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Home My WebLink AboutSUBMITTED PAPERS_2Planning & Development Services Department y f " Building & Code Regulations Division • 2300 Virginia Avenue • . Fort Pierce, FL 34982 772.462-1553 Design Certification for Wind Load Compliance This Certification must be completed by the project design architect or engineer. This Certification must be submitted in duplicate with all applications for building permits involving the construction of new residence (single or multi- family), residential addition, any accessory structure requiring a building permit, and any nonresidential structure. This Certification shall not apply to interior renovations (provided that no exterior structural walls, columns or other components are being affected) and certain other minor building permits. For further assistance, please contact the Building Inspection Office at (772)462-1553 Project Name 6 f cc Ise in N °t �fA�' r„ Street Address Permit Number Occupancy Type Construction Type Certification Statement: I certify that, to the best of my knowledge and belief, these plans and specifications have been designed to comply with the applicable structural portion of the Building Codes currently adopted and enforced by St. Lucie County. I also certify that structural elements depicted on these plans provide adequate resistance to the wind loads and forces specified by current code provisions. Desian Parameters and Assumptions Used: (Please check or complete the appropriate box.) 1 Florida Building Code 20_!P=Editi n with 20�_ Supplements and ASCE 7-0�Fp 2. Building Design is: Enclosed: V Partially Enclosed: Open Building: 3. Mean Roof Height: 757 Roof Pitch: G' 17— Internal Pressure Coefficient: -f. S -, [a 4. Width of End Zone: I Wind Speed: 1,A-0 (3 sec. gust) 5. Building Classification Table 1-1. ASCE 7__-M _FBC Table 16045 -Z- 6. Wind Exposure Classification: G Adjustment Facto fAr�Expgsya! & Height: 7. Components &Cladding Wind Pressure on Roof Zone 1_ 247. �3�g6 PSF 8. Components & Cladding Wind Pressure on Wall Zone ate2.SPSF 9. Components &"'d�di g wind Pressure on Overhead Garage Door ► PSF 10. Loads: Floor PSF Roof/dead PSF Roof/live 3a PSF 11. Shear Walls Considered for Structure? Yes ✓ No (if No, attach explanation) 12. Continuous Load Path provided? Yes V/No (if No, attach explanation) 13. Are Component and Cladding Details Provided? Yes _ No _ (if No, attach explanation) 14. Minimum Soil Bearing Pressure: 2i� Presumptive: By Test: '25kn=) PSF As witnessed by my seal, I hereby certify that the information included with this certification is true and correct, to the best of my knowledge and belief. Name: 146p&bAoCert #• t_-y Z r- Design Firm: Date: A,� SLCCDV Form # 020-00 S, AL Revised 2/27/09 (CL) Revised 6/11/2010 (IS) n n�' Z 4: t r Planning & Development Services Department Building & Regulations Division Product Review Affidavit Building Permit # 120Z -OZA10 . Owners Name VeGA t6iyeVy�e �T 4- pplicant: Product Opening Design Product Rated Manufacturer Model Number Product Approval Glass Pressures Desiqn Pressure Number TVDe --r- Windows t+4zi; •� -60 �� Mulltotrs —' sS ��r!' -19 .,e v l !,X LO Fixed Glass 4 -epa -t•00- —�� o -10 , 02 AT Block Glass Skyilghts SlIdIng Glass Doors Method of Attachment _. 17i'/a4 1 rw g+•7 b« TL- C'-;; . 6 t'M." I K �qvJ t r Hurricane Protection 27 - ?+ (O% c>t-fA. . C50 "utfl II -OQyIo o� Roof Ventilation Roofing Material �� (OCL15i I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate !resistance to the wind loads and forces specified by current code provisions. Name: AZAAQ Signature:_ �' seal Zak Design Prof Cert. No. AOJ. Date: L_ MIMI®DADE • BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) BOARD AND CODE ADMINISTRATION DIVISION MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 1' (786) 315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidadexov/buildin Poma Corporation 9040 Belvedere Road West Palm Beach, FL 33411 SCOPE: ■ ® W if It 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 BNC-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. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails v) meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.050" Aluminum Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. 06-537, titled " 0.050" Aluminum Storm Panel", sheets 1 through 4 of 4, prepared by Thornton Tomasetti, dated December 06, 2006, last revision #0 dated December 06, 2006, signed and sealed by V. J. Knezevich, 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: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state, the following statement: "Miami -Dade County Product Control Approved", and NOA number, per TAS-201, TAS-202, and TAS-203, 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 # 06-0823.06 and consists of this page 1, evidence submitted pages E- i & E-2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. MtAMaJU 09COUNTY � NOA No,11-0810.01 Expiration Date: 08/16/2012 08A5/UI` Approval Date: 08/25/2011 Page 1 Poma Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 01-0410.10 A. DRAWINGS 1. Drawing No. 00-408, titled "0.050" Aluminum Storm Panel ", prepared by Knezevich & Associates, Inc., signed and sealed by V J. Knezevich, AE., dated March 30, 2001, last revision #2 dated August 13, 2001, sheets 1 through 4 of 4. B. TESTS 1. Test report on: 1) Uniform Static Ail, Pressure test Loading, per PA 202-94, 2) Large Missile Impact Test, per PA 201-94, and 3) Cyclic Loading Wind Pressure Test, per PA 203-94 of aluminum storm panels, prepared by Construction Testing Corporation, Report No. 01-005, dated 02124120011 signed and sealed by Christopher G. Tyson, P. K C. CALCULATIONS 1. Comparative analysis and anchor calculation, titled 0. 050 "Aluminum Alloy Storm Panels, dated March 30, 2001, pages 1 through 31 and anchor manufacturers appendix, prepared by Knezevich and Associates Inc., signed and sealed by Y.J. Knezevich, P.E. 2. Comparative analysis, dated July 16, 2001, 3 pages, prepared by Knezevich and Associates Inc., signed and sealed by V.J Knezevich, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Invoice #167143 B, dated 08118100 for Aluminum Alloy 5052-H32 by Commonwealth Aluminum. 2. Certified Tensile Test Report No. CTL #0296G, issued by Certifted Testing Laboratories dated 03113101 for Aluminum sample CTC-01-005, signed and sealed by Ramesh Patel, P.E. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 006-0823.06 A. DRAWINGS 1. Drawing No. 06-537, titled" 0.050"Aluminum Storm Panel", sheets 1 through 4 of 4, prepared by Thornton Tomasetti, dated December 06, 2006, last revision #0 dated December 06, 2006, signed and sealed by V. J. Knezevich, P.E. B. TESTS 1. None. id el - my A. Makar, P.E., M.S. BNC, Pr uet Control Unit Supervisor NOA No.11-0810.01 Expiration Date: 08/16/2012 Approval Date: 08/25/2011 E-1 Poma Corporation r NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1, Revised Anchor Calculations and details for 0.050" Aluminum Storm Panels, dated December 05, 2006, pages I through 15 of 15, prepared by Thornton Tomasetti, signed and sealed by V J. Knezevich, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 3. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS L ' None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATIONS 1. None. F. OTHERS L Compliance letter by Knezevich Associates Consultant Engineers, dated July 27, 2011, certify compliance with the FBC, 2007 Edition with the 2010 supplement requirements, signed and sealed by V. John Knezevich, AE. 2. A letter by Blackwater Testing, Inc., dated August 08, 2011, notes a contract for verification test of the 0.050" Aluminum Storm Panel, signed by Dennis W. Duffy. A -Oft my A. Makar, A.E., M.S. BNC, Product Control Unit Supervisor NOA No.11-0810.01 Expiration Date: 08/16/2012 Approval Date: 08/25/2011 E-2 .�nl uCT O.C. •- PROCUICT MARKING �01pIONAL L��ATIONI T 1807^ 5 " 7" I � N—1,055." 1 07" ^ •• AS3 • 12.00" COVERAGE 4 8.00" COVERAGE ' 11027" 7 483" OSTORM PANEL lB HALF PANEL SCALE � 3". V-0" SCALE, 3" . t'-0" ONE HALF PANEL PER OPENING MAY BE USED AS REQUIRED TO COVER OPENING GENERAL N01Ei` T H 1. TO'A SE APPROVAL D FOR THEE, REPRRESEENOTFApSNHUTT aSY(ggSTE SYSTEM BY Z0 (HVgHZI OFF THE FLORIDA BUILDING CO E 200N4RW H2005 SUPPLEMENT. 2. RODUCTAWIP(D LOADODURA'f1ON FACTORACdB: 18 WADUN ETHE OR WOOD SCREW DESIGN.THE �N p� ypppppEN�CpE7��yy USE WHEN REFERENCIN13 G Qp 3. T i E y LOdT EN70R WM LOAD CALCCU R71 (!S pT RNORDANOOCE W TH ASLE NIN A IREECT(ONALITY PA�CCTOMR�NOF Kdqq.0.85 SHgA�up BE �SED. 4. T�HRE SITEPSPECV(/P�IC APPLICtATION OFETNIS SHUTTER SYSTEM CLUOE INFORMATION S. OrCTHE LF ORIOA ADRf91ONISt DOCU CODE gHApLL COMPLY WITH �CE+CIAgPTER 676 E7N5-23 e. LE TO BE APP C�OTNNpT TACTOER PPpRO� p��',`�I0 y CU TSC�ONTRO�N�TpEOR ACTo 5VE N NOT 5 TVI�ATT E EOx STT STRyU�C9TU RICE SU857RATpESODVETAILED H IEREINR FORM ORATERIAL FROM THE 7. THE AP7OPROVATEL ODpOCUMENDRITIONS TO THESE APPgROVAL DOCUMENTS WILL VOID S. B IUIU LOINGMING-HISINER OFFICIAeMpCpgY gEL CT OCVNE OF pTTHE FROM OLLO LING pOOPTIONS, pUMENTTES, THE AI AITHAT DTR�ENN GOOCU pTSNTS BE REgHpl4OFBI)� ECTT THTEHO 7UETA►IIE?pEp� ETH,�TpONA@P�PTR�,$VI W ASpgA CONDpIpTVIOpNQTOLTFBIE BIiLLOINpOpO��ICIAL 11) lETCHUEnfi ;RIM TITN(6 F11AM(-DT(A�DE CaCUtiT1Y PRO W7C�{TEVANHTRyOpI, DIV�SIONROpR AND pYappAREAETTMLl00%gT0NpNE�4SHALL�OBE yACCEPTEryD BYpH�HE BUROF7 NG OFU'FIC LNE 9, MIN�MUM Of ORNE MARKIiNO PER PANEL AND SHAL BE PERMANENTLYELABELED AS FOLLOWS rOmA g MIIAgMI-DDpAN 3�091 �p gR�gZ�� p�� A�MM(OVE`D p gp ��( 10, ALLLOTRI.1gpPyTQ ZIB ®50 P S.I. M3LL" ALppLBEXTRUSIONSZS`HALL 8ME p60`63� T6 ALUMIpNUMS 1 1 STAPNL(ElSSP15TE£LNORBSALVANREDZSTEEL WITH AI 33 K.S�I�Ml IMUM Y(EILD STRENGTH. N Q33 12 DICTA�E PANOMELDETAILS h1AY� BESLpMOUNTEyDgHHORIpZONpTApLDEWAC�IIYp WHOF 'EREAA�P�PgLTICryABgLE DUITITONS '� AT THE J (B HOLDER 1E EFORE�COEMRl1MEINCOING W TH THE t? TO. VERIFY A�iGOIMEN51ON5 og*R.250" HEAM O SCALE, 3". V-0" 0 • N H 90 N 3 •U'HEADER SCALE . 3" . t'-0" jj 17B" e �.275' .660" tt:178" .097 OBO" .097^ *.275 .660" .380" ,4B5" .690' ,645" .275" ,pqLT. LEG 2.000•• OIRECTlON .843" .097' 1,940" OV TRACK 8a 'P TRACK 611 REV.'F' ANGLE SCALE - 3" . 1'-0" SCALE , 3" . 1' - O" SCALE � 3" .1•-0" ~W WV JN zz J�J aIL tj K as JW N WIDTH UNLIMITED IPERP. TO PANEL SPANi SECTION TOP MOUNT PLAN VIEW IW3 a 0 m 11 tTYP:I _O / \ .3�13@"/�A- ,,�.. T�&TBOTTOM BOTTOM MOUNT O TYPICAL ELEVATION m ALT. STUD m a M DIRE CTIO g, N - 090" (TYP7 $ N II,� MpC�{INE CROW STUD 2.00' (>0 6 OR 2" 0.C, OSTUDINDANGLE ANGLE SCALE, 3" . T-O' SCALE , 3" .11W' 'lM, F60 7S'"�Fa m ae N .fi0"0 0 WASHERED WINGNUT .090" THICK 1.� o,(EALE , 3" WASHER SCALE�MALP SIZE SCALE, 3". Y-0' 3003-M14 ALUMINUM ALLOY O� TER 1 Lx 2"AlX .OSS CMION. UTOE PIECE. 2" x S" x .0S5" MAX. FRODUCiRENSWED ' ...Ay(0gwitU the Flalwa ya-Ilp" aa w Na - ' On o/Z u FASTENER 12" O.C. FOR DESIGN LOA�S LESS THAN OR EQUAL TO 110 P.S.F. ' ANO 9. O.C. FOR 0651 LOADS GREATER THAN NC P.S.R. (SEE ANCHOR SCHED. va•nAx. FOR ANY ACCEPTABLE 1/2' OVERLAP @AxxN(�C�9Hj�ORp)) STRU�TURE LUM ANGgLE LOSURE PIE[E� STRUCTURE PRODUC itEVISRD 1I' x 2° x.t25" MIN. TO pcOMFPjixe wltE/haFI01161 2" x S. x .125' MAX. A99pODdC 0a No0ia- �+ •OL ayu ioeOnw IT 011 q TYPICAL PLAN VIEWS ori�>on SCALE. 1-1/2" . 1'-0" 9 SEE GLASS OP Hi�807T . 14T6 �•� �unu 2 a 1/4'_MAX �.� =D W 1 Zy J � J Z W Z a. a. wgpNENE 7yp�q S�C.1% LE FOR MAX. SPACING _ a n IJ-1 `' T i e WITH 1/4-zo x s/e" CH BOLT Q 12. O.C. MAX. ANMTO WM DETAIL EAMTO ANON DEDOL 0 WALL MOUNT SECnON SCALE, 3". V-0" . SIDE CLOSURE REO'D. (SEE PLAN VIEW) BUIL"UT MOUNT sknoN CALL . 3". 1'-0" i BOTTOM 11/4-20 x S/e" T @I 12" O.C. MAX. SI 07 i_ De WIfH 1/4-20 x 5/0" M C E DOLT 12" O.C. MAX SEE GLASS SCHEDULE r1 COLING/INSIDE MOUNT SECTION �J SCALE, 3" . V-0" WALL MOUNT SECTION (DIRECT MOUNT) OSCALE. 3" . T-0" I/4-20 x 5/e" IP 12" O.C. MAX. FRODULTRENRWED m comdydea w1111emFlotid0 uullQteB Cbde Acce( :(MCC No - O . 01 Exd. � o/Z Dy M 1 Dade ct I cRODOcs R6V15F.D TS µcOL104!'iiuEwi.M16oFIai1M A9Idm"e�dc RaplraEwu " ff amlDad a o» ANCHORSCHEDULE y, .•, ;._ Fla, -a c�*mmm mmmmmmm©mmno m m mm.�mmm© 7 »;x,"';_�;+l> ',Fi,^' rE�%' mm� mm�mm�mm�mm®� mm®� nnm� mm�% mmmm� nommmmmmmmmmmmmmn mmm®mmmommmmm0�a m�n mmmm EMmmnn ommumnmmmmmmmmnnmmmQo' hi�mmm3a�nm�omnnmmo Emmnmommumnumnmonmmmianmmmommm O ;�tii.i ;[,,li a• t�=xr;•rpx�u,.:u•i, �1V V �vo,,%/ Vol. %%% �VRr�OR7/ ®uidd,au_ mo % 00 ..; m1mmmmmmmmmmm00000000000000000 Immmmmmmmmummomnummmmmmmmmmnm EMmmmmmm0mnnMOMBOmmmm® OE0MO0©mn�nmnm EMmmmoomomoomomoommmmonmmmmom¢a®mm ,>a„ MImomoomomoomomoomnmmmmnmmmmommm c�mmmnnoonnoo©onommmmmmmmnnor�o©© ;.�,,,,,,,,»,,,,,,,,,,,,,,,. - �mmmnnononno©©©mmmoon©nnn$©onn �mmmnnn©n©©nn©nmmmnno©©nn ®nnn ri'' . � inn©nnn.n©©ni.©©nn©nnno©onno©000 moo©ono©©olio®©o©©o©o©n©®o©©©o �K '�^yl�''1�!'. -°�� :�.. '�'' ;., }�.�, KA my ii iQV ri4 .mmmnnmom®o�©onn! EFL%%/.%%'//.,�//.'//•% ��//.%mOm©©�n��nE70nnn [Mmmmmmmmmnnmmmnnmmmmmmmmmmmm®no iii� i iinon©on©on©000©© �mmmmmmomnmm�n©©mmmmmmmmnmm�noo E�mmmnnmomo©monoommmmmm©moomnnoo �tmmmnomon©©mon©©mmmnmm�000mnoon , a�mon©©moo©©mon©©monoomn000mr�000 MODUCTRENEWED ®co0plft wGhtlm Flmid6 Building Dods Acaptatoe N° !- o • O � BY ANCHOR SCHEDULE FASMNERMA70MUNISPACING ORM REOURHD FOR V1110005 DESIGN LOADS AND SFANS LOAD MIN.3/4'EDGE DWANCE (W) SPANS UP TO SPANS UP TO SPANS UP TO P.S.P. 5'-6" 8'-8" 10'-Y' ANCHORTYPE MAX lNOLl1 EiNOTE1) NORc1 (SEE CONNECTION TYPE CONNECTION TYPE CONNECTION TYPE 4 NON (SEBNOIE3) (mmu) (SEENDIE3) W 1) CI C2 C3 C4 CS C1 C2 C3 CLCS C1 C2 C3 C4 C5 . 48.0 ,2 72 12I. ,2 12 12 12 12 10 10 12 12 12 8 8 63.0 M 12 12 1? 12 12 12 12 7 7 12 12 12 6 6 �-616 �L� 200.012 1211216 6 72 12 12 616 2 12 ,2 6 6 0 Q 0 b 9 40.0 12 12112112,12 12 12 12 717.12 12 12 6 6 2 12 12 9 9 12 12 12 S 5 12 12 12 4 4 2 12 12 0 12 12 12 S S 12 12 12 4 4 12112112 616 6 12 /2 12 4 4 ,2 12 12 4 4 2 12 12 4 4 12 12 12 4 4 12 12 12 4 4 * 2 t2 12 12112 12 12 12 8 O t2 11 12 7 7 * A 41� 12112112 10110 12 9 12 6 6 11 5 7 S S 2 12 12 9 9 12 6 9 5 5 11 S 7 S S 2 19112, 6 6 11 S T S 5.1115 ?IT S 200101111517 5 5 11 S 7 5 5 11 5 7 S S ,. �p pOR SCHEDULE BASER � PANE SPpA�NTSp StEQ�FIECLTHE p0A7gDS�LIANLISRUCTURE Tl�lpU(N1�rtE/D�T'�EMTR711OSE 2. AA�NNpTCggHQQO{{R�ppTL[T�! gpPaDBODE gg OE51 O dAp 0C►(TSHU�TER0AND SELECT SR N GRlATER THAN OR EOUAL TOTER SPAN. 3. gSSEEE{E MOUNTING SECTION BETTTAALL�LpS FOR IDENTIFICATION pOF CONNECTION TYPE. 4' TYPE�OF EX STING R.MSA U U p""OLLOWALCM DL lf0R07YPE t3ASM p��H� gH �� OR SL U 0 0 ANC S. FR�ECO RESE•NDAT10N5 INSTALLED IN ACCORDANCE WITH MANUFACTURERS' 6' ITINIM £gAMTTBEEDMENgT ANDpp��EDGEpDIITSTANCE EXCLUDES WALL FINISH OR 7 SUCh�TH T CANES ASRE NOT 1 A pDGagEDpRpINSOINTAN� oCODOaRUO 4NATI ANCHORANNGGEE Fill 0. 4C1gBEE`+•IS TOTPRL�ING CXI W FAS ENl1NG 0, PLIYW00O,5RRf'p�EPaTLO�LE O�FILY 9. r Ri g �LL1P0SCT 5 EP. NNE CEP EILEOR f�1lXGRHEAT�R DENS TY. ��D�OSTTUDSHALL 10. MACHINE W HE��SIDEWAI.K 00LT� U.C.N. EI ATHE00R A�VA HEAD• TRUSSUFTMffD AD. OR 11. ® DESIGNATES ANCHOR CONDITIONS WHICH ARE NOT ACCEPTABLE USES. 12. SafS N ;ESS A4jgMSSEW W,�I TREMOVABLE BY REMOVING MACHINE IN. 2x ANCHOR DIAMETER RMUCTRI MAX. 1/2 AN SPACING pu,u gCe�te SPACING PER SPACING PER AosFlNe ANCHOR SCHEDULE ANCHOR SCHEDULE DITIa1a0 A UhUNUM ANCHOR FROM ETRUSIO S[HE0., TYP. E t 7 ® MAXIMUM ALLOWABLE STORM PAN EL SPAN SCHEDULE R$ N NEG. DESIGN ~ 1 LOAD Lmax. IPSF) IFT - IN) 30.0 35.0 10 - 8. 10 - 8 ' 40.0 10-4,,,ttQ 45.0 40.0 10-0 9- dt39• '9 Q 50.0 9-9 3333a�tiii 55.0 9-6 60.0 9-4 QF' 62.0 9 -3 cS 65.0 9-1 _ 87.0 9 - 1 70.0 r 1Gy„ 72.0 75.0 8 - 10 8 - 8 80.0 90.0 8 -2 7-3 100.0 6-7 y (" 110.0 5 - 11 ' 115.0 120.0 5 - 6 5-5 8 4 130.0 5 - 0 140.0 4 - B' N 150.0 4-4 160.0 4-1 170,0 3 - 10 Ci �. 180.0 190.0 3 - 7 3-5 • SEE TABLES 1 i 2 NOTE NUMBER 3 200.0 3 - 3' Vj. KDE7. Ticb .p O �R Wl O'f3 c 6 lr � omply % ��Y x•Ith Blpplp� ft6 1. ENTER TABLE 1 WITH NEGATIVE DESIGN LOAD TO DETERMINE MAX. PANEL SPAN IL..xl. POSITIVE LOADS LESS THAN OR A�aP1m�c0 No - C , 0' 9 EQUAL TO THE NEGATIVE LOAD ARE ACCEPTABLE. Ex ' On Date 'Z 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES, USE NEXT HIGHER LOAD OR LINEAR RITERPOLATION MAY BE BY y USED TO DETERMINE ALLOWABLE SPANS. M Dedo 1 v 3. ENTER TABLE 2 WITH POSITIVE DESIGN LOAD TO DETERMINE s!Y$ MW. SEPARAVON PROM GLASS. dp 7 PRDDUCTABtlISED rl a TA* W [h11Gs d: st6bco • Accep3x3.YNs O4 x~ �H Dde 0 i! 12/0612006 Ry ASN0IFD ®Q 1 �® Dlr�ldol� 08 537 [sheet o � MINIMUM STORM PANEL SEPARATION FROM GLASS pN)" L E POSITIVE DESIGN ALTUAL MIN. SEPARATION FROM GLASS FOR 'MIN. SEPARATION PROM GLASS FOR 5 U.S. DEPARTMENT OF HOMELAND SECURITY f`-ELEVATION CERTIFICATE `L % OMB No. 1660-0008 Federal Emergency Management Agency Expires March 31, 2012 National Flood Insurance Program Important: Read the instructions on pages 1-9. SECTION A - PROPERTY INFORMATION For Insurance:Company;Use:. Al. Building Owner's Name KING NEPTUNE ESTATES Policy, Number _ A2.. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number 10149 S. OCEAN DRIVE (BUILDING F) JENSEN BEACH State FL ZIP Code 34957 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) PARCEL G ENGLAR PLAT BOOK 7 PAGE 13 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. N27 16 28 Long. W79 43 41 Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) Na sq ft a) Square footage of attached garage COMME sq ft b) No. of permanent flood openings in the crawlspace or b) No. of permanent flood openings in the attached garage enclosure(s) within 1.0 foot above adjacent grade n/a within 1.0 foot above adjacent grade n/a c) Total net area of flood openings in A8.b n/a sq in c) Total net area of flood openings in A9.b n/a sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State UNINCORPORATED AREA 120285 ST. LUCIE FL B4. Map/Panel Number B5. Suffix B6. FIRM Index 67. FIRM Panel B8. Flood B9. Base Flood Elevations) (Zone 12111 C0313 F Date Effective/Revised Date Zone(s) AO, use base flood depth) 6/30/99 8/19/91 AE 9.0 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ® Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, AR/AE, AR/A1A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized 94-87-A05-2Vertical Datum NGVD 1929 Conversion/Comments _ Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 2.2 ® feet ❑ meters (Puerto Rico only) b) Top of the next higher floor 20.42 ® feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) n/a. ❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) n/a. ❑ feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment' servicing the building 9.0 ® feet ❑ meters (Puerto Rico only) (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 5.8 ® feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade next to building (HAG) 6.0 ® feet ❑ meters (Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs, including ❑ feet ❑ meters (Puerto Rico only) structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or archdect authorized by law to cettrfy elevation information. I certify that the information on this Certificate represents my best efl'orts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? ® Yes ❑ No } Certfier's Name ROBERT BLOOMSTER JR. License Number 4134 Title PRESIDENT/OWNER Company Name BLOOMSTER PROF. LAND SURVEYORS, INC. Addrracs 641 WISONCER STREET City JENSEN BEACH State FL ZIP Code 34957 __... r___ - ne Cee re..er�n chin fnr rnnfine infinn RPnlarPs all previous editions IMPORTANT: In these spaces, copy the _.responding information from Section A. - For Insurance Gom pa ny Use Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number. t , 10149 S. OCEAN DRIVE City JENSEN BEACHState FL ZIP Code 34957 Company NAICNumber . SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments 3"" FLOOR ELEVATION IS 31.16 Signature wake ucai 14 ❑ Check here if attachments SECTION E - MiLbING ELEVA IO INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments The local official who is authorized and G of this Elevation Certificate. ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) or ordinance to administer the community's floodplain management ordinance can complete s ete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. (or E), G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community -Name Telephone Signature Date Comments Check here if attachments -__ ^A ^. .._- „r, ReDlaces all Drevlous eamons t, FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A ProjectName: Tradewinds BuilderName: Street: 10161 S. Ocean Dr. Permit Office: St. Lucie County City, State, Zip: Jensen Beach, FL , Permit Number. Owner: Tradewinds Jurisdiction: 661000 DesignLocation: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types (1479.5 sqft.) Insulation Area 2. Single family or multiple family Multi -family a. Concrete Block - Intlnsul,Exterior R=4.0 1479.50ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (994.7 sqft.) Insulation Area 6. Conditioned floor area (ft2) 1917 a.Cathedral/Single Assembly(Unvented) R=20.0 994.66ft2 b. N/A R= ft2 7. Windows(213.0 sqft.) Description Area c. N/A R= ftz a. U-Factor: Sgl, U=0.98 213.01 W SHGC: SHGC=0.65 11. Ducts b. U-Factor. N/A ft2 a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 383.4 ft2 SHGC: 12. Cooling systems c. 6-Factor: N/A ft2 a. Central Unit Cap: 30.0 kBtu/hr SHGC: SEER: 16 d. U-Factor: N/A ft2 13. Heating systems SHGC: a. Electric Strip Heat Cap:17.0 kBtu/hr e. U-Factor: N/A ft2 COP: 1 SHGC: 14. Hot water systems 8. Floor Types (922.7 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge insulation R=0.0 769.32ft2 EF:0.92 b. Raised Floor R=19.0 153.40 ft2 b. Conservation features c. N/A R= ft2 None 15. Credits None Total As -Built Modified Loads: 34.70 Glass/Floor Area: 0.111 PASS Total Baseline Loads: 42.08 I hereby certify that the plans and specifications covered by Review of the plans and STgT this calculation are in compliance with the Florida Energy specifications covered by this "O� Code. calculation indicates compliance with the Florida Energy Code. ill, PREPARED BY: KU.f e4ilW, DATE: 1/17/2012 OLUV" Before construction is completed this building will be inspected for compliance with Section 553.908 I herebycertify that this din as designed, is in compliance fY 9, 9 P Florida Statutes. , with the Florida Ener OWNER/ BUILDING OFFICIAL: DATE: v DATE: - Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with N1110.A.3. - Compliance requires an envelope leakage test report, by a Florida Class 1 Rater, in accordance with N1113.A.1."\ 1/18/2012 1:36 PM EnergyGauge®USA-FlaRes2008 Page 1 of 5 PROJECT Title: Tradewinds Bedrooms: 3 AdressType: StreetAddress Building Type: FLAsBuilt a ConditionedArea: 1917 Lot# Owner: Tradewinds Total Stories: 2 Block/SubDivision: # of Units: 1 Worst Case: No PlatBook: BuilderName: RotateAngle: 0 Street: 10161 S. Ocean Dr. Permit Office: St. Lucie County CrossVentilation: County: Martin Jurisdiction: 661000 Whole House Fan: City, State, Zip: Jensen Beach, FamilyType: Multi -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 75 70 722 62 Low FLOORS # FloorType Perimeter PerimeterR-Value Area JoistR-Value Tile Wood Carpet 1 Raised Floor 153.4 ft' 19 1 0 0 2 Slab-On-GradeEdgelnsulation 81 ft 0 769.32ft' 1 0 0 ROOF Roof Gable Roof Solar Deck V # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable orshed Metal 1032 ft' 232 ft' Medium 0.96 No 20 26.6 deg ATTIC IRCC V # Type Ventilation Vent Ratio (1 in) Area RBS 1 No attic Unvented 0 922.72 ft' N N CEILING # CeilingType R-Value Area Framing Frac Truss Type 1 CathedraUSingleAssembly(Unvented) 20 994.66 ft' 0.11 Wood WALLS Cavity Sheathing Framing Solar # Ornt Adjacent To Wall Type R-Value Area R-Value Fraction Absor. 1 SE Exterior Concrete Block - Int Insul 4 71.34639 0 0 0.8 2 SE Exterior Concrete Block - Int Insul 4 259.9335 0 0 0.8 3 SW Exterior Concrete Block - Int Insul 4 168.3063 0 0 0.8 4 NE Exterior Concrete Block - Int Insul 4 168.3063 0 0 0.8 5 SE Exterior Concrete Block - Int Insul 4 323.3000 0 0 0.8 6 NE Exterior Concrete Block - Int Insul 4 210 ft' 0 0 0.8 7 SW Exterior Concrete Block - Int Insul 4 120 ft' 0 0 0.8 1/18/2012 1:36 PM EnergyGauge®USA- FlaRes2008 Page 2 of 5 WALLS Cavity Sheathing Framing Solar # Ornt AdjacentTo Wall Type R-Value Area R-Value Fraction Absor. 8 SW Exterior Concrete Block - Int Insul 4 88.30000 0 0 0.8 9 SE Exterior Concrete Block - Int Insul 4 70 ft2 0 0 0.8 DOORS # Omt DoorType Stones U-Value Area 1 NE Insulated Metal 0.29 24 ft' WINDOWS Orientation shown is the entered, asBuilt orientation. Overhang # Omt Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation IntShade Screening 1 SE Metal Single(Clear) Yes 0.98 0.65 Y 8 ft' 2 ft 0 in 8 ft 0 in HERS 2006 None 2 SW Metal Single(Clear) Yes 0.98 0.65 Y 15 ft' 2 ft 0 in 0.667 ft 0 HERS 2006 None 3 SW Metal Single(Clear) Yes 0.98 0.65 Y 15 ft' 2 ft 0 in 0.667 ft 0 HERS 2006 None 4 NE Metal Single(Clear) Yes 0.98 0.65 Y 30 ft' 2 ft 0 in 0.667 It 0 HERS 2006 None 5 NE Metal Single(Clear) Yes 0.98 0.65 Y 6 ft' 2 It 0 in 0.667 ft 0 HERS 2006 None 6 SE Metal Single(Clear) Yes 0.98 0.65 Y 15 ft' 2 ft 0 in 10.667 ft HERS 2006 None 7 NE Metal Single(Clear) Yes 0.98 0.65 Y 15 ft' 8.167 ft 0 0.167 ft 0 HERS 2006 None 8 NE Metal Single(Clear) Yes 0.98 0.65 Y 15 ft' 2 ft 0 in 10.667 ft HERS 2006 None 9 SE Metal Single(Clear) Yes 0.98 0.65 Y 30 ft' 2 ft 0 in 10.667 ft HERS 2006 None 10 SW Metal Single(Clear) Yes 0.98 0.65 Y 64.00800 15.167 ft 0.667 ft 0 HERS 2006 None INFILTRATION & VENTING / - Forced Ventilation - Run Time Fan V Method SLA CFM 50 ACH 50 ELA EgLA SupplyCFM ExhaustCFM Fraction Wafts Proposed ACH 0.00036 1810 6.30 99.4 186.9 0 cfm 0 cfm 0 0 COOLING SYSTEM # SystemType Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit None SEER: 16 30 kBtu/hr 900 cfm 0.75 sys#0 HEATING SYSTEM # SystemType Subtype Efficiency Capacity Ducts 1 Electric Strip Heat None COP: 1 17 kBtu/hr sys#0 I HOT WATER SYSTEM # SystemType EF Cap Use SetPnt Conservation 1 Electric 0.92 50 gal 60 gal 120 deg None 1/18/20121:36 PM EnergyGauge®USA -FlaRes2008 Page 3 of 5 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # CompanyName System Model# CollectorModel# Area Volume FEF None None ft2 DUCTS — Supply — — Return — Air Percent # Location R-Value Area Location Area LeakageType Handler CFM 25 Leakage ON RLF 1 Attic 6 383.4 ft' Interior 95.85 ftz DefaultLeakage Interior (Default) c (Default) % TEMPERATURES ProgramableThermostat: N Ceiling Fans: Cooling[[X] Jan Heatin[X Jan 1X [[X]] Feb ] Mar [X] Feb f X] Mar N R Apr f X APr JXXJ Ma [X] Jun [X] Jul May [X] Jun [Xj Jul u J§ugrx ] Sep ] Sep X] Oct MNov f X] Oct Nov Dec X� Dec Ventin Jan Feb Mar [X A r XMay IX] Jun [X] Jul u ] Sep [X] Oct Nov Dec ThermostatSchedule: HERS 2006 Reference Hours ScheduleType 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) 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 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 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 , 68 68 68 68 68 68 Heating (WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 1/18/2012 1:36 PM EnergyGauge®USA -FlaRes2008 Page 4 of 5 FILE FORM 1100A-08 COPY Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 10161 S. Ocean Dr. PERMIT #: Jensen Beach, FL, INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106.AB.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. X Exterior & Adjacent Walls N1106.AB.1.2 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; X between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors N1106.AB.1.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members, X EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier X is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from X insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2 Air barrier on perimeter of floor cavity between floors. X Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. X OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch.or clearly marked circuit breaker (electric) or cutoff (gas) X must be provided. External or built-in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. X Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per X minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in X accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R-19. Common walls -frame R-11 or CBS R-3 both N1102.6.1.1 sides. Common ceiling & floors R-11. X 1/18/2012 1:36 PM EnergyGauge®USA- RaRes2008 Page 5 of 5 • 1 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 82 The lower the EnergyPerformance Index, the more efficient the home. - 10161 S. Ocean Dr., Jensen Beach, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi -family a. Concrete Block - Int Insul, Exterior R=4.0 1479.50 ftz b. N/A R= ftz 3. Number of units, if multiple family 1 c. N/A R= ftz 4. Number of Bedrooms 3 d. N/A R= ftz 5. Is this a worst case? No 10. Ceiling Types Insulation Area 6. Conditioned floor area (ftz) 1917 a. Cathedral/Single Assembly (Unvented)R=20.0 994.66 ft2 b. N/A R= ftz 7. Windows" Description Area c. N/A R= ftz a. U-Factor: Sgl, U=0.98 213'.01'ft2 SHGC: SHGC=0.65 11. Ducts b. U-Factor: NIA ftz a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 383.4 ftz SHGC: 12. Cooling systems c. U-Factor. N/A ftz a. Central Unit Cap: 30.0 kBtu/hr SHGC: SEER: 16 d. U-Factor: N/A ftz 13. Heating systems SHGC: a. Electric Strip Heat Cap: 17.0 kBtu/hr e. U-Factor: NIA ftz COP: 1 SHGC: 14. Hot water systems 8. Floor Types Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 769.32 ftz EF: 0.92 b. Raised Floor R=19.0 153.40 ftz b. Conservation features c. N/A R= ftz None 15. Credits None 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: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638-1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contaet the Department of Community Affairs at (850) 487-1824. **Label required by Section 13-.104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge@ USA - FlaRes2008 Tradewinds- Left Units HVAC Load Calculations for Tradewinds 10161 S. Ocean Dr. Jensen Beach, FI 34957 jp FZ9SI0 i� 71AJ, F-FVAC LOADS Prepared By: K Oliver KO Energy Design 1470 N Congress Ave #106 West Palm Beach, FL 33409 561 327-7272 Wednesday, January 18, 2012 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac Residential &sL�ght Commercial HVAC Loads N Ehte Software Development, Inc. IKOE _ w West Pa9m Beach FL E33411 Tradewiri Lefty nits.. P e2 Project Report General ecY'Info�ma = Pro tion - Project Title: Tradewinds- Left Units Designed By: Karen Oliver Project Date: January 15, 2012 Client Name: Tradewinds Client Address: 10161 S. Ocean Dr. Client City: Jensen Beach, FI 34957 Company Name: KO Energy Design Company Representative: K Oliver Company Address: 1470 N Congress Ave #106 Company City: West Palm Beach, FL 33409 Company Phone: 561 327-7272 Company E-Mail Address: www.koenergydesign.com ! Desi' nData • a:. • . , Reference City: Fort Pierce, Florida Building Orientation: Front door faces Northeast Daily Temperature Range: Medium Latitude: 27 Degrees Elevation: 25 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 42 39.4 80% n/a 70 n/a Summer: 90 78 59% 50% 75 61 s Check Pi ores , �, •. s_ •- , Total Building Supply CFM: 1,057 CFM Per Square ft.: 0.551 Square ft. of Room Area: 1,917 Square ft. Per Ton: 910 Volume (ft) of Cond. Space: 17,251 i.Buildin Fs - Total Heating Required Including Ventilation Air: 21,426 Btuh 21.426 MBH Total Sensible Gain: 21,189 Btuh 84 % Total Latent Gain: 4,102 Btuh 16 % Total Cooling Required Including Ventilation Air: 25,292 Btuh 2.11 Tons (Based On Sensible + Latent) Notes' -' Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both. sensible and latent loads according to the manufacturer's performance data at your design conditions. Rhvac Residential & Light Commercial HVAC'Loads Elite Softwake Development, Inc. - KO Energy Design -_ 2: - Tradewmds Left Uints westPalm Beach' FL, 33 1T, Miscellaneous Report door `: utBulb''I Out o Indoor IOBuIb' ny utt Data- � �� Dor WettB`ulb Rel.Hum ►I. Rel Hum D Difference' Winter: 42 39.4 80% n/a 70 n/a Summer: 90 78 59% 50% 75 61.09 DkftS¢m In utb� . Main Trun Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00030 0.00030 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 0 ft./min 0 ft./min Maximum Velocity: 0 ft./min 0 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. 'Outside Air: Data .. : , - Winter Summer Infiltration Specified: 0.300 AC/hr 0.200 AC/hr 86 CFM 58 CFM Infiltration Actual: 0.300 AC/hr 0.200 AC/hr Above Grade Volume: X 17,251 Cu.ft. X 17,251 Cu.ft. 5,175 Cu.ft./hr 3,450 Cu.ft./hr X 0,0167 X 0.0167 Total Building Infiltration: 86 CFM 58 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 16.49 = (1.10 X 0.999 X 15.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 41.50 = (0.68 X 0.999 X 61.09 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 30.77 = (1.10 X 0.999 X 28.00 Winter Temp. Difference) Winter Infiltration Specified: 0.300 AC/hr (86 CFM) Summer Infiltration Specified: 0.200 AC/hr (58 CFM) FIRoh-me Residential & Light Commercial HVACLoadsElite Energy Design Software Development,.lnc. Left Unist - U. Palm Beach FL 334.11 -T-Tradewmds Pa e 4 Total Buildin Summa Loads Component i Area, I Sen-1 Lat Sen ' Total Descri tion �� - Quari' Loss " °'Gain �� `. GainGain .pgt1: Glazing- 213 5,848 0 10,128 10,128 11 P: Door -Metal - Polyurethane Core 24 195 0 181 181 13A-4ocs: Wall -Block, board insulation only, R-4 board 1154.5 4,621 0 2,525 2,525 insulation, open core, siding finish V 13A-4ocs: Part -Block, board insulation only, R-4 board 88.3 316 0 202 202 insulation, open core, siding finish 18A1-21 c: Roof/Ceiling-Roof Joists Between Roof Deck 994.7 1,282 0 1,830 1,830 and Ceiling or Foam Encapsulated Roof Joists, Spray Foam Insulation, Dark or Bold -Color Asphalt Shingle, Dark Metal, Dark Membrane, Dark Tar and Gravel, R- 21 closed cell 2 lb. spray foam, 3.5 inches in 2 x 4 joist cavity, 1 inch on joist 20P-19-c: Floor -Over open crawl space or garage, 153.4 215 0 77 77 Passive, R-19 blanket insulation, carpet covering 22A-ph-t: Floor -Slab on grade, No edge insulation, no 81 3,080 0 0 0 insulation below floor, tile covering, passive, heavy moist soil Subtotals for structure: 15,557 0 14,943 14,943 People: 4 800 920 1,720 Equipment: 300 1,200 1,500 Lighting: 0 0 0 Ductwork: 3,214 615 3,178 3,794 Infiltration: Winter CFM: 86, Summer CFM: 58 2,655 2,387 948 3,335 Ventilation: Winter CFM: 0 Summer CFM: 0 0 0 0 0 Total Building Load Totals: 21,426 4,102 21,189 25,292 Check Fi urea .. y. Total Building Supply CFM: 1,057 CFM Per Square ft.: 0.551 Square ft. of Room Area: 1,917 Square ft. Per Ton: 910 Volume (ft) of Cond. Space: 17,251 i Build Lni Dads Total Heating Required Including Ventilation Air: 21,426 Btuh 21.426 MBH Total Sensible Gain: 21,189 Btuh 84 % Total Latent Gain: 4,102 Btuh 16 % Total Cooling Required Including Ventilation Air: 25,292 Btuh 2.11 Tons (Based On Sensible + Latent) -�_ Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. System 1 Room Load Summary � � Min . e Run. �• Run it . _ � CIg, [ � Clg :. Min. Act Roo�Yi�� Area Sens 1� Htg !, Duct Duct „ Sens 'Lat �� Cl ; Sys I .No`;�.Name , ;' SF 1.. Btuh a CFM %ii 'Size Vel r Btuh Btuh l CFM „CFM ---Zone 1--- 9 Hall 165 967 13 1-5 415 1,134 122 52 57 10 Bath 54 81 1 1-4 67 116 0 5 6 11 Storage 49 365 5 1-4 141 246 72 11 12 12 Bedroom 1 153 1,233 16 1-5 477 1,305 144 59 65 13 Bedroom 2 153 2,160 28 1-5 630 1,722 311 78 86 Zone 1 subtotal 574 4,806 62 4,524 649 206 226 ---Zone 2--- 6 Master Bedroom 243 2,039 27 1-7 654 3,505 608 159 175 7 Master Bath 102 1,491 19 1-5 437 1,195 289 54 60 8 Master Closet 76 115 1 1-4 94 165 0 7 8 Zone 2 subtotal 421 3,645 47 4,865 897 221 243 ---Zone 3--- 1 Great Room 513 5,941 77 1-8 726 5,082 1,089 231 254 2 Kitchen 152 0 0 1-5 516 1,412 0 64 70 3 Dining Room 185 5,460 71 1-8 691 4,833 432 220 241 4 Laundry 47 521 7 1-4 92 161 300 7 8 5 Powder Room 25 1,053 14 1-4 179 313 120 14 16 Zone 3_subtotal 922 .._.__12.975 169 _ 11,801 1-.941537 589 Duct Latent System 1 total 1,917 21,426 279 21,189 4,102 964 1,057 System 1 Main Trunk Size: 14 in. Velocity: 989 ft./min Loss per 100 ft.: 0.100 in.wg Note: Since the system is multizone, the Peak Fenestration Gain Procedure was used to determine glass sensible gains at the room and zone levels, so the sums of the zone sensible gains and airflows for cooling shown above are not intended to equal the totals at the system level. Room and zone sensible gains and cooling CFM values are for the hour in which the glass sensible gain for the zone is at its peak. Sensible gains at the system level are based on the "Average Load Procedure + Excursion" method. Coolinq S'' item Summary i7 * `°Cooling ` __` Sensiblei/EatenLatent; N Total' Tons,,. Split 11 = Btuh Btuh Btuh Net Required: 2.11 84% / 16% 21,189 4,102 25,292 Actual: 2.40 75% / 25% 21,600 7,200 28,800 Equipment Data Heating System Cooling System Type: Electric Resistance Standard Air Conditioner Model: FX4DN(B,F)037 126BNA030****A** Indoor Model: FX4DN(B,F)037 Brand: PREFERRED 16 PURON AC Efficiency: 0% 16 SEER Sound: 0 bels Capacity: 17000 28800 Sensible Capacity: n/a 21,600 Btuh Latent Capacity: n/a 7,200 Btuh AHRI Reference No.: n/a 4863309 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 90*F, SOWB: 78*F, WODB: 42°F, SIDB: 75°F, SIRH: 50%, WIDB: 70°F, Sen. gain: 21,189 Btuh, Lat. gain: 4,102 Btuh, Sen. loss: 21,426 Btuh, Entering clg. coil DB: 75°F, Entering clg. coil WB: 62.5°F, Entering htg. coil DB: 707, Clg. coil TD: 20°F, Htg. coil TD: 70°F, Req. clg. airflow: 964 CFM, Req. htg. airflow: 279 CFM Tradewinds - Right Units. HVAC Load Calculations for Tradewinds 10161 S. Ocean Dr. Jensen Beach, FI 34957 IE L ') 1+� IMF t A"%- FZ9SID9N"nAI, HVAC L Prepared By: hh i K Oliver KO Energy Design 1470 N Congress Ave #106 West Palm Beach, FL 33409 561 327-7272 Wednesday, January 18, 2012 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac Residential &Light Commercial HVAC Loatls Elite Software Development, lnc. KO Energy Design _ _ Tradewinds Right Units r -_, West Palm Beach FL 33411 . LL Page 2 Pro'ect Report General Rro'ect Information: -- Project Title: Tradewinds - Right Units _ Designed By: Karen Oliver Project Date: January 15, 2012 Client Name: Tradewinds Client Address: 10161 S. Ocean Dr. Client City: Jensen Beach, FI 34957 Company Name: KO Energy Design Company Representative: K Oliver Company Address: 1470 N Congress Ave #106 Company City: West Palm Beach, FL 33409 Company Phone: 561 327-7272 Company E-Mail Address: www.koenergydesign.com Desi n Data . Reference City: Fort Pierce, Florida Building Orientation: Front door faces Northeast Daily Temperature Range: Medium Latitude: 27 Degrees Elevation: 25 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 42 39.4 80% n/a 70 n/a Summer: 90 78 59% 50% 75 61 _Check Fi ures Total Building Supply CFM: 1,057 CFM Per Square ft.: 0.551 Square ft. of Room Area: 1,917 Square ft. Per Ton: 802 Volume (ft) of Cond. Space: 17,251 .Buildin . Loads' Total Heating Required Including Ventilation Air: 21,426 Btuh 21.426 MBH Total Sensible Gain: 24,576 Btuh 86 % Total Latent Gain: 4,102 Btuh 14 % Total Cooling Required Including Ventilation Air: 28,678 Btuh 2.39 .Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. &Light Commercial HVAC Loads Elite Software Development, Inc., [.11hvao-r-Residential KO Energy Design k ' Tradewmds -Right Units West Palm Beach FL .33411; , Pa4e 3 Load Preview Report ft.2 ( Sen Lat Net Sen Sys Sys Htg Clg Sys Act Duct Scope [Toni Area Gain Gain Gain Loss CFM CFM CFM Size Building _ _- _ _ ._ . _._ . -.._. _ _ _ .. 802 1,917 24,576 4,10Z 28,678; 21,426 1,057' 1,057 1,057' System 1 ... ............____ ._ ...---.. .__._ ..._... .._ . - --_ 802 1 91T 24576 4102 28678 21 426 _1 057 j 1,057 1,057, 44 Duct Latent .. 615... 615..__ -- _ . .._.... _......... Zone 1 . ... .... .... ... .. _ _. 574 5,244: 649 5,891 4,806 237: , 226 , 226 _ _ 8 - _ __. _ .. _ - _ _.. . _ . _. _ _ _.._ _ _ _ 9-Hall __.._. ..__ ... _ ._ ..- _ _ __.. _ _ - _ ....- ._. _ 165: 1,319 122, 1,441 967 ". 481 57 57 1 -5 __. - _._ 10-Bath .. .. _ . _..... _...... _... .. _. _ _ . 54' 135.... ... 0 .. 135: _..81 _ _ ..-. 4' ; ,. ,; 6 6. 174 11-Storage _ 49' 285 72 357, 365 18, 12 12 1--4 12-Bedroom 1 , _,--,- _- _ 153 1,511 144 .1,655, 1,233 61 65 65- 1--5 13-Bedroom 2 153� 1,994 311 2,305 2,160 107 86 86 175 Zone2 _ 421; 5,633 897; 6,530; 3,645 180,' 242 242 8 6-Master Bedroom 243„ 4058 608i 4666 _2039 101: 175 _175 1--7 _....._..__.......,._.. _.._.w_.. ..._..._..., 7-Master Bath _ _._ _..__ _ .-_.. 102 1,384, 289 1 673 1,491 74 i , 60 60 1-5 8-Master Closet _ _ _ 76' 191' 0 191 115 6' :' ' 8 8 1--4 Zone 3 _. ._ .. 922 13,699 1,941 15,640 12,975 640-1 589 589 12 ....__ _ _..... 1-Great Room 513 5,896' 1,089, 6,985'. 5,941 .293,1 254 254 1--8 2-Kitchen 152, 1635, 0 1,635 0 0;, 70 70 1--5 3-Di ing618 432 6,050i 5,460 269 < 242: ' 242i_ 1__$ 4-Laundry 47' 187' 300 4871 521 26 ' 8 8 1-4 5-Powder Room 2& 362' 120 482 -1,053 52 , 16 16 1-4 Rhvac Residential $Light Commercial HVAC Loads Elite Software Development, Inc. KO Energy pesign _ _ Tradewinds - Right Units. _ _ West Palm Beach Ft 33411 Pa e 4 Total Building Summary Loads Component x i Area Sen .l ` Lat �� 'Sen Total Descri tion" I Quan'� loss f Galn '" O`ain Gain ,pgt1: Glazing- 213 5,848 0 10,156 10,156 11 P: Door -Metal - Polyurethane Core 24 195 0 181 181 13A-4ocs: Wall -Block, board insulation only, R-4 board 1154.5 4,621 0 2,525 2,525 insulation, open core, siding finish 13A-4ocs: Part -Block, board insulation only, R-4 board 88.3 316 0 202 202 insulation, open core, siding finish 18A1-21c: Roof/Ceiling-Roof Joists Between Roof Deck 994.7 1,282 0 1,830 1,830 and Ceiling or Foam Encapsulated Roof Joists, Spray Foam Insulation, Dark or Bold -Color Asphalt Shingle, Dark Metal, Dark Membrane, Dark Tar and Gravel, R- 21 closed cell 2 lb. spray foam, 3.5 inches in 2 x 4 joist cavity, 1 inch on joist 20P-19-c: Floor -Over open crawl space or garage, 153.4 215 0 77 77 Passive, R-19 blanket insulation, carpet covering 22A-ph-t: Floor -Slab on grade, No edge insulation, no 81 3,080 0 0 0 insulation below floor, tile covering, passive, heavy moist soil Subtotals for structure: 15,557 0 14,971 14,971 People: 4 800 920 1,720 Equipment: 300 1,200 1,500 Lighting: 0 0 0 Ductwork: 3,214 615 3,686 4,302 Infiltration: Winter CFM: 86, Summer CFM: 58 2,655 2,387 948 3,335 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 2,850 2,850 Total Building Load Totals: 21,426 4,102 24,576 28,678 . Check'Fi ures ~' Total Building Supply CFM: 1,057 CFM Per Square ft.: 0.551 Square ft. of Room Area: 1,917 Square ft. Per Ton: 802 Volume (ft3) of Cond. Space: 17,251 Buildin -Loads ,� Total Heating Required Including Ventilation Air: 21,426 Btuh 21.426 MBH Total Sensible Gain: 24,576 Btuh 86 % Total Latent Gain: 4,102 Btuh 14 % Total Cooling Required Including Ventilation Air: 28,678 Btuh 2.39 Tons (Based On Sensible + Latent) 'Noes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. R n��al $ Li ht Commerce HVAC Loads Elite Software Develo ment, Inc. val Energy Des _ 9 _ LL^ T�adew�nds m Right Units l West Palm Beach FL 3341 T Pa e 5 , S stem 1 Zone 1 Summary Loads (Average Load Procedure for Rooms. Component_.° - Area jl Sen ! Lat r Sen i Total i De'scri tion ° !� Quanli Loss 'I 'Gam ' Gain'- Gain' =pgt1: Glazing- 38 1,044 0 1,715 1,715 13A-4ocs: Wall -Block, board insulation only, R-4 board 340.6 1,363 0 744 744 insulation, open core, siding finish 18A1-21c: Roof/Ceiling-Roof Joists Between Roof Deck 574 740 0 1,056 1,056 and Ceiling or Foam Encapsulated Roof Joists, Spray Foam Insulation, Dark or Bold -Color Asphalt Shingle, Dark Metal, Dark Membrane, Dark Tar and Gravel, R- 21 closed cell 2 lb. spray foam, 3.5 inches in 2 x 4 joist cavity, 1 inch on joist 20P-19-c: Floor -Over open crawl space or garage, 153.4 215 0 77 77 Passive, R-19 blanket insulation, carpet covering Subtotals for structure: 3,362 0 3,592 3,592 People: 0 0 0 0 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 721 0 787 787 Infiltration: Winter CFM: 23 Summer CFM: 16 723 649 257 906 System 1, Zone 1 Load Totals: 4,806 649 5,244 5,893 (Cic Iures Supply CFM: 226 CFM Per Square ft.: 0.393 Square ft. of Room Area: 574 Square ft. Per Ton: 1,169 Volume (ft) of Cond. Space: 4,640 Zone Loads, Total Heating Required: 4,806Btuh 4.806 MBH Total Sensible Gain: 5,244 Btuh 89 % Total Latent Gain: 649 Btuh 11 % Total Cooling Required: 5,893 Btuh 0.49 Tons (Based On Sensible + Latent) _Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Ali computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. Rhvac Residential &'Light Commercial HVAC Loads Design Ehte Software Development,,lnc. j Tradewinds Right Units %Ene0y West Palm Beach FL- 33411 , . °"., : - — _ '. -Page 1 I S stem 1 Zone 2 Summary Loads (Average Load Procedure for Rooms Com onent : � Area � Sen i( `Loss Lat ; Sen Total DescIrri tion '� `` Quan {` Gain li F Gain ; a° Gain< .pgt1: Glazing- 36 989 0 2,148 2,148 13A-4ocs: Wall -Block, board insulation only, R-4 board 253.6 1,015 0 555 555 insulation, open core, siding finish 18A1-21c: Roof/Ceiling-Roof Joists Between Roof Deck 420.7 542 0 774 774 and Ceiling or Foam Encapsulated Roof Joists, Spray Foam Insulation, Dark or Bold -Color Asphalt Shingle, Dark Metal, Dark Membrane, Dark Tar and Gravel, R- 21 closed cell 2 lb. spray foam, 3.5 inches in 2 x 4 Joist cavity, 1 inch on foist Subtotals for structure: 2,546 0 3,477 3,477 People: 2 400 460 860 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 547 0 845 845 Infiltration: Winter CFM: 18, Summer CFM: 12 552 497 198 695 System 1, Zone 2 Load Totals: 3,645 897 5,633 6,530 Check Fi ures Supply CFM: 242 CFM Per Square ft.: 0.576 Square ft. of Room Area: 421 Square ft. Per Ton: 774 Volume (ft) of Cond. Space: 3,400 emu.._ Zone. Loads_- Total Heating Required: 3,645 Btuh 3.645 MBH Total Sensible Gain: 5,633 Btuh 86 % Total Latent Gain: 897 Btuh 14 % Total Cooling Required: 6,530 Btuh 0.54 Tons (Based On Sensible + Latent) ,.R Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. Rh Residential & Light Commercial HVAC Loads _ _._ K Energy Design _ __ Elite Software_ DevetopmentU.n. Tradew�nds nits _-R�9P - WestPalm Beach FL. 33411 a e Z S stem 1 Zone 3 Summary Loads (Average Load Procedure for Rooms a, :,� Component Area Sen j Lat ,' Sen 1� Total_ C�Descn tion °,� . .� Quan 11. Loss P Gain �.Ga'in ��- Gain pgt1: Glazing- 139 3,815 0 6,293 6,293 11 P: Door -Metal - Polyurethane Core 24 195 0 181 181 13A-4ocs: Wall -Block, board insulation only, R-4 board 560.3 2,243 0 1,226 1,226 insulation, open core, siding finish 13A-4ocs: Part -Block, board insulation only, R-4 board 88.3 316 0 202 202 insulation, open core, siding finish 22A-ph-t: Floor -Slab on grade, No edge insulation, no 81 3,080 0 0 0 insulation below floor, tile covering, passive, heavy moist soil Subtotals for structure: 9,649 0 7,902 7,902 People: 2 400 460 860 Equipment: 300 1,200 1,500 Lighting: 0 0 0 Ductwork: 1,946 0 2,055 2,055 Infiltration: Winter CFM: 45 Summer CFM: 30 _1380 1,241 __ 493 1.. 734 System 1, Zone 3 Load Totals: 12,975 1,941 13,699 15,640 ;; Checks Supply CFM: 589 CFM .Per Square ft.: 0.639 Square ft. of Room Area: 922 Square ft. Per Ton: 707 Volume (ft) of Cond. Space: 9,211 s Zonead _Los��. -- Total Heating Required: 12,975 Btuh 12.975 MBH Total Sensible Gain: 13,699 Btuh 88 % Total Latent Gain: 1,941 Btuh 12 % Total Cooling Required: 15,640 Btuh 1.30 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. Rhyac Residential & Light Commercial HVAC Loads _ Elite_ Software Development, nc. KO Energy_ Design {i Tradewind$ Right Units_ WestPalm Beach FL" 33411 " S stem 1 Room.Load Summary I Htg , Min ` Run.` Run 4, Clg�� Clg ,; ` : Min Act i i'; Area Sense Htg 1 r-Duct Duct Sens e- . �Lat t Clg- Sys ,Room No Name:.. SF Btuh� CFM i_ "� Size" Veli ti Btuh, 1 Btuh :g. CFM;, r > ...•�CFMt_ ---Zone 1--- 9 Hall 165 967 13 1-5 416 1,319 122 60 57 10 Bath 54 81 1 1-4 66 135 0 6 6 11 Storage 49 365 5 1-4 140 285 72 13 12 12 Bedroom 1 153 1;233 16 1-5 477 1,511 144 69 65 13 Bedroom 2 153 2,160 28 1-5 629 1,994 311 91 86 Zone 1 subtotal 574 4,806 62 5,244 649 239 226 ---Zone 2--- 6 Master Bedroom 243 2,039 27 1-7 653 4,058 608 185 175 7 Master Bath 102 1,491 19 1-5 437 1,384 289 63 60 8 Master Closet 76 115 1 1-4 94 191 0 9 8 Zone 2 subtotal 421 3,645 47 5,633 897 256 242 ---Zone 3--- 1 Great Room 513 5,941 77 1-8 727 5,896 1,089 268 254 2 Kitchen 152 0 0 1-5 516 1,635 0 74 70 3 Dining Room 185 5,460 71 1-8 692 5,618 432 256 242 4 Laundry 47 521 7 1-4 92 187 300 8 8 5 Powder Room 25 1,053 14 1-4 179 362 120 16 16 Zone 3 subtotal 922 12,975 169 _ 13.699 1.941 .._. 623 589 Duct Latent 615 System 1 total 1,917 21,426 279 24 576 4,102 1,118 1,057 System 1 Main Trunk Size: 14 in. Velocity: 989 ft./min Loss per 100 ft.: 0.100 in.wg --._...... _.... - .... ---- Note: Since the system is multizone, the Peak Fenestration Gain Procedure was used to determine glass sensible gains at the room and zone levels, so the sums of the zone sensible gains and airflows for cooling shown above are not intended to equal the totals at the system level. Room and zone sensible gains and cooling CFM values are for the hour in which the glass sensible gain for the zone is at its peak. Sensible gains at the system level are based on the "Average Load Procedure + Excursion" method. 11 Coolin "®S istem -Summa i Coolmg ? SensibI A atent Sensible ; �' Latent '-t Total Tons i S lit Btuh 14 Btuh - Btuh Net Required: 2.39 86% / 14% 24,576 4,102 28,678 Actual: 2.40 75% / 25% 21,600 7,200 28,800 11F_s. E w menfData' Heating System Cooling System Type: Electric Resistance Standard Air Conditioner Model: FX4DN(B,F)037 126BNA030****A** Indoor Model: FX4DN(B,F)037 Brand: PREFERRED 16 PURON AC Efficiency: 0% 16 SEER Sound: 0 bels Capacity: 17000 28800 Sensible Capacity: n/a 21,600 Btuh Latent Capacity: n/a 7,200 Btuh AHRI Reference No.: n/a 4863309 This system's equipment was selected in accordance with ACCA Manual S. Manual S equipment sizing data: SODB: 90°F, SOWB: 787, WODB: 42°F, SIDB: 75°F, SIRH: 50%, WIDB: 70°F, Sen. gain: 24,576 Btuh, Lat. gain: 4,102 Btuh, Sen. loss: 21,426 Btuh, Entering clg. coil DB: 75°F, Entering clg. coil WB: 62.5°F, Entering htg. coil DB: 70°F, Cig. coil TD: 20°F, Htg. coil TD: 70°F, Req. clg. airflow: 1118 CFM, Req. htg. airflow: 279 CFM Lumber design values are in accordance with ANSVTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. MITek® RE: 23137 - King Neptune Floor MITek Industries, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Neandross Project Name: King Neptune Floor Model: Tampa, FL 336104115 Lot/Block: Subdivision: Address: TBD E& Own City: Jensen Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the bui iName: License #:;IMEC Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special t Loading Conditions): Design Code: FBC2007/TP12002 Design Program: MITek 20/20 7.2 Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf Roof Load: N/A psf This package includes 9 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. iNo. 1Seal# I Truss Name Date 12/8/012 1 T4282368 I FG3 12 I T4282369 I FG6 12/8/012 1 13 IT4282370 I FG17 2/81012 14 IT4282371 1FG21 12/8/012 1 15 IT4282372 I FG21A 2/8/012 1 16 IT4282 73 I FL12 2/8/012 1 17 IT4282374 IFL17 2/8/012 18 I T4282375 I FL21 12/8/012 19 IT4282376 IFL21A 12/8/012 1 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineers Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. rstuu»�: ....:..,,L&�,,�r • STATE 4F FL Cert, 6634 February 8,2012 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply King Neptune Floor T4282368 23137 FG3 FLOOR TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek industries, Inc. Wed Feb 08 10:16:05 2012 Page ID:7hanK0lfrdDCFrkQ IKtmulzox2u-VXQ7wiRm7JweTEi9YeluCtVwYHf62WcHZXO80gznF7 61 = 0.11-8 3x6 II 0-6-0 3 6 11 6x6 = 1 2 3 4 THA422 Scale =1:9.6 Y 3x6 = 3x3 = 8 7 6 5 3x3 11 3x3 3-2-0 3-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr NO WS 0.24 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2007rrPI2002 (Matrix) Weight: 28 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=494/Mechanical, 5=376/Mechanical FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-483/0, 4-5=-372/0, 1-2=-419/0, 2-3=-419/0, 3-4=-327/0 BOT CHORD 6-7=0/327 WEBS 1-7=0/592, 4-6=0/462, 2-7=595/0, 3-6=305/0 NOTES 1) Refer to girder(s) fortruss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Use Simpson Strong -Tie THA422 (6.16d Girder, 6-10d Truss) or equivalent at 1-3-12 from the left end to connect truss(es) FL12 (1 ply 4 X 2 SYP) to back face of top chord. 5) Fill all nail holes where hanger is In contact with lumber. 1//11111111 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `-`n`PS A q 4.,,, �� LOAD CASE(S) Standard 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 t�`V •'G"" i ' E N S+'• q� �� Uniform Loads (plf)" 380 Vert: 5-8=-10, 1-4=100 � Concentrated Loads (lb) Vert: 2=-550(B) — �rO. ATE i N A '��,�%. nloIll FL Cert. 6634 February 8,2012 ®WARNING - YGni, f� d�igrt paratrectere and READ NOTES ON MIS AND INCLUDED I TEKf2SPERENCS PAGB MA-7473 BEFORE USS. ■■■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. La Applicability of design parameters and proper Incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specked, the design values are those effective M0112012 byALSC or proposed by SPIS. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply King Neptune Floor T4282369 23137 FG6 FLOOR TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 a Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:16:07 2012 Page ID:7hanKOlfrdDCFrkQlKtmulzox2u-RJYuLRS1 XxALiYsYf3KMH Ia6v5FLWKzaOrtFTjznF 1-3-0 , , 1-2-0 i Scale = 1:11.8 6x6 = 46 II THA422 3x6 THA422 6x6 = 1 2 10 3 11 4 c 46 = 9 8 7 6 5 46 = 3x4 = 3x3 II 3x3 II 5-8-0 _ 5-8-0 Plate Offsets MY): : 2:0-3-0 Ede 7:0-1-8 Ede 8:0-1-8 Ed e LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.02 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.02 7 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 43lb FT=20%F,11%E LUMBER BRACING TOP CHORD 4 X 2 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=1048/0-3-8 (min. 0-1-8), 5=1215/Mechanical FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1042/0, 4-5=1209/0, 1-2=1230/0, 2-10=-1927/0, 3-10=1927/0, 3-11=-1000/0, 4-11=100010 BOT CHORD 7-8=0/1230, 6-7=0/1927 WEBS 4-6=0/1302, 1-8=0/1573, 3-6=123010, 2-8=-958/0, 3-7=624/0, 2-7=0/931 NOTES 1) Refer to girder(s) for truss to truss connections. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-1-4 from the left end to %%J 1 � 111 1 1, ��I 4-1-4 to connect truss(es) FL17 (1 ply 4 X 2 SYP) to back face of top chord. ��f A ��I� 5) Fill all nail holes where hanger is in contact with lumber. q� 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).�A q �. LOAD CASE(S) Standard �G•ENS°• ' • — ••�`.��"�} 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 39380 Uniform Loads (plo Vert: 5-9=-10, 1-4=100 — + Concentrated Loads (lb) "•.' /z Vert: 10=-834(6) 11=-834(B) + ATE .:�411' o��' �`` Jss�O N A1- 1111111 f,10� FL Cert. 6634 February 8,2012 A wARMNG - vc,% design jpm&m rs and RPAD MOTES OAf THIS AIIID 1=LUDR0 RII7EKREFERENCE PAGE jur.7473 BBFORB tm& Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/111`I1 Quality Cri erla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSO or proposed by SPIB. Job Truss Truss Type City Ply King Neptune Floor T4282370 23137 FG17 FLOOR TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 08 10:15:58 2012 Page ID:7hanK0lfrdDCFrkQI Ktmulzox2u-CbVUSMLNfA1 d7AgpdggFQ Oic9T31 vFpGyxBGekznF7 ( 1-3.0 ; o a -a I 2�-0 I 1�1 r OF" Scale = 1:29.5 4x6 I I 3x6 I I 3x6 I 6x6 = 3x6 FP = THA422 3x6 11 3x6 11 3x6 11 3x6 FP = 46 11 6x6 = 1 2 3 4 5 6 7 8 9 10 11 5 o - - - 21 20 19 18 17 16 15 -_ - 6 14 13 12 3x3 I I 4x6 = 3x10 MT1 BH FP = 3x3 = 3x3 = 3x4 = 4x6 = 3x3 11 44 = 24 SP = 4x4 = 5-9-0 6.9-0 7-9.0 16-11-4 17 2- 2 5.9-0 1-0-0 1-0.0 9-2.4 0.3- Plate Offsets MY): : 6:0-3-0 0-0-0 17:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.19 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.30 15-16 >674 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 112 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 *Except* end verticals. 12-18: 4 X 2 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 21=1109/Mechanical, 11=1003/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=1105/0, 1-2=1198/0, 2-3=-2992/0, 3-4=-2992/0, 4-5=3910/0, 5-6=3910/0, 6-7=-3910/0, 7-8=3597/0, 8-9=2644/0, 9-10=-2644/0, 10-11=1068/0 BOT CHORD 19-20=0/2259, 18-19=013727, 17-18=0/3727, 16-17=0/3910, 15-16=0/3895, 14-15=0/3251, 13-14=012014 WEBS 5-17=-591/164, 6-16=-283/35, 1-20=0/1559, 2-20=1440/0, 2-19=0/1000, 4-19=1022/0, 4-17=226/730, 11-13=0/1390, 10-13=1283/0, 10-14=0/854, 8-14=825/0, 8-15=0/469, 7-15=445/0, 7-16=115/558 NOTES 1) Unbalanced floor live loads have been considered for this design. ,, 'S11 f 1111/ IIIIII 2) All plates are MT20 plates unless otherwise Indicated. 3) The Fabrication Tolerance at joint 18 = 11 /o �e ��j 4) Refer to girder(s) for truss to truss connections. "Semi �� 0 . • C•E N S ��•. `�� i 5) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �% .r •• \ A� •' �. F _...... r i 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be. _ -- y-u + attached to walls at their outer ends or restrained by other means. O 3938 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. * ;� 8) CAUTION, Do not erect truss backwards. — 9) Use Simpson Strong -Tie THA422 (6-16d Girder, 6.10d Truss) or equivalent at 5.0-4 from the left end to connect truss(es) FG3 (1 ply 4 X— 2 SYP) to back face of top chord. 10) Fill holes hanger is in lumber. ; 1,1Z ' i •�` ATE all nail where contact with 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD DCASE(S) Standard 1 mber ncrease=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 12-21=10, 1-11=100 Concentrated Loads (lb) Vert:4=276(B) FL Celt. 66344� February 8,2012 ®WARWNG - VeHfy dcslga parameter aad RE9D NOTES ON IRIS AM tNCMWRD W7'RKREPERENCE PAGE MI.7473 BEFORE EW. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and % for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33010-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 001120112 by ALSC or proposed by SPI& Job Truss Truss Type City Ply King Neptune Floor T4282371 23137 FG21 FLOOR TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:16:01 2012 Page ID:7hanKOlfrdDCFrkQlKtmulzox2u-cAAc400Gy5QC d00JoDyl1K14g4A6ZIievQxF3znF7 0.3.8 H ' 11i-0 1-3-12 2� 1�2—i 3 OS 1 cae=1:35.7 3x6 11 5x6 II THA422 3x6 FP = 3x6 FP = 5x6 11 3x6 I I = = II 6x8 6x6 4x6 4x6 11 6x6 = 6x8 = 1 2 3 4 5 24 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 3x3 11 5x8 = 46 = 04 = 3x10 MT18H FP = 4x4 = 4x4 = 4x6 = 5x8 = 3x3 11 24 SP = 4x4 = oil: 9-5-12 10.5-12 11-5-12 20-8-0 20 11 8 0-3- 9-2.4 1-0.0 1-0-0 9-2-4 0-3- Plate Offsets X Y : 1:0-3-0 Ed a 7:0-3-0 0-0-0 12:0-3-0 Edge], 17:0-1-8 Edgel, 18:0-1-8 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) pdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.38 18-20 >643 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.60 18-20 >404 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) -0.07 12 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 134 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP M 31 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1344/0-3-0 (min. 0-1-8), 12=1264/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1477/0, 2-3=3787/0, 3-4=5504/0, 4-5=-5504/0, 5-24=6199/0, 6-24=6199/0, 6-7=-6199/0, 7-8=6199/0, 8-9=6199/0, 9-10=-5016/0, 10.11=3533/0, 11-12=1378/0 BOT CHORD 21-22=0/2793, 20-21=0/4763, 19-20=0/6180, 18-19=0/6180, 17-18=0/6199, 16-17=0/5622, 15-16=0/4418,14-15=0/2611 WEBS 7-17=606/0, 1-22=0/1922, 2-22=178610, 2-21=0/1348, 3-21=1324/0, 3-20=0/1005, 5-20=941/0, 5-18=484/366, 12-14=0/1793, 11-14=-1672/0, 11-15=0/1252, 10-15=-1201/0, 10-16=0/811, 9-16=825/0, 9-17=0/1241 NOTES 1) Unbalanced floor live toads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at Joint 19 = 11 % 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. fastened to truss 3-10d X 3") ,� -p P. q� �♦ Strongbacks to be • e ♦jr 'E 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and each wflh (0.131" nails. `�� 0 . • • G N ''•.'9 attached to walls at their outer ends or restrained by other means. •' \ S A, '• 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ti • 7) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent at 8-5-8 from the leftend to connect truss(es) FG3 (1 ply 4 X O 3938 0 s 2 SYP) to front face of top chord. * : j 8) Fill all nail holes where hanger 1s in contact with lumber. 9) 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 i 5 AT �1 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ••• P •� ��/ Vert:13P 3=-10, 1-12=100 ♦i`0 R < `.�'�• Loads Concentrated(lb) �;Q,N .% OA� ) FL Cert. 6634 February 8,2012 ® WARNING - Verify design par amnet. and RE&D NOMS ON THIS AND INC EOW ==KR13FBRRNCB PAGE 1W1-7473 BBFORB USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �, Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the respomiblllity, of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 051010112 by ALSC or proposed by Split, Job Truss Truss Type Qty Ply King Neptune Floor T4282372 23137 FG21A FLOOR TRUSS 2 2 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:16:04 2012 Page ID:7hanK0lfrdDCFrkQ IKtmulzox2u-1 ksljPQ8E0onr57z_wnfffygmu78JzV8KtebsOznF? 0.3.8 H -sue ) 1-3-12 2 0-0 i 1i o$ scale e = 1:35.7 3x6 11 3x6 I I TRA422 3x6 FP = 3x6 FP= 6x6 — 3x8 I I 3x6 11 3x6 11 3x6 11 3x6 II 3x8 I I 6x6 = 1 2 3 4 5 6 7 8 9 10 11 12 t\V1 le!� it 14¢ 23 22 21 20 19 18 17 16 15 14 13 3x3 I I 46 = 3x3 = 3x3 = 3x10 MT18H FP = 34 = 3x3 = 3x3 = 4x6 = 34 11 3x3 = 3• 9-5-12 10-5- 20-8-0 2Q,1 1 8 0.3- 9.2-4 1-0-012 1-0-011-5.12 9-2.4 0-3- Plate Offsets MY): : 7:0-3-0 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.21 18-20 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.33 18-20 >725 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.04 12 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 268lb FT=20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=2077/0-3-0 (min. 0-1-8), 12=1252/0-3-0 (min. 0-1-8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2346/0, 2-3=5043/0, 34=5916/0, 4-5=-5916/0, 5-6=-6086/0, 6-7=6086/0, 7-8=-6086/0, 8-9=6086/0, 9-10=4951/0, 10-1 1=3491/0,11-12=1363/0 BOT CHORD 21-22=0/4456, 20-21=0/5612, 19-20=0/6164, 18-19=0/6164, 17-18=0/6086, 16-17=0/5537, 15-16=0/4365,14-15=0/2582 WEBS 6-18=148/273, 7-17=-585/0, 1-22=0/3053, 2-22=2862/0, 2-21=01796, 3-21=-772/0, 3-20=0/413, 5-20=337/0, 5-18=586/270, 12-14=0/1775, 11-14=-1653/0, 11.15=0/1233, 10-1 5=1 186/0, 10-16=0/795, 9-16=794/0, 9-17=0/1146 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. ,,t`S 1111111,, ll plates are lates unless otherwise indicated. "Semi a A �� 4) -rigid pitch b2 re Sks including heels" Member end fixity model was used in the analysis and design of this truss. ��A P.S • q� •' " 8 ��j 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X attached to their by 3") nails. Strongbacks to be %C)\�'` • •' \ C ENS*-. walls at outer ends or restrained other means. 6) Gap between inside top bearing first diagonal 0.500in. �� .r of chord and or vertical web shall not exceed 7) Use Simpson Strong -Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent at 3-3-8 from the left end to connect truss(es) FG6 (1 ply 4 X : 3938 ;-- 2 SYP) to back face of top chord. it 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard •' E 1) Floor: Lumber Increase=1.00, Plate Increase=1.00 i �/ ��•� Uniform Loads (plf) O R C?,� Vert: 113-23�10, 1-12=100 ,..� Concentrated Loads (lb) ' ` N Vert: 2=1115(B) iii ll A� 0 %� r FL Cert. 6634 February 8,2012 ® WARNING -Vervfy designparamctc amdREAD NOTES ONTHISAAID INCLUDED hMEKREPERENCEPAGE Iml-7473BEPORBUSE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and 4 for an Individual building component. �• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the respomibillity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk'erector. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSR-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0810112012 by ALSC or proposed by SPIB, 5904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Oty Ply King Neptune Floor T4282373 23137 FL12 FLOOR TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 08 10:16:08 2012 Page 1 D:7hanK0lfrdDCFrkOlKtmulzox2u-vWBGYnTflEICKiRkOmrbgV7FLV WPFmikFVoo79znF7 2-0-0 1-3-12 , 1-3-0 3.6 Scale = 1:20.4 2x3 II 1x4 II 6x6 = 1 6x6 = 2 3 4 5 6 7 8 94 15 14 13 12 11 10 9 6x6 = 3x4 = 010 a 1-10 a 2-10 a 12-D-12 z44 oloe 1-00 1-0o sza 3e Plate Offsets X 1:Ed a 0-1-8 2:0-1-8 Ede 14:0-1-8 Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Well L1d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TO 0.79 Vert(LL) -0.25 12-13 >557 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.40 12-13 >354 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) -0.04 8 n/a n/a BCDL 5.0 Code FBC2007rrP12002 (Matrix) Weight: 67 Ib FT = 20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SYP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-8: 4 X 2 SYP No.2 end verticals. BOT CHORD 4 X 2 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 15=650/Mechanical, 8=65010-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1021/0, 1-2=818/0, 2-3=818/0, 3-4=818/0, 4-5=1604/0, 5-6=1365/0, 6-7=-629/0, 7-8=-634/0 BOTCHORD 13-14=0/818, 12-13=0/1462, 11-12=0/1601, 10-11=0/1138 WEBS 2-14=841/0, 3-13=01295, 1-14=0/1653, 8-10=01819, 6-10=-708/0, 6-11=0/316, 5-11=-328/0, 4-13=-862/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. "Semi ``� t I,, 4) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�� 1 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be •"� �� attached to walls at their outer ends or restrained by other means. ��` 0`v` • A C E IV S+' •..-9� �� 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� •'•� �• �' "'•;� 7) CAUTION, Do not erect truss backwards. : 0 39380 LOAD CASE(S) Standard f � � Jf •f� ► ••• ' ATE00 O A ��: FL Cert. 6634 February 8,2012 ATV wna-Very'fgdesignparanrct.oadRRADN07ESONIRISANDINCLUDEDh TRKR&FERENCBPAGEIUI.7473BSPORBUM f• Design valid for use only with Mtrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIS. Job Truss Truss Type Qty Ply King Neptune Floor T4282374 23137 FL17 FLOOR TRUSS 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:16:10 2012 Page ID:7hanKOlfrdDCFrkQlKtmulzox2u-ruDOzTVvgsYwZOa6KBt3vwCYBIBdjh 1jp5v32znF7 i 1-3-0 -I 0-&0 2-D-0 , , 1-3-12 0.38 I1—=--11 Scale = 1:29.5 3x3 = 46 = 3x4 = 44 = 1x4 II 1x4 II 3x6 FP = 3x3 = 3x4 = 3x3 = 6x6 = 1 2 3 4 5 6 7 8 9 10 11 qq 4 q 21 20 19 18 17 16 15 14 13 12 34 I I 46 = 3x4 = 34 FP = 3x3 = 3x3 = 3x4 = 46 = 34 If 44 = 6-D-8 7-D-8 4: -8 17-2-12 1 6.0.8 1-D-0 1-0-0 9-2.4 D-3- Plate Offsets KY): : 1:Ed a 0-1-8 17:0-1-8 Ed e LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.25 15-16 >822 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.39 15-16 >524 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 92 lb FT = 20%F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 4 X 2 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-18: 4 X 2 SYP M 31 WEBS 4 X 2 SYP No.3 REACTIONS (lb/size) 21=934/Mechanical, 11=934/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=932/0, 1-2=943/0, 2-3=2266/0, 3-4=3139/0, 4-5=3139/0, 5-6=-313910, 6-7=-3066/0, 7-8=3066/0, 8-9=2281/0, 9-10=-955/0, 10-11=959/0 BOT CHORD 19-20=0/1764, 18-19=0/2806, 17-18=0/2806, 16-17=0/3139, 15-16=0/3255, 14-15=0/2801, 13-14=0/1750 WEBS 4-17=538/0, 1-20=0/1255, 2-20=1142/0, 2-19=0/698, 3-19=752/0, 3.17=0/867, 11 -1 3=0/1 243, 9-13=-1106/0, 9-14=0/738, 8-14=-723/0, 8-15=0/369, 6-15=-286/0, 6-16=-361/287 NOTES 1) Unbalanced floor live loads have been considered for this design. ♦♦♦� ��`, 2) Refer to girder(s) for truss to truss connections. "Semi ♦ A , ��/, 3) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�♦� P.S .q� • B9 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be �� 0`�'`. • C' A. • �' E N attached to walls at their outer ends or restrained by other means. �� .r •' S : '� %� �' •�� 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ;�i 6) CAUTION, Do not erect truss backwards. 39380 `I LOAD CASE(S) Standard — ' ' AT E �F �i�5 '••......•• C?�� N A, t,%to I fill FL Cert. 6634 February 8,2012 AWARNING - Ve,% design parameters and RE6D N072S ON THIS AR D INCLUDED W SKREPERENCB PAGE 11171 7473 BEFORE VSB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-84 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06XI/202 by ALSC or proposed by SPI6. Tampa, FL 33610.41 is Job Truss Type Qty PlyTJob Kingeptune Floor TF'Lu2sls T4282375 23137 FLOOR TRUSS 8 ference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:16:12 2012 Page ID:7hanK0lfrdDCFrkQlKtmulzox2u-oHLnO8W9MToeoJkVScwX LH2D6z7BekJA6a08xznF 0-3-6 H 11i-3-0 127�12 10-12 33- SCa IA = 1:35.5 3x8 = 6x6 = 3x6 FP = 1x4 I I 1x4 I I 6x6 = 2 3 4 5 6 297 8 9 10 11 12 13 14 4I i1 1 i 19 28 27 26 25 24 23 22 21 0 19 18 17 16 15 1x4 11 1x4 II 3x6 FP = 4x4 = 3- 11-7-12 20.8-0 2 11 8 11-4-4 9.0.4 0.3- LOADING (psi)' SPACING 2-0-0 CSI DEFL in (loc) Vdefi L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.03 25 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.05 25-26 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) -0.01 14 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 116lb FT=20%F,11%E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 20=1316/0-8-0 (min. 0-1-8), 1=525/0.3-0 (min. 0-1-8), 14=373/0-3-0 (min. 0-1-8) Max Grav 20=1316(LC 1), 1=547(LC 2), 14=429(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-513/0, 2-3=-509/0, 3-4=-104310, 4-5=1122/0, 5-6=842/0, 7-8=63/426, 8-9=-63/426, 9-10=671/79, 10-11=671179, 11-12=-671/79, 12-13=371/0, 13-14=-376/0 BOT CHORD 26-27=0/926, 25-26=0/1122. 24-25=0/1122. 23-24=0/1122, 22-23=55/569, 21-22=55/569, 20-21=798/0, 19-20=-798/0, 18-19=258/475, 17-18=79/671, 16-17=0/657 WEBS 7-20=1283/0, 1-27=0/662, 7-21=0/850, 3-27=-581/0, 6-21=785/0, 6-23=0/418, 5-23=-432/0, 14-16=0/483, 7-19=0/670, 12-16=-398/17, 9-19=644/0, 9-18=01458 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11S 1111 1 I �� 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be `% A attached to walls at their outer ends or restrained by other means. 5) Gap between inside top .%� ,q4 •""" e of chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. �% 0`�'' . -\ 0 E N S : •.; 9 �� `�� ,Z� ••• LOAD CASE(S) Standard :0 39380 AT : 40UJ� i,,p�•�� O R 1 O p.:\_,�� % ss�O N AL E�o` ,�r11111,t't� FL Cert. 6634 February 8,2012 AWARNING- Vcry& design parameters and READ NOTES ON IRIS AND INCLUDED MITBKRBPERBNCB PAGSDSI7-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component 1s resporsiblity of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the resporsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specked, the design values are those effective 0610MO12 byALSC or proposed by SPIS. Job Truss Type Ply King Neptune Floor TF'Lu2slsA [28 T4282376 23137 FLOOR TRUSS 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 0810:16:14 2012 Page ID:7hanK0lfrdDCFrkQI Ktmulzox2u-kgTXpgYQu42M2duuZ1 y73mNlowWMfU9ceQ37CpznF7 0.3.8 H 1F-3-0 I -312 2-D-0 1-3-12� orip S&IB = 1:35.5 U4 II 6x6 —_ 4x4 = U4 I I 3x6 FP = 4x4 = 6x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 4x6 = 4x4 = 3x10 MT1 BH FP = 4x4 = 06 = 2x3 SP = 3- 9-5.12 10.5.12 11-5-12 20-8-0 20 11 8 0-3- 9-2-4 1-0.0 1-0-0 9-2-4 0.3- LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.34 18-19 >721 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.52 18-19 >461 240 MT18H 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) -0.09 13 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 109 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except BOT CHORD 4 X 2 SYP No.2 *Except* end verticals. 14-20: 4 X 2 SYP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SYP No.3 2-2-0 oc bracing: 19-21. REACTIONS (lb/size) 1=110710-3-0 (min. 0-1-8), 13=1107/0-3-0 (min. 0-1-8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1157/0, 2-3=115310, 3.4=2839/0, 4-5=3954/0, 5-6=-456610, 6-7=4566/0, 7-8=4566/0, 8-9=4566/0, 9.10=3953/0, 10-11=2839/0, 11-12=1153/0, 12-13=1157/0 BOT CHORD 22-23=0/2123, 21-22=0/3530, 20.21=0/4349, 19-20=0/4349, 18-19=0/4566, 17-18=0/4349, 16-17=0/3530, 15-16=0/2123 WEBS 6-19=306/1, 7-18=306/1, 1-23=0/1501, 3-23=-1350/0, 3-22=0/996, 4-22=961/0, 4-21=01589, 5-21=550/0, 5-19=132/663, 13-15=0/1501, 11-15=-1350/0, 11-16=0/996, 10-16=961/0, 10-17=01589, 9-17=-551/0, 9-18=134/664 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 20 =11 % "Semi In the design this truss. ` •' 5) -rigid pitchbreaks including heels" Member end fixity model was used analysis and of �� 0`V • •��\ G E N S • ••.I 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be �1 .r attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3 9 3 S 0- LOAD CASE(S) Standard = • ' •. '5` ATE ' Al N A1 E��. 11 FL Cert. 6634 February 8,2012 ®WARNING-Vcirihdwigapa ctcnsandRE&DNOTESONTHIS AND INCLUDEDP97EKREFERENCEPAGEMI-7473BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component., Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the respombillity of the iTek' erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SP1B. Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION � 3/" Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ff4n-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft4n-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. —f� TOP CHORDS diagonal or X-bracing, is always required. See BCSI. �� - /16 c1-2 c2a 2. Truss bracing must be designed by an engineer. For WEBS AC4wide p O 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 = Ostack materials on inadequately braced trusses. a 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� a cea designer, erection supervisor, property owner and plates 0-'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ]CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents current/old values as published specified. b text in the bracing section of the y g NDS by AWC in the proposed SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or purfins provided at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 14. Bottom chords require lateral bracingat 10 ft. spacing, BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. and all MSR/MEL grades 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 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 Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component onent Safe Information, MiTek 20. Design assumes manufacture in accordance with gr Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /18/2012 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 23138 - King Neptune Roof MiTek Industries, Inc. Site Information' 6904 Parke East Blvd. Customer Info: Neandross Project Name: King Neptune Roof Model: Tampa, FL336104115 Lot/Block: Subdivision: Address: TBD City: Jensen Beach State: FL Nance 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: FBC2007ITP12002 Design Program: MiTek 20/20 7.2 Wind Code: ASCE 7-05 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 55.0 psf This package includes 20 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I-CJ1 Date 1218/012 No. I Seal# Truss Name Date 1 T42823 7 118 IT4282394 IA08 2/8/012 2 IT4282378 -CAC 2/8/012 119 1 T4282395 I A09 2/8/012 13 I T4282379 I -CJ3 12/8/012 120 1 T4282396 1801 G 12/8/012 1 14 IT4282380 I-CJ3C 2/8/012 I 1 1 I I 1 1 I 1 1 15 IT4282381 I ~CJ5 12/8/012 6 IT4282382 -CJ5C 2/8/012 7 I T4282383 I -EJ7 12/8/012 I8 I T4282384 I --ERC 12/8/012 19 I T4282385 I -HR 12/8/012 110 I T4282386 I -HJ7C 12/8/012 Ill I T4282387 I A01 G 12/8/012 112 I T4282388 I A02 12/8/012 113 I T4282389 I A03 12/8/012 114 I T4282390 I A04 12/8/012 115 I T4282391 I A05 12/8/012 116 I T4282392 I A06 12/8101 117 I T4282303 I A07 12/8/012 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2013. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. t11111jt.1 0. . 0 ., STATE OF FL Cert. 6654 February 8,2012 AlbanL Thomas 1 of 1 Job Truss Type Qly Ply King Neptune RoofT4282377 T—Cujsls 23138 JACK -OPEN TRUSS 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:05 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-kU2pWG9P1IU7fTHh2ENzdW 2vT7A5hA7MswJVMznF_ -1-10-B 1-10-e 1-0-0 Refer to MiTek "TOE -NAIL" Detail for connection to scale=1:7.1 supporting carrier truss (typ all applicable jacks on this job) 3 4.00 r 2 1 4 >< 3x4 = 1-0-0 1-0-0 Plate Offsets MY): : 2:0-0-3 0-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.00 7 >999 180 BCLL 10.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix-M) Weight: 6 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. iTek recommends that Stabilizers and required cross bracing tt�] stalled during truss erection, in accordance with Stabilizer Fn stallation guide, REACTIONS (lb/size) 2=266/0-8-0 (min. D-1-8), 4=35/Mechanical, 3=-25/Mechanical Max Horz 2=99(LC 8) Max Uplift2=428(LC 8), 4=-49(LC 2), 3=32(LC 2) Max Grav 2=300(LC 2), 4=95(LC 8), 3=66(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/202 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Refer to girder(s) for truss to truss connections. G ENS ••. '9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except at=lb) ��.• \, F;..� 5=428. ; J 7) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = * �� 0 39380 •; LOAD CASE(S) Standard O. ATE `��. FL Cert. 6634 February 8,2012 ®WARNING - Vcr�i,Jiy de viga po. cte and READ N07PS ON MIS AAID JNCLUDSD M7?KREPEPJ?=S PAGE Wr-7470 BSPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 if Southern Pine ISP or SPp) lumber is specified, the design values are those effective W01/2012 by ALSC or proposed by SPIB. Job TrussType Qty PlyTjob Neptune Roof 23138 T—Cujslsc Jack -Open Truss 8 T4282378 Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:17:06 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-DgcBknAle3c HcstcyuCAkXKKtSGg8PGbWgtloznF_ 1-0-0 4.00 12 Scale = 1:6.8 2 is it d r v � 3 2x4 = 1-0-0 1-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.00 6 n/r 90 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 6 n/r 120 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix-M) Wind(LL) -0.00 6 n/r 120 Weight: 3 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ui e REACTIONS (lb/size) 3=94/Mechanical, 2=0/Mechanical Max Horz 3=126(LC 8), 2=-100(LC B) Max Uplift3=116(LC 8) Max Grav 3=94(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second, gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit `,S/1111111111 between the bottom chord and any other members, with BCDL = I O.Opsf. � 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=116. �Q ,•� G E N S •, ,9 �� `�� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : �`C �.•• �, �`�'.�,.��!� J D 39380 LOADCASE(S) Standard * = •rfZ Z ATE '.'��S:c( 0 R N ....S10 Atli - FL Cert. 6634 February 8,2012 ®WARWNG - v y d i_a. p.a. awd READ N07PS oN 7Hrs aNv rxcz uDBD mi3KR3PERSNCE Peos 11fII-7473 BRPoPJ9 us&. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown 4 for lateral support of Individual web members only. Additional temporary bracing to insure stablity during construction B the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11PI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SIP or SPp) lumber is specified, the design values are those effective 061011120112 by ALSO or proposed by SPIS. Tampa, FL 33610-4115 Job Job Truss Type Qty Ply King Neptune Roof T—CJ3 T4282379 JACK -OPEN TRUSS 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:06 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-DgcBkcAle3c HcstcyuCAkXDftSpg8PGbWgtloznF_ -1-10.8 3-0-0 1-10-8 3-0-0 Scale = 1:10.5 3 4.00 12 2 VA 4 3x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.01 4-7 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix-M) Weight: 12 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. inek recommends that Stabilizers and required cross bracing be stalled during truss erection, in accordance with Stabilizer stallatio u'd REACTIONS (lb/size) 3=64/Mechanical, 2=28810-8-0 (min. 0-1-8), 4=39/Mechanical Max Horz 2=149(LC 8) Max Uplift3=64(LC 8), 2=-347(LC 8) Max Grav 3=70(LC 2), 2=305(LC 2), 4=48(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-395/222 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit oil11 1111111 between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. e,9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=347. %� Q,`•� G•E N S •, 4# 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��,•• �, • _�_^��,�; : 39380f LOADCASE(S) Standard * �: O ATE All� le- �%� NALE �1//111111+� FL Cert. 6634 _ February 8,2012 ®WARNING- VerTy dasign parameters and READ NOTES ON 7NIS AND INCLUDED P97EKREPEREMCBPAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and b for an Individual building component.' Applicability of design parameters and proper Incorporation of component is respomibllity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional bracing the Is the building MiTek permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If Southern Pine(Spor SPp) lumber is specified, the design values are these affective 00112012 by ALSC or proposed by SPl6. Tampa, FL 33610.4115 Job Truss Truss Type City Ply King Neptune Roof T428238D 23138 -CJ3C Jack -Open Truss 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 0810:17:07 2012 Page 3-o-D I D: n I G2R48 FuU pcU BtxW bH2_zp011-h sAZxyBfP MkrvmR4AfP Rjx3UpH pOZbfQpAPQZEzn F_ 3-D-0 Scale = 1:10.2 2 4.00 12 1 v1 ao d 2x4 = 3 3x8 I I 1-3.0 -4- 3-D-0 1-3.0 1- 1-7-8 Plate Offsets MY): : 1:0-0-90-0-2 1:0-0.13 1-2-s LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 4 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 13 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be Left: 2 X 6 SYP No.2 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=24/Mechanical, 3=13/Mechanical, 1=243/0-3-0 (min. 0-1-8) Max Horz 1=76(LC 8) Max Upliift2=45(LC 8), 3=-8(LC 8), 1=-132(LC 8) Max Grav 2=28(LC 2), 3=16(LC 3). 1=243(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦%J 111111 /111� 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 _n ,S A. between the bottom chord and any other members, with BCDL = 10.0psf. ♦♦♦ 5) Refer to girder(s) for truss to truss connections.♦� `♦♦ \V' • '• G•E N S • 9 �i 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. V ��'_• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6=132. .�i_ 100 lb uplift at joint(s) 2, 3 except (jt=lb) .. 0 39380 "Semi = * 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _ f� AT Ell, • E FL Cert. 6634 February 8,2012 ®wmwmG- VcHy dasign Paul d- andJmD NOTES ON TAfS am JNCLUDBD hIITSKRSPBRa=PAGEMP7473 BBFORS USS. Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and 4 for an Individual building component. Applicabllity of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction B the responsibillity of the Welk' erector. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIEL Truss Type pty Piy King Neptune Roof T—'CJ5Job T4282381 23138 JACK -OPEN TRUSS 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10AT08 2012 Page ID:n IG2R48FuUpcUBtxWbH2_zp011-92kx81ClAgshWwOGkNwgF9cV7h7512vZ2g9z6hznF_ -1-1a6 3 ao 5-0-0 1-10-8 3-0.0 2-0-0 Scale = 1:15.5 6.00 12 4 s 3x4 3 4.00 12 '4 N 2 1 5 5x6 = i 3-0-0 5.0-0 3-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.14 5-8 >425 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.20 5-8 >295 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.09 4 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix-M) Weight: 19 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. 3-4: 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 cc bracing. BOT CHORD 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 4=58/Mechanical, 2=368/0-8-0 (min. 0-1-8), 5=155/Mechanical Max Harz 2=225(LC 8) Max Uplift4=-85(LC 8), 2=-364(LC 8), 5=66(LC 8) Max Grav4=68(LC 2), 2=378(LC 2). 5=155(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-823/621 BOT CHORD 2-5=-225/267 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.0psf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ,,j1111111111 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� A. 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 �� .n p,S `' • '��i between the bottom chord and any other members, with BCDL=10.Opsf. ��, �`V • • (,•E N S�.J.�%�� 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 Ill uplift at joint(s) 4, 5 except (jt=lb)".A`� 6=364. =8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard• �/ •�0�c� 0 R 1 Q P FL Cert. 6634 February 8,2012 ® WARNING - Verify design pammetors and READ NOTES ON THIS ARm INCLUDED 111=RBFBRBNCB PAGE ffiR-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and % for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown u for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction k the responsibillity, of the erector. Additional bracing the Is the the designer. MiTek permanent of overall structure responsibility of building For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SP18, Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply King Neptune Roof T4282382 23138 —CJ5C Jack -Open Truss 8 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7,250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:09 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-dFHKMeCwx_Y84bSH4RvoM9o45Tsl V9iHUuXe7znF_ 5-0-0 5-0-0 Scale = 1:13.6 2 4.00 12 d, 1 2x4 = VA 3 US II 1-3-0 1 5-0-0 1-3-0 1- 3-7-8 Plate Offsets MY): : 1:0-0-9 0-0-2 1:0-0-13 1-2-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.03 3-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) 0.03 3-8 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Harz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FBC2007rrPI2002 (Matrix-M) Weight: 19 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 6 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatioa guide. REACTIONS (lb/size) 2=92/Mechanical, 3=63/Mechanical, 1=31410-3-0 (min. 0-1-8) Max Horz 1=127(LC 8) Max Uplift2=129(LC 8), 3=96(LC 8), 1=354(LC 8) Max Grav 2=103(LC 2), 3=64(LC 3). 1=314(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 ,1/11111111111� tall by 2-0-0 wide will fit �� I� A between the bottom chord and any other members, with BCDL = 1 O.Opsf. ,�� . n PS ........ 5) Refer to girder(s) for truss to truss connections. ♦ G S'�•• ♦i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except (jt=lb) 2=129, ,`�.•��.� 6=354. 0 3938 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * �� •, LOAD CASE(S) Standard •r �C/ .0 ATE :• � FL Cert. 6634 February 8,2012 ®WARMNG-Vcri,Jij dolgnpw ctars and RBdD NOTES ON 7MISAND INCLUDED NI'MKREFEREMBPAGEMIF 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction k the responsibillity of the iw iTe k, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl. 33610-4115 if Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Type City Ply King Neptune Roof r_russ T4282383 23138 SPECIAL TRUSS 32 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:09 2012 Page 33-0-0 ID:nIG2R4BFuUpcUBtxWbH2_zp011-dFHKMeCwu_Y84bSH4RvoM9e 5J01V9iHUuXe7znF L-1-0-0 1-10-8 l 0 � - scale = 1:21.4 4 6.00 12 3xB 4.00 12 3 2 1 5 4x4 = 3-0-0 7-0-0 3-0-0 4-0.0 Plate Offsets MY): : 3:0-3-0 0-1-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.19 5-8 >432 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.40 5-8 >211 180 BCLL 10.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) -0.06 4 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installat'o ulde. REACTIONS (lb/size) 4=179/Mechanical, 2=457/0-8-0 (min. 0-1-8), 5=136/Mechanical Max Harz 2=302(LC 8) Max Uplift4=-228(LC 8), 2=396(LC 8), 5=17(LC 8) Max Grav 4=200(LC 2), 2=461(LC 2). 5=137(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-668/371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. J 11111 / 1I1/� `tt 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �-^ S A. I,� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit �� P, , , , ��e �j� between the bottom chord and any other members, with BCDL = 10.0psf. \v • , �Q.,•� t✓ E N S •, ,9 ��`- 6) Refer to girder(s) for truss to truss connections. : ,`�C :.• V , *.-A> o 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 5 except Gt=lb) 4=228, � 39380 6=396. "Semi 8) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •{ ;-9 ATE .'�` 10 A 'Q N 00% nn1 FL Cert. 6634 February 8,2012 A WARNING- Verify design pararneters and READ NO7BS ON THIS ARD INCLUDED 197EKRBPERENCBPAGE MN-7473 BEFORE USE. ■ Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component., Applicability of design parameters and proper Incorporation of component Is responsibl ity of bunding designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the M iTe k• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply King Neptune Roof T4282384 23138 —EJ7C Jack -Open Truss 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:10 2012 Page 7-a0 1 D: n IG2R48 FuU pcU BtxW bH2_zp01 I-5R riZ_DYiH6Pm EAeroyOKahtD Uj BmyPsWBe4AZznF_ 7-ao Scale = 1:16.8 z 4.00 12 N 1 30 = 3 3x8 I I 1-3-0 "4: 7-0-0 1-3-0 at- 5-7-8 Plate Offsets KY): : 1:0-0-13 0-0-10 1:0-0-13 1-2-9 LOADING (psi) SPACING 2-0-0 CSI DEFL In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.21 3-8 >398 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Vert(TL) 0.18 3-8 >463 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.07 2 n/a n/a BCDL 10.0 Code FBC2007lrP12002 (Matrix-M) Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing be Left: 2 X 6 SYP No,2 installed during truss erection, In accordance with Stabilizer Installatloo guide, REACTIONS (lb/size) 2=152/Mechanical, 3=105/Mechanical, 1=402/0-3-0 (min. 0-1-8) Max Horz 1=179(LC 8) Max Uplift2=206(1_C 8), 3=152(LC 8), 1=455(1_C 8) Max Grav 2=170(LC 2), 3=105(LC 3), 1=402(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (all heights); 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit S A. between the bottom chord and any other members, with BCDL=10.Opsf. ,�� \V'P • �� j� ' e�1 5) Refer to girder(s) for truss to truss connections. • �� Q • • C•E N o� ss��' 7�i �i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lbuplift at Jolnt(s) except ()t=lb) 2=206, ��,`�.•� �,� `• �'`' 3=152, 6=455. "Semi s —'- 3938 7) -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. = * LOAD CASE(S) Standard ATE 14/ :O'.41 <v: 11111 FL Cert. 6634 February 8,2012 ®WARNING-Verifydeign parameters andRa DNOTESONTEISANDINCLUDED=TEKREPERENCBPAGEM1F7473BBFORBUSE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bullring designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33810-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08101120f2 by ALSC or proposed by SPI5. Job Truss Truss Type Qly Ply King Neptune Roof T4282385 23138 —HJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 08 10:17:11 2012 Page ID:nIG2R48FuUpcU BtxWbH2_zp01 I-ZdP4nKEATbEGN OIrPVUNNE1IuOSVJ07koNeiOznF_ i -2-7-13 5.0-4 a-&17 9.11 3 2-7-13 5.14 4-1-9 0-2-0 Scale = 1:23.2 1x4 II 4 5 2.83 12 14 3x4 3 13 d, 12 2 1 15 16 8 17 7 1x4 I I 3x4 = 6 4x4 = 5-0-4 9-8-13 9. 0.13 5-0-4 4-8.9 0.2- LOADING (psf) SPACING 2-D-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.10 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.18 7-8 >641 180 BCLL 10.0 • Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 45 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. WEBS 2 X 4 SYP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=574/0-11-5 (min. 0-1-8), 7=623/Mechanical Max Harz 2=289(LC 4) Max Upliift2=755(LC 4), 7=-466(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=1051/641, 12-13=1057/639, 3-13=1016/637 BOT CHORD 2-15=721/999, 15-16=721/999, 8-16=-721/999, 8-17=721/999, 7-17=721/999 WEBS 3-8=-57/310, 3-7=1043/753 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=411t; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`ll1111111111� 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, with BCDL = 10.Opsf. ♦♦ 5) Refer to girders) for truss to truss connections. ♦♦ 0 ENS*-. � �.••�,� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint ,` s) except at=lb) 9=755, : �•,9/l 7=466. 0 39380 7) "Semi -rigid phchbreaks 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) 42 lb up at 1-4-11, 42 lb up at 1-4-1 17 lb down and 75 lb up at 4-2-10, 17 lb down and 75 lb up at 4-2-10, and 96 lb up at 7-0-9, and 96 lb up at 7-0-9 on top chord, and 3E = lb up at 1-4-11, 36 lb up at 1-4-11. 8 lb down at 4-2-10, 8 lb down at 4-2-10, and 120 lb down and 72 lb up at 7-0-9, and 120 lb down f� and 72 lb up at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. %, - ATE � 9) 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 0 R \ P'�• \��♦, '�,�Un 1) Regulla Increase=1.25, Plate Increase=1.25 ��`` �♦ Loads (rr. �t9 N AL ,1/11/il Vert: 1-5=60, 6-9=35 l l m% Concentrated Loads (lb) Vert: 12=85(F=42, B=42) 13=9(17=4, B=4) 14=4(F=2, B=2) 15=73(F=36, B=36) 16=10(F=5, 8=-5) 17=-240(F=-120, B=-120) FL Cert. 6634 February 8,2012 AWdRMNG- 9er9h design pa» cta andRS6D KOM ONTBISAXD INCLUDED M778KPEFERENCSPAGE MI.7473 BBPORB USE. ■ Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an Individual building component. ��• Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the respomibillity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafofyuthInformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Soern Pine(Sp or SPp) lumber is specified, the design values are those effective 06/0112012 by ALSO or proposed by SPIB. Job Truss Truss Type City Ply King Neptune Roof T4282386 23138 -HJ7C Diagonal Hip Girder 4 1 Job Reference a Lionel East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:12 2012 Page ID:n IG2R48FuUpcUBtxWbH2_zp01 I-1 gzS_fFoEvM7?XK1 zC?cQ?nJ51VXEpc9zS7BFSznF_ 1-11a 5 s s 9-10-13 1.11-7 3-9-15 4-1-7 Scale = 1:18.9 IM II 4 5 2.83 F12 a 3x4 13 3 12 3x4 2 1 dI 14 7 15 6 3x4 = 4x4 = US = 8 1x4 11 1-9.5 1 11 7 5-9-6 9-10-13 1-9-5 0-& 3-9-15 4-1-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.04 6-7 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix-M) Weight: 46 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide, REACTIONS (lb/size) 8=525/0-4-4 (min. 0-1-8), 6=405/Mechanical Max Horz 8=207(LC 4) Max Uplift8=693(LC 4), 6=603(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-504/655, 3-12=-474/663 BOT CHORD 7-15=749/473, 6-15=-749/473 WEBS 2-8=-412/556, 2-7=778/626, 3-6=-511/808 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. tt%J11111111111 , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�' S I1 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-D-0 wide will fit �% P - q 4 --j �.. G... �i between the bottom chord and any other members, with BCDL = 1 O.Opsf. �� O E /V � SE�'•g1i 5) Refer to girder(s) for truss to truss connections. ��,��.'�V\ 0i truss to bearing 100 lb uplift at joint(s) except lit=lb) 8=693, 6) Provide mechanical connection (by others) of plate capable of withstanding 0 39380. — '•� 6=603. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 56 lb up at 4-2-10, 3M — �r lb down and 56 lb up at 4-2-10, and 33 lb down and 140 lb up at 7-0-9, and 33 lb down and 140 lb up at 7-0-9 on top chord, and 40 lb down and 24 lb up at 4-2-10, 40 lb down and 24 lb up at 4-2-10, and 28 lb down and 48 lb up at 7-0-9, and 28 lb down and 48 lb up at AT � Z .' 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. (V . 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� • iC`� O fi ` LOAD CASE(S) ndard 1) Regular: Lumber rant ease=1.25, Plate Increase=1.25 �ss N A1- �0 E L( Pfl 1111111 Vert: 1-5=-60, 6-9=35 Concentrated Loads (lb) Vert: 12=72(F=36, B=36) 13=-64(F=32, B=-32) 14=44(F=22, B=22) 15=56(F=28, B=-28) FL Cert. 6634 February 8,2012 ® WARNING - Verify design p.mmctcra awd RGAD NOMS ON MIS AM MUTADBD MrFEKRBPSRBNCS PAGE Ml1.7473 BBFORB USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �p MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Tampa, FL 33610-4115 Job Truss Type City Ply King Neptune Roof TA T4282387 23138 HALF HIP TRUSS 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:14 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011_C5DPLG21WcrErUQ4dl4VQsZF606iYeRRmclJLznF_ 7 14-7-14 21-7-12 1-10.8 3.0.0 4-0-0 7-3-14 7-3-14 Scale = 1:41.1 3x4 = 5xB = 6.00 12 2x4 II 6x12 = 4 17 18 5 6 4.00 12 46 3 2 71 16 Ia � 11 10 19 20 9 21 B 22 23 24 7 3x8 % 2x4 11 7x6 = 46 = 4x10 = 44 I I 2-11-15 3- 0 7-0.0 14.3-14 21-7-12 2-11-15 0. 1 4-0-0 7-3-14 7-3-14 Plate Offsets MY): : 4:0-1-12 0-3-4 6:0-5-8 0-4-0 7:Ed a 0-3-8 8:0-1-8 0-2-4 LOADING (p51) SPACING 2-0-0 CSI DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.18 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.32 8-10 >800 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.05 16 n/a n/a BCDL 10.0 Code FBC2007fTP12002 (Matrix-M) Weight: 143 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except 4-6: 2 X 6 SYP No.2 end verticals. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-8 OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1813/0-8-0 (min. 0-2-2), 16=1707/0-3-0 (min. 0-1-8) Max Horz 2=276(LC 8) Max Uplift2=1254(LC 8). 16=1119(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3840/2278, 3-4=-3507/2154, 4-17=2974/1971, 17-18=-2974/1971, 5-18=2976/1971, 5-6=-2974/1967, 7-12=-49/317, 6-12=-49/317 BOT CHORD 2-11=2294/3615, 10-11=2327/3658, 10-19=-2026/3174, 19-20=2026/3174, 9-20=2026/3174, 9-21=2026/3174, 8-21=2026/3174, 8-22=199/271, 22-23=199/271, 23-24=1991271, 7-24=199/271 WEBS 3-11=332/297, 3-10=-565/412, 4-10=674/1315, 4-8=217/475, 5-8=577/764, ,1►111111/// 6-8=-1949/2956 �,.,n`PS A I� ...... NOTES ��. •�t✓ENS••e'4 ♦♦i 1) Unbalanced roof live loads have been considered for this design. V F�_•...�i i 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; enclosed; 3938 MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 = _* 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Provide adequate drainage to prevent water ponding. = 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •ram 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 AT E : �4/` between the bottom chord and any other members, with BCDL = 10.Opsf. ; O .•• • 7) Bearing at joints) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of .♦ ,� • Al O Q••. \�,,� bearing surface. ♦ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1254, ♦',�ss%� �` `, N AL 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 688 lb down and 495 lb up at 7-0-0. 101 lb down and 23 lb up at 9-0-12, 101 lb down and 23 Ito up at 11-0-12, 101 lb down and 23 lb up at 13.0-12, 101 Ito down and 23 Ito up at 15-0-12, 101 Ito down and 23 Ito up at 17-0-12, and 101 lb down and 23 lb up at 19-0-12, and 101 Ito down and 23 Ito up at 21-2- FL Cert. 6634 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). February 8,2012 Continued on we 2 ®WARNING-Veryfydrsignparramatersamid REBDNOMSONMIS AND INCLUDED M RKREFERENCBPAGE W17473BEFORE USE. ■ Design valid for use only with MiTek connectors. This design isbased only upon parameters shown, and is for an Individual building component, Applicability of design parameters and proper incorporation of component Is responsibility of bulding designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08/0112012 by ALSC or proposed by SP18, - I East Coast Truss, Fort Pierce, FL. 34946 Type Qty I Ply King Neptune Roof T4282387 HIP TRUSS 4 1 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:14 2012 Page ID:n IG2R48FuUpcUBtxWbH2_zp011-_C5DPLG21 WcrErUQ4d14VQsZF606iYaRRmclJLznF, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 ' Un'Iform Loads (plf) Vert: 1-3=-60, 3-4=60, 4-6=-60, 7-13=35 Concentrated Loads (lb) Vert: 7=101(F) 10=688(17) 19=-101(F) 20=101(F) 21=-101(F) 22=-101(F) 23=101(F) 24=101(F) ```,��PS A„ q, 3938 f .411 ' ATE OR SS;0 N A�I�`�, FL Cert. 6634 February 8,2012 ®WARNING - Very jy design pammctom and READ AWES ON THIS AND INCLUDED M BX REF&RSNCS PAGBWI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. . Tempa, FL 33810.4115 If Southern Pine (SP or SPp) lumber is specified, the desinn values are those effective OW1112012 by ALSC or proposed by SPIEL Job Truss Truss Type Qty Ply King Neptune Roof T4282380 [job 23138 A02 HALF HIP TRUSS 4 1 Reference o tional East Coast Truss, Fort Pierce, FL. 34946 7.250 a Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:17:15 2012 Page I D:nIG2R48FuUpcUBtxWbH2_zp01 i -1-1ae 3ao 11-ao I-SPfbchHhWgkis72ceLYJ1 dOkpVOJR_dbfQLrmznF_ 1s-2-2 21a-12 1-1a8 3110 4-0-0 X. 5-2-2 5.5 10 3x4 kale = 1:41.1 3x4 = 04 = 6x6 II 3x4 = 5 6 7 6.00 12 4x6 4 4.00 12 4x6 E 11 3 2 16 d' 1d 11 10 9 17 18 8 3x8 = 3x4 = 3x4 = 3x8 = 4x4 = 2-11-15 3- 0 12-2-0 21-7-12 2-11-15 0- 1 9-2-0 9.5-12 Plate Offsets X Y : 2:0-0-3 0-0-7 8:0-1-8 0-1-8 LOADING (per SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.27 8-9 >948 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.49 8-9 >531 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) -0.04 16 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 128 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-6 cc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1155/0-8-0 (min. 0-1-8), 16=1036/0-3-0 (min. 0-1-8) Max Horz 2=432(LC 8) Max Uplift2=842(1_C 8), 16=821(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2350/1190, 3-4=-2503/1399, 4-5=-1243/776, 5-6=-1121/751, 8-12=623/905, 7-12=623/905 BOT CHORD 2-1 1 =-1 423/2170, 10.11=1159/1515, 9-10=1159/1515, 9-17=-702/816, 17-18=-702/816, 8-18=-702/816 WEBS 3-11=-436/383, 4-9=547/537, 5-9=50/297, 6-9=-217/502, 6-8=-1034/896, 4-11=392/894 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; ``j11111111/�� MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �,9 sir 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. %% �Q\ :•; G E N S •, 3) Provide adequate drainage to prevent water ponding. `�`C �.• V �`,".r?� rr 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.0 •; 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td8 �� between the bottom chord and any other members, with BCDL = IO.Opsf. * �� 6) Bearing at joints) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �r bearing surface. ••• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=842, ATE � Z.16=821. .� ; i O 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r(�' • A, Q ;•• Q ��,�� r,.0'�i,`S/O LOAD CASE(S) Standard ... ,% `, N ��ff17111111� FL Cert. 6634 February 8,2012 ®WARNING - verify dwtyn parameters and REAL NOTES ON MIS AAm INCLUDED MM?KREFERENCEPAGE JUI 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and 4 for an Individual building component. �' Applicability of design parameters and proper Incorporation of component 6 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 responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality ClBerla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. If Southern Pine (SP or Via) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SP18. 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qly PlyTjob Neptune Roof T4282389 23138 A03 HALF HIP TRUSS 4 eference (optional) East Coast Truss, Fort Pierce,, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 08 10:17:16 2012 Page I D:nIG2R48FuUpcUBtxWbH2_zp01 I-wbCzgl IJH7sZU9doC23YarxxdvkWAaLku45PODznF_ i -1� 10-8 + 3.0-0 7-11-15 13-0-0 21-7-12 ,-,O-B 3-0-0 4-11-15 5-0.1 &7-12 Scale = 1:47.4 3x4 = 3x4 = 5x5 = 6x8 = 5 6 6.00 12 04 i 4 4.00 12 46 jI 3 2 15 In d 10 9 a 16 7 3x8 = 3x4 = 3x4 = 3x10 = 3x4 = 2-11-15 12-2.0 21-7-12 2-11-15 11,21 9-2-0 9-5-12 Plate Offsets MY): : 2:0-0-3 0-0-7 6:0-1-8 0-4-0 7:Ed a 0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdef Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.23 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.49 8-10 >522 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) -0.03 15 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 136 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-6-5 cc purlins, except 5-6: 2 X 6 SYP No.2 end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 cc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 6-8 OTHERS 2 X 4 SYP No.3 iTek recommends that Stabilizers and required cross bracing be ri,nstalledduring truss erection, in accordance with Stabilizer stallation guide. REACTIONS (lb/size) 2=114810-8-0 (min. 0-1-8), 15=1077/0-3-0 (min. 0-1-8) Max Horz 2=503(LC 8) Max Uplift2=824(LC 8), 15=781(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2353/1155, 3-4=-2527/1396, 4-5=-1187/693, 5-6=984/717, 7-11=0/257, 6-11=0/257 BOT CHORD 2-10=-1464/2175, 9-10=-1117/1404, 8-9=1117/1404 WEBS 3-10=488/437, 4-10=-494/1021, 4-8=554/579, 6-8=795/1070 NOTES 1) Unbalanced roof live loads have been considered for this design. ,1111111/ �� I��I,' 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; A MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �� -n P,CJ �,9 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. �` Q``��.`•� C'E N S •, �� 4) Provide adequate drainage to prevent water ponding. ♦ ��.' V F�': ��i. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit:_between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 15 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity ".AT bearing surface.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 12=824, o 15=781. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��,c�.� i LOAD CASE(S) Standard I4# FL Cert. 6634 February 8,2012 ® WARNING- 9eryll deign pammctcns =d READ NOTES ON IRIS AND INCLUDED WTEKREFERENCE PAGE DIfi-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an Individual building component.' Applicability of design parameters and proper incorporation of component Is responsibility of bulding designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibllity of the ivi iTe k, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6004 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 if Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08/01/2012 by ALSO or proposed by SPIS, Job Truss Truss Type Qty Ply King Neptune Roof 23138 A04 ROOF TRUSS 4 1 T4282390 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:17:18 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-s KjFjJZpl6HjSnBJT6OfGOHyjPleOu1LOaVS6znF_ 1 -1-10.8 2-11-15 a-11-15 15-0-0 21-7-12 ,-,0-8 2-'11-15 6.0-1 6-0.1 6-7-12 3x4 = Scale = 1:54.9 3x4 = 46 = 5x8 = 5 6 6.00 12 3x4 4 4.00 F12 4x4 3 2 ,6 la 11 10 9 8 17 7 3x8 = 1x4 3x4 = 3x8 = 2x4 11 4x4 = 2-11-15 B•11-15 15-0-0 21-7-12 2-11-15 6-0-1 6.0-1 6-7-12 Plate Offsets MY): : 2:0-0-3 0-0-11 6:0-1-8 0-3-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.14 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.27 10-11 >960 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.04 16 n/a n/a BCDL 10.0 Code FBC2007/TPI2002 (Matrix-M) Weight: 140 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. OTHERS 2 X 4 SYP No.2 WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1146/0-8-0 (min. 0-1-8), 16=1065/0-3-0 (min. 0-1-8) Max Horz 2=587(LC 8) Max Uplift2=798(LC 8), 16=742(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2271/1115, 3-4=-1569/822, 4-5=846/467, 5-6=675/507 BOT CHORD 2-11 =1 516/2108, 10-11 =1 534/2106, 9-1 0=1 065/1361, 8-9=1065/1361 WEBS 3-10=759/478, 4-10=-77/390, 4-8=830/705, 6-8=711/940 NOTES 1) Unbalanced roof live loads have been considered for this design. J111111 11 11, 2) Slln enclosed; fcal A. MWF S(alleft nt x1 60 ,�p �.5 l heights); cantilever led righpos d; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL e,9 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. `�� Q\`r,•� G'E•jU S •, �� 4) Provide adequate drainage to �N, prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8 9 3 8 �'� • 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, with BCDL = 10.Opsf. * �� 7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity j bearing surface. " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=798, 16=742. ATE .' 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. '0 0 P .• ��, ��iS ' < O R 1 <; • •' �,�\ ��, LOAD CASE(S) Standard 11111111 FL Cert. 6634 February 8,2012 ® WARNING - Verify dosign pa nr ct s and READ NOTES ON THIS AND INCLUDED NTFBKR6PBRBNCB PAGE JUI.7473 BRFORB USE. Design valid for use on with Re connectors.is 9 N h M sThis design Is based only upon parameters shown, and is forne individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure isA(Te k• the responsibility of the building designer. For general guidance regarding iV� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06*1/2012 by ALSO or proposed by SPIB. Job Truss Truss Type city Ply King Neptune Roof �ROOFTRIJSS T4282391 23138 A05 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:19 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-KAu6S3KBa2E8LcMNtBdFCTZQn7kJN2Ba2J3 YznF --1 2-11-1s 9-11-15 17-0-0 71-7-1 m i m 1-10.8 2-11-15 7-0-1 7.0-1 4-7-12 Scale = 1:60.1 3x4 = 4x6 = Sx8 = 5 6 6.00 12 3x4 i 4 4.00 12 4x6 3 2 13 dib1 16 Id 11 10 9 8 7 3x8 = 1x4 II 4x4 = 4x8 = 2x4 II 44 = 2-11-15 9-11-15 17-0-0 21.7-12 2-1 i 7-0-1 7-0.1 4-7.12 Plate Offsets KY): : 2:0-0-3 0-0-11 6:0-1-8 0.3-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in floc). I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) 0.16 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.33 9-11 >787 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.05 16 n/a n/a BCDL 10.0 Code FBC2007/TP12002 (Matrix-M) Weight: 148 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-8. 5-8, 6-8 Tek recommends that Stabilizers and required cross bracing be stalled during truss erection, In accordance with Stabilizer rri stallation guide. REACTIONS (lb/size) 2=1139/0-8-0 (min.0-1-8), 16=988/0-3-0 (min. 0-1-8) Max Horz 2=664(LC 8) Max Uplift2=770(LC 8), 16=769(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2294/1065, 34=-1469/701, 4-5=-617/288, 5-6=-452/358 BOT CHORD 2-11=1551/2132, 10-11 =-1 570/2127, 9-1 0=-1 570/2127, 8-9=-101611264 WEBS 3-9=-876/561, 4-9=67/439; 4-8=969/816, 5-8=158/251, 6-8=728/921 NOTES 1) Unbalanced roof live loads have been considered for this design. ttJ1111111111 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; A �I A. MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ♦♦♦♦♦ BPS 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ♦ Q •' C•E N 5''.j��i� 4) Provide adequate drainage to prevent water ponding. A��.•• �� 1 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 39380 between the bottom'chord and any other members, with BCDL=10.Opsf. ., 7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity j bearing surface. r� 8) Provide mechanical connection (by others) of truss to bearing plate capable of wlthstanding 100 lb uplift at joints) except at=lb) 13=770, ATE 44/ 16=769. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0.., k 4.0 O P\•. \��♦ LOAD CASE(S) Standard ♦♦♦ 0 N AL 1_\� ��/11111111�, FL Cert. 6634 February 8,2012 AwAR nG-Vent,f}idesignpam-etcmandR88Aivomsom7y71s,&wfNCLtmao=mKRBFBRBNCBPAGBJU17473BBPORBWB. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction 6 the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Crilerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber Is specified, the design values are those effective 08t0112012 by ALSC or proposed by SPIB, Job Truss Truss Type Qly Ply King Neptune Roof T4282392 23138 A06 ROOF TRUSS 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MITek Industries, Inc. Wed Feb 08 10:17:21 2012 Page ID:nIG2R48FuUpcUBtxWbH2_zp011-GZOstkMR6gVrawWm bfjHuekEwP7rg8T2LoA2RznEz 1AP 2-11-15 10.11-'I5 19-0.0 21-7-12 i 1.10-8 2-11-15 8-0.1 8-0-1 2-7-12 3x4 = Scale = 1:66.0 3x4 = 4x6 = 5x10 = 6 7 6.00 12 TZ= 3x4 i 3x4 i 5 4 4.o0 12 5x6 3 2 11, 17 �d 12 11 10 18 9 8 1x4 II 3x4 =4x4 = 3x10 = 2x4 II 3x8 = 2-11-15 10-11-15 19-0-0 _ _ i_21-7-12. 2-11-15 8-0-1 8-0-1 7212� Plate Offsets MY): : 2:0-0-3 0-0-11 7:0-3-8 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.19 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.41 10-12 >626 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.06 17 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix-M) Weight: 157 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. OTHERS 2 X 4 SYP No.2 WEBS 1 Row at midpt 7-13, 3-10, 5-9, 6.9, 7-9 l7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS (lb/size) 2=1168/0-8-0 (min. 0-1-8), 17=1025/0-3-0 (min. 0-1-8) Max Horz 2=742(LC 8) Max Uplif12=739(LC 8), 17=801(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2411/1009, 3-4=-1455/555, 4-5=1283/572, 5-6=-430/102, 6-7=269/206 BOT CHORD 2-12=-158212245, 11-12=-1601/2238, 10-11 =-1 60112238, 10-18=-960/1243, 9-18=-960/1243 WEBS 3-10=-1006/649, 5-10=61/561, 5-9=1152/921, 6-9=251/350, 7-9=805/1064 NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; ,111111111111,E MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,♦♦ S A. , 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live -loads. ♦♦ P q�e ♦ ,....... .i 3) Provide adequate drainage to prevent water ponding.♦♦ 0 G ENS ' • ,9 4), This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��.••� ��.',.��i 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit : 39380between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) 17 considers parallel to grain value using ANSIIrPI 1 angle to grain fomiula. Building designershould verify capacity at bearing surface.7) g Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 14=739,17=silt.TE �8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. —..A . LOAD CASE(S) Standard i�,�' � Q R \ 0 \?. P' •,ASS, 1O N A� E�J��♦♦ FL Cert. 6634 February 8,2012 AWARNING-Veiro design pa. ctero rand READ NOTES ON THIS AND INCLUDED M78KRRPERBNCRPAWW17473 EEPORE USE. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and Is for an Individual building component.' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult AN51/fP11 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Tempe, FL 33810-4115 if Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB Job Truss Truss Type City Ply King Neptune Roof T4282393 23138 A07 ROOF TRUSS 4 1 Job Reference (optional) East Coast Truss, Fart Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:22:24 2012 Page 1 ID:nIG2R48FuUpcUBtxWbH2_zp011-kfvf001 yn56(tK85xEM141YE3pxLov4j_iiBNznEvD -1-10-8 2-11-15 7�-214-3-7 21-0.0 21 7- 2 1.10-8 2-11-15 41-3 4-7-15 2-1 6 6-8-9 D- -1 3x4 = Scale = 1:82.3 3x4 = 3x4 = 3x4 = 7 6.00 12 3x4 i 6 3x4 = 3x4 5'- US i 5 4 3x4 = 4.00 12 46 3 2 3x4 = d 11 10 9 16 8 US = 3x4 = 3x8 3x4 = 4x4 = , 2-11-15 12-2-1 14-3-7 21-7-12 2.11-15 9-2-2 2-1-6 7-4-5 Plate Offsets KY): : 2:0-0-3 0-0-7 7:0-2-0 0-0-12 7:0-2-0 Ed e LOADING (psf) SPACING 2-0-0 CSI DER in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.33 9-11 >766 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.93 9-11 >274 180 BCLL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC20071TPI2002 (Matrix-M) Weight: 144 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-8, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1148/0-8-0 (min.0-1-8), 12=1071/0-3-0 (min. 0-1-8) Max Horz 2=854(LC 8) Max Uplift 2=-688(LC 8), 12=-852(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2478/782, 34=2629/970, 4-5=1011/234, 5-6=845/257, 8-12=594/896, 7-12=-205/258 BOT CHORD 2-11 =1 462/2284, 10-11 =1 232/1440, 9-1 0=1 232/1440, 9-16=-628/826, 8-16=628/826 WEBS 3-11=430/341, 6-9=240/757, 6-8=-1142/882, 4-9=-695/675, 4-11=338/1116 ,�I1111111/�� NOTES 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; ♦ ,,. tt�� a ♦ `,r•' <• enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip `♦♦♦ 0 , ENS. S I 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live ? : �•• �••'•��`�t loads. 39380 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. {� 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify ATE capacity of bearing surface. ; O . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 13 and 852 lb uplift at joint 12. i� ,�� • Al O P •• \�♦♦♦� 0 R 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��j s • • • • • \�% �♦ LOAD CASE(S) Standard N Al /1S10 111111 FL Cert. 6634 February 8,20 ; r9n Par smcfc an Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and Is for an Individual building component.®�• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown l� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SaletyInformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply King Neptune Roof T4282394 23136 A08 ROOF TRUSS 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:23 2012 Page ID:nIG2R48FuUpcU BtxWbH2_zp01 I-Dx8clQNieHlZqEg86OhBMJk65k4NJgNmVfHG6JznEz 2 2'7I--74-151-10. 2-1111 42715 6 5x6 = Scale: 3/16"=1' 7 6.o0 12 3x4 i 6E I 3x4 = 3x4 4x6 5 4 3x4 = 4.00 12 5x5 3 2 1W 3x4 = bj1 16 d 11 10 9 17 8 30 = 06 = 3x4 = 4x4 = 4x6 = 2-11-151 12-2-1 14-3-7 , 21-7-12 2-11-15 9.2-3 2.1_. 7-4.5 Plate Offsets MY): : 2:0-0-3 0-1-3 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.34 9-11 >770 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.94 9-11 >273 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.05 16 n/a n/a BCDL 10.0 Code FBC2007rrP12002 (Matrix-M) Weight: 145 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 X 4 SYP No.2 WEBS 1 Row at midpt 7-12, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1164/0-8-0 (min.0-1-8). 16=1055/0-3-0 (min.0-1-8) Max Horz 2=826(LC 8) Max Uplift2=700(1_C 8), 16=839(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2517/813, 3-4=2670/1005, 4-5=1047/267. 5.6=881/287, 8-12=-597/897, 7-12=-597/897 BOT CHORD 2-11 =1 464/2321, 1 D-1 1 =-1 231/1474, 9-1 0=-1 231/1474, 9-17=-626/859, 8-17=-626/859 WEBS 3-11=434/345, 6-9=2401159, 6-8=1145/865, 4-9=-696/675, 4-11=342/1120 NOTES 111111111111' 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; `%0 S A. MWFRS (all heights); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 -p P q�e ; `�N . 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. �0, � CAE N S • • ,9 r •'.• `%% 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. ,`�C :.' �, _� �i �i 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd : •' �'� 0 393 8 0 between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity dC bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=700, 16=839. . + AT E 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ••: ,�� LOAD CASE(S) Standard ��• 0 R n 111 FL Cert. 6634 February 8,2012 AWARMNG-Vmih design pa ctcm and READ NOTES ONTTIIS AND INCLUDED ]WRICRBPBRBNCSPAGEJ101.7473 BSPORB USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component.' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, D58.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If Southem Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIS, Tampa, FL 33610-4115 Job s Truss Type Qly Ply King Neptune Roof 7A19 T4282395 23138 ROOF TRUSS 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 10:17:24 2012 Page I D:nIG2R48FuUpcUBtxWbH2_zp01 I-h7h?VmOKPbtQRNELgkCQvXGHr8Qc26dwkJ1 gflznEz 2-11-1s 7-6-2 12-2-1 143-7 21-7-12 -1-1a8 i i , i 1-1a8 2-11-15 4-6-3 4-7-15 2-1.6 7-4-5 5x6 = Scale:3/1W--1' 7 6.00 12 3x4 6 3x4 = 3x4 i 4x6 5 4 3x4 = 4.00 12 5x5 3 2 3x4 = T rb], , 8 Id dd 11 10 9 17 a 3x4 = 46 = 3x4 = 04 = 4x6 = 2-11-15 12-2-1 ,4-3-7 21-7-12 2-11-15 9.2-3 2.1.6 7-4-5 Plate Offsets X Y : 2:0-0-3 0-1-3 LOADING (psf) SPACING 2-0-0 CSI DEFL In (IDc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.34 9-11 >770 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.94 9-11 >273 180 BCLL 10.0 ' Rep Stress [nor YES WB 0.72 Horz(TL) 0.05 16 n/a n/a BCDL 10.0 Code FBC20071TP12002 (Matrix-M) Weight: 145 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2 X 4 SYP No.2 WEBS 1 Row at midpt 7-12, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1164/0-8-0 (min. 0-1-8), 16=1055/0-3-0 (min. 0-1-8) Max Horz 2=826(LC 8) Max Uplift2=700(LC 8), 16=839(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2517/813, 3-4=2670/1005, 4-5=1047/267, 5.6=881/287, 8-12=-597/897, 7-12=-597/897 BOT CHORD 2-1 1 =1 464/2321, 10-11 =1 231/1474, 9-1 0=1 231/1474, 9-17=-626/859, 8-17=626/859 WEBS 3-11=-434/345, 6-9=240/759, 6-8=11451865, 4-9=-696/675, 4-11=342/1120 NOTES 1111�111/ tr��I,, 1) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; cJ A ♦♦��1 MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ♦♦ P q� �j ' e • 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. ♦♦ lJ G E � � 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��.•��,� 00 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 : 3 93 8 between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oZ e-2,� bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=700, 16=839. ATE "Semi 7) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � LOADCASE(S) Standard i�i•�� O R 1QQ;��`,♦, ♦% �nll FL Cert. 6634 February 8,2012 ® WARNING - Vero dw€ga par ctcra and READ NOMS ON 7717S AND INCLUDED DWMKRSPERBNCE PAGE MfJ-7473 BEFORE USE. Design valid for use only with Milek connectors. This design k based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporssibfllity, of the M iTe k' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Craerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610.4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPi6. A 0 1 k Job Truss Truss Type Qty Ply King Neptune Roof T4282396 23138 B01G Hip Truss 2 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 0810:23:24 2012 Page 1 I D: n I G2R48FuUpcU Btx Wb H2_zp01 I-zCXLcvmbfXg KBYkdSrRMVyBpKFHN P_XvWKEtluznEuH 1-4 8 7-0-0 B-9-0 14-4-8 15-9.0 1-4-8 5-7-8 1-9-0 5-7-8 1-4-8 Scale=1:27.5 5x5 = 5x5 = 4.00 12 3 4 1x4 ll 1x4 II 2 5 1 6 Ia 16 8 17 95x5 = 5x5 = 7 3x4 = 3x4 = 5x5 = 1-3-0 1-1-8 -10-8 4-4-8 1400 15-9-0 1-3-0 06-6.0 6-6-0 0. -8 1-3-0 Plate Offsets X Y : 7:0-2-8 0-2-12 8:0-2-8 0-2-12 9:0-2-8 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.20 8-9 >785 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) 0.17 8-9 >924 180 BCLL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) -0.05 7 n/a n1a BCDL 10.0 Code FBC2007rrPI2002 (Matrix-M) Weight: 74 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3-9, 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=128310-3-0 (min. 0-1-8), 7=127810.3-0 (min. 0-1-8) Max Horz 9=67(LC 7) Max Uplift 9=1727(1_C 8), 7=1638(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 79/823, y704 52627/194148 elf BOT CHORD 1-9= 653/489, 9-16 16 —2 2711941, 8178 26 01940, 7-17=2630/1940,6-7=695/476 ♦♦'`CJ A�� g ♦ ..••..,� �e 3-9=-1589/2160, 3-8=-887/613, 4-8=-890/616, 4-7=1602/2117, \V'P ENS,' 0 WEBS 2-9=-456/472, ,♦��O,•' C, .9 r� .. '.• 5-7=-463/464 ♦ •' V _ .�i • 0 9380 •' NOTES * ' 1) Unbalanced roof live loads have been considered for this design. �' 2) Wind: ASCE 7-05; 140mph (3-second gust); TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 5=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; porch left and right _ f� exposed; Lumber DOL=1:60 plate grip DOL=1.60 ATE : 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live O • ��; loads. 4) Provide adequate drainage to prevent water ponding. ��'�•''A, P,•'�_♦�� Ile 0 R 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. by �iSS........• G�� ♦ i f'it /0 6) Thistrusschordin all areas where a rectangle 3-6-0 tall 2-0-0 N A` �♦♦♦ s widewill fit between the bottom chord and any othe�msemberse with =10.Op +� 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1727 lb uplift at joint 9 and 1638 lb uplift at joint 7. 1 FL Cert. 6634 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 217 lb February 8,20 up at 7-0-0, and 100 lb down and 217 lb u at 8-9-0 on to chord, and 440 Ib down and 658 Ib u at 7-ljo 0-0 and 440 lb down - rn 8 tqa Pa CAS ur+ - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-BY and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0610112012 by ALSC or proposed by SPIB. J " V Symbols Numbering System ®General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless X. y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides Of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. -K� TOP CHORDS diagonal orx-bracing, is always required. See BCSI. 1 �� ' /16 c1-2 c23 2. Truss bracing must be designed by an engineer. For 4 0 WEBS czq W sy v p 0-1 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. U vb = 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. CL 0 CL 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7a cs� cs s 0 designer, erection supervisor, property owner and plates 0-'na' from Outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in Miiek20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not appricable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 responsibirity of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southem Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents current/old values as published specified. b text in the bracing section of the Y 9 by AWC in the pros/tot 2 NDS SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or purlins provided at Output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. and all MSR/MEL grades 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 M7ek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 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 Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIAPI 1 Quarity Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 01/18/2012