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239 SEMINOLE RD - ADDITION PERMIT S�a_;� City of Atlantic Beach APPLICATION NUMBER :_ : • Building Department ,�� (To be assigned by the Building Department.) t' ', 800 Atlantic Seminole Road. / ��� • ^`` ' Atlantic Beach, Florda 32233-5445 2 G 3 Phone(904)247-5826 • Fax(904)247-5845 %10-',- E-mail: building-dept @coab.us Date routed: Ii/s//,.5" City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: c239 ...fi /7)Q/£ Li Department review No required Yes ' q '.ildi � u - Applicant: c 127E, ?rJ's£s _ �r arming &Zoni re- •. mistrator "— Project: —_ /' 1► r . - 4 orks •/ ,public Utili 1- us is afety Fire Services Review fee $ Dept Signature • Other Agency Review or Permit Required Review or Receipt of Permit Verified B Date Florida Dept. of Environmental Protection �- - Florida Dept.of Transportation St.Johns River Water Management District - Army Corps of Engineers - Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: --- _ APPLICATION STATUS Reviewing Department First Review: TlApproved. Denied. 4 (Circle one.) Comments: BUILDING PLANNING & ZONING _--_ -.---_-- Date_lJ/ Of Reviewed by: is� C.... ..._.../ TREE ADMIN. Second Review: yjApproved as revised. (Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES // PUBLIC SAFETY Reviewed by:'ss �C/�� - --- - ------------ Date: / gi — FIRE SERVICES Third Review: (Approved as revised. I (Denied. Comments: Reviewed by: Date: vised 07/27/10 rtPi.).% City of Atlantic Beach �g �' APPLICATION ri ; ,,- Building Department ON NUMBER ,�\ �/ �i (To be assigned by the Building Department.) -;-; -- a; : ,f 800 Seminole Road �V 052 O,� �/ /�— ���D . 2 G 30 ;;" n Atlantic Beach, Florida 32233-544.: / Phone(904)247-5826 • Fax(904) -.:45 �� E-mail: building-dept@coab.us Date routed: Ii/57",c City web site: httpa/www.coab.us - j APPLICATION REVIEW AND TRACKING FORM Property Address: co739 J' nh,lii// Jed Department review required ._ Yes No uildin: -- Applicant: �+ ln $• g - anning &Zonis!. re=•':inistrator Project: ---j -p it" /IY1 uf�lic_ orks — -- — _J -ublic Utili :- Pub is afety Fire Services Review fee $ 2 r Dept Signature )-k- -. Other Agency Review or Permit Required Review or Receipt Permit Verified By Date of Perm Florida Dept. of Environmental Protection —' Florida Dept.of Transportation ___ ________ St.Johns River Water Management District - Army Corps of Engineers Division of Hotels and Restaurants - Division of Alcoholic Beverages and Tobacco - Other: _--- APPLICATION STATUS _ _ Reviewing Department First Review: Approved. nDenied. _ (Circle one.) Comments: BUILDING PLANNING & ZONING • �, 2_��_ _—----- Reviewed by: 0J�- Date: f 1 C t r- TREE ADMIN. — -- ---- __�________ Second Review: I !Approved as revised. nDenied. • eC WOR : Comments: 'UBLIC UTILITIE 1 PUBLIC S• ET Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. nDenied. Comments: ` Reviewed by: Date: vised 07/27/10 trar/ ; City of Atlantic Beach APPLICATION NUMBER r. -/ • ,,,4i1 Building Department ?p�-�, (To be assigned by the Building Department.) t-- y 800 Seminole Road �� /�+ ���� . t' Atlantic Beach, Florida 32233 54 5 nI' 26,10 Phone(904)247-5826 • Fax(9 )247-M 0 5 2015 �;( 9:- E-mail: building-dept @coab.us pox,: Date routed: ii 5 /,c City web-site: http://www.coab.0 APPLICATION REVIEW AND TRACKING FORM Property Address: 073' 1/11 /g le Department re view required Yes No _ d ildin: Applicant: S 1---e-g7),..cgs �anning &Zoni e. --'- ire • inistrator _Project: _ i /97•Q� ! orks _ ...----__ •u• is afety a� Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt of Permit Verified By Date Florida Dept. of Environmental Protection i — -- Florida Dept.of Transportation St.Johns River Water Management District - Army Corps of Engineers — — Division of Hotels and Restaurants — Division of Alcoholic Beverages and Tobacco Other: — _ — - _____ __ APPLICATION STATUS Reviewing Department First Review: I V Kpproved. nDenied. (Circle one.) Comments: fee 4Gaki((Ion 4 BUILDING PLANNING &ZONING / ��' — Reviewed by: V� Date: 4- 5" TREE ADMIN. Second Review: nApproved as revised. nDenied. PUBLIC WORKS Comments: 'PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. nDenied. Comments: Reviewed by: Date: Wised 07/27/10 C T;;) City of Atlantic Beach APPLICATION NUMBER ��� Building Department (To be assigned by the Building Department.) ,+� 800 Seminole Road Q {' Atlantic Beach, Florida 32233-5445 /�' /�-�� • 2 6'3 0 Phone(904)247-5826 • Fax(904)247-5845 _;i __ E-mail: building-dept@coab.us Date routed: // City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM • Property Address: c)31 J'im,i, // 6 Department review required Yes o eiTuildi Applicant: 9 ••sg anning &Zoni ree inistrator Project: rD 47' - 07 yic orks -ublic Utili i- Pu• lc afety Fire Services Review fee $ Dept Signature • Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLI TION STATUS Reviewing Department First Review: pproved. I 'Denied. (Circle one.) Comments: BUILDING PLANNING &ZONING Date: /1\. / ].�O/� Reviewed by: / TREE ADMIN. Second Review: ['Approved as revised. ❑Denie PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ['Denied. Comments: Reviewed by: Date: Revised 07/27/10 I I „;;�� TREE & VEGETATION AFFIDAVIT �,� a- ”* City of Atlantic Beach -• ; Department of Community Development Planning&Zoning Division 800 Seminole Road Atlantic Beach, FL 32233 r W (P) 904 247-5800 (F)904 247-5845 PERMIT# /.S IMO - 2630 SECTION I-APPLICANT INFORMATION I— Owner(s) P Legal Authorized Agent* NAME OF APPLICANT /� le 4 St/I 6 2 ,c k 2---4 Tf pii.S.1 S' NAME OF COMPANY E ( 2 /te7 /4 fi 5 ‘. S ADDRESS OF COMPANY 2 G Z 8 In./ S r d 71 O 4`8 3 2. 2_33 PHONE CELL QO/(,2tT (6 cbtMAIL CONTRACTOR CERTIFICATION NUMBER ATLBCH BUSINESS TAX RECEIPT NUMBER SECTION II-SITE INFORMATION STREET ADDRESS OF PROPERTY 23 ? Jc m .7 0 f J- 41 II If on address has not been assigned to this property,contact the A8 Building Department at(904)247-5826 to request an address. LEGAL DESCRIPTION L TO OT L B KC � r SUDIVISIO REAL ESTATE NUMBER LOT OR ty_ EL ` SQ FT AC Iii RESIDENTIAL V COMMERCIAL OTHER(SPECIFY) I affirm that 1 have reviewed the provisions of Chapter 23, "Protection of Trees and Native Vegetation"of the Municipal Code of Ordinances for the City of Atlantic Beach, FL and/or I have participated in a pre-application meeting with the Administrator of those regulations. Subsequently,I affirm that no regulated trees and no regulated vegetation will be damaged, destroyed and/or removed from the above-described or adjacent pro sties in conjuncts n with this project. ,rM, � C - ev SIGNATURE OF.9041Ereod�„n C Pe— SIGNATURE OF O loakR- Signed and sworn before me on this day of Qj/Dv' ,2O/�by State of `li �/ " , V County of /�j'/,f ✓�t Identificatio rified�,,/)to i _ "JJ ••" Oath sworn: !---. Yes''`"' I-- No (.-- Chl------ 4 Notary Signature My Commission expires: bd k 4 l*y Public Slats of Florida Shiri�y L Graham N." Melb let4/Io FtF a 086990 ►. ✓ -- . C/1 MS O o on It C.) g a, o it: 0 W 6 a C.) � Z IL /) -v 0 N O W • o p4 O — f. o - w J Ci)a E H 5 vi v 0 y W.4 o p N > .- c V 2 ?) 5 H N 0 ---• P4 r o c O f4 t o ° ,A Li Z o O . A E. c.,1 � > .' a R cn o z) �o •� -9 � , a GI/Ta�1111 ' cC O v 4 • al Jl M O .� l o g P `! " owe 0 p c.d 0 0 on "' = ci)as , o Z on o e) P — .5 +; to o -0 ars o 3 o o v v v P4 Q O v) U .Q d a a Q (0 o s -°-) ¢" W '-' N „ M• 4 ,n .- N M 4 vi .D t� 07 eT 0 -~-+ c�S sO. O� p O U - GQ �J, .L n �J O cs w a : 1111 III III 11 J. L '� Q Q- JT Li 2k- J I J i`" Z Z H o U .-- ° u o ° 0 A ti o ` U "CI)b) r 4'' ,a - C 4 O . r� ch.G o 3 Q .fl Cd o °'� `0 bfl C2. o f1. bA to cQ" ., o �1 ,� � � o o � 0 0 0 c� o s�, o to O � � w � c� 3 C7 c� v) o! -< ZAl � xx35xaUx � �. t N cU a r; N c,i ct LA o0 0; O " g •--. 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APPENDIX I3-D FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 600C-04 Residential Limited Applications Prescriptive Method C NORTH 1 2 i�j Small Additions,Renovations&Building Systems Compliance with Method Cot Sub-Chapter 6 of the Florida Energy Efficiency C c_e ma i.rraled oy the use of Form 600C-04 for additions of 600 square feet or liss.site-installed components of manufactured homes.and renovations to single-and multiple-family residents.Allen r are provided for additions by use of Form 600B-04 or�600A-04. PROJECT NAME: .JEV t G BUILDER: L 4 A. I L'�?Q1 h ' c r 4l0,Z n7F F---1-.. AND ADDRESS: -3 i'4i j .s4 L�u1AIX.-L' ' PERMITTING CLIMATE A 'h-..\Ttd_ p cI-- 17--t- OFFICE: ZONE: 1 2 I I 3 OWNER: ,'.,f2-i\n. G-V1C_. PERMIT NO.:/ 311251E/M3,1 JURISDICTION NO.:I 1 I I I I i SMALL ADDITIONS TO EXISTING RESIDENCES(600 square feet or less of conditioned areal.Prescriptive reouirements in Tables 6C-1.6C-2,and 6C-3 apply only to the components of the addition.not to the existing building.Space heating,cooling,and water heating equipment efficiency levels mast be met only when equipment is installed specifically to serve the addition or is being installed in • conjunction with the addition construction.Components separating unconditioned spaces from conditioned spaces must meet the prescribed minimum insulation levels.RENOVATIONS(Residential buildings undergoing renovations costing more than 30°.,of the assessed value of the c.oildingr.Prescriptive requirements in Tables 6C-1 and 6C-2 apply only to the components and equipment being renovated or replaced.MANUFACTURED HOMES AND BUILDINGS.Only site-installed components and features are covered by this form.BUILDING SYSTEMS.Comply when complete new system is installed. Please Print CK 1. Renovation,cddition,New System or Manufactured Home 1. 5%r 2. Single-family detached or Multiple-family attached 2. 3." 3. If Multiple-family-No.of units covered by this submission 4 _ � 4. Conditioned floor area(sq.ft.) 5. 5. Predominant eave overhang(ft.) 6. Glass type and area: Single Pane Double Pane a.Clear glass 6a. ___._ -sq.ft. i v.,.Z�jsq.ft. b.Tint.film or solar screen 6b. _. sq.ft. ._sq.ft. 7. Percentage of glass to floor area 7. --_ .5-____% 8. Floor type and insulation: a.Slab-on-grade(R-value) 8a R= lin.ft. b.Wood,raised(R-value) 8b. R=_ - '330 sq.tt. • c.Wood,common(R-value) 8c. R= sq.ft. d.Concrete,raised(R-value) 8d. R= __ _ _ sq.ft. e.Concrete,common(R-value) 8e. R= _ sq.ft. 9. Wall type and insulation: a. Exterior: 1. Masonry(Insulation R-value, 9a-1 R= sq.ft. 2. Wood frame(Insulation R-value) 9a-2 R=72E 330 sq.ft. b. Adjacent: 1. Masonry(Insulation R-value) 9b-1 R= sq.ft. 2. Wood frame(Insulation R-value) 9b-2 R= sq.ft. c. Marriage Walls of Multiple Units'(Yes/No) 9c 10. Ceiling type and insulation: a.Under attic(Insulation R-value) 10a. R=30 sq.ft. b.Single assembly(Insulation R-value) 10b. R=_ d sq.ft. 11. Cooling syste ' 11. Type: ,4IR.Af 12 (Types: entra i room unit,package terminal A.C..gas,existing,none) SEER/EER: 1.5 12. Heating system* 12. Type: IT .F04%II (Types: let.strip,ylatural gas,LP-gas.gas f.'..room or PTAC HSPF/COP/AFUE: _ existing,n e . 13. Air distribution system' a.Backflow damper or single package systems'(Yes/No) 13a. `, .-5-b.Ducts on marriage walls adequately sealed-(Yes/No) 13b. Y 14. Hot water sys 14. Type. ‘.-1.--1Z r (Type oleo.jnatural gas,other,existing,none) EF: 'Pertains to manufactured homes with site-installed components. I hereby certify that the plans and specifications covered by the calculation mein carnsi;a.-:,,-,." Review of plans and specifications covered by this calculation indicates compliance with the Florida the Florida Energy Code. Energy Code.Before construction Is completed.this building will be Inspected for compliance in L 2 accordance with Section 553.906,F.S. PREPARED BY: `�-P�TBAC ._ -_ DATE:1 i ._ /� BUILDING OFFICIAL:-_J!-_' 1 hereby certify that t. budding is in compliajtt!�)aOh the r rgyrgy Code: Il'/ 7 '1 OWNER AGENT: _C____! i4��� � ' DATE:II-3-��DATE:.-- --- ( ----> -- FLORIDA BUILDING CODE-BUILDING 13-D.33 OFFICE COPY JULIUS LEE PE. RE: 731710 - 1109 COASTAL BAY BLVD, BOYNTON BEACH, FL 33435 Site Information: Project Customer: Jevis Project Name: 731710 Model: Jevis Addition Lot/Block: N/A Subdivision: N/A Address: 239 Seminole Road City: Atlantic Beach State: Florida Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: N/A psf Roof Load: 37.0 psf This package includes 3 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules In the event of changes from Builder or E.O.R.additional coversheets and drawings may accompany this coversheet.The latest approval dates supersede and replace the previous drawings. No. S, 0824830 T01 Truss Name Dag 015 2 1 110824831 j T02 11/9/01J 3 1110824832 1T03 11/9/015 The truss drawing(s)referenced above have been prepared by MiTek �`\\\\vs ISIK//�/0% Industries, Inc. under my direct supervision based on the parameters \,\ ....•••... provided by Builders FirstSource(Lake City). �J•' NSF ' c<` Truss Design Engineer's Name: Julius Lee _ 0 34869 • My license renewal date for the state of Florida is February 28,2015. I•J — -7a - 11 � ' NOTE:The seal on these drawings indicate acceptance of = 0 A .professional engineering responsibility solely for the truss T STATE OF \ \ components shown. The suitability and use of this component � S •��oRioP. ��j � for any particular building is the responsibility of the building ", 7 NAL ��� O designer, per ANSI/TPI-1 Chapter 2. h i i i i i i t'November 9,2015 1 of 1 Julius Lee Job Truss Truss Type IOb Ply 110824830 731710 T01 Common Supported Gable 1 1 Job Reference(opt' 11 Builders FiStSOUrrxr. Jacksonvilb.Fl 32244 7.640 5 Oct 7 2015 MiTek Industries.Inc.Mon Nov 09 13:18:10 2015 Page 1 ID:zfhHGxjCkE1 siNXrKEmBNHyKw?maYw McwgMBkHy1 OrTooBOO?sMawEA5wzRX�yKvCB 14.8-0 I 2-0-0 I 7-4-0 I 7-4-0 2-0-0 Scale=1:31.3 308 = 2x4 II 2x4 II 8 7 8 .� 2x4 II 5.50 12 2x4 II 5 r V 9 2x4 II 2x4 I I 10 4 ■ 8x8 II T 11 8x8 II 2 � �3 r Ill"1� 12 A Ili A A A yry� ���/�r r r r - hi r r ei r �`O 1 4z8 II 21 20 19 18 17 18 15 14 4x8 II 3x4 = 13 li 3x4 = 2x4 I I 2x4 I I 2x4 I I 2 x 4 I I 2x4 I I 2x4 I I 2 x 4 11 2x4 I I I— 74-8-0 14-8-0 Plate Offsets(X,Y)-- 12:0-3-8,Edge),12:0-3-1,Edgel.13:0-3-13,0-2-41,17:0-3-0,Edgel[11:0-3-13,0-2-4],112:0-3-8,EdgeL(12:0-3-1,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.03 13 n/r 120 BCLL 0.0 • Rep Stress Ina' YES WB 0.02 Horz(TL) 000 12 n/a nla BCDL 10.0 Code FBC2014/TPI2007 (Matrix) I Weight:78 lb FT=20% ' LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-8-0. (lb)- Max Horz 2=-67(LC 13) \ I I 1 I 1 1 1 1/1/// Max Uplift All uplift 100 lb or less at joint(s)2,18,19,20,21,16,15,14 except 12=-101(LC 13) \ \�,`c S` ` /, / Max Gray AS reactions 250 lb or less at joint(s)18,19.20,21,17,16,15,14 except 2=251(LC 1). \\\ \3.7 ,\ `'o 12=251(LC 1) ICEN4. • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. * * i NOTES- (11-13) ..... ! /,1e 34869 1)Unbalanced roof live loads have been considered for this design. _ /,' / • •• Ct _ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp B;End.. _ GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces _� &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 — ,� • STATE OF Lj 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry --. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ' c-•••.FC ORIOP. 4)Gable requires continuous bottom chord bearing. c� 5)Gable studs spaced at 1-4-0 oc. .//,//3/°N A1—��\�\\ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /ir.I/1 1 I 1 1 I \ 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 lb uplift at joint(s)2,18,19,20,21, 16,15,14 except(jt=lb)12=101. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 111)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 12) Note:Visually graded lumber designation SP.represents new lumber design values as per SPIB. 13) Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard I November 9,2015 A WARNING•Viral).Joslyn parumrrers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7477 BEFORE USE. Design valid for use only with Welt connectors.This design is based only upon parameters shown,and is for an individual building component. Appbcabiity of design paramenlers and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability dunng ccnstrudion is the responsibilley of the Julius Lee PE. erector.Additional permanent bracing of the overall slrudure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication.Quality control.storage.delivery,erection and bracing.consult ANSIITPH Quality Criteria,058-09 and BC311 Building Component Boynton Beach,FL 3343.. Safety Information available from Truss Plate Institute.583 D'Onofno Drive.Madison.WI 53719. Job Truss Truss Type Qty Pry 110824831 731710 702 Roof Special 5 1 Job Reference(optional/_ Builders FfrstSource, Jacksonville.F132244 7.840 s Oct 7 2015 MrTek Industries,Inc.Mon Nov 09 13:18:12 2015 Pimp 1 ID:zfhHGxjCkE 1 siNXrKEmBNHyKw7m-V AS✓2H81xwuo_7BKYDbDg15p59w0W0e_JGur7RulyKvC9 1 -2-0-0 I 1-3-8 1 4-3-12 1 7-4-0 1 10-4-4 1 13-4-8 1 14-8-0 1 16-8-0 I 2-0-0 1-3-8 3-0-4 3-0-4 3-0-4 3-0-4 1-3-8 2-0-0 Scale=1:30.8 443= 5 ' 1 5.50 12 N1 2x4 II a 2x4 II 3 4 l�+ Rig 1! , 8 l l° `� 2 � cY ':: 11 b � +�� 2x4 I I ►.4 1 In 12 = 10 0 9 3x8= 3x4 = 2x4 = 2x4 = 3x4 = 1 1-3-8 1 7-4-0 I 13-4-8 1 14-8-0 1 1-3-8 64-8 6-0-8 1-3-8 Plate Offsets(X,Y)— 12:0-0.9,Edoel,14:0.4-13,Edael,16:0-4-13,Eded(8:0.0-9,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.05 11-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Verl(TL) -0.12 11-18 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.09 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 82:2x4 SP No.3 JOINTS 1 Brace at Jt(s):11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=649/0-3-8 (min.0-1-8),8=649/0-3-8 (min.0-1-8) \0011111///// Max Horz 2=-43(LC 17) \\ \ `S S (� ///�ii Max Uplift 2=-105(LC 12),8=-105(LC 13) ��- �J ,\•• FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �v \CENS4- •• TOP CHORD 4-5=-581/219,5-6=-581/219 i BOT CHORD 4-11=-55/474,6-11=-55/474 * / to 34869 • NOTES- (7-9) _13 I a _•1)Unbalanced roof live loads have been considered for this design. N • _ 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp B;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown:Lumber ... Luz. DOL=1.60 plate grip DOL=1.60 STATE OF .•\�` 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' F�ORIO P 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •' \\ will fit between the bottom chord and any other members. ///v/ N A,- \ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) iii///I 1 1 1 l It\\ 2=105,8=105. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard November 9,2015 ■ A WARNING.Verify design p rametws and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7477 BEFORE USE. I Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design paramenters and envoi-incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilley of the Julius Lee PE. erector.Additional permanent Mang or the overall structure is the responsibikty of the budding designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control,storage,tlelvery,erection and bracing.consult ANSIFTPII Otrality Criteria,DSB-59 and BCSIt Building Component Boynton Beach,FL 33435 Safety Information available from Teas Plate Institute,583 D'Onohio Drive,Madison.WI 53719. 1 Job Truss Truss Type OH Ply 110824832 731710 T03 Common 6 1 Job Reference(optional) BMIde s FiralSouros, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Mon Nov 09 13:18:12 2015 Page 1 ID zfhHGxjCkE1siNXrKEmBNHyKw7m-VNi✓2HBlxwuo_?BKYDbDgf5p58nOVie 1Gur7RulyKvC9 14-8-0 18-8-0 2-0-0 I 7.4-0 } 7-4-0 I 2-0-0 I Scale=1:30.3 4x6 = 3 5.50 12 _ Ilibiiiiiiiii.". . 4 2 is A f1 ► ►S4 5 1 IMO 8 f 1I 3x4 4 2x4 II 3x4 I 7-4-0 I 14-8-0 74-80 I 7-4-0 Plate Offsets(X,Y)— 12:0-2-14,0-10,[4:0-2-14,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.11 6-9 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=65410-3-8 (min.0-1-8),4=654/0-3-8 (min.0-1-8) Max Horz 2=-43(LC 13) \�∎1 1 1 t I I I)//// Max Uplift 2=-101(LC 12),4=-101(LC 13) ``S , .�'`\�� ----;.`• /,(�'I, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ' J 10EN$ ••.` r� • TOP CHORD 2-3=-680/250,3-4=-680/250 ' •- BOT CHORD 2-6=-92/545,4-6=-92/545 _ WEBS 3-0=0!289 — * / to 34869 NOTES- (7-9) 13 /`1 / • W 1)Unbalanced roof live loads have been considered for this design. `N . !L4 "' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp B;End., it/t1. GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber �� STATE OF DOL=1.60 plate grip DOL=1.60 - •• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n ••,FL ORIOP ••- \\■ 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S � \\ will fit between the bottom chord and any other members. /� v�Q !� v \\ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �//"1/1111)". ~` \\ 2=101,4=101. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)This manufactured product is designed as an individual building component. The suitability and use of this component for any • particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • 8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. 9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 LOAD CASE(S) Standard ' November•,2015 -----J A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1•7473 BEFORE USE. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability cluing construction is the responsibillay of the Julius Lee PE. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay fabrication,quality control.storage,delivery,erection and bracing.consult ANSIRPII Quality Criteria,DSB-89 and BC511 Building Component Boynton Beach,FL 33435 Safety Information available from Truss Plate Institute,583 D'Onofno Drive.Madison.WI 53719. L I r (n =6, 5p. yi, .. P .13•Z '�11 IIIII Z ��� X m 11 ' 'w N m 'D (D -° a(c o a (� o m m<° 0(O �0 0) • ° min 3 -'c°�o Z 3o f.-1 - 01 0 (o —1 (D -o T it_ sD Dpo n Z O.90ui0 o c m c a 9 n 47 s a N a -• a m o ov 0 c O O0O (0 3o•o o."0 if; O N S. C 3CN 0 a� 3 (Np Z CO aaN cr O O 6i 5 'c.'^N r (D O Ste, H < (D (p N CD N x C`Z 7 N (� Z o° r ga(o mSam d ' .m O 2 y3 :.. °' 0a`< oQ =vv_, y {{ 0 3 » ao I-I(Od Na<(n n-(D O ° nN 5cr D S�Nd o- Lao pc) - 3yto -co 73 2 ° r.aoov a) a. 80 C(D -I yocm 7 m a N - N �m lnooa�, m o °: Q� __ o --oao al m CD = Z N .O-.,...-%� (D n -I 5 (D cr 0 • c O n,O' Z N a-o O 3 •N O N 3 °1 -6.0 5 O.13,�i.z c 0 _ c. o � mcc3 O- o 3 m ° o o c° m s�a5 D (D N N� N m N N �N c N a O C7 7 co (D N (D 3 (D o O N = a co O a m O 0 (D- j O O-•N N Q ^ y O a(D p N (D N N k_' q Z 5.co .O•. » f) 0.`2 N O c , 3 c V N O fD 0 O N (D c .7•. j y N CD O N X-CO j fj G1 C(n Q 3.O. -, Fr; 2 R. 7 0 n.(D O N 0 a • (O r c m z o TOP CHORD a'rt 0 X i II T m A yCCI a)120 yD ® = N CD -~ m rn A -y s1- O x a �• CO EU m I p z z r�m -+c n co .. Zl`G o w r -zs 6)03o O II r+03 V P® oo `m rh m CD W D z g� @ , 01 to O m 0 :I x Xi 2 0 m - _ N 1* U( A o O m TOP CHORD • O (0 OD J P. U A W N - P SD O v;of:U v m C 3 m 0 C1 o W 0-( 0 (� c C ' C 5 O 5'72:1 C) m a m Z v 3 f,-� n y N m =m =m N 'OO 0 0 ao c ao and = �= mm = m 5 -DO mm 1.1 `°0;da2 pia C t1.).*u,. a 5. o 5.m m 0_ = m x m•p 11:1 ��' 3.°3 (�m m m m S^. o(o 5. ELI) o n (o g 0o 0) o 'm y ° b' m voa f" 8m =(o oo' 3 5= a = o (D � pa Q=om 0) m S2 _ 3 (oo m mic 2Hm .-m oN 5.= 00-co fD �mm 3m m = ((D v_m cm � 3 = Q a�^ c as m o a gay 3 mx mcmo� d (D '- A N ?i 3 a O -'a �a m O CN m ON m = ?-•N p C) -.N (D= ,p (D m O = = O 4 N m N d• � x � =ut d m g m � N� O S7. Q Se- O c Q.va .=m O 0 o a,m a 'm m m c Tam m' =.m cm = O C73 � ° om= w � _ ° a �3 ya mN. m`c= H '� � m3 0'0 '�^ mom ma u._,=r Xa � 1l ^ = 3 P.ga m o a 'ID ° fo- mw mss" 30 moo 1't mN a. ma= 0' f.R.N w5 0a 4.3 O Y v, a ;F.,: m 2i 5 4 a- d ?.o K r" a m m m c m g2 ° F m m f?.= o',,c (0 c S c m a =r0 3 mo at y a. CD a' °,c .m wm cm 0.0 _° e. ma CD m �`9 ? Sm b'`- 5cr (0 ° C * m mac= w5 m9,a @ mN 0 5m mA 00 3e 0. �n mn ''m aw SL ?mg m"3 g$ coo a -a. O mA �n m°mc 'm m mm og QS mg. mao( 35 3 -- mo09 c H . c� �a°-.' nw d(o 7 iY c m m 2 m m 3 a @)- g m o f- >a 0g. -, !9', `"... m o°( .12.. 3 m. w° i C 5.3 �- N. m m cos ° m� (°n = °N mm °c SS 3 DDm° (/sa2 d ar. `3 =.ma m2 3 a — 0) m 3 3 0 0 = O. -o 4. n o • G�a <(�°' d(� Z c f 'y^ _ �°3 c1O m 'D v Yf n a Q' 7'N N - Y(. O ^( 0, N a 3= 3 j N= ..m g d m ? (pp Cgga O (��m a N c /�� = N m NC O �, Q m O Q •'k', =a a2 a„ ? 0 •3 O O = C 0g m°4 N3 O CD $ DI R. 0 o=� 5 5 `< i P <- m N m ° a o� m 3 5 2 g 0 a 'S m m !D f o f S m m w c 2 w t0 2 3 so •_ < 3' CO' a tj =o o,� o w 0. = o' S v a a A m T n `r ma 5T> m 1, 5 'o0 d a 'm mm m°- ''D -92Oo C a v, F c ° N m(o o =m o' < m a 30 3 m a Z N O r+ CD U) /' August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 OQ ® MiTek Industries,Chesterfield,MO Page 1 of 1 =OD Note:T-Bracing/I-Bracing to be used when continuous lateral bracing ro�o is impractical.T-Brace/I-Brace must cover 90%of web length. FFICE COPY J Note:This detail NOT to be used to convert T-Brace/I-Brace webs to continuous lateral braced webs. MiTek Industries,Inc. — Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note:Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k — Specified Continuous k Rows of Lateral Bracing / SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace -1/4- 2x6 2x6 T-Brace WEB 2x61 Brace 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/I-Brace must be same species k and grade(or better)as web member. T-BRACE \0\0111110/i/, • 4 .` J�' ENS �� �1G F *•: N• 34869 •• Nails Section Detail = •7:� I NI W • T-Brace 73 •• 6/x2/11 �; �� STATE OF Web . ••••. P .•' c.. ` CORIO ,. O // NAB.. .\\'‘\\` Nails // /,1 1 1 1 1\ , 1109 COASTAL BAY ►'� I-Brace Web 0 BOYNTON BC, FL 33435 Nails I FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 ( I= ® MiTek Industries,Chesterfield,MO Page 1 of 1 COQGENERAL SPECIFICATIONS I CIO I°° 1.NAIL SIZE=3"X 0.131"=10d 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT 1 DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. I---11 -- I---1 --T---I I T-- I ,1 II II 11 II II II---11 II ', I1 II 11 n II it II II , ,, Ilir I II II II II II II II II i1 11 j1 II I1 II II I 11 11 II 11 11 II 11 I II I 11 •1 II Ij Ii II 11 11 II — I 11 II 1 I BASE TRUSSES VALLEY TRUSS TYPICAL IIII VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P ri2- OR GIRDER TRUSS r I SEE DETAIL Iri A BELOW(TYP.) \ SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MF.1 W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-10 160 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60, MAX TOP CHORD TOTAL LOAD=50 PV, OT REQUIRED WITH MAX SPACING=24"O.C.(BASE A UE�1'J///a",, 5 CONNECTION SHOWN MINIMUM REDUCED DEAD LOWOME§FS.K . ON THE TRUSSES ∎� •.••• -. 1 ■ ..FEE '�10ENSF � �� �i-�— * ' N r. 34869 ALT USE HS OR Digitally s fined by Julius_. :U I `,I LLl= EQUAL 4-8D EACH END d"'.` Lee ::::::70• O /1 - IN LEU OF NAILING DETAIL SHOWN ..),A,•.,.., - DN:c=US,st=Florida, STATE OF ,• _\ F!LFAJn�',yi�, l=Boynton Beach,o=Julius i •. • \ z .r' Lee,cn=Julius Lee, ., •.Fi.ORIOP; . G ^.,.e oe •.....•• (NO SIHEATHING) ' °o""'"� Das000 so o�o»zo ///S�GNIALI�? N.T.S. 1109 COASTAL BAY BOYNTON BC, FL 33435 JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL ST-TOENAIL_SP r7----------t I 11 1 ® MiTek Industries,Chesterfield,MO Page 1 of:1 1.TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER =ODNOTES:AND MUST HAVE FULL WOOD SU PORT. (NAIIL MUST BE DRI EN THRO GH AND oo EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. - - THIS DETAIL APPLICABLE TO THE TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF-S - r, .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ;r, .162 108.8 _ 99.6 86.4 84.5 73.8 0 a .128 74.2 67.9 58.9 57.6 50.3 9 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW SIDE VIEW (2x3,2x4) (2x6) N. 148 81.4 74.5 64.6 63.2 52.5 2 NAILS 3 NAILS CI ,- NEAR SIDE MM NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ��, NEAR SIDE VA NEAR SIDE EXAMPLE: I- (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity ANGLE MAY • ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°T060° 30°TO 60° 30°TO 60° 45.00° 45.00° 45.00° . -7/ '7' \\,001Ifilll/// . \ \%3S S.if\� J�•'oCENs . •...c<\', * ' Nt 34869 * _73 I`il W- • p • 6/22/11 : 4/ STATE OF .i i .�LORIOP . 0: ,-- 1109 COASTAL BAY BOYNTON BC,FL 33435 . FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK d =I I ® MiTek Industries,Chesterfield,MO Page 1 of 1 =0 MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,ll 2x 2x 6"STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries,Inc. — NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. a NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD,IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)•tOd NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3) 10d NAILS (0.131"x 3') (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") \ / ATTACH TO VERTICAL WEB WITH(3)-10d NAILS lapis, (0.131"x 3") Iik_I - Id! V BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND AT ATTA TWO CHORD x R' RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD r. wpm: Am ikeil ./ II III ►1 \:. -- 31 r. rI =Ma..,r. 6 / \ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-10d NAILS (0.131"x 3") STRONGBACK(DO NOT USE (0.131"x 3") DRYWALL TYPE SCREWS) No 11111///// 4-0-0 WALL BLOCKING \\\ VS S {( //i/ TRUSS 2x6 r (BY OTHERS) (BY OTHEF(.S)) \\ ..•••••••.: < . STRONGBACK (TYPICAL SPLICE) �J.. ' \GENSF •'••�/� .. z = = * N 34869 li �� 6 22/11 W_ _� S. . . g 7..E. 0 STATE OF _��• THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, 'i ••.FLORIDP ••• oN DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG /// S/O ��,\' SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)- 10d NAILS //,,/ NIA'- \00 (0.131"x 3")EQUALLY SPACED. 1109 COASTAL BAY ALTERNATE METHOD OF SPLICING: BOYNTON BC, FL 33435 OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) STANDARD PIGGYBACK ST-PIGGY-7-10 FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL MiTek Industries,Chesterfield,MO =OD ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF F HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. 00 CATEGORY II BUILDING �c10 EXPOSURE B or C �� D IO DURUR ATION OF LOAD INCREASE:1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24'O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4'-0'SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGG_YBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON /,, INTERSECTION,WITH(2)ROWS OF 0.131'X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH • i DIRECTIONS AND: Er!`-�„'� 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR 111MM ifii;1■111111M11∎11-11111WIl` 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM am ',■71/ PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH C > ,• MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)0.131'X 1.5"PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: --M'��I�\\ REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \t,l\II\I\� \ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE `\\\\\\ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. `I\`\�\�., SCAB CONNECTION PER --0,7,.--- ----.-- I�` ',-` �� NOTE D ABOVE ,/ ,,%\�`'; .���. \I\��. `,,III This sheet is provided as a Piggyback connection \ FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all C.W/ 4 0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or ``\ \ EACH FACE OF TRUSSES OPPOSING AT SI O C ( ) �;..\ • STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED \\``�1 t I III f 1�/�/ EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: •\\\ \vS S•K /�i/i BOTTOM CHORD \ �•••''�••"•�.� OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ,J ��C ENS F •�\ '' MUST MATCH IN SIZE,GRADE.AND MUST LINE UP no AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF * N c 34869 TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) i I '�,l (V•(MINIMUM 2X4) 3 9 12 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM %O STATE OF �� CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW m ! BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS - ••. 'LORM''' •'" 0' . �� -• GREATER THAN 4000 LBS. i il 4) FOR PIGGYBACK PLYS OF PIGGYBACK TRUSS T // TO MATCH BASE TRUSS. 9/ NUUMBER OF /,O N A,- \\\\ • 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 0/1111,0 0 THE PIGGYBACK AND THE BASE TRUSS DESIGN. 1109 COASTAL BAY BOYNTON BC, FL 33435 FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 MiTek Industries.Chesterfield,MO Page 1 of 2 1 II I ® =OD Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"o.c. Vertical Stud oo (4)-16d Common DIAGONAL .===== Vertical Stud �� . Wire Nails ACE LAk 141 rte`= 16d Common ' MiTek Industries, Inc. SECTION B-B �, Wire Nails DIAGONAL BRACE 7_�6I:' Spaced 6"O.C. 4'-0"O.C.MAX (2)-10d Common NW 2x6 Stud or Wire Nails into 2x6 ./�/ 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS -, Allillik SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals 12 SECTION A-A w/(4)-10d Common Nails ©� Varies to Common Truss 2xa Stud (..,,...„„„„...„„„„...r���r1I SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH ����` 3x4= (5)-10d COMMON WIRE NAILS. mi : iliesimmu (4)-8d NAILS MINIMUM,PLYWOOD 51 I//MAPIM/////////////////. SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathing- NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 111111111E- VLI/lar: 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'3" � � \ Y/ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 �� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. j / (2)-1pd NAILS O I r ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / �� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ^ • 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ' �� /T I � rus' -s @ 24" O.C. DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A �� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 0. . BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / • ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /26 DIAGONAL BRACE SPACED 48"0.k;. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 11240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. I--, TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS �`II11111//// Species and Grade Maximum Stud Length \\\\\ vcj S,k 7/iii 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 \\�J\...' tGENSF'<��/� 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-815 % 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 * ' N■ 34869 )K Diagonal braces over 6.-3"require a 2x4 T-Brace attached to l 'pi tz— one edge. Diagonal braces over 12'-6"require 2x4 I-braces .- • 3/29/12 attached to both edges. Fasten T and I braces to narrow edge - Q of web with 10d common wire nails 8in o.c.,with 3in minimum , STATE OF .• . ,.end distance. Brace must cover 90%of diagonal length. , '.•.FLoRIDP �\�� MAX MEAN ROOF BUILDING HEIGHT T=30 FEET �"/ ()NM-I \ \\\ EXPOSURE B or C 1109 COASTAL BAY ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. BOYNTON BC, FL 3 343 5 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek Industries,Chesterfield,MO Page 2 of 2 =OD ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD , Trusses @ 24" o.c. [El00 �n HORIZONTAL BRACE 2x6 DIAGONAL BRACE SPACED 48"O.C. I (SEE SECTION A A) ATTACHED TO VERTICAL WITH(4)-16d L A kCOMMON WIRE NAILS AND ATTACHED MiTek Industries, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. Max. I IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE PURLIN WITH TWO 16d NAILS CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 144 2X 4 PURLIN FASTENED 6d FOUR TRUSSES WITH TWO 16d NAILS EACH.FASTEN PURLIN TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace ,., PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points �� ( SUPPORTING THE BRACE AND THE TWO TRUSSES if needed I ON EITHER SIDE AS NOTED. TOENAIL BLOCKING ATTACHS GONAL(BRACE O BLOCK NG WITH., �I (5)-lOd COMMON WIRE NAILS. End Wall _.. +' a _ er CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE At, FOLLOWING NAILING SCHEDULE. METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON-THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL , NAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS.NAIL ALL Ip■�' I� MEMBERS WITH ONE ROW OF 10d(.131'X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL JI M EMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) 0 MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. �/ \: ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS . ON THE INTERIOR SIDE OF THE STRUCTURE. . STRUCTURAL lip,... AN ADEQUATE DIAPHRAGM OR OTHER METHOD QQOF��BRACING MUST BE PRESENT TO GABLE TRUSS ,J /� I CHORD TO RESIST ALL OUT OF PLANE LOAR3PTH TSRF GPI SHOWN ""Al ,�`IN THIS DETAIL IS FOR THE VERTICALJS� $�(t{ISY.S.k o, J�.. ICENS . .�� NOTE:THIS DETAIL IS TO BE USED ONLY FOR S� STRUCTURAL GABLES WITH INLAYED / = N 34869 STUDS.TRUSSES WITHOUT INLAYED _ /�il 11 STUDS ARE NOT ADDRESSED HERE. / 3/29/12 W= - a:;) STATE OF ��jib. STANDARD / ..- •. 'LORIOP...•�" GABLE TRUSS /�/ `�\\\\ 110 9`/COASTAL BAY BOYNTON BC, FL 33435 ■ I eve TECHNICAL BULLETIN April 2010 Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam -Bolt or Nail Connection (Ibs)(1) Hanger '/s"e or'/4"s Boltsj31(4) 16d(0.148"x 31/4")Nails Beam Configuration Bolt #Bolts #Nails Type Diameter(�) 2 4 6 8 6 12 18 24 { 0.5 2,100 4,200 6,300 8,400 2125(5 4,250(5) 6,370(5) 8,495(5) (5'/pi Beam) t ` FACE 0.75 3,060 6,120 9,180 12,240 0.5 760 1,525 2,285 3,050 1st (s) cs) re> I TOP 0.75 930 1,860 2,790 3,720 1.060 2,125 3,185 4,250 FACE --- -- --- --- 3'/:"+13/4" -- -- - --- (5Y4"Beam) I TOP 0.5 1,050 2,100 3,150 4.200 1,060 2.125 3,185 4,250 0.75 1,530 3,060 4,590 6.120 0.5 2,100 4,200 6.300 8,400 3'/2"+1'/4" FACE/ 2,125(5) 4,25015 6,37015 8,49515) (51"Beam) t ' TOP 1 ( 0.75 3,060 6,120 9.180 12,240 0.5 1.400 2.800 4,200 5,600 4-ply 13/4" FACE 0.75 2.040 4.080 6.120 8,160 - - (7"Beam) 0.5 675 1.355 2.030 2,710 iI TOP - - - l„ ,; 0.75 825 1.655 2,480 3,305 0.5 2,800 5,600 8,400 11,200 1st cs) cst cst FACE 0.75 5,025 10.050 15,070 20,095 2'830 5,665 8,495 11,330 2-ply 134" 3/ + l (7"Beam) i 1 0.5 935 1,865 2.800 3,735 945(6) cs) ce) ce) TOP 945 1,890 2,830 3,775 I s 0.75 1.360 2,720 4,080 5,440 i l 0.5 1,720 3,440 5,160 6.880 2-ply 31/2" f FACE 1 _ _ (7"Beam) I " f' TOP - ( 0.75 2,480 4.960 7,440 9.920 . 0.5 1,015 2,030 3,050 4,065 2-ply 13/4"+31/2" I FACE/ (7"Beam) ' "'i TOP -- -- --- 0.75 1,240 2,480 3,720 4,960 FACE 0.5 1,720 3,440 5,160 6,880 2-ply 11/4"+31/2" 0.75 2.480 4,960 7,440 9,920 (7"Beam) 0.5 675 1,355 2,030 2,710 TOP - - -- - 0.75 825 1,655 2,480 3.305 1111 0.5 2,800 5.600 8,400 11,200 51/4"+ 13/4" FACE/ 2,830(5) 5,665(5) 8,495(5) 11,330(5) (7"Beam) TOP 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required.Bolt holes to be 9/16"maximum for'/2'bolts,13/16"maximum for 3/4"bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 CONTACT US• 1.888.iLevel8 11.888.453.8358)■www.iLevel.com Weyerhaeuser.'Level,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.ei 2010 Weyerhaeuser NR Company.All rights reserved. • li II=1, FC LAICAL BULLETIN April 2010 Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)I'I Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 F. 1 FACE(3) 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 11/4' I. (5'/4"Beam) ) J TOP(21 3V..." 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 ` I 1 FACE 3vz' (51/4"Beam) /1 TOP 141 3W 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 31/2"+13/4" FACE! (5 3%" 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 '/4"Beam) TOP 131 FACE(2) 6"t5l 1,055 2,110 3.165 4,220 1.360 2,720 4,080 5,440 4-ply 13/4" (7"Beam) TOP(2) 64(5) 705 1,405 2,110 2,810 905 1.815 2,720 3,625 FACE(3) 3'/z" 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 1'/4"+31/2" • 6"t5t 2,110 4,220 6,325 8,435 j 2,720 5,440 j 8,160 10,880 (7"Beam) TOP IZI a1/2" 640 1,275 1,915 2,550 905 1,815 2,720 3,625 6"451 705 1,405 2,110 2,810 905 1,815 2,720 3,625 2-ply 31/2" ; FACE I 6.54 1,055 2,110 3,165 4,220 930 1.860 2,785 3.715 (7"Beam) I ‘ TOP IZI 2-ply 11/4"+31/2" FACE I (7"Beam) TOP(31 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 FACE141 6"(5) 1,055 2.110 3.165 4,220 930 1.860 2.785 3,715 2-ply 13/4"+31/2" (7"Beam) TOP141 6"(5) 705 1,405 2,110 2.810 905 1.815 2.720 3.625 5'/4"+13/4' FACE/ (7"Beam) TOP 131 3%4 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam°PSL and Microllam°LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US• 1.888.iLevel8(1.888.453.8358)•www.iLevel.com . Weyerhaeuser.(Level.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR®2010 Weyerhaeuser NR Company.All rights reserved. • eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 Connection Name Hanger Wood TrussLok Beam Configuration Screw • Type Length #Screws 2 4 6 8 FACE(3) 31/4" 1,600 3,205 4,805 6,410 3-ply 11/4" (51/4"Beam) 121 , TOP 3/„ 800 1,600 2,405 3,205 FACE 3%" 3'/I"+1'/4" ? l -- -- -- - (51/4"Beam) 1 I TOP(4) 3'/s" 800 1,600 2,405 3.205 31/2"+11/4" FACE/ 3%" 1,600 3,205 4,805 6,410 (51/4"Beam) TOP 1 31 FACE(2) 5",6W 1,160 2,320 3,480 4,640 4-ply 11/4" (7"Beam) TOP(2) 5",6W 775 1.545 2.320 3,095 ' FACE(3) 3'/•" 2,135 4,270 6,410 8,545 2-ply 11/4"+31/2" 5",61/4" 2,320 4,640 6,960 9,280 (7" 3'/." 710 1,425 2,135 2,850 (7 Beam) TOP(2) 5",6%" 775 1,545 2,320 3.095 2-ply 31/2" FACE 2� 5",6'/4" 1.160 2,320 3.480 4.640 (7"Beam) TOP 2-ply 1'/4"+3'/:" TOP(E 5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) FACE141 5",6'/:' 1,160 2,320 3,480 4.640 2-ply 1'/4"+31/2" (7"Beam) TOP(4) 5",63/4" 1,160 2,320 3,480 4,640 51/4"+11/4" • FACE/ , (7"Beam) TOP 131 5",6/4" 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358)•www.iLevel.com AWeyerhaeuser,!Level,Microllam.Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR©2010 Weyerhaeuser NR Company All rights reserved. ■ IIIMI, 11' TECHNICAL BULLETIN April 2010 Bulletin TB-300 t:..VJayerna.0,c,r Table 1,2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 3%")nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers,and Columns Specifiers Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2,bolts-9/16"0 maximum holes • 3/4"bolts-13/16"0 maximum holes a.a. • Lead holes not required for wood screws zi li Conc.Load Conc.Load m m° Conc.Load Conc.Load ml9 0 0 7 I ..:-. . ,__ . , • o., . __,,,_ .e , Li , o,_ . , • . . ,_ 0 • . V N (f EQ.y EQ.\ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min.Beam Depth: d=7'/."for'/:"0 bolts d=9%"for W 0 bolts d=111/4"fort:"0 bolts d=9W for W 0 bolts d=14"for W 0 bolts d=16"for'/."0 bolts Conc. Load Nailed Connection Detail C -, E T • • *STAGGER NAILS TO IMI • • 00 PREVENT SPLITTING • •• • A • • • • 6 Sinker(typ) 1 % Y, XIX 9" I 16d Typ. 1.2-6 1 ) ]] Nail Pattern 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern CONTACT US• 1.888.iLevel8(1.888.453.8358)•www.iLevel.com AWeyerhaeuser.iLevel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. 1 ■ 1 eve TECHNICAL BULLETIN March 2010 by Weyerhaekiset Bulletin TB-300 Table 3: Allowable Capacities of 51/4" Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/4" 91/4' 91/:" 111/4" 11'/•" 14" 16" 18" 20" 24" <5d 6,235 6,545 8,755 9,560 12.345 15.005 Max 1/2 >5d 10,150 10,500 12,950 13,825 16,800 19.600 - Shear <5d 3,995 4.260 . 6,210 6,940 9.510 12,015 cn-J (Ibs) '/` >5d 8,750 9.100 11,550 12,425 15,400 18,200 -a 2 10.605 15.295 15.685 23.905 32,760 42.265 c 4 9.355 13,470 13,730 20.915 28,725 37,250 '/I 6 9,350 13,470 13.730 20.910 28.725 37,245 N Max 8 13,510 20,575 28,275 36.685 2 Moment E (ft-lb) 2 10,600 15,290 15,685 23,900 32.755 42,260 H '/4" 4 9.900 14,215 14,195 21.490 29,020 37,225 6 29.015 37,220 8 36,655 <5d 2,745 4.445 4,665 6.240 6.810 8.795 10,690 12,610 14.545 18,440 Max 1/2" >5d 5.235 7,230 7,480 9,225 9,850 11,970 13,965 15,960 17,955 21,945 Shear <5d 1.455 2.845 3,035 4.425 4.945 6.775 8.560 10.390 12,250 16,040 ? (Ibs) 3/4" >5d 4.240 6,235 6.485 8,230 8.855 10.975 12,970 14,965 16,960 20,950 J 2 9.960 16,220 17.105 23.990 26,730 36.385 46,670 58,130 70,740 99,375 E 4 9.025 14,305 15,065 21,000 23.385 31,905 41,130 51,535 63,100 89.670 ro 1/2 6 14.305 15,060 20.995 23,385 31.905 41,125 51,530 63.100 89,670 o Max 8 20,660 23,010 31,405 40,510 50,795 62,250 88590 Moment 2 9.950 16.210 17,100 23.985 26,725 36.380 46.665 58,125 70.740 99.370 (ft-lb) 4 15,145 15,895 21,710 24,030 32,235 41.105 51,120 62,285 88.015 1/4r, 6 32,230 41.100 51,115 62.280 88,010 8 40,475 50,335 61.335 86,745 <5d 4.520 4,745 6.350 6,930 8.950 10,880 12.830 Max 1/" >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 Shear <5d 2,895 3.090 4.505 5,030 6,895 8,710 10,575 (Ibs) '/.' >5d 6,345 6,600 8,375 9,010 11,165 13,195 15,225 cn a. 2 18,090 19.080 26,760 29.815 40,740 52,430 65.495 "' 1/2„ 4 15,960 16,805 23,420 26,085 35,725 46,205 58,065 m 6 15,955 16.800 23.420 26.080 35.725 46,205 58.060 • Max 8 23,045 25.665 35,165 45,510 57.235 Moment 2 18.080 19,070 26,755 29,810 40.735 52,425 65.490 cis CL (ft-lb) 4 16.890 17,730 24,215 26,805 36,095 46,180 57,600 6 36.085 46,170 57.595 8 45,470 56.715 _ Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection.where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5'/4"widths. Multiply by 1.33 for 7"wide beams. • 9W and 111/4'TimberStrand`'LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR C 2010 Weyerhaeuser NR Company.All rights reserved. ■ i eve TECHNICAL BULLETIN March 2010 Bulletin TB 300 Connection Design Example Given the floor framing shown below,specify the necessary connections for the a 3-ply Microllam LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. nV— • Brg. (Typ.) Jl L • J L • J' L Ji L J L J L 1 L • • • Additional r 3-1%" x 14" Microllam"LVL Beam, Flush Connection Required for (r= - Concentrated Face Mount Hanger with 5,000 lbs Reaction Load 2- 1'/. x 14" Microllam LVL 14" Floor Joists @ 24"o.c., Typ. Beam, Flush - — 4'-0" j 15'-0" Partial Framing Plan Page 6 of 8 CONTACT US• 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser.iLevel.Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company All nghts reserved. • - - '6 TECHNICAL BULLETIN March 2010 Bulletin TB-300 Solution: • Use the iLevel Trus Joist®Beams, Headers,and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of 1/2"diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS%"x 3W at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin,locate the section for a 3-ply 13/4'member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — W diameter bolts in a 6-bolt connection(6,300 Ibs) — 16d(0.148"x 3Y:')sinker nails in an 18-nail connection(6,370 Ibs) — 3W WS wood screws in an 8-screw connection(5,740 Ibs) — 31/2 SDS wood screws in a 6-screw connection(6,120 Ibs) — 3%"TrussLok wood screws in an 8-screw connection(6,410 Ibs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen,the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location('/.) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d(48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore,the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type,size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US• 1.888.iLevel8 (1.888.453.8358)•www.iLevel.com AWeyerhaeuser.iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR®2010 Weyerhaeuser NR Company.All rights reserved. it • r_It'yr_1I -r1Cr ,LJAilr' A ! 0111 a 01- I1k1 Imo.Forte MEMBER REPORT Level,Floor:Flush Beam software ) 3 PIECE(S) 1 3/4"x 14" 1.9E MicroIlam*LVL PASSED Overt I.mgtt.1s o _ I II u t< All Dimensions are Horizontal;Drawing is Conceptual Design Results Actual Ig Location Allowed Result LDF System:Floor Member Reaction(Ibs) 7595 @ 2' 7809 Passed(97%) -- Member Type:Flush Beam Shear(Ibs) 6837© I'5 1/2' 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-Ibs) 25215 G 4'11 7/8° 36387 Passed(69%) 1.0 Building Code:IBC Live Load Defl.(in) 0.356 it 7'1 13/16" 0.489 Passed(11494) -- Design Methodology:ASD Total Load Defi.(in) 0.456©T 1 718" 0.733 Passed(L1386) -- • Deflection criteria:LL(LT360)and TL(L/240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions'((be) Ar oassotfas Bearing Bearing Bearing Deed l Floor/Roof!Snow 1-Stud wall-Spruce Pine Fir 3.50- 3.50" 3.40' 1641/5955/0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50' 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location TrWidth ibutary Dead Floor Live Roof Live Snow Comments alio) 11.00) (non-snow:1.25) (1.15) 1-Uniform(PSF) 0 to 15' 1' 100.0 400 0 0 0 0 0 10'Floor 2-Point(lb) 4' N/A 1000 4000 0 0 Location Analysis Shear(Ibs) Moment(Ft—Ibs) Comments Actual I Allowed/LDF Actual/Allowed I LDF 1-3' 6035/13965/ 1.0 19186 1 36387 i 1 0 BOLTS LEFT OF HANGER 2-5' 39/12569/0.9 252151 36387 t 1.0 BOLTS RIGHT OF HANGER Forte'"Software Operator Job Notes 3=25/2010 9:02:21 AM iLeveM Forte"'v1.1,Design Engine:V4 8.0.1 Page 1 of 1 Page 8 of 8 CONTACT US• 1.888.iLevel8(1.888.453.8358) •www.iLevel.com , Weyerhaeuser,iLevel,Microllam.Parallam.Timbal-Strand and Tnu Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ' 1,\ CITY OF ATLANTIC BEACH ', -<r f\ 800 SEMINOLE ROAD 1(F r "2.--' ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 '�0.219 RESIDENTIAL ADDITION MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 JOB INFORMATION: Job ID: 15-RADD-2630 Job Type: RESIDENTIAL ADDITION Description: ADDITION MASTER BEDROOM/BATH Estimated Value: Issue Date: 11/30/2015 Expiration Date: 5/28/2016 PROPERTY ADDRESS: Address: 239 SEMINOLE RD RE Number: 170525-0000 PROPERTY OWNER: Name: JEVIC, LEONARD Address: 239 SEMINOLE RD GENERAL CONTRACTOR INFORMATION: Name: E & R ENTERPRISES OF NORTH FL Address: 2628 WEST END ST QA EDWIN CHARLES PUTTBACH Phone: - - PERMIT INFORMATION: PUBLIC WORKS: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. All silt must remain on-site during construction. Roll off Container Company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Republic Services, Shappel's and Waste Pro.) Full right-of-way restoration, including sod, is required. - FEES: BUILDING PERMIT FEE $250.00 STATE DCA SURCHARGE $3.75 1'1 10111 IS : I'I'IWVI.I) OM IN ACCORDANCE 11I I II ALL CITY OF ATLANTIC REACH ORDINANCES AND THE FLORIDA BUILDING CODES. �� ; `; CITY OF ATLANTIC BEACH ss\ x 1z„ 7) 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 0;319% PLAN CHECK FEES $125.00 STATE DBPR SURCHARGE $3.75 Total Payments: $382.50 PERM"I IS APPROVED ONLY IN ACCORDANCE, 11'I I II AL1. C111 OF AI I AN"I I( BEACH ORDINANCES AND THE FLORIDA BUILDING CODE'S. BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH f_ ' !'-1-1 ,FL 32233 OFFICE COPY 'lei ,.'�':.�`. ��.`(�antic Beach 0 i Fax(904)247-5845 Job Address: 239 hill 4-4--V A-206 i' `� Permit Number:f /J�o7L30 Legal Description oor • ea t Parcel # o Valuation of Work$ aced/cooled__3 (20___3t no.n-heated/cooled Class of Work(circle one): New dditi Alteration Repair Move Demolition ool/s a win Use of existing/proposed structure(s)(circle one): Commercial p p window/door If an existing structure,is a fire sprinkler system installed?(Circle one): o Florida Product Approval# For multiple products use product approval form Describe in detail the type of work to be performed: t ' '8" 221 to'1 t'A4srETz BeD2co,AA.,4 13.4me015 0.A. /4It-T tort. Property Owner Information: Name:(-t X14 M.J ftecyt RT J evt.C. . Address: 9 Sb'1 01tn� 1 City .14fL4vhi,. QcN 322- 3 —23 jZap E-Mail or Fax#(Optional) .. Cwt-`Staet'e CZMP Nhgne Qp (�� a Contractor Information: CONTRACTOR EMAIL ADDRESS: eawl V •V b&Cri. • • YhGtl I • Ca ev1 Company Name: e-ca. �] P21S�� efAo2 Comp Address: oZ B �[�C) 87 uali ing Agent: !�W - e �t3_ Office Phone 270-2 t�� City "`(0-5 �' CH State �- Zip 32233 Job Site/Contact Number lo2fv-St:,$ (P Fax#State -- Certification/Registration# G 6 C. 15041.5: Architect Name&Phone# Engineer's Name&Phone# Let i i .4 l't N . /^C, JA E �� Fee Simple Title Holder Name and Address ' Z. • Bonding Company Name and Address Mortgage Lender Name and Address Application is hereby made to obtain a permit to do the work and installations as indicated. I certifit that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void f work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a period of six(6)months at any time after work is nommenced. I understand that separate permits must be secured for E/ectricaJWork,Plumbing,Signs, Wells,Pools, Furnaces,Boilers,Heaters, Tanks and commenced ce Conditioners,understand etc WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. I hereby cert that I have read and examined this a placation and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal,state,o ocal law regulating construction or the performance of construction. Signature of Owne ilevv- Signature of Contractor--SA C. Paz r g ik., ?rintName Ifootizb G,joic, Print Name 12>yci 14 G. Ri L• 1! 3efore rite his 01Day of OCfD bu- Before we s=_- - • - - I thisAlwDay of 6 C 6._ __ . t ��� � y Notary Public Stated Florida Totaiy Public/ ' NY 'v' G4Durante ° ✓ ` sty_ Notary Pudic Stale d Florida My Commission FF 084283 t- -�:+ ''` C J Durance '1-.0"; 'e Expires 12/1212017 Notary PUb11C � My Commission F�d283 or Expires 12/12/2017 • DO NOT WRITE BELOW- OFFICE USE ONLY App ica, e o.es: Ill 0 ISA 1 D 'ID Review Result (circle one): Approv Disapproved Approved w/ pp Conditions Review Initials/Date: //-/ OFFICE Development Size COPY Habitable Space35O se p' Non-Habitable Impervious area Miscellaneous Information Occupancy Group /2-3 Type of Construction V Number of Stories I Zoning District Max. Occupancy Load Fire Sprinklers Required Flood Zone Jr Con ditions/Comments: NOTICE OF COMMENCEMENT E L E COPY • State of 00424 DIA County of bk.)V# Tax Folio No. To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property,and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: 1(0– -act E- �QLT, I (Z sr-) c i S 1/a,. L®-r ` E34I L 0-r- 1-8S Address of property being improved: 2-333 .5611P Ott (2 P. A'TLp"(,-mac BC14 t=-L.. 32233 General description of improvements: Ak1)1,-r10 4 Owner: LEYJNY i WtA /4I t° S Lc4& Address: 23Q SUsvuI ki,o Lea F!D A tu44 BCH f Owner's interest in site of the improvement: Rem D 1 Fee Simple Titleholder(if other than owner):• y 3?-�3 3 Name: ro( Contractor: IEs'r 12 G 14i 1--VeiaLV 0F. Atola CL-4 FL.O12ID4 L..L C. Address: 9.(0' Wt LSD Zr.. ATLA471.0 Bc44 FL 32233 Telephone No.: 904- .2--)o- 8s Fax No: Surety(if any) Address: Amount of Bond$ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: . Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option) Name: Address: ', - Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER ,Q� _ Doc#2015247841,—.-- OR BK 17350 Page— ---_ Signed: -If Date: /0/74M Number Pages:1 ge 389, Before me this `c7 day o JGfab� `!at 5 in the Counf D ,State Of Florida,has personally appeared Recorded 10/28/2015 at 10:22 AM, 'L.e.ar� _ f_ Vii` Ronnie Fussell CLERK CIRCUIT COURT DUVAL Personally Known: COUNTY Produced Identificat : ', `( se , 1. e or i n RECORDING$10"00 Notary Public: My commission expires: ;j J yr let i NC J oh public nte Stab d Fbrid6 Dtxary My Commitsion FF 064283 or ti Expires 12/12/2017 } e _ i''• Y ! •1 1 13.0• S. .r STaPS W W 3 24.3 ' )�.. rS • { ��� aC Illik ! S II-S r • Alt `.sT'oa-r N aoS�� z.4 FFICE COP rtlC h FRAME ,; � < Q ties.«. x�� n WYgR .; �. 0 Q 13.d' Z9.3 SILAS • I -' k 1- 0 N 1....7./. 1.4/,sr- ./ to a toT aQ3 LOT +••la,t-• s;fs •4" / / i't t N O i . ! Il lii\S• i to; 1 .• 7 i I. t,,Ax., ) 1 / , ..; I t.+..(..i 1 ;7 1 L)ca) it CE z t 1( I I I ., .� _ / slfC;/ x 4 b %WAIKw/lj - v _• s.„,,._.... W ` ts 4 r • ae5tic 1 ia..;,s 1.1' ° x aev«. '.., a' M K o..: (os 7s o • - .s — . .. • , w.— t �afu.,p i i s•• .t Dd GMA� 7S.0, • Z3.'3_ o vouy0'ix t..y3iL •V( ... 1.104 CnucL• 4.404%0 ipau pt Ot •t { 5 Fv.+cs • 1..,C•1 1 4°I 6 t. r 4i VOT ••v - .ciS 1 JOB COPY 'MIER_JISMt .SNOTES: Tufa ni n f. . *flat is a boundary survey. IN 7.E Pu EC os MCP'ITtr.:. of TtltS C)uct' Y Y. 7. Mond zone x as best ascertained from Flood lnstirance — • uj13 SITE-c- FOR RA i_Mep,community panel ho,:eb,s•oaoiodated <t-1"i,it•s EACH INSPECTION 3. Till a survey is not a determination of ownership 4. B•tidiness license ff6470 • I HEREBY CERTIFY TOT t eo}aQD t, aceG.0 • Nnt'••qtt.eY .S6d.c ►4av• i=epC CGr►L ce. 12,%T uu.ow.r , r...-.0,.c.,;./1,4 r.ca ZT ■ • «s-.. 1 ••• ‘-e Se U.4%C5i . ,%1G . • ' LK) Qn PUtS�_I' taaza c+.a.+,4 'Y.Tta. IX>i•yRO.VGa c-ornormx-r THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF LAND SURVEYORS,PURSUANT A' r-lI'v'X . Banks .70 SECTION 472.027 FLORIDA STATUTES AND CHAPTER 6t G'17-6 • t77C£.r �_ FLORIDA ADMINISTRATION CODE_ S tzz-Ksy •I .) 4. ROVE AVE. R.Q121VA REWIRED,SURORO0 • - i A.0 I;SONVJ I.I.B.FLORIDA 32246 Min R.B.axe>Ecs . ' •'•,' (9U4�t i i" 0 NED 0410kse 14 ..19 evi • a •,--.. -T `•• R["A1i"e: t _ .- - T1itS4URVEY NOT VALID UNLESS THIS PRINT IS EMBOSSED WITH THE SEAL OF THE APOVE SIGNED - ~ ___ .. _ ~--' ` ' r3 P8 1,,/, you lt_t of:•oo on '.-10 co so0rt.oalj ,jg 01(i U,T.it xd tlQ iD:t\ • 23 q S M 1 NoL. 14.� i_,:- - -. -_ r:_--- i:l-- ••ATLAPi s e REACH] Pc , 32233 T 'd 9DTO-56,9 iiacidwe3 ..iauxeaH dOfrsi.0 66 #T Tnr ' q°9-2Li7 ,9 s c-