a for an Individual buJdng component, not a truss system Before use, the balding designer must verity the appllcabyty of design parameters and Property Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing WOW Isalnvays requVad lorstab0lty and to prevent..Wpsev4lh possible personal Injury and property damage. For general guidance regarding the r East East B 6904 Fares eFIL Blvd, tabdaatbn. storage, detvery, erection and bating of busses and truss Mtems, see ANSI/VII Duality Cdtedo, DSB.89 and BCSI B rlding Component Tampa, Safely Intersection available from Truss Plate trstitute.218 N. We Street. Suite 31Z Alexancilo, VA 22314. Job a Truss Truss Type Qty Ply 3D094-Vega, Rudy-2414 Spec TP000728 30094 -HJ3 Diagonal Hip Dinner 1 1 Job Reference, (oplionall East Coast Truss, Ft. Piece, FL 34946 2-11-e 3x3 11 7.640 s Sep 29 2015 Mnek Industries, Ina Thu Jan 1409:56:03 2016 Page l ID:enurbkkT7wL5iPNZ8RjGalnWgJ-R2af3H1 s8mQ7XA1 rTePQNZ2godUymYHGwl hlzNzvUdw Scale =1:16.7 Plate _Offsets (XYE- I2.0-2-00-1-121 LOADING(ps0 SPACING- 2-0-0 CSI. DEFL. in (lac) Wert L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.05 4.5 >999 180 BCLL 0.0 ' Rep SUESS Ina NO WS 0.00 HoPz(TL) 0.07 3 Na n/a BCDL 10.0 Code FBC2014?PI2007 (Matra-M) Weight: 201b FT=O% LUMBER - TOP CHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=497/0.9-2, 3=89/Mechanical, 4=30/Mechanical Max Horz 5=176(LC 8) Max UpIA5=291(LC 8), 3=-80(LC 5), 4=12(LC 15) Max Grav 5=497(LC 1). 3=113(LC 28), 4=74(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=432/313 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.5-0 0o purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MMek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer installation aulde. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=15ft; 8=48ft; L=41ft; eave=5ft; 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. 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 nonconcumenl 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 24-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) 3, 4 except (p=lb) 5=291. 8) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)154Ito down and 1321b up at 2.8-1, and 103 lb down and 125 Ib up at 2-B-1 on top chord, and 39 I6 down at 2-8-1, and 12 lb down and 50 lb up at 2.8.1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2=-70, 2-3=-70, 4-5-20 Continued on pace 2 UI E N g�`�� No 68182 E OF �. r � OR 1 O P"CjN �o �ONAk-000" �///f111111j1� Joaquin Velez PE No.68182 Wilk USA Ina FL Carl 66M 6904 Parke East Bind. Tampa FL 33610 Date; January 14,2016 ®WARNING-Vedry design parameters andREAD MOMS ONMIS AND INCLUDED MITEKREFERANCEPAGE MIFII ..101031015BEFORE ME. Design valid far use only with Wek® connectors. This design b based only upon parameters shown, and N for an individual budding component, not a imss system. Before use, the build g designer must venfy the appdcabsty of design parameters and property incorporate this design Into the overall buidingdeugn. Broongindicated Istoprevent buckling ofIndividual red weband/or chord members only. Additional temperaryand permanentbracing MiTek- IsaWaysmaeied for stabifty and to prevent odi Win pomble coherent injury and property damage. For general guidance regarding the lobrkation, storage. delivery. erection and bracing of fusses and muss systems. see ANSIRPI1Quardy CGleda,DSO.89and BCSIB.lding Component 69N Parke East Bind. SafetyIniormaeon wadable from Truss Plate hstisute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 33610 J b True TN55 Type Gty Ply 30094Vega. Rudy-2414 Spec T]B88]28 Z0094 -HJ3 Diagonal Hip Ginter 1 1 Job Reference loot onall East Coast Tress, Ft. Pierce, FL U945 7.640 s Sep 292015 Wek Industries. Inc Thu Jan 1409:56:032016 Page r ID:enucbkkT7wL5iPNZ8RjGaiz WqJ-R2a13H1sBmG7XA1 rTePDNZ2godUymVHGwlhlzNzvUdw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=8(F=52, B=60) 7=10(F=20, B=30) ®WARNING -Vedry design parameters and READ NOTES ON MIS AND INCLUDED MITEN REF£RANCE PAGE MIX7473 aev, 1010.1/2015 BEFORE USE. Design valid for weonly With NUTek,&connectors. Thu design Is based only upon parameters shoi and u for on individual building component. not lj.�j`a a truss system. Before use, the building designer must vasty the applicability of design parameters and property Incorporate this design Into the overall buldngdesign. Bracing indicated'¢ to Prevent bucking of individual Was web and/or chord members only. Additional temporary and permanent bracing ice. MiTelc Is ali required fa tabliy and to prevent coffapsevnih possible personal Injury and Property damage. Forgeneralguidanceregardingthe 6904 Parka East Blvd. fabrication. storage. degve, erection and bracing of Wsses and trees systems.see ANSVTPII 0uanty World,OSB-BP and Dal Building Camponenf Safety Information ay ilablefmmTwn PWte Mstitute,218N.lee Stmel,Sulte3iZAlexandda,VA22314. Tampa. FL 33610 Job Truss Truss Type - Dry Ply 30094-Ve9., RudY2414 Spec Means30094 -HJ5 Diagonal Hip Gisler 2 1 Job Reference fcatiaa East Coast Truss, Ft. Pierce, FL 34946 3x4 = 38-14 33-0 2x4 II 4 5 Scale=1:18.9 3-8-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TALL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.04 8-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 VertCrL) 0.04 8-11 >999 180 BCLL 0.0 - Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 2 n/a me BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 33 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. M7ek recommends that Stabilizers and required cross bracing ba Installed during truss erection, In accordance with Stabilizer allation REACTIONS. (lb/size) 2=341/0.6-0, 7=190/Mechanical Max Hom 2=119(LC 7) Max Uplift2=369(LC 8), 7=163(LC 5) Max Gmv 2=393(LC 28). 7=190(LC 1) FORCES. IRS) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=347/391, 3-12=-304/373 BOT CHORD 2-14=363/328, 8-14=-363/328, 8-15=-363/328, 7-15=363/328 WEBS 3-7=306/366 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.OpsF h=15ft; B=4aft; L=41it; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRE (directional); cantilever left and right exposed ; end vertical left and Tight exposed; Porch left and right exposed; Lumber DOL=1.60 plate grin DOL--1.60 QU 2) Plates checked for a plus or minus 0 degrree rotation about its center. 3) This truss has been designed �%,% I N for a 10.0 psf bottom chord live load nonconcument with any other live loads. - truss has �� OPS ••. J E ��� 4) This been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will ,�� ,••� G N [�' F ••, fit between the bottom chord and any other members. : V 5)Refer to girders) for truss to truss connections. NO 66182 •: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=369, = 7=163. * 7) "SemFrlgid 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 loggia) 93 lb down and 1351b up at 1-3-15, 93 IS down and 135 Ib up at 1.3.15, and 89 Ill down and 85Ib up at 4.1.14, and 89Ib down and 85Ib up at 4.1-14 on top chord, and 91 E OF - Ib dawn and 83 Ib up at 1-3-15, 91 Ib down and 83 lb up at 1-3-15, and 5 lb down and 11 Ib up at 4-1-14, and 51b down and 11 to up at <C/ 4-1-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. O R, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • �� , � LOAD CASES) Standard 411 %I,% E'fill j, 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 F F II Uniform Loads (plo JoaqulnVelu PE No.68182 Vert:1-4-70, 4-5=-30, 6-9=-20 MRek USA, Inc. FL Carl 6634 6904 Parlor East Blvd. Tampa FL 33610 Bate: January 14,2016 Continued on pace 2 AWARNING-Varla dW9a1arameteraand READ NOTES ON TNISAND INCLUDEDMITENREFERANCEPAGEM1L4703re1 1""015BEFORE USE. *R- Design valid for umonly with NifeA®contractors. Thb designis based a* upon parameters shown and is loran individual budding component. not a trust system Before use, the building designer must verity the applicability of design parameters and property hoornomte this design Into the evems bWdingdesign. Bracing indicated Is to prevent buckling of Individual Inns web and/orchord members only. Additionaltemporal andpemwnentbradng MiTek- IsaWWsrequiredforstabstyandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamage. For general guidance regarding the fabrication. storage, delivery, erection and bracng of hmrses and hors system see ANSI/IPll Dually Criteria,DSB-89 and Rai Bustling Component 69M Paden East Blvd. Saletyinformatlon avaJablefrom Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job s Truss Truss Type City Ply 30094�Vega, Rudy-3414 Spec Wes 300M -WS Diagonal Hip Girder 2 1 1 1 Job e o do a East coast Truss, Ft. Pierce, FL NUB 7.640 a Sap 292015 Walk Melodies, Inc. Thu Jan 1409:56:042016 Paget ID:enucbkkT7wL5iPN2BRJGaLvWgJwF81 Hd2UV4V 6Kcl 1 Linfwmbiwl nz%_gP9hRSVgzvUM LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12-113(F=56, B=56) 13=66(F=33, B=33) 14=95(F=48, B=48) 15=15(F=8, B=8) AWARNING • Verify design paramelers and READ NOTES ON MIS AND INCLUDED MITEN REFERANCE PAGE MPTC3 nv. 1040312015 BEFORE USE sessea *� Design void for use only with Welds connectors. This design b based only upon parameters shown and Is for an Individual building component, not �Ye a Was system. Berore use, the building designer must venb the cppiccblIty of design parameters and Property Incaraorate this design Into the overalli• Additional temporary and bracing Mole bugdngdeAgn. Bracing Indicated is to Prevent bucLGngof individual mass web and/or chard members only. permanent is always requi ed foralab%ty and to prevent coBapsewith panDble penned rotary and Property damage. Forgeneral guidance regarding the fabricaflon.sforago. delli erection and bracing of trusses and two systems. see ANSI/1PII Guanty Cdfana, DSO-89 and BC51 Building Component 6904 Pence East Blvd. Safely Infermagon avaBabie from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tempe, R 33610 buss Truss Type Oty Ply 30094vage, Rudy-2414 Spec rJob T B00]30 ]OOBO -HJ6 Diagonal Hip Gibe( 2 1 Job Reference fovfonall n East Coast Trues, FL Pleme, FL 34940 T.640 a Sep 292015 MITak ladaudes. Inc. Tbu Jan 14 09:56:04 2016 Page ID:enucbkkT7wL5iPNZORjGelzvWgJ-vFB 1 Hd2Uv4Y BKcl i Lxfwmbhvl lzVMP9hRsVgzvUdv .2-9-15 45.6 &5.1 2-9-15 45a 311.11 'n N 2.4 II 4 5 3x4 = ••• 3x8 = 6 Scale=121.4 0.5A b11-11 LOADING(psf) SPACING. 2-0.0 CSI. DEFL. in (lox) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.06 8-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.05 8-11 >999 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.23 HOrz(TL) 0.01 7 n1a Na BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight: 391b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SIP No.3 BOTCHORD REACTIONS, (lb/size) 2=402/0-10-15, 7=373/Mechanical Max Hoa 2=139(LC 23) Max Uplift2=287(LC 8), 7=122(LC 7) Max Grav 2=543(LC 28), 7=11(LC 30) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(I1S) or less except when shown. TOP CHORD 2-12=830/247, 3-12=7801238 BOT CHORD 2.14=236/788, 8-14=-236/788, 8-15=-236/788, 7-15=236/786 WEBS 3-7=779/222 Structural wood sheathing directly applied or 5.5-11 oo purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL-6.Ops1; h=15ft; 8=48ft; L=41ft; eave=5ft; 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 its center. 3) This truss has been designed for a 10.0 Pat bottom chord live load noncencurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (Il=lb) 2=287, 7=122. 7) "Sen igitl 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)1071b down and 1351b up at 1-3-15, 107 lb down and 135lb up at 1-3.15, 97 Ib down and 76Ib up at 4-1.14, 97 Its down and 76 Ib up at 4-1-14, and 140It, down and 118 Ib up at 6-11-13, and 1401b down and 118 Ib up at 6-11-13 on top chord, and 54 lb down and 83 Ib up at 1-3-15, 641b down and 83 lb up at 1-3-15, 20 Ib down and 15lb up at 4-1-14. 201b down and 15 lb up at 4-1.14. and 341b down and 21b up at 6-11-13, and 34 lb down and 21b up at 6-11-13 On bottom chord. The designiselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads appiled to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+• Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 No 68182 *; '.* O: E OF :��� i� ii',1 10NA` 000% Date: FL Carl 6634 Blvd. Tampa FL 33610 January 14,2016 Continued on Once 2 AWARNING-Vedlyd.19apanmafm and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGEMIF7473 rev. iNe.A2a1S BEFORE USE Cason vandfor use onMwifhMlrek®corme ion. Thb design is based only upon parameters shown. and is for an indMdud buildmg component, not a Wss system Before use, the buldhg designermust vedN the appllcablity of design parameters and propeM Incorporate this design Into the overall buitlingdesign. gracing Indicated4toPreventbuckGngofIndlviduallmssweband]orchordmembenonly. Additional temporary and permanent bracing `•Ye MiTek- uatwaysreaulred torsolaMly and to prevant co0apse Win Despots personal Injury and property damage. Forgeneralguldanceregardogthe 6904Parke Eatl BNd. fabrkation.storage. degver, erection and bracing of Imsms and tmz system.sea ANSI/IPII duality Cdleria,DS9-89 and BCN Building Component Tampa, FL W610 Safety Information avagabkfrpm Tsuss Platehstltute.218N.Lee Street.Suile3lZAlewndr ,VA223I4. Job 1 Trues Truss Type Dty Ply 3001 Rudy-2414 Spec T7888730 30094 -HJ6 Diagonal Hip Girder 2 1 Reference 'o ces coal sues, rL 7.640 a Sep as 2015 MTek Industries, la% Thu Jan 14 09:55:0,12016 Page 2 ID:enucbkkT7wL5iPNZ8RjGaL—AVgJ-vFB1 Hd21Jv4Y BKc1 l LdwmbtwllzVywP9hRSVgzvUdv LOAD CASB(S) Standard Uniform Loads (pIQ Vert: 1-4=70, 4-5=-30, 6-9=20 Concentrated Loads (Ib) Vert: 3=66(F=33, 8=33) 8=15(F=8, 8=8) 12=113(F=56, B=56) 13=73(F=36, B=-36) 14=95(F=48, B=48) 15=44(F=22, B=22) ® WARNING - Vedfy daaiga paramelensand READ NOTES ON THIS AND INCLUDED BOTEK REFERANCE PAGE 40FTQ3 rev. 1W0311e16 BEFORE USE. Design valid forum only with MiTekO connector This design 0 based only upon parameters shown. and U loran Individual balding component. not a truss system. Before use. The building designermust vedly the appgcabON of design parometen and property incorporate this design Wo The overag building design. Bracing indicated Is to prevent buckling of lnsONdual imss vmb and/or chord members arty. Additional Temporary and permanent bracing M!Tek' Is ali caused for stably and to prevent collapse Win poulble personal Injury and property damage. Forgeneralguldcncereicechgthe 6904 Parke Feat Blvd. fabrkafan.storage. degvery, erection and bracing of thrums and imu systems. see ANSIJTP11 Quality Criteria,DS&BP and BUT Manna, Component Tampa, FL 33610 Safety Information avaliable tom Truss Plate Institute. 218 N. Lee Steel, Suite 312 Akxandrla. VA 22314. Jpb / Truss Truss Type Oly Ply 3009FVaga, Rudy-2414 Spec P888731 30094 -HJ7 Diagonal Hip Slater 1 1 ReferenceJob footi.nall IN]a rs. rmrto, r 1. Arran 2-9-15 I 7.640 a SOP Is 2015 MITe6 Industries. Inc% Thu Jan 14 09:56:052016 3x4 II 3x4 = Bxa n 34 =5 1: -14 j 9-10.1 I 1.14 4&3 Basic: 10=1' Plate Offsets fx.V1— 14:0-2-15.0-0-81 LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.09 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Hore(TL) 0.02 6 n/a Na BCDL 10.0 Cade FBC2014ffP12007 (Matrix-M) Weight: 451b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or Si-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing ha installed during truss erection, In accordance with Stabilizer Instal alto u' e REACTIONS. (lb/size) 4=370/Mechanical, 2=461/0-10-15, 6=305/Mechanical Max Harz 2=158(LC 23) Max Uplift4=191(LC 8), 2=.298(LC 0), 6=fi 7) Max Grav 4=370(LC 1), 2=609(LC 28), 6=347(LC 30) FORCES. f1g)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-11=944/270, 11-12=894/244, 3-12=867/238 BOT CHORD 2-14=268/893, 14-15=268/893, 7-15=268/893, 7-16-268/893, 6-16=268/893 WEBS 3-6>854/235 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf BCDL=6.Opsf; h=15ft; 8=48ft; L=41ft; eave=5ft; 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) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at)olnt(s) 6 except lit=lb) 4=191 ,2=298. 7) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1071b down and 13S lb up at 1-3-16, 107 Ib down and 135 Ib up at 1-3-15. 97 Ib down and 76 to up at 4.1.14, 97 Ib down and 761b up at 4-1-14, 140 Ib down and 118 to up at 6.11-13, and 1401b down and 118 lb up at 6-11-13, and 199 lb down and 106 lb up at 9.6-13 on top chord, and 54 UP down and 831b up at 1.3-15, 54 IS down and 83 lb up at 1-3-15, 20 Ib down and 15 ID up at 4.1.14. 201b down and 15111 up at 4.144, 34 Ib down and 2lb up at 6.11-13, and 341b down and 2 Ib up at &11.13, and 61 Ib down at 9-10-1 on bottom chord. The designtselection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on care 2 op Q .... 4V`F� 'S GENo*-. No 68182 O: E OF 10 Date; USA, Inc. FL Cen 6034 Parke Fast Blvd. Tampa FL 33610 January 14,2016 ®WARNING-VedrydWgnpa eteraand READNOMSONrMSAND/NCLUDEDMREKREFERANCEPAGEMIF7Qdnv, IMMOISSEFOREUSE. *R Design valid for ruse only with NuTeee connectors. This design is based only upon parameters shown, onduforan lndNldualbuiding component. not a ones system Before use, the budding designer must verify the appOcabily oldesiga parameters and property, Incarcerate this design into the overall +.�Yyp■� bundingdesign.&acing indicated is to prevent buckling of Individual hnssweband/or chord members only. Additional temporary and permanent breathe M(Tek• Is always required for stability and to prevent collapse Win possible personal injury and property damage. Far general guidance regarding the fabrication. slomge,delivery, erection and bracing of theses end truss systems. see ANSIRPII puunty World,DSB-B9 and SCSI Building Component 6904 Parke East Blvd. Sataylnfarmonan ovo9obiefmmThss Plale Nslilute,218N.4e S5eel.Sune3l2Alexand ,VAM314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 30094�Vega,Rudy2414 Spec I P8887]1 30094 -F1.11 Diagonal His Glider 1 1 Job Reference (national) East Coast Truss, FL Pierce, FL U946 7.840s Sep2B2015Mnektndmrles,Inc. Tbu Jan1409:58:052018 Paget n ID:enucbkkT7wL5iPNZBRIGalzvVJgJ-NRIPUz36gOgrmUBDa3SvS 82fR4sENOZOLAP1GzvUdu LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads (pip Vert: 14=-70, 5-8=20 Concentrated Loads (Ib) Vert: 4-199(F) 6=44(F) 11-113(F=56, B=56) 12=66(F=33, B=33) 13=73(F=36, B=36) 14=95(F=48, B=48) 15=15(F=B, B=8)16=44(F=22, B=22) QWARNING•Vadfydeslgnparzmefera and READ NOTES ON THISAND INCLUDED MITER REFERANCE PAGEM147473 rev. f0/pol BEFORE ME. Design valid for use only With IdTeI® connectors. This design b based orgy upon parameters shovm. and 4 for an IndMdual braiding component, not ��- a imss system. Before use, the building designer must verify the applicability of design parameters and PropeM incorporate Ihk design Into the overall Addltkonallempomry and bracing MiTek' buldingdesign. BrocingIndicated 4toprevenlbuckGngofincMdualirussvmband/or cimembers only. permanent Is aN+ays secured forsf,bilty and to prevent collapse Win possible personal injury and properly damage. Forgeneralguidanceregardlog the fabrication. storage. degvery, erection and bsecing of buries and Wss systems. see ANSI/TPllpuardy CdleJa.D$3.89ond BCSIBuOding Camponont SSM Parke East Blvd. Solely Information avalloble romimA Plata Iestli 218 N. Lee Street, Suile 312 Alexandria, VA M314. Tampa, FL 33610 Jpb r Truss Tmse Type Oly Ply 3D094-Vega. Rudy-241d Spec T 9e0732Job J0096 A01 Roof Spatial 1 1 Reference oral) East Load Tmas. Ft. Pbtta, FL 34940 a FSSP 4.00 12 Sx5 = k CI Inc Thu Jan ld 09:59:062016 Page 1 18 Sxe Vv0 = 3ze _ 9-7-9 18be 1 25- 3 I 31-1-1 I 34&9 I 38-&0 &7-9 0.0.15 ]d5 Sdd 3]-] 30.] Scale = 1:70.3 Plate Offsets (X Y1- I7 0-5-4 Edoel LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Udell Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Verhi-L) 0.42 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -1.1015.17 >418 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Hom(TL) 0.39 18 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-S) Weight: 200 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No,3-Except• 9-18: 2x6 SP No.2, 9.11,7-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=172310-7-0, 18=172110-5-8 Max Holz 1=326(LC 7) Max Uplift 1=451(1_C 8), 18=453(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid telling directly applied. WEBS 1 Row at midpt 6-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallatiGn auide. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. TOP CHORD 1-2=4352/1177, 2-3=-4053/1089, 3<=3932/1107, 4-5=2889/866, 5-6=2909/858, 6-7=4131/1141, 7-8=-2747/748, 8-9=-2747/748, 10-18=1721/453,9-10=1662/466 BOT CHORD 1-17-987/4057, 16.17=-756/3374, 15.16=-75613374, 14-15=878/3891, 13.14=-878/3891, 12-13-1171/4926, 11-12=1167/4931 WEBS 2-17=-407/251, 4-17=88/644, 4-15=897/343, 5-15=-306/1336, 6-15=1365/448, 7-13=1108/313, 9-11=809/3075, 8-11=251/139, 7-11=2506/654, 6-13=38/561 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7.10; Vult-16amph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=48ft; L=41ft; eave=5ft; Cat. II; Exit 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. 4) The solid section of the plate is required to be placed over the splice line aljoinl(s) 14. 5) Plate(s) at joint(s) 3, S. 7, 1, 16. 17, 2, 4, 15, 6, 13, 12, 11, 9, 8 and 10 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joints) 14 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 8) • 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 fit between the bottom chord and any other members. 9) Bearing at joint(s)18 Considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=451, 18=453. - - 11) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. %'` OO .. E NV No 68182 ' E OF 'r'',,ONAfill Its Joaquin Velar PE No.68182 NITA USA. Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 14,2016 AWARMNG-Wady dulam panmerara end READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE NII.7473 rev. 1WO34015 BEFORE USE Design wild far we only Wth NUTela& connectors. INs design h based on",con parameters shown and Is for an IndMdual b0ding component, not ��- a tmn Wstem. eaten use, the budding designer must verity the applicabgty of design parameters and property ecorporale INs design Into the overall building design. Bracing Indicated Is to bucking individual truss web and/or chord member, only. Additional temporary and permanent bracing WOW prevent of Is aN+ays required for stabk4ty, and to prevent collapse win possible personal Inlay and property damage. For general guldonce regarding the 6904 Parke Fast Blvd. fabdcatlen, storage. delivery. erection and bracing of lmsses and Wss ryaems.see ANSIRPII Quality Other, DS11-B9 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job truss Truss Type - Oty Pry 30096Vega, RudN2414 Spec neean3 30094 Aa2 RcoisDeclal 1 1 Job Reference footianall cwwv+aurvsa, rs nen.v,rc wa.o 4.00 12 US = Style =1:70.6 3x4 34 C 36i 4 6 3x4 C 3 7 2x4 3x4 2 8 5x8 = 4x12 = 9 10 1 �n a Lit HI a 11 ry 17 18 15 14 13 12 1 1 = 5xe Wa = 3x8 = 4x5 _ 3x4 = 5x10 = is US3x4 = 4xe = &]-9 I ie-04 251 3 I 3N- 71 3e-e-0 Plate Offsets (X YI— f120-1-12 0-2-01 LOADING list) SPACING. 2-0.0 CSI. DEFL. in (lac) Vden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.53 12-13 >868 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Ven(TL) -1.23 15-17 >374 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.91 HOR(TL) 0.43 18 n1a n/a BCDL 10.0 Code FBC2014fTP12007 (Mat(x-S) Weight: 195 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 •Except- 10-18; 2x6 SP No.2, 10-12: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1723/0-7-0, 18=172110-5.8 Max Ho¢ 1=302(LC 7) Max Uplift1=451(LC 8), 18=-053(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Raw at midpt 7-15 recommends that Stabilizers and required cross bracing FMUSK be Installed during truss erection, In accordance with Stabilizer nsta atlo uide FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1s) or less except when shown. TOP CHORD 1-2=4352/1178, 2-3=-4053/1089, 3-0=393211107, 4-5=2887/867, 5-6=2823/859, 6-7=2905/829,7-8=4127/1144,8-9=-5936/1573,9-10=-5391/1385, 11-18=1721/453, 10-11=16271460 BOTCHORD 1-17=981/4057, 16-17=750/3372, 15-16=-750/3372, 14-15=866/3891, 13-14=-866/3891, 12-13-107514512, 11-12=1311298 WEBS 2.17-407/251, 4-17=-88/647, 4-15=897/343, 545=303/1327, 7-15=13661441. 7-13=63/611, 8-13=753/253, 9-12=2094/635, 1 D-12=1346/5298, 8.12=.309/1333 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opst BCDL=6.Opsf; h=15ft; 8=48ft; L=411t; eave=5ft; Car II; Exp C; Encl., GCpl=0.18; MWFRS (directional): cantilever left and right exposed ; antl vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at joints) 14. 5) Plate(s) at joint(s) 3, 5, 6, 9, 1, 16, 17, 2, 4, 15, 7, 13, 8, 12, 10 and 11 checked for a plus or minus 0 degree rotation about Its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 9) Bearing at joint(s)18 Considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except Ot=lb) 1=451, 18=453. 11) This truss design requires that a minimum of 7/16- structural wood sheathing be applied directly to the tap chord and 11 gypsum sheemock be applied directly to the bottom chard. QUIN % No 68182 O; E OF IZIJ i, i, .OR%�j�%� /ONAI ti%`� Joaquin Velez PE ND.68182 MITek USA Inc, FL Celt 6634 6904 Parke East Blvd. Tampa R. 33610 Date; January 14,2016 ®WARMNG-V.dfydesignp.rem.f.insd READ NOTES ON THIS AND INCLUDEDM/IER REFERANCE PAGEM*74731.1 la/"0158EFOREUSE Devon vofdfor Use only withNdskSconnectors. ibb design B based only upon parameters shown.and'u for an Individual balding component.nor a truss system. Before use, the building designer must verify the applicability of design Poramelers and property incorporate this design Into the overa9 Bracing Indicated b to bucking Individual truss ony. Addressed temporary and bracng +•i■j� MiTek' bWtlingdeslgn. Prevent of web and/orchord members permanent Is aAvaysraqulred for slabTty and to prevent collapse vv1h possible personal inlury and property damage. For general guidance regarding She 6s04 Parke East evil. fabrication, storage, delivery. erection and bracing of fusses and two system see ANSIfrP110uallty Cdtedo,D58-99 and BCSl Building Component Tampa, FL 33610 Solely Information available from Truss Plate nsliNte.218 N. Lee Street, Suite 312. Alexandra. VA 22314. Job s Truss Truss Type Off, Ply 3009bVega.Rudy-2414 Spec T]B00]34 30D94 A03 Roof Special 1 1 Job Reference al Last Coast Truss. FL Pierce, FL 34945 ' oue 11-7-4 � 8-0-0 5-1i12 4.00 12 3x6 i 3x4 4 3 2.4 2 aq�1 tl 3.8 = 2-5-0 5x5 = 5.8 = 5 6 21 20 19 18 3x4 = 5x8 wS = 3x8 = 3x4 = MITex InauEVles, NC Tnu Jan 14 54L12 2-9-6 2-2-5 4.11-11 1-7-7 ' 1.9.7 Scale = 1:71.6 3x4 3x8 7g 5x5 9 2xd II 5XIOM18SKS-44 �b 10 11 12 q 17 1B 13 1 ]q ]d 75 74 54 INS = 3x4 = 3x0 =412 = 22 4x6 = 8-9-14 I 192 i 7-_ I 2]-112 i 3611 3&I3e_0 I _Plate Offsets (X.Y1- r6:0-5-4.0-2-8I r9:0-2-8 0-2-0I H00-54 D.3-01 115�0-3-8 D-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.49 15-16 443 240 MT20 2441190 TCDL 15.0 Lumber DOL 125 BC 0.92 Vert(TL) -1.11 16-18 a412 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 HDIz(TL) 0.59 22 n/a Tire BCDL 10.0 Code FBC20147rP12007 (Mai Weight: 2051b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3,8-10: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOTCHORP 2x4 SP 285OF 1.8E'Except' WEBS 1Row at mitlpt 7-18 17-20: 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3'Except' be installed during truss erection, in accordance with Stabilizer 12-22: 2x6 SP No.2, 12-14,10-14: 2x4 SP No.2 Insta ation uitle OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=172310-7-0, 22=1721/0-5.8 Max Horz 1=266(LC 7) Max UpIll' 51(LC 8), 22=453(LC 8) FORCES. III) - Max. Camp./Max. Ten. -All forces 25D (lb) or less except when shown. TOP CHORD 1-2=-436111194. 2-3=-0018/1067, 3-4=3939/1085, 4.5=3012/895, 5-6=2808/884, 6-7 =30201898, 7-8=443611230, 8-9=-4547/1227, 9-10-7080/1640, 10-11=3437/864, 11-12=3437/864, 13-22=1721/453, 12-13-1542/422 BOT CHORD 1-21=99514068, 20.21=780/3498, 19-20=-780/3498, 18-19=-518/2828, 17-18=-836/3732, i6.17=836/3732, 15-16=-1146/4775, 14-15-153616508, 13-14-1101397 WEBS 2-21=400/242,4-21=-32/528,4-19=875/329, 5-19=151/680, 6-18=154/717, 111\I11111/1I 1218-1127/392, 4'878/3349,110.14=3346/83315=964/338, 7-16=163/922, 9-15=506/2124, ,`�OPQIL})N• ? NOTES- CENS'• .� �� �,� r`••.• � 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; 8=18ft; L=1111; save=5ft; Cat. II; : - NO 68182 •; Exit C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 *;• plate grip DOL=1.60 = 3) Provide adequate drainage to prevent water pending. •, 4) All plates are MT20 plates unless otherwise indicated. �� F 5) Plates checked for a plus or minus 0 degree rotation about Its center. i �'. (V 6) This truss has been designed for a 10.0 psf bottom Chord live load nancancurrent with any other live loads. • '`1 N% 7) This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 241-0 wide will a , O R 110 %� ••'••••� fit between the bottom chord and any other members. Bearing Building ��% 1q1 �O N A� E.0 8) atjoint(s) 22 considers parallel to grain value using ANS1/TPI 1 angle to grain formula. designer should verify Capacity 11111111IIII� of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at Joints) except at=ib)1=451, Joaquin Velez PE No.68182 22=453. MITek USA Inc. FL Cart 6634 10) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and %' gypsum 6904 Parke East Blvd, Tampa FL 33610 sheeirock be applied directly to the bottom chord. Date: January 14,2016 ®wARMNG- way, deal,.paramatere and READ NOTES ON TNIS AND INCLUDED WhEK REFERANCE PAGE M147d73 rev. 10/OW015 BEFORE USE. �R- Design valid far meonly Win ifiTeaconnectors. The design is based only upon parameters shown. and is for an individual budding component. not p■� a irvss system Before use. the building designer must vanity the applicabPlty, of design Parameters and property incorporate this design Into the ovemP building design. Bracing Indicated is to prevent buakpng of Individual Lust web and/or Chad members only. Additional temporary and permanent bracing MiTek' 4always required forstablBly and to prevent collapse Win possible personal lnlMy and property damage. For generatguidonceregarding the tobdcation.storage, de0very. erection and bracing of those, and Wss systems,see ANSI/TPIIQe.rly Cdleda,DSB.89and BCSIB.Oding Component 6904 Parka East Blvd. Solely intersection available fromihss Plate Institute, 218 N. Lee Streel. Sulle 312 Alexanddo. VA 22314. Tampa, FL W610 hb 4 Truss Truss Type Oty Ply 3009Ywga, Rudy-2414 Spec BBBl35 30094 AOd Hip 1 , Reference Job e 'o 3.8 = 5-8-12 5 12 2-5-D 4.00 12 5x5 = Sx8 = 5 6 3x6 3x4 4 3 2x4 IN 2 20 19 18 17 3x4 = Sxe We = 18 = 14 = 48-0 7-7-8 6.7-8 Style = 1:69.4 ZZ�47XS a 38 8 3x4 II B n 44 10 16 7.8 = 13 l 15 14 12 11 111 3x4 11 44 - Sxs = Sx6 II 31-1041 14 1]-2.0 137-0 24-30 1 39-38.60 Plate Offsets (%Y)- 16:0-5-4 0-2A1 NVEdae 0381 116,0-5-6 Edoel LOADING(pst) SPACING- 2-0-0 Cal. DEFL. in floc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.43 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) .0.97 18-20 >474 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.82 Hom(TL) 0.30 11 We We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 218 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 1-19: 2x4 SP No.1, 7-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 12-16,9-16,10-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1735/0-7-0, 11=174010-7-0 Max Horz 1=219(LC 7) Max Uplift 1=447(LC 8). 11=445(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid railing directly applied. Except: 10-0-0 oc bracing: 14-16 WEBS IRaw at midpl 7-17 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installatio uide FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4398/1185, 2-3=-4054/1058, 3d=3976/1075, 4-5=-3050/884, 5-6=-2844/872, 6-7=3075/893, 7-8=-4200/1134, e-9=4304/1116, 9-10=3434/902, 10-11 =-I 6591474 BOT CHORD 1.20=982/4103, 19-20=766/3534, 18-19=-766/3534, 17-18=509/2867, 16-17=-851/4051, 7-16=72/744, 11.12=96/389 WEBS 2-20=400/243, 4-20=-33/524, 4-18=875/331, 5-18=148/691, 6-18=252/157, &17=1701746, 7-17=-1436/413, 12-16=-726/3086,9-16=-104/849, 9-12=-935/337, 10-12=654/2825 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf, h=15ft; B-48ft; L=41ft; eave=5ft; Cat. II; Eats C; Encl.. GCpl=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 panding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 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 chard in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will 0l 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=447, 11=445. 8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. Date: East Blvd. Tampa FL 33610 January 14,2016 A WARMNO-Vadly dealgnpanmefers and READNOTES ON MIS AND INCLUDED MIEN REFERANCE PAGE AWA7473rov. lWe.V30f f BEFORE USE. Design valid fa use o*Wth WeM connectors. Tfus deign Is based only upon parameters shovm, and is for an NdlvWud building component. not a Wss syslem. Bar. useJhe buiding designer must vent, the applicabEt, of design parameters and papery Incorporate this design Into the overall buildingdesign. BmcinglndcatedetoWeventbuckkngafindiNdualtnnrweband/orchordmembersonry. Additional temposaryand permanent bracing MiTek- aatwaysrequ4edforstabStyandtoprevenlcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regading the 6904 Parke East BM. Eas• fabrication, storage. delivery, erection and bracing of trusses and truss systems,see ANSIR311 Oscar,Works, D30.09 and that 0uIlding Component Park Tampa. Safety Informa8an ovagoblefrom Truss Plate Institute.218 N. Lee Street. Suite 312 Alexandria, VA 22314. b Truss Truss Type Oty Ply 30094Vega. Rudy-2414 Spec T700WJ6 300M As$ Hip 1 1 Job Reference a East eoaet TNSS. FL Pierce, FL 34946 4.00 12 US = 2.8.0 7-7-9 Sx5 = 5 8-7-8 Scale a 1:69.3 3x4 = 14 144 44 = 5x4 II = Sxe = 21.74 243 S3 31.10.8 B80 7-S1a 7-42 bs0 z-e-o -ao 6.7-8 e-7-8 Plate Offsets [XY1- f1.0-0-100-1-81 f4-0.5-00-2-81 HO'Ede 0-3-81115'D-S-BEdo I LOADING (psl) SPACING- 2-0.0 CSI. DEFL. In (roc) Eden Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.42 14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.94 17-19 1490 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.31 10 n1a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrbc-S) Weight: 209 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 6-13: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 11-15,8-15,9.11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=1735/0.7.0, 10=1740/0.7-0 Max Horz1=199(LC 7) Max Uplift 1=-448(LC 8). 1(18) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: I U-0-0 oc bracing: 13-15 WEBS 1 Row at midpt 2-17 MiTek recommends that Stabil'aers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1.2-433311136, 2.3=-3360/898, 34=.3277/936, 4-5=3196/943, 5-6=33901966, 6-7=4182/1132, 7-8=4286/1114, 8-9=3438/904, 9-10=16591474 BOT CHORD 1-19=919/4031, 18-19=91914031. 17-18=91914031, 16-17-594/3122, 15-16=838/4005, 6-15=1031743, 10-11=931385 WEBS 2-19=0/287, 2-17-1011/347. 4-17=361548, 4-16=1361302, 5-16=-132/717, 6-16-1162/331. 11-15=745/3074, 8-15=98/824, 8-11=9341341, 9-11=66012834 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6,Opsf, h=15ft; B=48ft; L=41ft; eave=5fl; Cal. II; Exp C; Encl., GCpl=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 pending. 4) The solid section of the plate is required to be placed over the splice fine at joints) 18. 5) Plate(s) at joint(s) 3, 4, 5, 7, 1, 6, 13, 12, 2, 19, 17.16, 11, 15, 8, 10 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Platelet at joint(s) 18 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 pat bottom chord live load noncancument with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ut=lb) i W48, 10=445. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and V gypsum sheelrock be applied directly to the bottom chord. ..si%%PGOIN 1 VIfIfFW .` LENS i No 68182 '� • 'ATE OF :•(L/ ` i �/lllllllll Joaquin Velez PE No.68182 Mrrek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dattt January 14,2016 4ob p Truss Truss Type Oty Ply 30094-Vega. Ru*2414 Spec T7088TJT 30094 A06 HIP 1 1 Job Reference o al test Goear lroaa. H. Y,erte, rLaa'XG 6. 2 5.4< - 5.0.12 U:60 7.7-6 4.00 12 5x8 = 2.4 I Sx5 = 2.4 II 8-7-8 Sceis-1:72.7 16 15 13 12 3x4 - 3x4 L 44 = Sx0 = 54 II I NNA I 13.3-0 i ?& 47 i !4<R Tw 31-11-8 I 38-7A Plate Offsets (X.Y)- 15:0.5-4.D-2-81. 112:Edoe 0-3-81 115:0-0.0 0.1-81 r17'0-2-12 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdeg Ld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.87 Vert(LL) 0.42 17-18 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Venn-L) -1.0017-18 >463 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.29 12 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 214 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 `Except' 2-19: 2x4 SP NCA, 8-15: 2x4 SP No.3 WEBS 2x4 SP Na.3 `Except- 13-17,11-13: 2x4 SP No.2 REACTIONS. (lb/size) 2=188810-8-0, 12=1738/0.7-0 Max Horz 2=198(LC 7) Max Uplift 2=583(LC 8), 12=-442(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied. Except: 10.0.0 oc bracing: 15-17 Mrfek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES, (lb)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=435011104, 34=3587/954, 4-5=-3517/977, 5.6=371311051, 6-7=-3713/1051, 7-8= 4082/1138, 8-9=-4037/1081, 9-10=411311060, 1 D-1 1 =3434/899,11-12=1657/472 BOT CHORD 2-21-89714052, 20-21=897/4052, 19-20=-663/3348, 18.19=663/3348, 17.18=-697/3487, B-17-3211179, 12-13-93/375 WEBS 3-20=794/25D, 6-20=-28/446, 5-18=112/634, 6-18=-395/194, 7-18=69/468, 7.17=232/957, 13-17=721/3D76, 1D-17=54/715, 1043=859/318, 11-13=.655/2844 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.OpsF BCDL=6.0psF, h=15fl; B=4Bft; L=41fl; save=SfL Cat. II: Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrenl 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 1001b uplift at joint(s) except dt=lb) 2=683. 12=442. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. Date: Tampa R.33610 January 14,2016 ®wARNINO - weer daSl00 p aramalera and READ NOTES ON MIS AND INCLUDED MITER REFERANCE PAGE OP7473 rev. 1WOM015 BEFORE USE. Design vend far use ordy with lATek®connecl. l Is design 8 based only upon parameters shown. and is for an hdMdual building component. not �� a buss system. Before use, the buildng designer must verify the appfcabSty of design paameters and property Incorporatethis design Into the overal buidingdosign. BmchglndiwtedbtopmventWck gofindMdualtmuweband/mchordmembenonty. Additional temporary and permanent bracNg MiTek' Isatwoysreouired forstabl9ly and to prevent collapse vdth possible personal lnlury and property damage. Forgenemiguldonceregcrdingthe East BNtl. 6904 Parke E-89 fabroation,storage, de9veryss .emolon and bracing of trusses and trues systems.sea ANSI/TPIT quality Cdtado,DSB and BCSI BuBding Component Tempa.FL astO Salelylnlormaeon avo8oble ham Truu Plate Nstitule. 218 N. Lee Sheet. Sulle 312 Alexandria. VA 2231 d. Job a Truss Truss Type Dy Ply 30094-Vega, RudN2414 Spec ne9ena 30094 AD7 Hip 1 1 Job Reference of tam aaam trues, Ft. Plante, eL 34940 7.640 a Sep 292015 MIrek Industries, Inc. the Jan 1409:5B112016 Pagel ID:enucbkkT7wL5iPNZBRjGalzv WqJ-Cb3h107tGER?UPoNxJZJiFO22s1 ue7URmHdkFwzvudo z-o- Blau ' I u i- a l - - I I 7-241 5-10-0 1J-0 �&112 FT-1 4.01) 12 5.8 = 2.4 11 Sx10 M18SHS o Basle=1:72.7 3x8 = ua a axe - dx6 = oxp - 14 13 12 11 10 3x4 = 44 = 5x8 = 5x8 I 2560 s.to-14 s-03 7QA St0.B OB &}u 67< aa-e Plate Offsets lXY1- WO-5-40-2-81 rlO:Edoe0-3-81 (13D-0-00-1A1 M&O-5-120-3-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.46 15-16 >995 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.07 15-16 >430 180 M18SH5 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.69 Hom(TL) 0.30 10 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matrix-S) Weight: 206 In FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 5-7: 2x4 SP No.1 BOT CHORD 2x4 SP N0.2 *Except' 2-17: 2x4 SP No.1, 7-13: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' 9-11,11-15: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied. Except: 10-0-0 cc bracing: 13-15 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2=188810-8-0. 10=173810-7-0 Max Hoe 2=176(LC 7) Max UpliR2-583(LC 8), 10=442(LC 8) FORCES. (Ib)-Mu. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-4354/1099,3-4=-3838/1003,4-5=-3787/1025,5.23=-4396/1209, 6-23=4396/1209, 6-24=-4396/1209, 7-24=4396/1209, 7-8=4142/1085, 8-9=-3431/896, 9-10-16571471 BOT CHORD 2-19-901/4061, 18-19=-901/4061, 17-18=-740/3603, 16-17=740/3603, 15-16=-806/3927, 7-15=-42/645, 10-11-93/379 WEBS 3-18=-541/171, 5-18=0/414, 5.16-230/1048, 6-16=548/277, 7.16=155/722, 8-11-870/319, 9-11=-552/2839, 11-15=713/3060, 81 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops0 BCDL=6.Opsf; h-151t; 3=48ft; L=41R; eave=5ff; Cat. It: Exp C; Encl., GCpl=0.18; MWFRS (directions[); 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 pondtng. 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) 17. 6) Finials) at joint(s) 4, 5, 7, 2, 13, 12, 3, 19, 1 B. 16, 6, 8, 11. 10. 9 and 15 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at (olnt(s)17 checked for a plus or minus 4 degree rotation about Its center, 8) This truss has been designed for a 10.0 psf bottom chard rive load nonconcurrent with any other live loads. 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 chard and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=583, 10=442. 11) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and %• gypsum sheetrock be applied directly to the bottom chord. 1111111111111 PpUIN VCcpso Cam` �r�\CENSF• D�No 68182 6904 Parke East Blvd. Tampa FL 33610 Date: January 14,2016 ®WARNING- Verfly design parameters and READ NOES ON MIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.I Mr2015 BEFORE USE. Bedgn valid for use only Wlh Wakeconnectors. INs design b based only upon paramafersehovm. and is far an individual building component,not a truss system Before use, the building deigner must verify the applicabBN of ded,en parameters and property Incorporate thh design into the overall buOSmgdesign. Bracing indicated4topreventbuckingolinc[Mdualhussweband/orchordmembersonN. Additwnoltemporary and pennanenlbracing ■.®�j� WOW b.N yc required forsfobmN and to prevent conapsewth posdble personal Wwv and property damage. Far general guidance regarding the fabricatimmstorage.delivery, erection and bracing of tlussea and truss system we ANSI/1PI1 Quality Cdand BCSI Building Component East B 6904 Parke Eteda.DSB-89 Tempa,FL astB Informationlvtl. Safety Information av loble fromTruss Plate Imstute.218 N. Lea Street. Sulfa Stf Alexandra. VA M314. ff JOb Truss Truss Type Guy Ply 3009aVe0a, Rudy.2414 Spec P30090 7888739 A0s Hlp 1 1 Referenca f.plionall =11 -z-ao I a1a1a I Sao z-o-o a1a14 aa2 a2-10 aa0 1S3.12 5-74 4.00 12 Sx8 = 3x4 = 34 � 3.4 cc3x4 II 5x8 cc 4 28 5 6 7 27 8 9 Style=1:71,5 a d _- 17 - - 14 4BII UA = 2x4 11 4, = 5x5 = 4x1D = 43-0 I 1aa1 I za1-e I zaa-0 z�.4.q z7-e-o I az-11.1z I 38.7-0 I Plate Offsets MY1- f4:0-5-40.2-81 f9:G-5-12 0-2-e1 112,Edae 0-3-81 f18'0-4-0 G.3-Ol LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Too) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.58 19 -799 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.27 19-20 c364 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.75 Hoa(TL) 0.35 12 rda Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 209111 FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 2-21,18-21: 2x4 SP No.1, 8-16: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' 15-18,9.18,11-13: 2x4 SP No.2 REACTIONS. (lb/size) 2=1808/0-8-0, 12=173710-7-0 Max Horz 2=159(LC 7) Max Upiift2=-582(LC 8), 12=443(LC B) BRACING. TOP CHORD Structural wood sheathing direly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10A-0 oc bracng: 16-18 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=435611162.3-4=4033/1051,4-26=4943/1343,5-26=-4943/1343, 5-6=5242/1403, 6-7=5242/1403, 7-27=-4697/1253, 8-27=4697/1253, 84=4628/1234, 9-10=-32891906, 10-11=3328/873, 11-12=1664/466 BOT CHORD 2-22=-96614063, 21.22=79813807, 20-21=-798/3807, 19-20=1113/4943, 18-19=1 173/5242,14-15=-729/3099, 13.14=729/3099, 12.13=70/308 WEBS 3-22=3151176, 4-22=01334, 4-20=364/1407, 7-18-747/175, 15-18=.683/3337, 9-18=634/2877, 9.15=1643/377, 10-13=357/184, 11-13=668/2828, 5-20=610/231, 5-19=70/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf, h=15ft; B=48ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; antl vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at Joint(s) 21. 5) Plate(s) at joint(s) 4, 6, 9, 2, 8, 16, 14, 22, 3, 20, 18. 7, 15, 10. 13. 12. 11. 5 and 19 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 21 checked for a plus or minus 4 degree rotation about Its center. 7) This truss has been designed fora 10.0 psf bottom chord live load nonuwncurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except (p=1b) 2=582, 12=443. 10) This truss design requires that a minimum of 7/16• structural woad sheathing be applied directly to the tap chord and Ya• gypsum sheetrock be applied directly to the bottom chord. `,`�I11111f17pIII .oPau(N v.- � G E N ScF• No 68182 O; E OF :�11J .ORIV-'N=�,• I0 NA1 S%%-%% Joaquin Velez PE No.68182 MITek USA. Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date; January 14,2016 Q WARNING - Votes, dWUnparamelan and READ NOTES ON THIS ANDINCLUDEDMITEN REFEWNCEPAGEMIA703 rev. IM=015BEFOREUSE. ��- Dedgn valid tar use only vAlh h47ek0 connecton. ThIs design k based only upon parameters shown and is for an Indrvidual balding component, not a truss system Before use, the buMsrg designer must verify the appfcab9ty of design poramefers and prapeM Incorporate this design into the overal buildingdeslgn. SracingIndicated btoprevent bucUngofIndividual two was, and/or chord members only. ACElnanaltemporary and permenentbracing MiTek' Is aMv/s required for stability and to prevent cd[cpsewilh possible Personal lnlaY and properly damage. Forgeneralpuldonceregarding the 6904 Parka East Blvd. fabrication, storage. delivery. erection and bracing of trusses and truss systems.see ANSI/IPII GualilyCriterta, DS1419 and SCSI Building Component Safety information available from Truss Plate Institute.218 N. Lee Street, Sulle 312 Alexondric. VA 22314. Tampa,FL 33610 fob ,, Truss Truss Type 0ty Ply 30094-Vege, Rudy-2414 Spec 30094 A09 Is, 1 1 7888740 �Job Reference East Coast Trues. Ft. Place. FL 34046 2-1.0 1.11.0 - 5.3.0 2 Industries. Ina. Thu Jan 14 09:56:13 2016 Page 1 3RAi98orhiijom2kbmgTN9fm%6t2kDb6gJoz Udn 310.12 38-0 0 4-312 1 4-7-0 � Scate-1:71.6 400 12 5x8 = 2x4 I 3x8 = 3x8 = Sx5 = 4 25 26 5 6 7 27 28 a MEMO lee 111,011M, I PAAF Owl PF-MAM1011 20 19 10 3x8 = 3x4 11 3x10 = 5x14 M18SHS = 17 16 4x8 = 3x8 = 15 14 13 2x4 11 5x6 WE = 3x8 = 12 „ Sx5 = 4xe I 1-111 1 9 —4, I 14-8< I 22A-12 237.0 3}10.12 I 38-60 � 1.t10 i1n 7x4 l_ea Plate OHsets(%.Y)— 12:0-0-00-0-131f4,0-5-00.2-81111:Edae0.3-BIf18,0-3-80-1-81121,0.8.12O-4-41 LOADING(psf) SPACING- 2.0-0 Cat. DEFL. in (loc) Vdeg Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Veri(LL) 0.44 15-16 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.99 15.16 o466 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.81 Hor2(TL) 0.19 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 2141b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6: 2x4 SP No.1 BOT CHORD Rigid calling directly applied. Except: BOT CHORD 2x4 SP No.1 *Except* 1 OJM oc bracing: 19-21 2-21.3-19: 2x4 SP 285OF 1.8E, 17-20: 2x4 SP No.2 WEBS 1 Row at midpl 7-16. 7-13 WEBS 2x4 SP No.3'Except' MTek recommends that Stabilizers and required cross bracing 10-12: 2x4 SP No.2. be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide, REACTIONS. (lb/size) 2=1908/0.7.0, 11-1721/D-7-0 Max Horz 2=139(LC 7) Max UpIIft2=576(LC 8), 11=449(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(to) or less except when shown. TOP CHORD 2-3=4081/833, 3-0=3723/921, 4.25=d200/1186, 25-26=-0200/1186, 5-26=-4200/1186 d 56-4200/1186, 6.7=-0200/1186, 7-27=3163/918, 27.28=-3163/918, 8-28=3163/918, 8-9-33491933, 9.10=3112/840, 10-11=1647/467 BOT CHORD 2-21-66213734. 3.21=0/310, 18-19=138/646, 17.18=584/2692, 16-17=584/2692, 15-16=1039/4354, 14-15=1039/4354, 13-14=-1D39/4354, 12-13=707/2900, 11-12-571274 11I I11II/I ,��� WEBS 18-21=470/2139,4-21=136/897,4-18=453/207,4-16=456/1756, 5-16=-537/272, 7-15=0/297, 7-13=1434/355, ° QUIN ` �V F� 8-13=86/634, 9.13=58/420, 9-12=469/185, 10-12=662/2674 .` ,0P,....N,9 •° �� ���� •� �,� �� NOTES- 1) Unbalanced roof live loads have been considered for this design. No 68182 2) Wind: ABC 7-10; Vti 60mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.0psf; hot5ft; B=48ft; L=41ft; eave=5ft; Cat. 11; Exit 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 pending. 4) All plates are MT20 plates unless otherwise indicated. i� E OF i O' 5) The solid section of the plate is required to be placed over the splice line atjolnt(s)14. 6) Plate(s) at 4, 6, 8, 2, 3, 19, O 1 N joints) 17, 18, 21, 16. 5, 15, 7, 13, 9, 12, 11 and 10 checked fora plus or minus 0 degree rotation about its R •' �` �� .......... center. nt(s) 14 for degree its )lhals �0 % �r.��I,�11 N A� checked a plus or minus 3 rotation about �\`� 8) This truss been designed for a 10.0 ps1 bottom chord live load n noncurrent with any other live loads. 11 9)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will Joaquin Velez PE No.6Bl82 fa between the bottom chord and any other members. Mifek USA, Inc. FL Cert 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ot=lb) 2=576, 6904 Paden East Blvd, Tampa FL 3361a 11-449. Uata 11) This truss design requires that a minimum of 7/16'stmctural wood sheathing be applied directly to the top chord and Ya° gypsum January 14,2016 DontlIAMIBF (a@plied directly to the bottom chord. AwARNIND-Vedly daal0n paramafare and READ NOTES ON TMS AND INCLUDED MITEI( REFERANCE PAGE M/4T473 rev, 10/0U3af5 BEFORE USE Design valid for use only wins NuieM connector. This design is based only upon parameters shown, and is for an hdrAdvol bang component net ��- a truss system. Before use, the bvlding deigner must verify the opplicobtily of design parameters and properly Incorporate this design Into the oveml ..Y buildingdesgn. BracingindlTseedIstopreventsuckliingofindMdvoltnnev,oband/orchordmembersonly• Additional temporary and pemianentbracing Is slum,s required forslabNN and to prevent co0apsevAh passible personal Injury and property damage. ForgeneralguldanceregoNing the fabtication. storage, delivery. erection and bracing ofhusses and huss systems. see ANSI/TPlt QuaOty Crltedo, DSB.89 and SCSI Building Component MiTek' fi904 Pa a East BNd. Forks Safety Information available from Truss Plate Institute.218 N. Lee Street, Suite 312, Alexandda. VA 22314. Tampa,rk E610 Job ! Truss Truss Type Diy Ply 3009LVego, RudyQelA spec TyaBBT40 lJob 30090 Me Hip 1 1 Reference foption.11 East 0095r Tmse, Ft. Pierce. FL 34W 7.640 a Sep 29 2015 Mnek[Nissiles, Inc. TMU Jan 14 09:56:132015 Paget ID:enucbkkT7wLSIPNZBRIGal vWgJ-EBRAi9Borhijjom2kbnngTN9fmX6t2kDbGgJozvUdm ®WARNING-VeNy dee/Bn panmesars and READ NOTES ON MIS AND INCLUDED ADTEK REF£RANCE PAGE "P7473— I010MOIS BEFORE USE ��- Design valid for use only With WOOD connector. This design Is based only upon parameters shown, and is for an Individual building component, not a two system. Before use. the building designer must verify the appOcabSiy of design parameters and propedy incorporate the design Into the overall Additional temporary, and bracing M!Tek7 bulldingdesign. gracing Indicated 13toprevent buckling Ofindividual trues weband/or chord members only. permanent e ci required for stabliy and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding the fabrication. storage. delivery. erection and bracingse of tnoi and truss systems, ANSIITMI Quality Cdtedo.D$B -9a and SCSI Building Component Parke 6903 PaEst Blvd. Tampa,rk astB Solely Information available fmmTruss Plate lnstitute.218 N. Lea Street, Suite 31Z Alexandra, VA 22311. Sob Tuss Truss Type Qty Ply 3009LVega, Rucy-2414 Spec P880741 3aa94 Ale Hip 1 1 Job e East coast truss, In. Pierce. FL 34946 6241 662 84i41 - 899 - 662 42-10 4a8 = 4.00 12 exa = 2x4 11 4, = 2.4 II 6x8 = 3 4 23 5 9 7 24 a F68 290 Scale = 1:74.9 19 18 17 16 15 14 13 12 5x8 axis = 6x8 =7xB M = 2x4 I 4x8 =ex8 = 4x4 = 48 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 LumberOOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. TC 0.59 BC 0.98 WB 1.00 (Matrix-S) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) Utlefl Ud 0.57 14-15 >850 240 -1.24 14-15 >391 180 0.20 10 its n/a PLATES GRIP MT20 244/190 Weight: 2611to FT=Oh LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 M7ek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3.Fxcepr be installed during truss erection, In accordance with Stabilizer 3-17,5-17,5-14,8-14:2x4 SP No.2 Dilation Guide, OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 19=196610-7.0, 10=197610-8-0 Max Horz 19=159(LC 6) Max Uplift 19=-621(LC 8), 10=611(LC 8) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-283B/761, 34-506911394. 4-23=.5066/1391, 5.23-5066/1391, 5-6=-5793/1590, 6.7-579311590, 7-24=5796/1592, 8-24=5793/1593, 8-9=4287/1141, 9-10=4565/1256, 2-19=1901/644 BOT CHORD 17-18-52012606, 16.17-1445/6069, 15-16-1445/6069, 14.15-1445/6069, 13-14=896/4052, 12-13=-696/4052, 10-12=106814269 WEBS 3-18-5541232, 3.17=-723/2736, 4-17=545/262, 5-17=1122/293, 5.15=0/261, 5-14=388/97, 7-14-5371258. 8-14-52812005, 8.12=01309. 9-12=-267/178, 111111 I I IIIII 2-18-625/2616 p(IUIN VFWt141 NOTES- \\% ,\\\ �� • G E N 8 •. Fl ���� 1) Unbalanced roof live loads have been considered for this design. �, F•'.• i 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vastl=124ni TCDL=9.Ops1; BCDL=6.Ops1; h=15ff; B=48ft; L=41N; eave=5fl; Cat. II; NO 661 82 Exp C; Encl., GCpl=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. 4) The solid section of the plate is required to be placed over the splice one at joint(s) 16. �'fl 5) Plate(s) at joint(s) 3, 6, 8, 19, 18, 17, 4, 5, 15, 7, 14. 12, 9, 2,13 and 10 checked for a plus or minus 0 degree rotation about its center. r E OF 411 • 6) Plate(s) at joint(s) 16 checked for a plus or minus 2 degree rotation about its center, 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other rive loads. 8) - This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • O F1 V._•`P1��.� ........ fit between the bottom chord and any other members. \ \ \\ III �ONA� Ep ` 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Ut=lb)19=621, IIIlflll 10=611. - till\\ 10) This truss design requires that a minimum of 7116'structural wood sheathing be applled directly to the tap chord and 1/7 gypsum Joaquin Velez PE No.68162 sheetrock be applled directly to the bottom chord. Mlfek USA I= R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: January 14,2016 ®WARNING- VadrydssrgnparamsrersandREADNOTES ON MIS AND INCLUDED MITERREFERANCEPAGE MIA74l3rev, fo,03R015BEFORE WE. Design wild far use only Wm NuTen connectors. ThIs design 6 based only upon parameters shovm, and is for on IndiAdual bulcing component, not a truss system. Before uu, the bu0dinp deslgnermust verify the opPBcolaRy of design parametersand propedyIncoTomie Ina dedgn into the overall buildnedeslgn. BmcingIndicated 4tobucking ofIndNWVOlbusswaband/orchard members only. Additlanaltemporary and permanent bracing r MITOW prevent is cKvc a required for stability and to prevent collapse w1h Possible personal iNury and properly damage. For general Guidance regarding the 6904 Parke East Blvd. foladcation, stations. delivery. erection and bracing ofthsses and must systems. ua ANSI/IPI1Q--My Cdlerla,DSB.B/end BCSIBulding Component Tampa. R 33610 Safety Information available fremTmss Plate Inslitute. 218 A We Street. Suite 312 Alexandria. VA 22314. Job 1 Truss Truss Type Qty Ply 30094Ve9a,Ru*2414 Spec T7000]a3 30094 A11G HIP GIRDER 1 q J Job Reference (optional) 21-0 32-0 2-1 0 I 32-0 4.00 12 Sx12 = 4.4 = 4x8 = 4x4 = 2x4 II 4x8 = 4x4 = GA = k}_:IiL4e Scale =1:77.5 23 22 38 39 21 40 20 46 42 43 18 44 45 17 to 46 47 15 14 2x4 II 4x4 = 48 = 5x8 = 4x8 = 4x8 = 4x4 = 2x4 II 413 = 40 = 6x8 32-0 l ' 9.4-1 15-0-6 I 21-0-10 I 27-0-15 I 337.2 I 3fi-&10 40.]-0 'lf.n a-A1 Plate _Offsets (X.V)- 13:0-5-12.0.2.121110:0-2-80-3-81121'0-2-120-2-41 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (too) Wert L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 VeR(LL) 0.5818-19 c830 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.94 Ven(TL) -1.271EIA9 c382 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 HOrz(TL) 0.15 12 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 7851b FT-0% LUMBER - TOP CHORD 2x6 SP No.2'Excepl' 1.3,10-13: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 23=3575/0-7-0, 12=3494/0-8-0 Max Horz 23=139(1-C 23) Max UIPM23=1081(LC 8), 12=995(LC 8) Max Grav 23=3575(LC 1). 12=3496(LC 18) BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. FORCES. (lb) -Max. CompJMax.Ten. -All forces 25D(lb) or less except when shaven. TOP CHORD 2-3=4645/1263, 3-27=11152/2956, 27-28=111562957, 28-29=-11157/2958, 4-29=-11162/2958, 4-5=14871/3884, 5.30=14871/3884, 30-31=14871/3B84, 6-31=14871/3884, 6-32=15742/4090, 32.33=15742/4090, 7-33=-15742/4090, 7.8=1674214090, 8.34=1574214090, 9-34=15742/4090, 9.35=13757/3580, 3536=13756/3581, 3637=13753/3580, 1037=-13750/3580, 10.11=9100/2330, 11-12=8151/2058, 2-23=-3586/1094 BOT CHORD 2238=-996/4299, 38-39=-996/4299, 2139=996/4299, 21-40=2778/11157. 4D-41=2778/11157, 2D-41-2778/11157, 19-20=2778/11157, 19-42=3707/14871, 4233=3707/14871, 18-43=3707/14871, 18-44=3401/13751, 44-45=3401/13751, 17-45=3401/13751, 16-17=3401/13751, 1636=.2055/8658, 46-47-2055/8658, 15-47=2055/8658, 14-15=1839/7675, 12-14=183917675 WEBS 3.22=1562/536, 3.21=1908/7345, 4-21=2408/857, 4.19=.993/3979, 6-19=1127/497, 6.18=220/938, 7-18=799/418, 9-18=548/2179, 9.16=1774/695, 10-16=1441/5511, 10-15=0/562, 11-15=326/1165, 11-14=707/227, 2-22=1213/4717 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131'W') nails as follows: Top chords connected as follows; 2x4 -1 row at 0.9.0 do, 2x6 - 2 rows staggered at 0.9-0 do. Bottom chords connected as follows: 2x6- 2 rows staggered at 0.9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6.Opsf; h=15fl; B=48tt; L=418; eave=5ft; 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 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 par bottom chord live load noncancumenl with any other live loads. Continued on Daae 2 \\\\\\IIII(1/44j, �.� PpU I N% %%41�O ' G E N S NN of/ff 66811882 Date; January 14.2016 ,&WARNING -Verify design P.M. end READ NOTES 9N MIS AND INCLUDEDMITEN REFERANCE PAGE MI47479 rev. IDro]R015BEFOREUSE 0csign vand for use only with NuTek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not ��- a huss system. Before use. the bundmg designer must verify the applIcabaty of design parameters and Property Incorporate this design Into the ovemo buldingdesign. BmC5lgIndicated Istopreventbucl1r,ofIndividual truss vmband/or chord members only. Additional temporcryand permanent tvacIng MiTek' Is ahmys required for sfab0ity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage.delivery, erection and bracing of trusses and I.systems.see ANSITPI1Q.aWCdlada,DSB-89and6CSl Building Component 6904 Parka East Blvd. SafetyInformation available from Truss Plate InslBute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job B TRUSS Truss Type City Ply 3009LVe9a, Rudy2414 Spec T]BBBT62 30094 A11G HIP GIRDER 1 Job Reference iopfi.nalh e.. IABA IN00, M. 1."U 5 50p 292UID Ml]Bk I0dUMMB9. Ine. T1N JBn 16 09:56:152016 Pag0 2 ID:enucbkkT7wL5iPNZ8RJGaizvWa}W saokB05m3HaAWLks8UPISyutlaJCIWwZLUw7nUdj NOTES- 8) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=lb) 23=1081, 12=995. 10) "Semi -rigid pdchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 155 lb up at 3-2-0, 165 lb dawn and 138 lb up at 3-64, 165 lb down and 138 lb up at 5-6d, 165 Ito down and 138 lb up at 7.6-4, 165 lb down and 130 lb up at 9-64. 165 lb down and 138 Up up at 11.64, 165 lb down and 138 lb up at 13.64, 165 Ito down and 13B 11; up at 15-6-4, 165 lb down and 138 Ito up at 17-6-4. 165 lb down and 138 Ib up at 19-64. 165 to down and 138 Ib up at 21-6-4, 165 lb down and 138 lb up at 23-6-4, 165 lb down and 138 lb up at 25-6-4. 16511, down and 138 Ito up at 27-6-4. 165 to down and 13811; up at 29-6-4. and 165 lb down and 138 lb up at 31-64, and 165 lb down and 138 lb up at 33-7.0 on top chord, and 58 lb down and 42 lb up at 3-2-0. 77 to dawn at 3-64, 77 lb down at 5-64, 77 to down at 7-6.4, 77 lb down at 9-64, 77 lb down at 11-6-4. 77 lb down at 13-6.4, 77 lb down at 15-64, 77 lb down at 17.64, 77 Ib down at 19-6-4. 77 lb down at 21-64, 77 Ito down at 23-64, 77 Ib down at 25-64, 77 lb down at 27-64, 77 lb down at 29-64. and 77 lb down at 31-64, and 329 lb down and 41 lb up at 33-7-0 on bottom chard. 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 (pip Vert: 1-2-70, 2-3-70. 3-10-70, 10-13-70, 23-24-20 Concentrated Loads (Ib) Vert: 3=10(B) 5=129(B) 10=129(S) 22=55(B) 21=52(B) 4=129(B) 19=52(13) 6=-129(B) 7=129(B) 18=52(B) 9=129(13) 16=52(B) 15=-277(B) 8=129(13) 27=129(13) 211 29=129(B) 31=129(B) 32=129(B) 33=129(B) 34=129(B) 36=129(B) 37=129(B) 38=52(B) 39=52(B) 40=52(B) 41-52(B) 42=52(B) 43=-52(B) 44=52(B) 45=52(B) 46=52(B) 47=52(B) Job Truss Truss Type Oty Ply 30094-Vega.Rudy-2414 Spec n9Be743 30094 Al2 Hip 1 1 Job Reference faolianall East Cpaal-ruea, R. PIe2e, FL U946 7i 2 4.00 12 4x8 4 19 7.640 a Sao 292015 MRek Indust laa. Inc. Thu Jan 14 09.56:172016 4xe = Scele=1:56.5 2x4 II 3x4 = ]-9-14 1Sz-0 I 21-7-0 I 2411-0 2P1-9 31Sa a ].9.1d ]d'1 0.L1 'id(1 1.ILn C0.n Plate Offsets MY),- f4:0-5-4 0-2-0I it 1'0-5-8 0.2-41 LOADING (Fall SPACING- 2-0-0 Cat. DEFL. In (fee) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Veri(LL) 0.22 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 VBn(TL) -0.54 13-15 >691 180 SCLL 0.0 ' Rep Stress [nor YES WB 0.69 Holz(TL) 0.19 8 n1a Na BCOL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 173 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 6-9: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (lb/size) 1=1413/0-7-0, 8=1425/0J-8 Max Harz 1=128(LC 7) Max Uplift 1=-364(LC 8), 8=361(LC 8) FORCES. (lb)- Max. COMP./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3386/890, 2.3=2369/641, 34=2284/679, 4-19=1868/598, 5-19=1868/598, 5-6=2011/602, 6-7=1874/509, 7-8=1372/392 BOT CHORD 1-15=851/3137, 14-15=85113137, 13-14=-851/3137, 12-13=514/2180, 11-12=-020/1728, 6-11=501/219 WEBS 2-15=01298, 2.13=10641360, 4-13=41/559, 4-12=504/116, 5.12=-3/332, 6-12=55/288, 7-11=44111798 Structural woad sheathing directly applied, except end venicels. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 9.11 1 Row at midpl 2-13 Fek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer Installation aulde. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Ops/; h=15ft; B=48ft; L=41ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; and vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Ops1 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 withstand Ing 1001b uplift at joint(s) except @=lb) 1=364, 8=361. 6) This truss design requires that a minimum of 7116' structural mod sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. - ,,IIIIIillll//T�, os No 68182 O: �{TE OF 41 itONA; 0 %%% MITek 6904 Parke East Blvd. Tampa FL33610 Date: January 14,2016 QWARMNO-VWfydealgnpenm4t..dREADNCTES ON TMSANDINCLODEDOMKREFERANCEPAGEMIATQ3. IMMOMBEFORE09E. �■�- Design voedfor meonly wehMnek®connectors. This design is based a* upon parameters shovm. and 4 for an Individual bvidlng component.not a huss system. Before use, the bulaing designer must verity the oppBcablGN of design parameters and property incorporate this design Into the averred asY� buldingdeugn. Bracing Indicated is to prevent bvcung of Individual muss vests and/archord members only. Additional temponcyandpertmnentbracing MTOW Is alwaysrequaed for M.Io ty and to prevent co8apsev4th pasdbie personal thary and property damage. For general guidance regarding the robdcatbn,storage. deavery. erection and bracing of musses and muss ryslamu.sea ANSIRPIICuaBty Cdteda,DSB-89and BCSIBuBding Cemponenl 69M Pah0 East Blvd. SeletylnlormaBon avoJablemom Tru. Phle NstitOl.218N.Lee Sts0et.50ta312.Alewnd .VA22314. Tampa. FL W610 Job a Truss Trues Type Qty Ply 30094Vega, Rudp2414 Spec T7888]45 300M A16 ATTIC 1 1 I Job Reference (oplierall East Coast Trues, Ft. Plane, FL Suisse 7.640s Sep 292D15 MITek Industries, Inc, Thu Jan 1409:56:192016 Pagel ID:enucbkk77wLSIPNZBRjGalzv WqJ-z7YQIDuNhRsReFwP7i81xjSC4mmWYwdcWZ9XSuUdg 54L12 I 11-2-0 1D-7-1z z1-11n2 zs7-0 I ze-34 I 31-59 5-8-12 SS4 SS12 S4e 3.7-4 2-8-4 3TV 41 1.4 3x4 = Sx8 = 3x4 = 4.00 12 3 31 422 5 23 8 24 7 .I 3.4 II 3x10 = 3x4 = 3xB = 4x8 MIBSHS = 2x4 11 3x4 = Scale a 1:57.3 7x8 = 3x8 M18SHS II LOADING (par) SPACING• 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TP12007 C51. TC 0.66 BC 0.91 WB 0.98 (Matrix-S) DEFL. Vert(L-) Vert(TL) HOrz(TL) Attic in (roc) Udell L/d 0.41 12-14 >915 240 -0.92 12-14 >405 180 0.06 10 Na n/a -0.16 11-12 476 360 PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 205 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-9: Zx6 SP SS BOT CHORD Rigid telling directly applied. BOT CHORD 2x4 SP No.2 *Except' MITek recommends that Stabilizers and required cross bracing 10-13: 2x6 SP SS, 13-15: 2x4 SP 285OF 1.8E be Installed during truss erection, In accordance with Stabilizer WEBS 2x4 SP No.3 'Except' 5.12: 2x4 SP No.2 REACTIONS. (lb/size) 18=1433/0-7-0, 10=1531/0A—B Max Horz 18=257(LC 7) Max Uplift 18=-364(LC 8), 10=360(LC 8) Max Gmv 18=1433(LC 1). 10=1684(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=2235/607, 2-3=2217/647, 3.21=234lr702, 21-22=2341/702, 4-22=2341/702, 4-5=2341n!32, 5-23=-2342/644, 6-23=2342/644, 6-24=10671321, 7.24=11251315, 7-8=1988/533, 8-9=1795/452, 1-18=1371/3g1, 9.10=21541477 BOT CHORD 17-18-201/253, 16-17=-470/2152, 15-16=-403/2118, 14-15=403/2118, 13-14=309/1929, 12-13-307/1924, 11-12=-295/1857 WEBS 2-17=3691188,3-14=88/506,4-14=4731218, 5.14=218/815, 12-19=-430/196, -.I 9=7491287, 8-11=831/242, 19-20=948/244, 7-20=972/244, 1-17=-056/1995, 9-11=51712677. 6-19=.364/1523 \\ l/I V��ICI 1\,�OP(�U)N• ,��i NOTES- ��,, �'e���ENSF •? 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; 3=4811; L=41ft; eave=5ft; Cal. 11; N O 66182 •; 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 _ •k = 3) Provide adequate drainage to prevent water pending. •, Q 4) All plates are MT20 plates unless otherwise indicated. :ro ' E OF ' 5) Plates checked for a plus or minus 0 degree rotation about its center. (U4&/ i O • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. • 'Q �e.••\�\ 7) This truss has been designed for alive load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �, • R 1fit between the bottom and any r(s). 7-8em9 20,7-20 8) Ce II dead load O N A; g (5.0 psgron membed _ q4,1 „`,`e 9) Bottom chard live load (30.0 pst) and additional bett-om chard dead load (0.0 pst) applied only to roam. 11.12 10) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 100111 uplift atjoint(s) except (jt=lb) Joaquin Velez PE NO.68182 18=364, 10=360. MRek USA Inc. A. Cart 6634 11) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and h- gypsum 69D4 Parke Fast Blvd. Tampa FL 33610 sheetrock be applied directly to the bottom chord. Date: 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ib down and 13 to up at 24-1-8, January 14,2016 ComMAKIPMUf2and 13 Ib up at 26-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. ®WAR,NING-VerflydWpn panmeress and READ NOTES ON TNISAND INCLUDEDNITEK REFER04NCEPAGEM0.7473rev. IMM015BEFORE USE DesignwildloruseonlYwBnANTekOaonnectors. Thu design is based a* uponparameters shown. and B for an Individual bu0dng component. not r`� �R- a truss system Before use, the building designermust verify the appOcabLty of design parameters and pmpeM Incorporate thb design Into the overall bWdngdesign. Bracing Indicated btoprevent buckling ofindlNduolauaweband/or chord memben only. Additional temporary and permanent brachg scN ysrequired lwstab0ityend topreventcoBapsev firposslblepersondinlury and properly carnage. FargeneralguWanceregordln9 the fabdcalbn, storoge.deBvery, erector, and bracing of trusses and truss Mtems.sea ANSVTPIIQuattyCdfada,DSB-B9and BCSIB.Iding Component M!Tek• 69N Parke East SNd. SolaH Inlom,allen avainble from TrussPI.I.Insfit.d. 9fl N.I—Sfreef. 5ullw 31]. Ale.ondno. VA ".111 Temp., FL 33610 Job • Truss Truss Type Cty Ply 30094-Vega, Rudy-2416 Spec 30094 A14 ATTIC 1 1 MUM b e o a 1. au s sap a 2ula aaaex Indusines, Ine. Tru Jan 1409;W;192016 Page 2 ID:enucbkkT7wL5iPNZeRjGalvWgJ-zTfiClDUNhRSReFwP71BIxiSC4mm W YWdcWZ9XSzvDdg NOTES- 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Deed + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(pIQ Vert: 1-3=70, 3-6=70, 6.7=70, 7-8=80, 8-9=70, 10-18=20, 7-19=10 Concentrated Loads (Ib) Vert: 23=50(F) 24=50(F) Job Trusa Truss Type Dty Ply 00094-Vega,Rudy-2A14Spec T]BBBTdfi 30094 A15 ROOF TRUSS 1 1 Job Referenceo I' a Last Coast Truss, FL Platte, FL 34945 2-7-D I site 2-7-0 3-3-8 4x0 = 4.00 13 2x4 44 = 3x4 = 3x4 = sides. Ina Thu Jan 14 09:5en 2016 Pepe 1 5ngcgRIS V47FueZLwhlnYjw531UopBn Ud 2 1�31-5-0 Scale = 1:58.4 64 7x16 M18SHS A�R 3x4 = 2.4 II 2x4 II 4x8M18SHS = 2x4 11 See = 3xBMiaSHS II Sx8 = 2-7-0 I 62-0 11�2-11-4 1]-AA 21-11-12 ze-3-d 1 31-5-0 2-]-D &7A 2-B-D Y.tro a7d d-5.A 0.3R 31n9 Plate Offsets (X Y)- 14:0-5-4 0-2-0I 16'0-3-0 Edoe1 190-3-12 0-2-81 19 0-0-12 Edae1 111'0-24 0-4-01 113'0.3-0 0-0-41 116.0-4-0 0.1-81 119�0.2-8 0-2-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.49 14-16 >766 240 MT20 244119D TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.09 14-16 >343 180 M18SHS 244/19D BCLL 0.0 ' Rep Stress Incr NO W6 0.95 Horz(TL) 0.17 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Attic -0.18 13-14 430 360 Weight: 213 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 9-11,6-9: 2x6 SP SS BOT CHORD 2x4 SP N0.2'Except- 2-22,5-17: 20 SP No.3, 15-18: 2x4 SP No.1, 12-15: 2x6 SP SS WEBS 2x4 SP No.3 'Except' 11-13: 2x4 SP No.2 REACTIONS. (Iblsize) 12=1540/0-3-8, 23=1447/D-7-0 Max Horz 23=236(LC 7) Max Uplift 12=354(LC 8), 23-356(LC 8) Max Grav 12=1693(LC 16), 23=1447(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-M our bracing: 17-19 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installationu de. FORCES. (lb) -Max. Comp./Mac. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-23651577. 23=2506/644, 34=28121733. 4-5=30981827, 5-24=3052/817, 6.24=3052/817, 6-25=3057/818, 7-25=3061/817, 7-8=2759(752, 8-26=1930/514, 26-27=1930/514, 9-27-1930/514, 9.10=2050/541, 10.11-18841468, 1-23=-14151348. 11.12=-21961481 BOT CHORD 20-21=605/2782, 19-20-510/2698, 16-17=38/275, 15-16-322/1973, 14.15=-320/1955, 13-14-322/1973 WEBS 4-20=0/278, 4-19=153/692, 16-19-52912597, 7-19=681395. 7-16=1018/313, 8.16=337/1345, 8-14-570/227, 10.13=870/250, 1-21-494/2204, 11.13=55B/2860, 3-21=578/144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf, h=15ft; B=48ft; L=41ft; eave=5ft; 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. 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 par bottom chord live load nonconcurrenl with any other live loads. 7) -This truss has been designed for a five 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 chard and any other members. 8) Ceiling dead load (5.0 psQ on member(s). 8.9. 9-10 9) Bottom chord live load (30.0 psQ and additional bottom chord dead load (0.0 psQ applied only to room. 13-14 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (p=1b) 12=354, 23=356. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. Continued on oaoe 2 0'P6U W 1 VFZ� pi a No 68182 * : Si aa E OF :�14/Z EE/I111111\t Joaquin Velez PE ND.68182 Wekl.li Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dare January 14,2016 A wARMNO- Vadry design parameter and READ NOTES ON THIS AND INCLUDED MT£Ir REFERANCE PAGE MIF703 rev. iW=015 BEFORE USE. Design void for use oNywith Miekmconnectors. This design is based only upon parameters shown. and 4 for an NdiNduol bulding component not ��- a Was system. Betas use, the balding designer mml verity, theoppGcabLry of design parameters and property HoorPomte this design Into the overa0 bu0dmgdeslgn. Bracing Indicated is to prevent buckMb g of indMoual Inssvrcnd/orchord membersry only. Additional temporaantl permanent bracing ell( Well( h always required for stability and to prevent collapse with possible penance Injury and property damage. Forgeneralguidanceregordingfie fabrication, storage, delivery, erecilon and bracing of trusses and Imss systems,,ae ANSIT711 QeaBty Cdteda. DSB-67 and SCSI Bugdag Component 6904 Parke East BNd. Safely Information owiloble from Truss Plate astinte. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job a Truss Truss Type Oly Ply 30094-Ve9a. Pudy-2 Spec T]B00]40 30086 A15 ROOF MUSS 1 1 Job Reference foofanall East Coast Truss, Ft. Pierce. R U946 7.540 a Sep 292015 MRek Industrial, Inc. Thu Jan 14 09:56:22 2018 Page 2 ID:enucbkkT7wL5iPNZ8RjGaLrvWgJ-NIDr3nGngcgRI5 V47FueZLwhlnYjw531UopSmUdd NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 13 Ile up at 24.1.8, and 90 lb down and 13 lb up at 26-1-8 on top chord. The designtselection of such connection device(s) is the responsibility of others. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 14) In the LOAD CASE(S) section, loads applied to the face o1 the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inuease=1.25, Plate Increase=1.25 Uniform Loads(plp Vert: 14=70, 4-8=70, 8-9=30, 9-10=60, 10.11=70, 22.23=20, 19-21=-20, 17-16=-20, 12-17=20 Concentrated Loads (lb) Ven: 26=50(F) 27=50(F) ®wARNINO-Vastly dasign Paramafam and READ NOTES ON MIS AND INCLUDED d1ITEK REFERANCE PAGE MIA74731w 1603,7015 BEFORE USE. Design yard far we only with NUTea connectors. This design 6 based any upon paramefers shown, and 4 for an Individual budding component, not a two system Before use, the butane designer must vehfy the applicab6ly of design parameters and property incorporate this design Into the overe3 burdingdesign. Bracing indicated 6 to prevent bucking of indMdual husswxb and/orchord members only. Additional temporary, and permanent bracing MiTek- Isa6vaysrequlrcdtorstabStyandtopreventcodapsewlihposslblepersonallnjury and properly, damage. For general guidance regansing the fobrication.slori delivery. erection and brocNg of trusses and Inessystems,sea ANSIM Quality Criteria. OSB49 and BCSI Bulding Component 6904 PaAe East BNd. Safety Information ayadable 6omirua Plate Institute. 218 N. Lea Streef. Suite 312 Ale=ntlrW. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply 30094-Vega, Rucy24145pec P BBBT4T 30094 A16 ATTIC 1 1 Job Reffact on.11 • East Coast Trues, FL Ple,ce, FL 3494E a 9-0 638 -1a12 1-10-0 Scale = 1:58.3 3x4 = 2x4 II 7x6 4p0 F12 4A = Bx8 Mi8SHS = 3.4 I 4x8 = 3x4 = 3x4= 2x4 II 2011 4x8 M18SHS= 2x411 64= 3xBM18SHS 11 5x8 = 2J-0 ]•2-0 �J� H-0 12.11- 1]Ed 2L11-12 k29- 0 3-1-5-0 4J111� 4.]d I d.00. 1 R2111 11M Plate Offsets{X.V1- 13:0-5-4.0.2-01.16:0-3-0.Edael 19:0-0-0Edae1 HO�Edae0-0-01 rl2,0-2-40-4-01 r1842-80-2-121120�0-580-2-41 ' LOADING (psf) SPACING- 2-0-0 Cat. DEFL, in (lox) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.60 13-15 >621 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.3013-15 -288 180 M18SHS 244/190 BCLL 0.0 - Rep Stress Incr NO INS 0.85 Hom(TL) 0.18 11 We n/a BCDL 10.0 Code FSC2014/TPI2007 (Matrix-S) Attic -0.20 12-13 374 360 Weight: 1991E FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP N0.2'Except- TOP CHORD 9-10,6-9: 2x6 SP SS BOT CHORD BOT CHORD 2x4 SP No.2'Except' 2.21,4-16: 2x4 SP No.3, 14-17: 2x4 SP 2850F 1.8E, 11-14: 2x6 SP DSS WEBS 2x4 SP No.3 -Except- 15.18,10-12: 2x4 SP No.2 REACTIONS. (Ib/size) 11=150210.3-8, 22=1435/0-7-0 Max Harz 22=216(LC 7) Max Uplift l 1=-377(LC 8), 22=363(LC 8) Max Grav 11=1654(LC 16), 22=1435(LC 1) FORCES. (to) - Max. Camp./Max. Ten. -All forces 250(lb) or less except when show. TOP CHORD 1-2=24121623, 2-3=2929/770, 34=3783/1015, 4-23=37031996, 23-24=37031996, 5.24=3703/996, 56=-3114/858, 6-7=-3110/854, 7.25=2162/586, 25-26=2162/586, 8-26=2162/586, 8-9=-2162/586, 9-10=2030/540, 1.22=1378/357, 10-11=-2216/530 BOTCHORD 2-20=-082/179, 19-20=565/2463, 18-19=587/2769,4-18=-351/189, 1Si6=79/297, 14-15=426/2201, 13.14=-023/2192, 12-13=426/2201 WEBS 2-19=1131523, 3.18=-289/1252, 15-18=62MI?32, 5-18=1541743, 5-15 =9971300, 7-15=351/1410, 7-13=6641270, 8-12=996/320, 1-20=538/2243, 10-12=72fi/3238 Structural wood sheathing directly applied, except end verticals Rigid calling directly applied. Except: 10-M oc bracing: 16-18 In recommends that Stabilizers and required cross bracing he Installed during Wss erection, In accordance with Stabilizer nstallat,,n aulit NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vin1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=48ft; L=410; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 noncencument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 8-9 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 10) Provide mechanical connection (by others) of truss to bearing plate capable olwithstanding 1001b uplift at Joint(s) except 0=1b) 11=377. 22=363. 11) This truss design requires that a minimum of 7116'structural woad sheathing be applied directly to the top chord and 1%' gypsum sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 13 He up at 24-1.8, and 90 lb down and 13 to up at 26-1-8 on top chord. The design/selection o1 such connection clevice(s) is the responsibility of others. 1,%tA1T�j:"RA6E18HOWN IS DESIGNED AS UNINHABITABLE. ' ,S'�OPpU1N �F<<c,�� .` 0EN,s .1 �. No 68182 Tic; •;* E OF t��fZ i ONA�EN.``. �/1111111\\ Joaquin Velez PE Na.68182 MlTek USA Inc. FL Cart 66M 6904 Padre East Blvd. Tampa FL33610 January 14,2016 Mole 69M Parke East 8W. Tampa, FL M610 Job r Truss Tress Type Oty Ply 30094-Vega, Rudy-2414 Spec W888747 Lit 30094 A16 ATTIC 1 1 e t o e East Coast Trans. FL Pierce, FL 34946 7.640 s Sep 29 2015 MRek Indust".., Inc Thu Jan 14 09:55:232D16 Page 2 ID:enucbkkT7wL5iPNZBRiGakv WqJ-rvnDG7HPRwylwFZhegm7Bnt4Vh8XSOvCXBXMODnUde NOTES- 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Dead -Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-3=70, 3-8=70, 8-9=80, 9-10=70, 21-22=20, 18.20=-20, 16-17=-20, 11-16=-20 Concentrated Loads (lb) Vert: 25=50(F) 26=50(F) ®WARNING- Verily declare panm.fws and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE 01.7473 rev. 1""015 BEFORE USE. �■�- DedgnvafdforusaonlYwithMBeaconnectorsTbadesignbbasedonlyWonparameters sham, and b for on Individual buBSng component, not o Irun system Before tree. the bap" g designer must verity the applicabdty of design parameters and property Incomerate ihb design Into the ovem9 buidnedeslgn.&acing Ndicatedbto Additional temporary and permanent bracing MiTok' Veventbuck gofhWdualisunwebandlwchordmembersonH. b always requhed for stability and to prevent copapse with Gamble personal injury and property damage. Forgenerotguklancereeaichgthe fabrication. storage. delivery, erection and brarmg of buses and tress systems. ua ANSIRPII Q..W CMeda. DSB.89 and BCSl eubding Component 6B04 Parke East Blvd. Salary Informaflon available fromTmn Plate hatiNte. 218 N. Lea Street. Sulle 31Z Alemndrk, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply 30096Vega,Rudy-2414apec TTaBBT40 30094 A17 ATTIC 1 1Job Reference r oasrveass,ry a, rs. rwma, rL aortae 2-7-0 I S2-0 2]0 27-0 4.00 12 4x4 = 3x1 o Yxoeumm,mnmuusmm,mc ID:enucbkk-11-12 PNZ8RjGaIzvVJgJJSLbTTH1CD49YP8tCYIMI(- 11-112 17b4 I 21-118 2 s a � 2-8-12 S7-0 4S8 53.8 3x4 = 4x8 M185HS = 3x4 = 20 II 3x4 = 3x4 = 2x4 11 3.1.12 Side= 1:56.3 5x5 = l� 30 = 2x4 11 = 2x4 11 4x8 M18SHS = 2x4 11 7x6 = us II 6x8 = 2-7-0 I S2-0 1 1b11-0 1�-^1^0. 4 21-11-12 28J-0 31-5-0 Plate Offsets (X YI- 18:0-4-0 Edael r11:0-1-12 0-2-121 11YEdae 03B1 113,0-3-0 0-4-41 r19:0-2-12 Edoel 12Y0-5-12 0-2-41 LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.67 14-16 -555 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -1.4414-16 >260 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Hom(TL) 0.22 12 n/a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrb(•S) Attic -0.22 13-14 349 360 Weight: 190111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 -Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8.11; 2x6 SP SS, 5-8: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.3 *Except* 10-0-0 oc bracing: 17-19 22-23: 2x4 SP No.2, 19-21: 2x4 SP No.1, 15.18: 2x4 SP 285OF 1.8E MiTek recommends that Stabilizers and required cross bracing 12-15: 2x6 SP DSS be Installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP Nu.3 -Except' Installation Guide. 16.19,11.13: 2x4 SP No.2 REACTIONS. (Ib/size) 12=1490/038, 23=1434/0-7-0 Max Hart 23=149(LC 8) Max Uplift 12=-391(LC 8), 23=357(LC 8) Max Grant 12=1649(LC 14). 23=1434(LC 1) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=2354/694, 2-3=2900/777, 3.4=2775/763, 4-5=4828/1247, 5-6=4828/1247, 6.24=-4698/1227, 24-25=<698/1227, 7-25=4698/1227, 7-8=-3803/976, 8-9=3752/969, 9-26=2731/652, 26-27=2731/652, 10-27=-2731/652, 10-28=-2731/652, 11-28=-2731/652, 11-12=2224/537, 1-23=1363/406 BOT CHORD 2-21-514/104, 2D-21-746/2281, 19-20=-1124/4045, 16-17=126/370, 15-16=-652/2731, r \1J)N 2 14-15=648/2722, 13-14=-65212731 \\ \ P )J Q F WEBS 2-20=-54/580, 3-20=120/669, 4.19=-138/972, 16-19=876/3533, 7-19=263/1047, 7.16=1066/345, 9-16=393/15o9, 9-14=683/275, 10-13=1409/457, 11-13=933/3908, \\ ` . 'S ��\ -' G E N`S �� 1-21=602/2202,4-20=1513/424� F NOTES- NO 68182 •; 1) Unbalanced roof live loads have been considered for this design. *'.• 2) Wind: ABC 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; B=48f1; L=418; eave=5g; Cat. 11; Exp C; Encl., GCpi=D.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip -p • 7 DOL-1.60 3) Provide adequate drainage to prevent water pending. r 17 y E O F : �uU' 4) All plates are MT20 plates unless otherwise indicated. 1� � �. 5) Plates checked for a plus or minus 0 degree rotation about its center. �� • 1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) beendesigned for liveloadbottom in 3-6-D tall by 2-D-0 . •' '' \ ��/�IfO.N A, a of 20. on the chord all areas where a rectangle wide will \\\\ fill fit between hasb chord end any members. 8) Bottom chord live load (30.0 psp and additional bottom chord dead load (0.0 psf) applied only to room. 13-14 Joaquin Velez PE No.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ut=lb)12=391, MIRek UK Inc, FL Coil 6634 23=357. 6904 Parka East Blvd. Tampa FL 33610 10) This truss design requires that a minimum of 7/16• structural wood she ahIng be applied directly to the lop chord and %' gypsum Dam shaelrock be applied directly to the bottom chord. January 14,2016 Continued On Dane 2 WARNING- Wallydeal9nl..f mind READ NOTES ON MIS ANDINCLUDEOMITERREFERANCEPAD£NIP7473 rw. 10/O170t6BEFORE WE. �® Design valid for use o*Wth ALTeM corrosion. live design B based only upon parameters shovm and is for an Individual building component,not afruarystem Beforeuse, the building designermdst verify the apFGmbP,fy of design parameters and properly incorporate this design Into the overall EvY buldn8design. gracing [nSwIetl4toprevent buckGngofindiNdualtruss vreband/or chord members only. Additional temporary and pennonentbracing MiTek' Is aKw sn,,.Imd forsta1,0lty and to preventcolaps. Wth possible personal Injury and propeM damage. Forgeneralguidanceregarding the fabrication. storage. det erection and bracing of trusses and truss systems, sea ANSI/1PII Q..M CdteLo, DSB.89 and BCSI BeaClnp Component 69U Parke East am. Safety InfoRnallon amlable trom7pra Plata Institute. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job I Tnr9e hues Type Orr Ply 30094-Vega. Rudp2414 Spec T7BBB748 30094 A17 ATFIC 1 1 Job Reference (optionall ca.,Qg8n IWe, Ft. PIerte, FL 34946 7.640 a Sep 29 2015 Mrak antennae, Inp. Thu Jan 14 09:56:24 2016 Page 2 ID:enucbkkT7wL6lPNZ8RGelz WqJ-J5LbTFH1 CD49YP8tCYIMk_OG?ST?BrBMIoHwCgnUdb NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 to down and 13 lb up at 24-1-8, and 90 lb down and 13 Ito up at 26-1-8 on lop chord. The design/selection of such connection device(s) is the responsibility of others. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1.3=70, 3-11>70, 22-23=20, 19-21=20, 17-18=20, 12-17-20 Concentrated Loads (lb) Vert: 26=50(F) 27=50(F) Job Truss Truss Type Oty Ply 3009 Vega, Rudy-2414 Spec T]e66]49 zoom AlsG HALF HIP GIRDER 1 Job Reference (colmall Scale -1:56.4 4.00 12 Sx5 2.4 II 2 3 23 24 4x4 = 4 25 3x6 = 5 26 3x4 11 27 6 28 29 3x8 = 30 7 31 32 64 = 8 33 30 3x4 = 119 38 3x8 = 37 10 3x8 1]a FIR 039 0 18 1cc 111 1B ld 40 41 42 22 3821 axe = 3x8 = 17 18 44 45 15 48 1447 73 48 49 5012 51 52 11 3x4 = 2r4 II 8x8 —3x0 = 012 = 5x8 Vv9 = 3x4 = 3x8 = 2x4 I 2-7-0 I 7-&e I 11-11-0 1�-11-0�1 21-8-0 I 28-510 i 31-SO � Plate Offsets f%.V}- t7:0.3-B.0.1AI.fe:0.2-0.0-3AI.n2:0.3-8.0-1-81.fl5:0.5.12.0.2AI118:0.2-80-Ml f19:0.3-80.1.81120:0.2-80.2-D1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL, in (loc) Ude0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.63 17 >590 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.97 Vert(TL) -1.34 17 >278 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.30 11 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 351 to FT-0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 3-5: 2x4 SP No.t, 5-8: 20 SP 285OF 1.8E BOT CHORD 2x4 SP No.1 *Except* 21-22.6-16: 2x4 SP No.2, 2.21: 20 SP No.3 WEBS 2x4 SP No.3 'Except' 3-19,15-18,8-15,9.13,10.12: 2x4$P No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=2783/0-3-8, 22=2700/0.7-0 Max Harz 22=157(LC 18) Max Uplift 11=-724(LC 8), 22=-783(LC 8) BRACING - TOP CHORD Stmcturalwood sheathing directly applied or 2-6-11 oc purlins, except end verticals. BOT CHORD Rigid telling directly applied or 10-D-0 oc bracing, Except: 8-5-13 oc bracing: 18-19 9-8-11 o0 bracing: 13-15, 10-0-0 oc bracing: 16.18 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-4370/1259, 2.3=4451/1290, 3-23=9862/2720, 2324=9862/2720, 4-24=9862/2720, 4-25=1308013520, 5-25=-13080/3520, 5-26=13080/3520, 26-27=1308013520. 6-27=13080/3520. 6-28=-12536/3374, 28.29=-1253613374, 29-30=-12536/3374, 7-30=12536/3374, 7-31=-8921/2398, 31-32=8921/2398, 8-32=8921/2398, 8-33=7669/2053, 33-34=-7669/2053, 34-35=7669/2053, 935=7669/2053, 9-36=-4787/1303, 36-37=-4787/1303, 1037=4787/1303, 10-11=2674/766. 1-22=2583n47 BOT CHORD 20-39=-1319/4726, 39-40=1319/4726, 19-00=-1319/4726, 19-41=2612/9862, 41-42=261IV9862, 4243=2612/9862, 1843=2612/9862, 16-18=0/251, 6.18=-572/311, 16-44=353/1313, 4445=353/1313, 15-45=353/1313, 16-46=1996/7796, 1446 =1996/7796, 1447=1996/7796, 1347=1996/7796, 1348=1227/4787, 4849=1227/4787, 49-50=1227/4787, 12-50=122714787 WEBS 3-19=1419/5476, 419=1698/606, 4-18=834/3354, 15.18=1983/7788, 7.18=1061/3930, 7-15=21681722, B-15=334/1278, 8-13=1245/500, 9-13=843/3237, 9-12=-2186/761, 10-12= 1378/5282, 1-20=-1145/4162, 3-20=1098/363, 20-22=260/132 NOTES- 1) 2-ply buss to be connected together with 10d (0.131"x3l nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 Do. Bottom chords connected as follows: 2x4. 1 row at 0.9.0 oc. Webs connected as follows: 20 -1 now at 0.94 Go. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Upsf; BCDL=6.0psf; h=1511; B=4811; L=411t; eave=5ft; 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 4) Provide adequate drainage to prevent water ponding. `M,5118,AAl A%.rpof the plate Is required to be placed over the splice line at joint(s)14. �OPQUIN pVF4 .,. No 68182 O: E OF :��/� i OR`�P�Z,. 11111111 11 Joaquin Velez PE No.68182 MRek USA Inc. FL Cen 66M 6904 Paden East Blvd. Tampa FL 33610 Dale: January 14,2016 MiTek' 6904 Parke East Blvd, Tampa, FL 33610 Job • TnuS5 Truss Type Dly Ply 30094-Vega, Rudy-2414 Spec 17888749 aaosa A10G HALF HIP GIRDER 1 2 Job Reference (catchall East Coast Thus. Ft. Plmce, FL 34948 7.640 a Sep 292ets Was Industries, Inc Thu Jan 14 08:56:262016 Page 2 ID:enucbkkT7W L5IPNZBRjGeizv WqJ-FUTLu9JHWKsnjHGJzKgpPVeDv8SfIFfD6mOHYzvUdZ NOTES- 6) Plate(s) at joint(s) 3, 5, 10.11. 21, 2, 18, 6, 16, 19, 4, 7.8. 15,13.9. 12, 20. land 22 checked for a plus or minus 0 degree rotation about Its center. 7) Plate(s) at joint(s)14 checked for a plus or minus 3 degree rotation about Its center. 8) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 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. 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=11O) 11=724, 22=783. 11) "Sennkrlgid pitchbreaks including heels" Member antl (lolly model was used in the analysis and design of this truss. 12) Hanger(s) or other connection devices) shall be provided sufficient to support Concentrated load(s) 1821b down and 136 [IS up at 3-11-12, 18216 down and 136111 up at 5-11.12, 182 lb down and 136 It, up at 7-11-12, 182 Ib down and 136 Ib up at 9.11-12. 182 lb dawn and 136 lb up at 11-11-12,165 Ib dawn and 138 lb up at 13-11.12, 1651b down and 138 lb up at 16-11.12, 165 to dawn and 138111, up at 17-11.12. 165 Ito down and 138 lb up at 19.11-12. 165 lb down and 138 Ib up at 21-11-12, 165 lb down and 138 Ito up at 23-11-12, 165 lb down and 138111 up at 25-11.12, and 165 lb dawn and 138 Ib up at 27-11-12. and 165 lb down and 138 Ib up at 29,11-12 on tap chard, and 2321b down and 113 lb up at 1-11.12, 47 Its dawn at 3-11-12. 47 lb down at 5-11-12, 47 lb down at 7-11-12, 47 lb down at 9-11-12, 47 lb dawn at 11-11-0. 77 lb dam at 13-11-12, 77 Ito down at 15-11-12, 771b down at 17-11-12. 77111 down at 19-11-12, 77 to down at 21.11-12. 77 lb dam at 23-11.12, 77 lb down at 25-11-12, and 77111 down at 27-11-12, and 77 IS down at 29-11.12 an bottom chard. The design/selection of such Connection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=70, 3-10=70, 21-22=-20, 18-20-20, 16.17=20, 11-16=-20 Concentrated Loads (lb) Vert: 23=-148(F) 24=148(F) 25=148(F) 26-148(F) 27-148(F) 28=129(F) 30-129(F) 31=129(F) 32=129(F) 33=-129(F) 34-129(F) 35=-129(F) 36=-129(F) 37=-129(F) 38=-165(F) 39=24(F) 40=24(F) 41=24(F) 42=24(F) 43=-24(F) 44=52(F) 45=52(F) 46=-52(F) 47=52(F) 48=52(F) 49=-52(F) 50=52(F) 51-52(F) 52=52(F) AWARNINO-Verify deslanperameiera and READ NOTES ON THIS AND INCLUDED INT£N REFERANCE PAGE MII.1473 row. 10403,2015 BEFORE USE. Design vald for use only Wth Wrek® connectors. this design is based orgy upon parameters shown, and is fa an incMdud budding component. not a Truss system Before use, the budding designer must verify the applicability of design parameters and propedV inoomomte this design Into the ove ag band/orchardmembemenly. Additional temporary and permanentbrocing MiTek• buldingdeslga Brodngindcatedkfopmventbucki9gollndlvidualM1 us U ahmys required laslabifty and to prevent cdlapse with possible personal Injury and properly damage. For general guidance regarding the labdcaticn. storage. delivery. erection and bracing of trusses and truss syslems,see ANSMIIDuaBly Cdteda,DSB-89and BCSIBuBding Component SON Parke Bass Blvd. Safety Information avoloble from Truss Plate institute,218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 o¢ Truss Truss Type Oty Ply 30094V89a. Rudy.2414 Spec TiBBBT6a 309" BO1 Hip 1 1 Job Reference (optional) cam coesnmaa, rs. rieae, rx annao 4.00 12 d1 57.8 67-8 4x8 = e-10-8 Scale -1:43.1 7 3x4 = 1.4 I 3x8 = 3x4 = ix4 II 3x4 = LOADING(psq TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/7PI2007 CSI. TC 0.52 BC 0.61 WB 0.29 (Matrix-S) DEF4. in Vert(LL) 0.37 Ven(TL) -0.46 Horz TL) 0.11 (loc) Udell L/d 6-8 "04 240 8 >647 180 5 rda n/a PLATES GRIP MT20 2441190 Weight: 102 lb FT=O% LUMBER. BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing he Installed during truss erection, in accordance with Stabilizer REACTIONS. fib/size) 1-1125/0-48, 5=1125/044 Max Horz 1-68(LC 6) Max Uplift 1=778(LC 8). 5=778(LC 8) FORCES. Ub) - Max. CompJMax.Ten. -All forces 250(I1p) or less except when shown. TOP CHORD 1.2=-2546/1745, 2-16-2935/2082, 3.16=2935/2082, 3-17-2935/2082, 4-17=-2935/2082, 4-5=-2546/1745 BOT CHORD 1-9=157012345. 8-9=-1581/2353, 7.8=1581/2353, 6.7=1581/2353, 5-6=1570/2345 WEBS 2-8=428/766, 3-8=418/195, 4-8=-427/766 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Cpsf; BCDL=6.Opsf; fret 511; B=480: L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joints) 1, 2, 4, 5, 9, B. 3 and 6 chocked for a plus or minus 0 degree rotation about Its center. 5) Plate(s) at jainl(s) 7 checked for a plus or minus 5 degree rotation about Its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 2(1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 0l 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 Ut=lb) 1.778. 5-778. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and W gypsum • sheetrock be applied directly to the bottom chord. 00* .......... UIN G E N ..<�� /JNO 68182 0 ,OR1OPC?N�%,` ifitYONA; E��.`� Joaquin Velez PE No.68182 MITek USA, Inc. H. Carl 6634 6904 Parke East Blvd. Tampa R.33610 Date; January 14,2016 AWARMNG-Veda doatpn Parsmaf. mdREAO NOTES OMTMISAND INCLUDEDMMKREFERANCE PAGEMh7C3.v. l&M015BEF0REWE Oergn vaed for use only with Weld, connectors. Ns design Is based only upon parameters shown. and it for an Individual building component, not �- a truss syslsms Befouse, the bukhg deslgmv must vesify the apprcabTty of design parameters and propeM incorporate this design Into the ovem9 Before bWdmgdeslgn. Bracing indicated htobuokrmgoflndfMdualfirms web and/or chord members only. Addeionaltemporary and permanent bracing MOW prevent h always requhed ford sellity and to prevent collapse with possible personal lnhD' and properly damage, far general outcomes recording the 6904P.0a,ustelad. fabrication. storage. deave,, erection and bracing of imsses end huss systems see ANSI/Ifll Qualey CGfedo.DSB-89 and SCSI Building Component Tampa. FL 33610 Safety INamlaflon a,a3able Mom Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. bb . Truss TmsBD2G Truss Type Typa Ory Ply 30o9aVe8e, Ru0y-2414 Spec 3009d Hip ter 1 T 8Be761 jgb Reference 08 Coat GOae{INea, FL Plena. FL 34945 1 -z-ao 1 z-ore 1 sao H 2-10 2-96 z-z-10 4.0 F12 4M Bx8 = 1x4 II 7.640 4x8 = " 31 32 33 34 13 1° 35 39 11 3x4 = 3.8 = 1.4 II 4x4 = 3x4 = 3x4 = 3x8 = Sae 1 J10.a9 1 14 -T 1 5a D 2SP0 SDO - S0.9 4-1a)3 S0.9 SPa Scale-1:48.8 Plate Offsets F%.Vl— 15:0-3.12 0301 I7:0-5d 0-2-01 LOADING last) SPACING- 2-0.0 CSi. DEFL. In (lox) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 VerI LL) 0.51 12-14 ,591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.61 12-14 >494 180 BCLL 0.0 ' Rep Stress [net NO WB 0.42 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 2391b FT-0% LUMBER- TOPCHORD 2x4SPNo2 BOT CHORD 2x4SPNo2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1859/04-8, 9-18(i Max Horz 2=70(LC 24) Max Uplift2=1385(LC 8), 9-1385(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 5.11.9 oc bracing. FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=4029/2910, 3-4=4283/3158, 4-22=4145/3094, 22-23=4145/3694, 5-23=4145/3094, 5-24=6141/4555, 24-25=6141/4555, 25-26=6141/4555, 26-27=-6141/4555, 27-28=6141/4555, 6-28=6141/4555, 6.29=6141/4555, 29-30=6141/4555, 7-30=6141/4555, 76=428713162, 8-9=4033/2913 BOT CHORD 2-15=260813714, 1531=-4402/6129, 3132=4402/6129, 14-32=4402/6129. 14-33=-4408/6134, 3334=-4408/6134, 13.34=-4408/6134, 12.13=4408/6134, 12-35=2909/4089, 3536-2909/4089, 11-36=2909/4089, 9-11-2611/3718 WEBS 3-15-375/471, 4-15=-719/882, 5-15=2163/1549, 544-224/320, 6-12=546/311, 7-12=1591/2226, 7-11-2001261, 8-11-377/472 NOTES- 1) 2-ply truss to be connected together with fact (0.131"x3") nails as follows: Top chords Connected as follows: 2x4 -1 row at 0.9-0 Go. Bottom chords connected as follows: 20 -1 row at 0-9-0 Go. Webs Connected as follows: 2x4 -1 row at 0-9-0 Ga. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; SODL=6.Opsf h=1511; B-080q L=41ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0,18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 0 degree rotation about Its center. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: - 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=1385, 9=1385. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued an oaae 2 OUIN E Ns No 68182 'ir Joaquin Velez PE No.68182 Welt USA Inc. FL Ced 6034 6904 Parke East Blvd. Tampa FL 33610 Date: January 14.2016 AwARNINa-v-dry deslen paremelan and READ NOTES ON MIS AND INCLUDED NrrEK REFERANCE PAGE 114L)47] rev, 10nL2015 BEFORE ME. Design veto for use only with NUTet® contractors. ThIs design h owed on,V upon parameters shown, and b for an Irx!Mdual butding component, not ��- a truss system. Bar= use. the budding designer must verity the applicabOy of design parameters and aoperty Incorporate thb design Into the ovemB bu0dngdesign. Bracing indicated is to prevent bucking oflnduMdual truss vreb and/or chord members only. Additbnal temporary and permanent bracing MiTek' Is aNnsarequired forstabWN and to prevent cotapsewith possible personal hix crid property damage. Fageneralguidonceregardkng the fabrication. storage. deWery. erection and bacing of trusses and hums systems, see ANSITPII Quality Cdteda,DSB-89 and SCSI Bulding Component 69M Parke East Bind. Smetylisformallon avadabke lrombuz Plate hstiNte.218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL net Job a Truss Truss Type Oty Ply 30101,Wega. Rutli Spec T7088751 3OD94 B02G Hip Center 1 Job en Lion East Coast Truss, FL Pierre, FL 3490 7.640 a Sep 29 2015 MRek measures. Inc. Thu Jan 14 09:56:26 2016 Page 2 I1):enucbkkT7w5iPNZBRjGalzvWgJ-CsbSJgKYGSaa1 CReROMIugbOzis77msxgOF7LRzvUdX NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 114 lb down and 113 to up at 5-0-0, 114 lb down and 113 lb up at 741-12, 114 to down and 113 Ib up at 40-12, 1141b dove and 11311b up at 11.0.12. 114 Ib down and 113 Ib up at 12-6.0, 1141b down and 1131b up at 13.114, 1141b down and 113 lb up at 15-114. and 114 lb dawn and 113 lb up at 17.11-0, and 114 to down and 113 to up at 20-0-0 on top chord, and 192 Ib down and 176 to up at 5-0.0, 43 IS down and 40111 up at 7-D-12, 43 lb down and 40 lb up at 9-0-12, 43 to down and 40 lb up at 11-0-12, 43 lb down and 40 lb up at 12-6.0, 43 lb dawn and 40 It, up at 13-114. 43 lb down and 40 lb up at 15-114, and 43 lb down and 40 lb up at 17-11.4. and 1921b down and 1761b up at 19-114 an 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: 14=70, 4-7=70, 7-10=70, 16-19=20 Concentrated Loads (lb) Vert: 4=65(B) 7=65(B) 13=30(13) 15=192(13) 11=192(B) 22=-65(B) 23=65(B) 24=65(B) 26=65(B) 28=65(B) 29=65(B) 30=65(B) 31=-30(8) 32=30(B) 33=30(121) 34=30(13) 35=30(B) 36=-30(B) OWARMNC- Vedi design paramareas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1070Lt01S BEFORE USE �■�- Design validfor use only Win Wokt9connecton. This design 8 based only upon parameters shown. and is for an Individual building componenl.not a truss system Bettye use. the balding designer must verify the applicoblity of design parameters and Properly incorporate the design Into the ov msl bulCingdesign.Bracing Indicated b to prevent bucking of Individual 4uss web and/or chord members only. Additional temporary and Parthenon! loading `•®Y� M!Tek' is al aysrequhed testability and to punwenl collapse with possible, persond lNury and properly damage. For general guidance regarding the fabrication.storage.calvary, erection and bracing of pusses and two systems,see, ANSIf PI1 Gua6ty Cohen, DSB•B2 and BC5l Bolding Component 69M Parke East BNd. SafeNlnformallon avatable from Toss Plate lnstilule,218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job a Truss Truss Type Oty Ply 30090.Va8a,Rudy2414 Spec T]BDB]S$ 30994 act Common 0 1 Job Reference factional) East coast Tmsa. Ft. Pli m 1. FL U946 2.0.0 3X4 = 4X4 = 314 = 3X4 = 3x4 = Scale-1:37.4 4X4 = 61 Plate Offsets (X.Y)- 16:0-2-8.0-131 LOADING(psq SPACING- 2.0.0 CSI. In (lac) vtleFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 0.13 7-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.62 FH .0.30 7-9 >823 180 BCLL 0.0 ' Rep SVess Incr YES lM1B 0.20 0.07 6 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 87 lb FT-0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=903/0-3-0, 2=1064/0-8-0 Max Harz 2=119(LC 7) Max Uplift6=233(LC 8), 2=.376(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2019/538, 3-4=1776/487, 4.5=1730/493, 5-6=1960/546 BOT CHORD 2-9=-44B/1862, 8.9=265/1288, 7-8=265/1288, 6.7=456/1797 WEBS 4.7=84/480, 5-7=328/198, 4-9=77/531, 3-9=-356/194 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erectlo`n, in accordance with Stabilizer NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; B=48ft; L=41ft; eave=5ft; 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 gdp 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 par bottom chopd live load nonwncument with any other live loads. 5) • This truss has been designed for a live load of 20.Ops1 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 1001b uplift at joint(s) except Ut=1b) 6=233. 2=376. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and W gypsum sheetrack be applied directly to the bottom chord. OP4 ......... E N SZF2 , ` No 68182- E OF :��Z ONA' ,E�- Joaquin Velez PE No.68182 MlTek USA. Inc, R. Carl 6634 6904 Parke East Blvd. Tampa R.33610 Date: January 14,2016 ®WARMNG- Vadlydaignparamararaand READNOTE50NTMSANDINCLODEDMREKREFER/1NCEPAOEMIA7Mrov. 10/017015BEFOREBSE Oeslgnvolld forum only Wth WekI0 connectors.rlk design based arty upon parameters shown.and% loran Individual bWdingcomponent.not IMF a trust system Before use, the building designer must verity the applicclaRy of design parameterscad propedy m incoomto tNs design Into the overall+. buildmgdesign. Bracing Indicated 6 to prevent bucking ofindMdual tmssweb and/orchard members only. Additional temporay and permanent bracing MiTek' 6 always requlrad forstablSty and to prevenl vroDapse Wth passible personal44isyand property damage. Forgeneralguidanceregardingthe fobncoliom storage. delivery, erection and bracng of trusses and two systema.sea ANSI/1p11 Quality Calera. DSB.8e and 1101 BUBdInO Component 6904 Patio East BNd. Safety Informaffon wallable from Truss Plate Instltum, 218 N. Lee Street. Suite 312 Alexand'id. VA 22314. Tampa. FL 33610 Job Truss Truss Type Dty Ply 30094Vega, Rudy-2414 Spac T]880759 30090 Cot Common 1 i Job e I 4 easr eves Isuy, n. rmrca, rewnco 3x4 = ID:enucbkkT7wL5iPNZBF 10-0 13 I 1s2-10 a1a10 a1a1a 4x4 = 4 3x4 = 3x4 = 3x4 = LOADING (par) SPACING- 2-0.0 CSI. DEFL. in (too) WellL/tl TCLL 20.0 Plate One DOL 1.25 TO 0.30 VBrt(LL) 0.12 7-9 >999 240 TCDL 16.0 LumberOOL 1.25 BC 0.55 Vert(TL) -0.28 7-9 >880 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Harz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=918/0-7.0, 2=1078/0.8-0 Max Hom 2=121(LC 7) Max Uplift6=237(1_C 8), 2=-380(LC 8) FORCES. (Ib)-Max. Comp.fMax.Ten.-All forces 250(I1p) or less except when shown. TOP CHORD 2-3=2058/548, 34=1813/497, 4-5=1834/520, 5-6=20851578 BOT CHORD 2-9=-452/1898, e-9=27011328, 7-8=270/1328, 6-7=484/1928 WEBS 4-7=106/554, 5-7=374/211, 4-9=-751525, 3-9=-3571194 Seats =1:38.2 I1 d 3x4 = PLATES GRIP MT20 244/190 Weight: 87 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing ha Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; What 60mph (3-second gust) Vasd=124mph; TCDL=9.OpsF, BCDL=6.Opsf, h=15ft; B=48ft; L=41ft; eave=5ft; Cal. II; Exp C; Encl., GCpl=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. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will M between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 6=237, 2=380. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. J� pPQU I N till', No 68182 Sir Joaquin Velar PE No.68182 M1tek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa R.33610 Date; January 14,2016 ®WARNING-Vedfydesignparam4lareand READNOWSONTNISANDINCLUDEDMRERREFEWNCEPAGEMIF747gray. iNO]p01tlaEFORE USE Deslgn vo0tl for use onbw9h m7elaB connectors. Thh design b based oruyupan parameters shgvm, and Is for an Individual bugding component, not ��- a truss system Before use, the building designermust verify the appOcab ty oldesign paramelers and property Incorporate this design Into the overall bu0dmgdesign, 8racingindicatedIstoprevent buckfingofIndividual truuweband/orchordmembers onlymwn Additional temporary and 1s MITek* 6 always routed lorstabMty and to prevent collapse Was possible personal lNury and Property damage. for general guidance regarding the fatericatin,storage. delivery. erection and broohg of trusses and truss systems. we ANSVTeII DuaWCAledo.DSE-87 and SCSI Building Component 69D4 Parke Fast SNd. Solely lnfosmafton available from Truss Plate lnditute,218 N. Lee Streel. Suite 312, Alexandria. VA U314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3009LVege, Rudy-2414 spec Ty00875a 3DD94 CO3 Hip 1 1 Joba East CoactTm3s, FL Pleme, FL 34946 7.640 a Sap 292016 Mm6k lndus0lee. Inc. Thu Jan 14 09:N:30 2016 Paget ID:enucbkkT7wL5iPN7BR1GaizvWgJAFiskVVMco3glGI1b1YpOmzFgQ7V bilEBkkEQJ2 UdV 10-0 0 -f-0-0 55a 10-0-0 1 62.tD 0.7-0 3-0-0 53a 4810 1810 $ia 64-0 Scale =1:38.9 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (Pat) SPACING- 2;D-0 CSI. DEFL. in (too) Vde8 Ud TCLL 20.0 Plate Grip DOL .25 TC 0.30 Vert(ILL) 0.12 7-9 -999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.28 7-9 -878 180 BCLL 0.0 • Rep Stress ]nor YES WB 0.21 Horr(TL) 0.06 6 rda n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=918/0-7-0.2-1078/0-8-0 Max Holz 2=119(LC 7) Max UpliN6=237(LC 8).2=380(LC 8) FORCES. (lb) -Max. CompJMax.Ten.- Allforces 250(lb) or less except when shown. TOP CHORD 2.3=2058/548, 3-4=1819/497, 4-5=1841/521, 5-6=2085/578 BOT CHORD 2-9=452/1898, 8-9=276/1349, 7-8=276/1349, 6-7-484/1928 WEBS 3-9=3411169,4.7=101/642,5-7=358/205,4-9=69/513 3x4 = PLATES GRIP MT20 2441190 Weight: 871b FT=Oh BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cress bracing b .installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15N; B=4811; L=41ft; eave=5ft; CeL 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. 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 fn 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 at Joint(s) except 0=11b) 6=237, 2=380. 7) This truss design requires that a minimum of 7/1V structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 18 OPQfVEt UIN .,. No 68182ZZ O: E OF :�4(/ ` 0R4OP�jN i ItONAX-?%%% 1nmr1414 Joaquin Velar PE Na.68182 Wiek USA Inc. FL Ort 6634 6904 Parke East Blvd. Tampa FL33610 Data: January 14,2016 Job Truss Truss Type City Ply 30094�Vega. Ru4r2414 spec TiBBBT55 300H C04 Hip 1 1 Job Reference loptionall East Caast Tmas, FL Pierce, FL 3494E a'I 2.0-0 - 4-36 4x4 = 7.640 4xe = 8.1e = 1:38.9 3x4 = US = 3x4 = 3x4 = 3x4 = tO 6 Plate Offsets MYI— 12:0-0-6.Edael.l5,0-5-0.0-2-01 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.30 Vert(LL) 0.12 8-10 -999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.30 8-13 >829 180 BCLL 0.0 - Rep Stress Incr YES WB 0.13 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-S) Weight: 93 to FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BQT CHORD 2x4 SP ND.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=918/0-7-0, 2=1078/0-8-0 Max Horz 2=98(LC 7) Max Uplift7=238(LC 8). 2=379(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Infilallai guide FORCES. (lb)- Max. Comp./Max. Ten. -All forces 260 (ID) or less except when shown. TOP CHORD 2-3=2071/567, 3-4=1737/471, 4-5=1631/475, 5-6=1756/483, 6.7=2111/609 BOT CHORD 2.10=-078/1917, 9-10=343/1640, 8-9=343/1640, 7-8=522/1961 WEBS 3-10=339/153, 4-10=0/293, 5.8=0/301, 6-8=373/190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf; BCDL=6.Opsf h=15ft; B=4811; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed ; end vertical leffand right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed fora live load of 20.0ps/ 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 mixable of withstanding 100111, uplift at joints) except Qt=1b) 7=238, 2=379. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the tap chord and %' gypsum sheetrock be applied directly to the bottom chord. 11111111111111 ,�,OO`PpUIN <rF� No 68182 * 0: E OF :�14/Z ;OR1OP N�`�. O N AL 'i 0 Joaquin Velaz PE No.68182 MiTek USA, Inc, FL Gert 66M 6904 Parke East Blvd. Tampa FL 33810 Date: January 14,2016 QWARNIND- Verltydeaiga parameters and READ NOTES ON MIS ANDINCLUDEDWEK REFERANCE PAGEMIi rev. losMa15BEFOREME aaaaaa �■F Design ffd for use only Wits Wastecorrectors. This design Isbased only uponp xmxcfcashown,and is for an individual buidin0 component.not a buss system Before use, the building designer must verity the oppicabSh/ of design parameters and property incorporate this design kilo the is eri buadingdesign Socha Indicated istopevenibucking oflndividvaltccswebond/orchordmembenonly. Additional temporary and permanent bracing +.�i■p� MiTek- isa1isequined far stability and to prevent c.11m wt0 possible personal lniyry and property damage. rorgeneralguicanaerepording the fabrication.storage, delvery, erection and bracing of trusses and two ryslems.sea ANSI/Tint guaaNCdfeda.OSB-89 and BCSI Building Component 6904 Parka East Bivd. Safety Information avalabie from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alewnddo. VA M314, Tampa. FL 33610 Job s Truss Truss Type Oty Ply 3D094Voga, Rudy-2414 Spec T/BBBT56 30094 C05G Hip older 1 1 Job Referenceo East Good Tmss, • Ft. Plerce, FL U946 -2-a0 aaB ' z-aD a3e 4.00 12 29 2015 Mark Industries, Inc. Thu Jan 14 09:56:312016 2-e-10 4-0-0 4-0O 2-8-10 3.3-6 . 2-a0 5x8 = 1.4 II c•, Li 3x8 = 3x4 = 3x8 = 5x8 WE = MCIIIE0 3x4 = 3x5 = Scale - IA1.5 Plate Offsets IX.V1- WO-5-4.0-2-81. f6:0-5-4 0-2-81 LOADING(psQ SPACING. 2-D-0 CSL DEFL. In floc) Udell - Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.27 12 >928 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.5710-12 >439 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 HOR(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 100111 FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Sbucturalwood sheathing directly applied or 1-1D-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 2=1836/0-8-0, 8=1836/0-8-0 Max Horz 2=80(LC 24) Max Up1ift2=611(LC 8), 8=-611(LC 8) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=4129/1157, 3-4=-4153/1174, 4-20=4836/1387, 20-21-483611387, 5.21=-0836/1387, 5-22=-0836/1387, 22-23=483611387, 6-23=4836/1387. 6.7-4153/1174, 7.8=4129/1157 SOT CHORD 2-13=977/3833, 13-24-97913965, 12-24=.979/3965, 11.12-979/3965, 11-25=979/3965, 10-25-979/3966, 8-10=977/3833 WEBS 3-13=248/349, 4-13=-271495; 4.12=280/1042, 5-12=623/330. 6.12-279/1042, 6-10-271495. 7-10=2501349 11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7.10; VUI1=160mph (3-second gust) Vasd=124mph; TCDL-9.Ops/; BCDL=6.Opsf; h=1 Sit; 8=48ft; L=41ft; eave=5ft; Cat. II; Fxp 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. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. 5) Plate(s) at joint(s) 4, 6, 2, 13, 3, 12, 5, 10, 7 and 8 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 3 degree rotation about its center, 7) This truss has been designed for a 10.0 psf bottom chord Eve load nonconcument with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=16) 2=611, 8=611. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection deviants) shall be provided sufficient to support concentrated load(s)145fin down and 120 lb up at 6-0-0. 145111 down and 120 lb up at 8412, 145 Ib down and 12016 up at 10-0-12, 145111 down and 120 lb up at 10-7-0, and 145111 down and 120 lb up at 12-7-4. and 145 Ib down and 1201b up at 14-8-0 on top chord, and 433 Ib down and 138 Ib up at 6-0-0, 61 lb down at 8-0.12, 61 Ib down at 10-0-12, 61 At down at 10-7.4, and 61 fib down at 12-7-4, and 433111 down and 138 lb up at 14-7.4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Dane 2 OPpUI.. VF4�ii /(qN oo((a 68182 �..-a JXUY if *� : LY �, R10P N .'r; ONA1 %%`%' Joaquin Velez PE No.68182 Welt USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date; January,14.2016 A WARNING -Verily dmfgnpammeran, and READ NOTES ON THIS AND INCLUDEDNITER REFERANCE PAGE VPT473 rsv. 1D'D31015 BEFORE USE. Deson voGd forme only Wth We11B connectors. Lhis design is based only upon oaramefen shown, and IS for an individual bu9ding component, not ��- citrus, wslem. Before use, the buShcn9 designer must verify, the applicabley of design pammelen and properly incorporate this design Info the overaS buldingdesign. 8ractng indicated b to prevent buckling of ImlMdual truss web and/orchord members only Additbnaltempora cndpennanentbraci g M!Tek• b alwcys nequired for stcbily and to prevent collapse wen possible personal Injury and property damage. Forcemeat guidanceregarding the fabrication, storage,delivery, erection and bracing of trusses and Imes systems. we ANSI/TPII Ouardy Cdfeda.DSB-89 and SCSI Building Component 69N Parke East Bind. Safety Information ovagable from Truss Plate lnstitute.218 N. Lee Street. Sulte 312 Alexandria, VA U314. Tempe, FL 33610 Job Truss Truss Type Dry Pty 30094-Vega, Rudy,24145pec RBBBl66 30094 COSS HIPGWer I i b Reference (optional) East Coast Truss, FL Pierce, FL 34966 7.640 a Gap n 2016 MRok lndusldes, Ina Thu Jan 14 OeSS312016 Paget ID:enurbkkRWLSIP NZBRjGelz WgJcRGEzsNOYNy9uUADSWw7WTDD2mNK61 OMOTnymzvDdU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1.4=70, 4-6=-70, 6-9=70, 14-17-20 Concentrated Loads (lb) Vert: 4=98(F) 6=98(F) 13=386(F) 12=84(F) 5=195(F) 10=386(F) 21-98(F) 22=98(F) 24=42(F) 25=42(F) ®WARN/NG-Vsaffy design pneme(at and READ MONS ON MIS AM INCLUDED MITEK REFERANCE PAGE 111147413 m. 1W=015 BEFORE USE ea- Design void for use a* with MTekO connectors. This design is based only upon paramefers shown. and is for an IndMidual bu9dng component, not - a Was system. Before use, the building de0gner must verily the app0cabSty of design parameters and property incorporatethis design Into the overal bulcingdesign. Bmcinghndiwted6lopmvenlbuckOn9ofindMdual Wvweband/orchordmembeno*. Additional temporary and permanent bracing M!Tek' is always required for stab0iN and to prevent collapse wtih possible personal Injury and property, damage. Forgeneral guidance regarding the foMCallon.storage, deOvery.erection and bracing of hisses and Inum syalerlla.aee ANSIRPII Quality Citede, USi and Sal Bu0ding Component 6904ParkeFat BIW. Safety Information available from inns Plate Institute,218 N. lee Street. Suite M. Alexandra, VA 22314. Tampa. FL 33610 Job 1 Truss Truss Type Oty Ply 30os4-Vega, Rudy-2414 Spec nasws7 30084 001 COMMON 1 1 b Reference (optional) East Coa.I TN59, Ft. Plere9, FL U946 240 6.2-1 4x4 = m 7.64D s Sep 292015 Mh ak Industries, Ina. Thu Jan Scale =1:32.5 Site II 3x8 = 3x4 = 1x4 11 3x4 = la LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20147rPI2007 CSI. TC 0.41 BC 0.51 WB 0.59 (Matrix-S) DEFL. in Vert(LL) 0.15 Verint.) .0.17 Hom(TL) 0.03 (loc) VdeB L/d 6.8 -999 240 6-8 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 82 lb FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required gross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=744/0-8-0, 9=912/0-8-0 Max Horz 9=169(LC 6) Max UpII115=516(LC 8), 9=-662(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1s) or less except when shown. TOP CHORD 2-3=931/677, 3.4=926/672, 4-5=1679/1161, 2-9=856/591 BOT CHORD 7.8=1047/1555, 6-7=1047/1555, 5-6=-1047/1555 WEBS 3-8=210/257.4-8=790/583,2-8=-469/781 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: What 60mph (3-secand gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf; h=15ft; 8=48ft; L=41ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed: porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 cked for a us or minus 0 degree rotation about Its Center. 4) This slrushas been designedeisigned fora 110.0 psf bottom chord live load nonconwrrent with any other live loads. \��,oUIN t Vi +,, 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 .S`� op` , 4� ej fit between the bottom chord and any other members. �% J C E N 9 6) Provide mechanical connection (by others) of trussto bearing plate capable ofwithslanding 100 lb uplift at Joint(s) except Qt=1b) 5=616, �% V� SF�••, 9=662. No 68182 7) Thls truss design requires that a minimum o17/16'structural wood sheathing be applied directly to the top chord and '/,° gypsum sheetrock be applied directly to the bottom chord. * i •: E OF :�� : �i 11 O N AI- +nu1111�1 Joaquin Velaz PE N0.68182 Date: January 14,2016 AWARNING-Verily das/gnI..isfare and READ MOMS ON MIS AND INCLUDED 49TEK REFERANCE PAGE M hWil rev. 1WOM015 BEFORE ME. �■�- Design valtlforuseonlywlihMUTek®connectors. Thhdesign is based ody upon parameters shown. and sforan ndMduolbuldngcomponent,not a truss system Beforeuse, the buldng designer must verily the applcato y of design parametersantl Isropedy incorporate this devgn Into the overall buldmgdesigrs, among indcated is to prevent buckWg of harldual lruccueb and/or chord members only. Additional temporary and pemraneni bracing MiTek' h alvcys required forstablity and to prevent collapse wilt possible personal Injury and property damage. For general guidance regarding the fabrication.storage. delvery. creation and bracang of trusses and truss systems.see ANSVIPII Gualty Cetera, DSB-80 and BCSI Building Component 69M Parke East Blvd. Safety Information avalable/rom Truss Plate nslitute.216N. Lee Slreel. Sulte 312 Alexandria, VA 22314. Tampa, FL 33610 Jab f Truss Truss Type 0ty Ply 30094-Vega, Rudy-2414 Spec M88758 30094 D02 COMMON 2 1 Referencei al East Coast Truss, Ft. Planes. FL 34946 4x4 = 4.o0 (12 4-7-11 2- ' 3x8 II 3x8 = "`� — 1x4 II sea = LOADING (ps➢ SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=90510-8-0, 5=894/04-8 Max Horz 10=188(1_C 6) Max UpIA10=656(LC 8), 5=653(LC 8) Scala=1:34.5 I$ CSI. DEFL. in (toe) Vdeg L/d PLATES GRIP TC 0.42 Vert(LL) 0.15 7-9 >999 240 MT20 244/190 BC 0.51 Vert(TL) -0.17 7-9 >999 180 WB 0.55 Harz(TL) 0.03 5 n/a Na (Matrix-S) Weight: 851b FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation oulde. FORCES. (Ih) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=921/666, 3-4=916/661, 4-5=-1618/1102, 2.10=B50/585 BOT CHORD 8-9=931/1493, 7-8=931/1493, 5-7=931/1493 WEBS 3-9=201/253, 4-9=735/531, 2-9=-059/772 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Ops1; BCDL=6.Ops1; h=1511; B=4811; L=41it; eave=511; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; parch 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fn between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) except Qt=lb) 10=656. 5=653. 7) This truss design requires that a minimum of 7/16' Structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. \I\IIIIIIIII++ IN VFW+'i�i No 68182 ' �t E OF �141 +ulnl\ul Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 14,2016 AWARNING - WWI deoncra amataraandREADMOMSONINISANDINCLUDEDMITEKREFERANCEPAGEMIA7Q7rsv,10/03R015BEFOREME Design valid for use only with Mlekt9 connectors. This design Is based only upon parameters shovm. and is for an individual bulding Component, net � a truss system Before usethe bulding designer must verily the appicabnN of design parameters and properly Incorporate thus design Into the overall buldmgdeslgn. Bmcingreflected Istoprevent bucUngofindrodualmuss vreband/or chord members only. Additlonaltemporaryand permanentbraclng Is ahvoys required for stabAity and to prevent collapse with pcoble personal injury and property damage. For general guldonce regarding the WOW fabrication, storage, deWery, erection and bracing of trusses and truss systems see ANSI/IPII Guallty Cleste,DSB-BT and SCSI Buadtng Component fi90d Parka Eon BNd. Tampa, FL 33610 SWetylnformaeon available from Wss Plate mertute,218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job 1 Truss Truss Type Cry Ply JOOeFVa9a. Rudy-2414 Spec BBBT58 30084 "GE COMMON SUPPORTED OAB 1 1 Job Reference (optional) cma waa,u aa, r,. ri rt.. rL3ww r.b4Ud eeP 392U15 MReKInclUSMOa, Inc. TOVJ2n 1409:56:332015 Pegs 1 o I 621 ID:enucbkkT7wL51PNZ9RjGalvWgJ-Vq07MV0g4_Ct7nKcDxyTbulwlglvo62hqiyuOenUDS 16.10.0 1e-10.0 22D0 6-2-1 10.7-15 2-D0 ' Said. - 1:34.5 4x4 = l$ 20 19 19 17 16 15 14 13 12 3x4 2x4 II 1x4 II 1x4 II 1.4 II 1x4 II 3x4 = 1.4 II tx4 11 1.4 II Plate Offsets ((.Y)- f15:0-1-9.0.1-81 LOA13ING(psQ SPACING- 2.0.0 CSI. DEFL. In (too) Udell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.03 11 Nr 120 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.06 11 ntr 120 BOLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC20147rP12007 (Matrix) Weight: 83 lb FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0.0 oc purling, except BOT CHORD 2x4 SP No.2 end verticals, WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nsta also aria REACTIONS. All bearings 16.10-0. (Ib) - Max Horz 20=186(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 18, 19, 16, 14, 13, 12 except 20=243(LC 8). 10=223(LC 8) Max Grav All reactions 250 lb or less Gilchrist 17.18,19, 16,14, 13, 12 except 2a=285(LC 1), 10=307(LC 18) FORCES, (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-20=-271/262 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=1Sit; B=48ft; L=41ft; eave=2ft; Cat. II; Exp C; Encl., GCpl=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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlrPI I. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0.0 oc. 7) This truss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) o1 truss to bearing plate Capable of withstanding 100 IS uplift atjoint(s) 18, 19. 16, 14, 13, 12 except Qt=lb)20=243, 10=223. 10) "Seinkrigid pftchbreaks including heels" Member end flKky, modelwas used in the analysis and design of this truss. \\\\\III PII111//! QUIN VF!s WF - GENs.� 00 No 68182 E OF � O R IV tONA1.�c��`�`• lit /rnlill Joaquin Velez PE No.68182 Mlrek USA Inc. FL Cert 6634 6904 Parke East Blvd, Tampa R. 33610 Date; January 14,2016 AWAR/JING- Vufry design parameters end READ NOTES ON MIS AND INCLUDED M/TEK REFERANCE PAGE MIL7471 the IW12015 BEFORE USE sesess Design vard for use only with NIfea connector.Thb design is based only upon parameters she". and is for anindMdual bu0dng component. not a two syslem Before use. the buOdina designer must venfy the applicabgly of design parameters and pmpeM Mcorporale the dedgn Into the overal -.Y�• bWdmgdesign. Bracing Indicated is to prevent bucking of indMdual tore web and/or chard members only. Additional temporary and permanent bracing 6 aN+ays requlred forstablfN and to prevenl cs0opse Wth possible personol lniury and property damage. Forgencral guldance regarding the WOW 60" Parke East Blvd. tobrkallon.storage, de0very. erection and bracing of trusses and truss systems see ANSVINI Quapty Criteria. DS349 and SCSI Building Component Temp., R 33610 Solety Information avaAable from Truss Plate hellute. 218 N. Lea Street, Suite 312, Alexandria, VA 22314. Job ITruss Truss Type Cty Ply 30D94Vega, Rudy2414 Spec T]e8a]6o 300% MV2 valley 2 1 b Reference foptionall cast Casco ,ryas, 11 flame, e14anaa 2x4 7.640 a Sep 292015 Mires Industries. Inc. Thu Jon 14 09:56:342016 Page t ID:enucbkkT7wL5iPNZeRjGalzvWgJ-0DyNauPJrlKklxuoneTi85rAC768%Zyg3MiRZ5zvUdR 4.00 F12 Scale =1:6.1 LOADING(psf) SPACING- 2.0-0 Cat. DEFL. In (loc) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - nfa 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) -0.00 2 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 5lb FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (DISIZe) 1=5012.0-0, 2=3912-0.0, 3=11/2-0-0 Max Horz 1-20(LC 8) Max Uplift 1=10(1_C 8), 2=-23(LC 8) Max Grav 1-50(LC 1). 2=39(LC 13), 3=22(LC 3) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation fluids. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL-9.0psf; BCDL=6.Opsf; h=15ft; B=48ft; L=41ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantileverleft 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 its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrenlwith any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will in between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 I6 uplift at jolnt(s) 1, 2. 8) "Semi -rigid pltchbreaks Including heals' Member end fixity model was used in the analysis and design of this truss. CIO IN V4S., No 68182 E OF :��U� ice' :�R1�p'�j\=0`• �.� , ONA�EP`• i11181111101 Joaquin Velez PE No.68182 M)Tek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; January 14,2016 AWARNING-Vanity design pa amefers and READ NOTES ON TMS AND INCLUDED SDTEK REFERANCE PAGE AMPT470 rev, IW W0158EFORE USE Designv Uci for use only oath W.1d)colmedon. This design 8 based only upon parameters shown, and is farm hdlvidual bulchgacmponent.not ahusssystem Beforeuse. the building designer must verify the opp4coblnyufdek s parameters and property lncorpomle this design Into the overall buldingdesign. Bracing Indicated Is to prevent buckling of incfMduol truss web and/or chord member only. Additional temporopy and permonentbracing MiTek' isalw ysregvtr dforstabNtyandlopreventcobo eWthposublepersondirjWcndpmpeMdamage. Forgeneral guidance regarding the fabdcotion, storage. carvers, erection and bracing of trusses and lmss system see ANSI/IPS puardy Criledo, 0S8.89 and SCSI Building Component 6904 Parts East Blvd. Safetylefonn lkni available from Truss Plate lmtitute.218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 ob Truss Truss Type Dry Ply 0009avega, Rudy-2a14 Spec 3ow4 We vanay 2 1 neee7st Job Retainer.o East C—iToss, rt. name, FL ss9e 2x4 a O.o 7.540 a Sep 29 2015 MTek Industd99. Inc. Thu Jan 14 09:56:042016 Page 1 ID:enucbkkT2wL5iPNZBRjGeluWgJ-0CyNauPJrlKklxuoneTi85r6174gxZyg3MiRZ5zvUOR LOADING (pso SPACING- 2-0.0 Cat. DEFL. in (too) Vde0 L/d TCLL 20.0 Plate GNP DOL 1.25 TIC 0.28 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber COL. 1.25 SC 0.17 Vert(TL) We - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 3 Na n/a BCDL 10.0 Code FBC2014RPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lblsfze) 1=133/4-0-0,3-133/4-0-0 Max Harz 1=65(LC 5) Max Uplift i=33(LC 8). 3=36(LC B) Max Grav 1=133(LC 1), 3=135(LC 13) FORCES. (Ib)-Max. Comp./Max. Ten. -Ali forces 250 fib) or less except when shaven. zx4 II acale =1:9.5 PLATES GRIP MT20 244/190 Weight: 121b FT=0% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek rewmmends that Stabilizers and required crass bracing be installed during truss erection, In accordance with Stabilizer Installation a. de NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1511; 3=4811; L=4111; eeve=5R; Cat. 11; Exp C; Encl., GCpf=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 Its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels' Member end laity model was used in the analysis and design of this truss. No 68182 O: E OF '1p 10NA` ,a%%%%' Jos quN Velaz PE No.68182 MITek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 14,2016 AwARNINO- VadrF desrOn parameters and READ NOTES ON MIS AND INCLUDED ANTEK REFERANCE PAGE MAT473 W. 10/0"015 BEFORE USE. �- Design valid for use.nNwith Nffek® cormecton, this design 8 based only upon parameters shown, and is for an Ind'Mdual building component, not a truss system Before use, the building designer must verify the appicabiRy of design parameters and Property Incorporate thb design Into the owing buldingoli&adngindlcatedbtopeventbuckMgofineMdVO11=weband/mchordmembenonry. Adefionaltempwayand pennanentbracing MiTek- IsoNmysrequbedforslablityandtoprevenlcoeapseWihpossiblepersonallnluryandpropeMdamage. forgeneralguidance regarding the fabdcatian.storage.delivery. erection and bracing oftwues and Imes systems, see ANSIRPI1 Quality Curate.DSB-B9 and BCSI Bulding Component 69M Parka East End. Safety Information avoilable from Truss Plate institute, 218 N. Lee Stmet. Suite 312.AtexancHo. VA 22314. Tampa, FL 33610 Job a Truss Truss Type Oty Ply 30084-Vega, Rudy-2414 Spec T]aBB382 30094 We Valley 1 1 Job Reference (rational) test uuas ...a. •t. Fiance, FL 34B4b r.b.U'0ep L9zulb Mllelllnaualne9,InG Inu Janl4ue:bb:ub Lint, wages ID:enucbkkT7wL5iPNZBRjGalnVFgJ-VCW[nEGxoeSbMST LM_xgJNJC%RvGOezHOR75Xz UdO Pr 6 5 4 2x4 II 1.4 II 2x4 11 Style=1:18.0 LOADING(psp TCLL 20.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING- 24]-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20147rP12007 CSL TO 0.15 BC 0.11 INS 0.04 (Matrix) DEFLin Vert(I) n/a Vert(TL) n/a HDR(TL) .0.00 (loc) Well L/d - We 999 - ma 999 4 n1a n/a PLATES GRIP MT20 244/190 Weight: 21111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5.1.1 Go purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required "ass bracing be installed during truss erection, In accordance with Stabilizer REACTIONS. (lb/size) 6=87/5-1-1, 4=87/5.1.1, 5=257/5-1.1 allatigo Guido Max Horz6=151(LC 5) Max Up1ift6=1(LC 4), 4-20(LC 5), 5-101(LC 8) Max Gmv 6=106(LC 14), 4=91(LC 13), 5=272(LC 13) FORCES. (lb). Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst,, BCDL=6.Opsf; h=15ft; 8=48ft; L=4111; eava=5ft; Cat. 11; Fxp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and fight 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 its center. 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord load nonconcurrendwills y other live ?This f truss has been designed fora live load of 20. po s on the bottom chord ine all areve where arectangle 3.6-0 tall by 2-0.0 wide will 5) as where �41..J0� ���```QV j4f 4,c fit between the bottom chord and any other members. �\ OP.......... ` E 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100111 uplift at )oint(s) 6, 4 except Ut=lb) •• N' • �� V CC•'•• i� 5=101. 7) "Semi -rigid phchbreaks Including heels' Member end fatty model was used In the analysis and design of this truss. �� NO 66182 IZi: :0R1�. . �ONA�E?O`• Joaquin Velez PE No.68182 Wek USA, Inc, FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 14,2016 ,&WARNING- Vedlydasi9n14ru0. IREAD NOTES ON RNSAND INCLUDEDOTENREFERANCEPAGEMI7T 3nv. fansecurls BEFORE USE. Design valid for use only with Mired) cormeaton. This design 4 based a* upon parameters shown. and Is for an indlMdvu buiding component, not ��- a truss system Before use, the building designer must verify the appicobety of design parameters and property Incorporate this design into the overa0 buBoingdesign. ensurelndicaledbtopreventbuckingoflndMdualtrussweband/or chord members only• Addlionaltemporaryandpermanentbracing MiTek' Is always required forstalonly and to prevent collapse wits possible personal lnluryand property damage. fergenemiguidance regarding the faterkalion,storage. deMery. erection and bracing of trusses and truss system see ANSI/Illl puallsy Cdletlo,DSB-89 and BCSI Building Component 69M Pmke East Blvd. Safely1Norma6or avolable from Truss Plate Irsteufe, 218 N. We Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply 30094Ve9a, Rudy2414 Spec 000]fi3 3gosa r4v6 valley z 1 Job Re/erence (optional) East C0331 Truss, FL Pierce, FL 34946 2.4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 TCDL 15.0 Lumber DOL 1.25 SC 0.52 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Cade FBC2014/fP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=223/6-0-0, 3=223/6-0-0 Max Hors 1=109(LC 5) Max Uplift 1=56(LC 8), 3-61(LC 8) Max Grav 1=223(LC 1), 3=227(LC 13) FORCES. Ub) - Max. Comp./Max. Ten. -All forces 250(to) or less except when shown. 7.640 a Sep 29 2015 MTek Industries, Ina, Tbu Jan 14 09:50:352016 Page 1 ID:enucbkM7wL5iPNZ8RjGaIrvVJgJ-VCWInEGkccSbM5T LM_�KgJN6s%KdGOCzHOR75YrvUdQ DEFL. In (roc) War L/d Vert(LL) n/a - n1a 999 Ver(TL) n1a - Na 999 Horz(TL) -0.00 3 n1a n1a Scale =1:14.0 2x4 II 2 2.4 II PLATES GRIP MT20 2441190 Weight: 19 to FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rMTak recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6,OpsY h=15ft; B=48ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1B; 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 its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurenlwith any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. 7) "Semi -rigid pltchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. No 68182 i O R 1 v �?� �• r , iONAi E��``� Joaquin Vela PE No.68182 MITek USA Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL33610 Date: January 14,2016 Job 4 Truss Truss Type Oly Ply 30094-Vega, Rudy-2414 Spec 30084 We 1 1 V8887U o 'o East Coast rose, Ft. Pierce. 7.640 a Sep 292015 Mmek Iadualdee, lac. Thu Jan 14 00:56:352016 Page 1 ID:enucbkk17wL5iPNZBRjGaLvWgJ-VCWMnEOxocSbMST_LM xgJNGO(POGOLzHOR75XzvUdO B-ao &Oo-o Scale=1:17.2 2.4 II 5 4 2x4 % 1.4 II 2x4 II LOADING (pst) SPACING. 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.26 BCLL 0.0 • Rep Stress ]nor YES BCDL 10.0 Code FBC2014rrP12007 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TC 0.37 Vert(LL) n/a - Na 999 MT20 2441190 BC 0.21 Vert(TL) n/a - Na 999 WB 0.06 Horz(TL) -0.00 4 n/a nta (Matrix) Weight: 271b FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=94/8-0-0, 4=137/8-M, 5=395/8-0-0 Max Hors 1=153(LC 5) Max Uplift 1=7(LC 8).4=29(LC 5), 5=130(LC 8) Max Grav 1-94(LC 1), 4=142(LC 13), 5=397(LC 13) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. WEBS 2-5=309/182 Structural wood sheathing directly applied or 6.0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recammends that Stabilizers and required cross bmcing be installetl tluring truss erection, in accordance with Stabilizer Installation guitle NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6.Opsf; h=15fl; B=48fl; L=41ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and fight 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 its center. 3) Gable requires Continuous bottom chord bearing. 4) ThIs truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at)oint(s) 1, 4 except (jl=@) 5=130. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. OIIIIIIII//I PpU I N VFW No 68182 ,i 0' 4U C .,0. E OF IO N A' 1S110a. Joaltuln Vela PE No.68182 Tampa FL33610 January 14,2016 AWARNING -Vanity daa/gn panmafars and READ NOTES ON MIS AND INCLUDED MITER REFERANCE PAGE MX7473 rev. IMUT015 BEFORE USE. �R- Dedgnvagd forusea*Wlh M1ek®aonnecton.Th4Eeskn bbosedonNupanpammetenshovm,choirs for an lndMduol bugling component.not p`7 a buss system Before use. the bugding designer must verify the appleablgN of design parametcrs and properly Incaporafa this design Into the overal bugdingdosign.&acNg Indicated is to prevent bucking of Individual Wss veb and/or chortl members only. Additional temporary and permanent bracing MiTek' Is chv required forstabifdy and to prevent collapse Wth posdble personal Injury and property damage. For general guidance reCarding the fabricationstorage.degvary, erection and bracing of trusses and Wss systems.see ANSVTPll pua0y Croeda,DSB-89 and SCSI Building Camponenl 6904 Parke East BNd. Safely Infosmp8on evailcble from Truss Rate lnslltuts.218 N. Lea Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 3009 Vera, Rudy-2414 Spa, T7aBB765 30094 V4 Valley 1 1 b Reference (optional) East Coast Truss, n. rrefce, IL Mau 7.Was Sep292a16Mffeklndusmes.lna. Thu Jan1409;56:372016 Pagel ID:enucbkkT7wL5iPNZBRjGalzvWgJ-RbdWCvRB8DIJcPdNSnOPIkS9SL7VkwiGIKw69PzvUdO 2-0-0 a04 2-M 3x4 — 2-00 Scale -1:7.7 4.00 F12 2x4 2.4 Plate Offsets (X.Y1— 12:0-2-O.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Suess Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 916 FT-0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=99/4-0.0,3=99/446-0 Max Horz 1=11(LC 6) Max Uplift 1=26(LC 8), 3=26(LC 8) FORCES. (Ib)-May. CompJMax.Ten.-All forces 250(Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf; h=1511; B=48ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; and 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. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - 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 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) 1, 3. 8) "Semi -rigid pltchbreaks including heels" Member end fxty model was used in the analysis and design of this truss. SF' No 68182 E OF icy: 0RIVP�\��`. �ONAlit, 69D4 Parke East Blvd. Tampa R. 33610 Date: January 14,2016 AWARMNO-VedfydWgnparsmefen dREADNOTESON7MSANOINCLUDEDM KREFERANCEPAOEMIF7473rev.1MMOISBEFOREIISE Design valid for use only with Wesel) connector. This design a based only upon parameters shown, and is for on IndNklual bull component, not a Imo system Before use. the bulding designer must verify the appicablity of design parameters and propedy Incorporate the design Into the overall buldingdesign. 6mcingIndicated 6toPrevent bucking ofindMdualimav band/orchonlmembersonty• Additional temporary and permanent brocing WOW Is akvays required for stability and to prevent collapse with possible personal lr7ury and property damage. fargeneralgMdaram egardNg the fabrication, storage. degvery, erection and bracing of trusses and truss sysfems,see ANSIIPll OuaBly Criteda,DSO.89 and SCSI Bugdfng Component SON Parke East Blvd. Safety Infamnaflon avalable from Puss Plate Institute. 216 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 13610 Job a Truss Truss Type City Ply 3o094-Vega, Rudy-2414 Spac 30094 Va Valley 1 1 888766 Feel fan51 In— Q ---- ----- r.wea--I—lurc m11.xnausmae. lne. I n.l.n W09:50:352015 Page ID:enu.AkkT7wL51PNZBRiG.LIV✓gJwnBUPFSpvxr9DZCZOUYelx?nnkSrTNMD2-.gflsrvUdN 4 60 8.0.0 4ao &D-0 4.00 12 2x4 4x4 = 2x4 eZ sale=1:14.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, In (Ice) Uden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Be 0.16 Vert(TL) n/a - rda 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Hoa(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight: 23 to FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=135/8-0-0, 3=135/e-0.0, 4=287/8-0-0 Max Ham 1=31(LC 7) Max Uplift 1=47(LC 8), 3=47(LC 6), 4=52(LC 8) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing b ,installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd-124mph; TCOL-9.0ps1; BCDL=6.Opsf; h=15ft; B=48ft; L=4111; cave=5ft; 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. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunenl 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 chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1OD It, uplift at joint(s) 1, 3, 4. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. No 68182 O: E OF �441 ORQp �j�=% 0N E\A % 6904 Parke East Blvd. Date: 6634 January 14,2016 Q WARMNO-WNrydaelgn I..(. and READ NOTES ON TNS ANDINCLUDEDBOTEKREFERANCEPAOEMIF7473rw, IM"015PEFOREWE. Design vend for use onN with Wek® connectors. This design a based arty upon parameters shown, and Is for an IndlMdual building component, not a miss system. Before use, the balding designer must verify the epiekabiLN of design parameters and pmpaM Incorporate this design Into the ovem8 buOdIngdosgn. Bracing Inaketeda toprevent budding ofindMdual hussweband/orchordmembers only. Additional temporary and permanent bracing MiTek' Is always required fordabiley and to prevent collapse with parable personal Injury and properly damage. For general guidance regarding the fobrkatlon.storage. de1wry. erection and bracing of trusses and truss systems.see ANSVTPII Quality CrIterla,DS8.89 and SCSI Building Component 69M Parke East shut. Saletylntormoeon available from Truss Plate Institute. 218 N. Lee Street, Sulta 312 Alexandria, VA M314. Temp., FL 33610 Job [ Truss Truss Type Gty Ply 30094-Vega, Rudy-2414 Spec T)B00]6] 30094 V12 GABLE 1 1 Reference0 el tear cue. Irvaa, rl. vierca, n:+er4e 7.5405 5ep 292015 MTex lnaustnaS. Ina Thu Jan 14 09:56:36 2016 Page ID:enucbkkT7wL5iPNZ8RjGalzvWgJ-zP477ZRZNvaS F2Bv3VADWWMvxiy7SM7WgBYdz UdP &b0 12-0.0 4x4 = Scale=1:19.4 4 3x4 1.4 I 3.4 LOADING(psf) SPACING- 2-M CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip COL 1.25 TC 0.66 Vert(LL) n/a - We 999 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(TL) We - We 999 BCLL 0.0 - Rep Stress Incr YES NIB 0.07 Hom(TL) 0.00 3 n/a rda BCDL 10.0 Code FBC2014rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP NO3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. Db/slze) 1=197/12-0-0, 3=197/12-0-0, 4=525/12-0.0 Max Horz 1-51(LC 6) Max Uplift 1=61(LC 8), 3=61(LC 8), 4=-118(LC 8) Max Grav 1-203(LC 17), 3=203(LC 18), 4=525(LC 1) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(Ib) or less except when shown. WEBS 2-4=372/172 PLATES GRIP MT20 2441190 Weight: 35 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf h=15ft; 8-08ft; L=4111; eave=5ft; 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. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrenl 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 10016 uplift at joint(s) 1, 3 except at=1h) 4=118. 8) °Semkrlgid pitchbreaks including heels" Member end f oly model was used in the analysis and design of this truss. \\\II11111lI! `%QUIN V,-' i , �• OENj F��1, No 68182 * O: E OF .OR\oPC,N Joaquin Velez. PE No.68182 69M Parke East Blvd. Tampa F.33610 Date; January 14,2016 ob s Trusts Truss Type Dty Ply 30094-VeBa.Rud,,2414 Spec P 800]60 30094 V19 valley 1 1 Reference lopti.inall East CpaB Truss, Ft. Pleme, FL 34946 7.640 a Sep 282015 Mnek Industries, Ina Thu Jan 14 09:55:36 2016 Pagel ID:enucbkkT7wL5iPNZ8RjGalvWgJ-zP477ZRZNvaS F2Bv3VADWwLExiF7TU7WgBYdz UdP 8-1-8 I 9-t0.6i 1640 6.1-8 1&D 8-1-8 4x4 = 4.00 F12 4x4 = Scale = 1:26.3 3.4 7 B 5 3.4 1.4 3x4 1.4 II e-ta s-so LOADING (psD SPACING- 2-D-0 CSL DEFL. in (to 2 VdeO TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n]a - n/a TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a - a/a 7W. BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Hom(TL) 0.00 4 Na BCDL 10.0 Code FBC2014rrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb)- Max Ham 1=52(1_C 6) Max Upli t All uplift 100 Ib or less at joint(s) 1, 4 except 7=105(LC 8), 6=-105(LC 8) Max Grav All reactions 250 lb or less at joinl(s) 1, 4 except 7=440(LC 17). 6=440(LC 18) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I1a) or less except when shown. WEBS 2-7-3301153, 3-6=330/153 PLATES GRIP MT20 2441190 Weight: 50lb FT-0% Structural wood sheathing directly applied or 6.0-0 oc purling Rigid ceiling directly applied or 6-0-0 oc bracing. Mrrek recommends Nal Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation quid.. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; hat 511; B=48ft; L=41it; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunenl with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except ()t=1b) 7=105,6=105. 9) "Semi -rigid pitchlbreaks including heels" Member end laity model was used in the analysis and design of this truss. r QUIN �•,`,,,,0 � ` No/f 6B182 Joaquin Velez PE No.68182 Mifell Inc, FL Cart 60M 6964 Parke East Bind. Tampa FL 33610 Data: January 14,2016 OWARNIND-V.My dWgnpemm.l. and READ NOTES ON TNISAND INCLUDEDMIMKREFEMNCEPAGEMP7473 rev. lanianal5aEFORE USE. Dedgnva9dforweonlVWthWel®connector. This design is based orry upon perametenshcv and is loran Individual bu9reng component.not a Wss system Before use, the budding designermust mdfy the applIcablity of design parameters and properly incorporate this design Into the overall +iYP building design. Bracing indicated 4 to prevent buckling oflndMdual truss vreb and/orchord members only. Additional temporaryand permanent bracing 4 always required for stabMty and to prevent collapse with passible personal injury and papery damage. Forgencralguldanceregardingthe MiTek' 6904 Parka East Blvd faWkotlan.storage,delivery. erection and bracing of musses and truss Vsfems, see ANSI/7911 Qually Cdiers,DSB-89 and BCSI BuldIng Component VA Tampa, FL 33610 Sateylnformatlon cva9able from Trust Plate Wfitute.218 N. tee Street. Suite 31Z Alexandra, 22314. Job [. Truss Truss Type Qty Ply 30094-Vega, Rudy-2414 Spec T]BBBT69 30D94 WD valley 1 1 ReferenceJob (optional) 6-1-8 '-eau E sap 29 2915 NICK I0aa6NW. Inc. Tnu Jan 14 09:59:372D16 Page 1 ID:enucbkkT7wLSIPNZSRJGalzvWgJ-Rbd=vRBSDjJcPDNSnOPIkSW2L2nkwlGIKw69PzvUdO 20-" 6.1-6 Scale - 1:32.9 4.00 12 4x4 = 1x4 It 4x4 = F 3.4 B 7 6 314 1x4 II 5x5 = 1x4 II Plate Offsets (X.Y1— 17:0-2-8.0-3-01 LOADING (psU SPACING- 2-0-0 CSI. DEFL. in (Too) Udeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 HoR(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014?PI2007 (Matrix) Weight: 64 lb FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer titallatigg guide. REACTIONS. All bearings 20-0-0. (G)- Max Holz 1=52(LC 6) Max Uplift All uplift 1001h or less aljoint(s) 1, 5 except 7=-115(LC 5), 8=-106(LC 8), 6=106(LC 8) Max Grav All reactions 250 Be or less atjoinl(s) 1, 5 except 7=324(LC 17), 8=454(LC 1), 6=454(LC 1) FORCES, (I c)-Max. CompJMax. Ten. -All forces 250 (to) or less except When shown. WEBS 3-7=283/150, 2-8=324/159, 4-6=324/159 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst BCDL=6.Opsf, h=15ft; 8=4811; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=D.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. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.D-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 1001b uplift at joint(s) 1, 5 except Giotto) 7=115,8-106,E=106. 9) "Semi -rigid pitchbreaks including heels" Member end ffthy, model was used In the analysis and design of this truss. \\\\\1111111//j/j v.. ,�GENgF.2,,��i No 68182 E OF :�ZIJ '�' O R 10 P, ��`. Joaquin Velez PE No.68182 MITek USA Inc. FL Cert 6634 6934 Parke East Blvd, Tampa FL 33610 January 14,2016 AWARNING -Vedly dams. pnamalar4 and READ NOTES ON MIS AND INCLUDED B K REFERANCE PAGE 01.7473 rev, 10/02GO16 BEFORE ME Design va0d for use only with NffaM connectors. This design Is based a* upon parameters shovm, and is for an IndNidual bu0dng component, not a Ira, system Before use, the building designer must verity the app0cability of design parameters and property Incomarate the design Nto the overall building design. Bracing udcated is to prevent buckling of hdMduol Inns web and/or chord members onty. Additional temporary and permanent bracing MiTek' Is always required foretability and to prevent collapse With possible Defend injury and property damage. Forgeneral guidance regarding the fabrication,storage. defiwq, erection and bracing of W¢ses and true systems.sea ANSI/1PI1Qua0ty C61e4a,DSB.89and BUIBuedin9Componenl 69U Parke East BNd. Safety Information available hornTruss Plate institute. 210 N. Lee Sime6 Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Symbols INumbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION tl 3/4 Center plate on joint unless x, y offsets are indicated. 5EDimensions are in fMn-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-149' 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 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 numberwhere bearings occur. Min size shown is for crushing only. 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. I 6-4-8 t dimensions shown t t ftscale) sixteenths III (Drawings not to scale) 2 3 O x V O 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTeka MTek Engineering Reference Sheet: MIF7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless express N noted, this design is not appfcable for USE with firer , crdant, preservative treated, or green lumber. 10. Camber is a non-stmctural consideration and B the responsibility of truss fabricator. General practice ls 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 puffin provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 U. 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 after tons 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/TPI1 Quality Criteria. 1. 11 GGE BERRA CLLYMI2ED SlEII SRL4Y PANEL. 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FOUND 5/8- IRON REBAR IN CUT-OUT (50.00' RADIUS POINT) SITE BENCHMARK TWO ELEVATION = 100.00, N 00-17'24" E (P) N 00-17'24" E (M) 17.10' (P) AND (M) SET MAG NAIL IN DISK ROWNS PLS 4945 SITE BENCHMARK ONES ELEVATION = 100.01 PF RS 4N ro sF,p, �J \ /oF o w N 89-42'36" W (P) �e N 89'42'36" W (M) e� cn Q W1 46.99' (P) AND (M) Z 0_ Lu LL 0 O J fn<°I j � V) 7 L wot uc rn - w u 3 a m a W c z _ o rl a O J ^O� 0 �^ az W J U ®o a —Jv 3z oo FOUND 5/8-IRON REBAR q h WITH CAP VELCON LB 4942 S 89-42.36 E (P) 0 79.64 (P) �o°' S 89-45'00" E (M) 79.80' (M) Wm �g o m c�.�N oWww ¢a, n o n WWr 7S N UQ pp7a Oy�n� 2jZQ P F a'00 rW 00 a I— �F� 1301' a o or"ioo a a00 3 tiZ� II o iv ~ o �OWzti O I L6 m z Z'¢' w �-22_05�I.0 Si 2 a WO o�� 2.00' aw z N I a 3_ "� a N 40.66' a En 28.96' O/S O 10 j N 89-43'38" W (M) 103.51' (M) ` N 89-42'36" W (P) 105.53' (P) n �=z V O CENTRAL ANGLE = 5T16'00" RADIUS = 50.00' W ARC LENGTH = 49.97' CHORD LENGTH = 47.92' (P) 47.98' (M) CHORD BEARING = N 08'20'41" W (P) N 08-14'40" W (M). ..� } N Z OR a U � � ��c cc tV m a �a 33 Q zmo ��u o�i N LL4gU o O O 0 J N cn N FOUND 5/8-IRON REBAR WITH CAP VELCON LB 4942 J• � y�.Y^LY L ,•_ _R ECEIVE APR 13 2016 BY: LOT SQUARE FOOTAGE ;OB NUMBER: RR160107 1 co50 SCALE 1 0.185 + ACRE PAGE TWO OF TWO BOUNDARY AND TOPOGRAPHIC SURVEY FKXMD E. ROLUNS f CTION LAYOUT SURVEY E PROFESSIONAL LAID SURVEYOR CONSTRU LEGAL DESCRIPTION: R P 3221 SW CRUMPACKER STREET ALL W' ` LOT 15 LAS1PALMAS ACCORDING TO THE PLAT THEREOF AS L RECORDED .IN.'PLA �-BOO --S46, PAGES 2 AND 3 OF THE PUBLIC RECORDS s PORT ST. LUCIE, FLORIDA 34953 OF ST. LUCIE COUNTY, FLORIDA 772-873-4700 BENCHMARK REFERENCE: ABBREVIATIONS: CERTIFICATIONS AS WORDED AND PROVIDED 6Y CLIENT FOUND 4" X 4" CONCRETE MONUMENT WITH PUNCH HOLE IN CENTER. ARCADIS (C) = CALCULATED CERTIFY TO: BENCHMARK NUMBER 136 PER A SKETCH OF BOUNDARY AND TOPOGRAPHIC (C.F.T.) = CALCULATED FROM TRAVERSE SURVEY FOR THE PROPOSED VERANO P.U.D. NO. 1, PLAT NO. 9. ELEVATION = 1) VEGANS HOME CONSTRUCTION-INC: CENTERLINE 24.70 N.A.V.D. OF 1988. E/P = EDGE OF PAVEMENT ELEVATIONS BASED ON ASSUMED AND SHOWN THUS ,00 E.O.W. = EDGE OF WATER --- - E:F.B. = ELECTRONIC FIELD BOOK EL. = ELEVATION FLOOD ELEVATION INFORMATION FIRM = FLOOD INSURANCE RATE MAPS MAP NUMBER 12111CO277 J DATEOFFIRM FEBRUARY 16, 2012 FND. = FOUND (M) = MEASURED _ COMMUNITY NUMBER--- 120285 PANEL 0277 N.G.V.D. OF 1929 = NATIONAL GEODETIC VERTICAL FIRM ZONE X SUFFIX J DATUM OF 1929. N.A.V.D. OF 1988 = NORTH AMERICAN VERTICAL DATUM OF 1988. N.T.S. = NOT TO SCALE O/S = OFFSET P.C.P. = PERMANENT CONTROL POINT (P) = PLAT ADDENDUM FIELD PAGE DATE BY CHECKED LEGEND: DATE OF LAST FIELD WORK: 01/18/2016 BOOK O = SET 5/8- IRON REBAR WITH CAP RLS. NUMBER 4945 • = SET NAIL IN DISK RLS. NUMBER 4945 UNLESS OTHERWISE NOTED. I HEREBY CERTIFY THAT THE SURVEY BOUNDARY AND Q = MANHOLE (M.H.) SHOWN HEREON COMPLIES WITH MINIMUM TOPOGRAPHIC E.F.B. 01/18/2016 R.E.R. R.E.R. SURVEY 46 = FIRE HYDRANT (F.H.) TECHNICAL STANDARDS FOR SURVEYS AS 0 =WOOD POWER POLE (WD. P.P.) CONTAINED IN CHAPTER 5J-17, FLORIDA CONSTRUCTION p1/18/2016 R.E.R. R.E.R. 0 = CONCRETE POWER POLE (CONC. P.P.) ADMINISTRATIVE CODE, PURSUANT TO LAYOUT SURVEY = ANCHOR AND GUY WIRE SECTION 472.027, FLORIDA STATUTES. ----= OVERHEAD WIRES REVISE �-= NOT TO SCALE CONSTRUCTION 04/07/2016 R.E.R. R.E.R. -X-= FENCELINE LAYOUT SURVEY NOTES: 0' 01 �p 1) LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS, OWNERSHIP AND/OR RIGHT— ROLAND E. R LLINS D E —OF-WAYS of RECORD. PROFESSIONAL LAND SURVEYOR 2) NO UNDERGROUND OR INTERIOR IMPROVEMENTS WERE LOCATED EXCEPT AS NOTED. FLORIDA REGISTRATION NUMBER 4945 3) LEGAL DESCRIPTION AS SUPPLIED BY CLIENT. 4) BUILDING TIES ARE 90' OR RADIAL TO THE PROPERTY LINE NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED 5) ALL EASEMENTS SHOWN ARE PER RECORD PLAT SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. UNLESS OTHERWISE NOTED. PLOT DATE AND TIME, 04/07/2016 3:05 PM EST ."JB NUMBER:. RR160107 PAGE ONE OF TWO r • � . �DRILL.._lINTU FzCisTlhll� Cot,lc, st_a.� . AT 1�P,.R.oXiMAT I.'(.. -.0° NCTL t;-. To i `01 P , .�JF _. .. 11 $L. i4( ...CLEa 1-U5l.ta. ..F 2E5 �L=1g�D TlisN . Era+ �L t�iu5.r... bC- �° 4 Tt+C-N. REM/x[t< W1� T� usttJcz :C7:�erPr F::Ra. GREATER THAN 200. & CEILINGS SHALL NOT EXCEED 25 WITH AN ACCOMPANYING SMOKE DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 OR UL i23. CLIMATIC AND G OGRAPHIC DESIGN CRITERIA SNOW SPeeA T°p°gwphl° DESIGN —� •��wnw.ac rnuin WINTERI ICE BARRIER LOAD (mph) eHe°Is' CATEGORY' Weathering• Frost 11°e Tevnite° DESIGN UNDERLAYMENT FLOOD wry ..__... _ depth° TEMP' REOtnRCM HAZARDS° Co 40 6 j t�at � ENGINEER: JOHN D. HOLT 9 Ave ellingtcn, .33414 ( 61)_ 793-784 P.. #1 � FILE"copy