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HomeMy WebLinkAboutALPINE PAPERWORKJ Alpine,, an ITW Company 2400'Lake Qrangc Drive Suite ISO Orlando FL 32837 lorida Eugineerrug'Certificate of Authorization Number. 0 278. `, Florida Certilieate of Product Approval A FL1999 Page 1 ofm 2 DOcueatlD.IVN16666ZO905122140 ILI esricator: Truss noon, Inc. 7obLdenGiication: 22532-/11awk Builders, Inc. MARCELLINO RESIDENCE -- PT 5T Truss Count! 107 ttodel Code: Florida .Building Code 5th 'Edition (2014) Truss Criteria; TPI-2007(ST0) Engineering:Suttware: Alpine Software,Version 16-.01. Structural Engineer ofRedord: The identity of the structural' FOR did not exist as of Address. the. seal date per section 61615-31.003(5a) of the FAC Mininrum Design Loads: Roof50..0 PSF @ 1.25 :Duration Floor - NIA Wind -. 170 MPH ASCE7-10 -Closed Notes 1. Determination :as to the.suitability of these truss components for the structure is the responsibf lity of the building designer/engineer of record, as defined in ANSI/TPI 1 2. The drawing date shove on this index sheetmust match the date shorn on the 'individual truss component drawing. 3. As shown on attached drawings; the drawing number is preceded by: RCUSRS666 Details:. DEFLCAMB-.BRCLBSUB-18015EC1-GBLLETIII-PB16010- # Ref Description Drawino# Date j 1 93724 C1 16005045 01/05/16 2 93725 C10 16005046 01/05/16' 3 93726 -C10B 16005047 01/05/16 4 93727-410C 16005048 01/05/16 5 93728-411 16005049 01/05/16 6 93729-411B 16005050 01/05/16 7 93730--C11C 16005051 01/05/16 8 93731--C1Z 16005052 01/05/16 9 93732-41211 /6005053 01/05/16 10 93733--C12C 16005054 01/05/16 1 11. 93734-413 16005056 01/05/16 j,12 93735-4136 16005056 01/05/16' 13 93736-413C 16005057 01/05/16 14 93737-4148 16005058 01/05/16 F 15 93738--C14C. 16005059 01/05/16. 16 93739--C15C 16005060 01/05/16 17 93740--C16C 16005061 01/05/16 18 93741--C17C: 16006062 01/05/16+ 19 93742--C1A /6005063 01/05116 20 93743--C1B 16005064 01/05/16. 21' 93744-41C 16006065 01/05/16 22 93745.--C1D 16005066' 01/05/16 '23 93746--C2 16005067 01/05/16 '24 93747--CZA 16005068' 01/05/16 25 93748--C2B 16005069 01'/05/10 26 93749--C2C 1GODS070 01/05/16 27 93750--C3 16005071 01/05/16, 28 93751--C3A 16005072. 01/05/16- 29 93752--C3B 16005073 01/05/16 30 93753--.C3C 16005074. O1/05/16 31 93764--C4 16005075. 01/05/16 32 93755--C4A 16005076 01/05/16 . 33' 93756--C48 16005077 01/05/16 William H. Krick -Truss Design Engineer- 2461) Lake orange Dr, Suite 150 Orlando FL, 32837 gN. St Lucie Gown' --`Ref'-__ Description Drawin # Date.. 34 93757 C4C 16005078 01/05/16 35 93758 -05 16006079 01/05/16 36 93769 -.C5B 16005080 01/05/16 37 93760--05C 16005081 01/05/16�! 38 93761--C6 16005082 01/05116 39 93762--COB 16006083 01/05/16' 40 93763--C6C /6005084 01/05/16 41 93764--C7 16005085 01/05/16' 42 93765--C7B 16005086 01/05/16.,I 43 93766--.C7C 16005087 01/05/16 44 93767--CB 16005088 01/05/16', 45 93768--CBB 16005089 01/05/16 ,46 93769--CBC /6605090 01/05/16 47 93770-49 16005091 01/05/16 48 93771--C96 16005092 01/05/16". 49 93772--CSC 16005093' 01/06/16 50 93773--CJ1 16005094 01/05L16 51 93774--CJ1A. 16005095 01/05/16 52 93775--01B' 16UO5096 01/05/16 53 93776--CJ1C 1GODS097 01/05/16 54 93777--CJ2 16OD5098 01/06/16 56 93778--CJ2A 16005099 01/05/16 56 93779--CJ3 16005100 01/06/16 57 93790--CJ3A 16005101' 01/05/18 58 ,93781-4.1311 160051D2 01/05/16 59 93782--CJ4 16005103 01/05/16 60 93783--CJ5 16005104 01/05/16 61 93784--EJ2 16005105 01/05/16 62 93785--EJ3 16005106 01/05/16 63 93786-4.15 16005107 01/05/16 64 93787--EJ7 16005108 01/05/16 65 93788--GE1 16005109 01/05/16 66 93789--611A 16005110 01/06/16 THIS DWG PREPARED FROM WNPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS BFR r R<CO.SL-/naWK Uulleers, Inc. /MIlUtLLINU KCOIUtNUt -- YI JI LUGIt, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T5 2x4 SP M-31: Bot chord 2x4 SP #2 :33 2x4 SP #1: :B4 2x4 SP M-31: Webs 2x4 SP #3 :Rt Wedge 2x4 SP #3: Lumber value set "1313" uses Iesign values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails ® 6" OC. Deflection meets L/360 live and L/240 total Icatl. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.01 ft. from roof edge. 5X5(R 6-6 15 - Ul 170 mph wind, 15.01 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 13.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Calculated horizontal deflection is 0.09" due to live load and 0.21" due to dead Icatl. Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and Installation of trusses. See "WARNING" note below. 5X8� 3X5= 5X7= 3X4� 5X8= 3X4-- 0-6-3 +10-0-0 3X6III 4X6(R) III 4X6(R) III 3X8= 3X4� 3X4= 3X4� 5X8(13) 4X6� 4X6= H0308� 05D�8 1_ 5-10-8_1_ 25-4-0 I 18-0-0 I r 49-2-8 Over 2 Supports R=2580 U=348 W=5.657" R=2573 U=297 W=4" RL=156/-230 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=20%(O%)/O(0) 15. wG111!i36`,7 .23 QTY:1 FL/-/4/-/-/R/- Scale=.125"/Ft. AN 1rW COMRINY uaoLTmoIM,RD..s"u.Im M MA9OlTR ••rARNINGI•• READ AND FM AM, xyns DY THIS DRAIDASH �+A` \ '1 ••INFORTMT• FURNISH "IS SEARING TN Au romRAnORs HAMMING TES INSTAUFRs. y T." r°aw .. ..° °. ° . me. n .°11, q'ZZ 1".,.0 "N a S HAS, N.m '• :'N G1`,N =1.a e.,o.. s,. r n. °y ,pl . : MA>`.. .,.y' GE ° Sic �O ', o Po. .I. I ao Iln. ..0 P. . ...c=.•mr e.. "alp°r ecsl. °U,� . p. . `^ma o°e%Ger `°`muw °i°,°r' ry "' . . ° °PN�! e= ,°g w o.708 1 ` °' oo I�e�f .;p„ PO I° ° a :.0. ON,pdI".—Ia K;a µ1A1/,p. et° a" b(a."Nae..#I,i.m W 1 u1 — .. e..c i, If c.v.am "p I° N " ' .m f A"r°I Ib NI° ticui,m °. tAA rape 11Yp1elq Nl.�.ulry. IMIu,W Up4,e. °I p,°M.I wI ^%R'°II^l11n.f'N:a".(Id1,=°G._,®...I-%AAAIm.Ipsiv.mOFti� { �t• A,PINE:....°IAI"I. I TPI:.....g1„',.".°..TA.. Ittl H..AIA� ENG�a�,,, ,,._,,.,.� TC ILL TC DL BC DL BC LL TOT. LD. 20.0 PSF 20.0 PSF 10.0 PSF 0.0 PSF 50.0 PSF REF R6666- 93724 DATE 01 /05/16 DRW HCUSR6666 16005045 HC-ENG SSB/WHK SEQN- 31044 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR r \CC J.]G-/f12III R U ... I.MR{.CLL IR. RCJ IULNI,L -- YI JI LVI.I L, "- - I.IVf Value Set: 13B (Effective 6/1/2013) 170 mph wind, 17.18 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, Top chord 2x4 SP #2 :T2 2x4 SP #1: wind BC DL=5.0 psf. GCpi(+/-)=0.18 Bot chord 2x4 SP #2 LL Webs 2x4 SP #3 :Wll, W1p, W19 2x4 SP #2: Wind loads and reactions based on MWFRS with additional C&C member design. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Max JT VERT DEFL: LL: 0.15" DL: 0.37". See detail DEFLCAMB1014 for Left end vertical not exposel to wind pressure. camber recommendations. Provide for adequate drainage of roof. (a) Continuous lateral restr int equally spaced on member. In lieu of structural panels use purlins to brace all flat TC 2a 24" OC. Bottom chord checked for 10. 0 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase MWFRS loads based on trusses located at least 17.18 ft. from roof factor for dead load is 1.50. edge. 4X8= 4X5� 3X5= 2X4III 5X8= T2 3 X 5 3X4� 3X5o ( (a) (a) 6 4X8(R) III 10- -3 (a (a) (a) (a) 5X12� 2X4111 (a) W19 1-1 4 3XIS+12-0-0 w11 W 2- -o -TD 4X10= 3X5= +10-0-0 4X6(R) III 2X4III 3X5= 5X8= 7X8= 3X10= 7X10= 5X12= 2X4111 4X5= 2X4III 18-5-8 1 -3-14 7-0-2 3-2-Op_g_p 18-2-0 p_6_p 15-1-8 p_g_g_p 38-9-8 Over 2 Supports R=2031 U=429 W=8" R=2031 U=235 W=8" RL=57/-152 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. wl0quu06,7 .23 QTY:1 FL/-/4/-/-/R/- Scale=.1875"/Ft. "WARNING•• RFsn AND FouA ALL IMPS N THIS DMIRMI •• NPANfAM•• FINNISH THIS WYNNIC M ALL c0MIMPRISS IHawIN THE IXST1LLE16. tt • TC LL 20.0 PSF REF R6666- 93725 T,.,w, r=T,Ir.. rang _., n 1.e.Ita nen.l., anlppl.g. n tal I Ina .ne nr.=fn,a QOIa; �dw GE • S .'P/Cw3 TC DL 20.0 PSF DATE 01 OS _ `I E 51 (Bu Ie1 n0 0^^Wn, SVIv[y InEvmvtlan, I`TPI ,n PEA.. I I ^ p / /•16' "p=r ro=m ingl Nvx Nnct len, Inatvllvro ,n p•ov em vr�1,1111 n0 par EA.. vU.,... v In v prvp ly I od at,u.t 1 ,n In' s [ e A, y p p ;aOlanw 1 L...tl."" haaan r par.....t '"° °aeag gc o. OB i BC DL 10.0 PSF DRW HCUSR6666 '16005046 —I.., 6 epplaP.— .Orda IWA-A t�d.1d •� SSB/WHK d d e nt 9, C*'e . aa o Orda in, I n -:Or :.r %evnda=e `a a ;o,i;P end BC LL 0.0 PSF HC-ENG n w aI Inneul eln0 cv.panaav, mdap Inc. vnvl aepoar nlapl .nr dev t AN IrW COMPANY 1 gn S`e In a. trues.., rasa In cvnmrwne" v¢n nx31 /iPI A. ar far nanm m0. ,mpp ir"" n 'e AA 001. An IN.. d = :aa.a.�PAR....A..° . dr,.p�,i 11=�•y _. T 0 /� s TOT. LD. 50.0 PSF SEQN- 31143 ' g w ` If ` " ••'"° ` any ` "#J . ��r4' DUR. FAC. 1 .25 FROM ' y `v `Uey Yu�I M Omlgmr P.: AKI �� ; 3¢.:. Echo LOflq ,rFcr s Mlso IIty. t. ..�. �•• , •f� _ . JS OrRC TL 278 V. Feran— In r,.,d; Ian .-t. a 0.aeral n ,an FS •.....FtN�'�.\%R PL conaons ALPINE: m.Ipin.I=•..an `TPI '....ew t.u.g: M*cA: ..,..%IMa,trya.m: Icc IDu &T SPACING 24.0" JREF- 1VN16666Z09 I THIS D14G PREPARED FROM COMPUTER INPUT !LOADS & DIMENSIONS) SIIRMI TTEn RY TRIISS UFR. \4403G-/"aWK bnl laers, Inc. /ReAKi tLLINU KLbIUtNi,t -- YI bI LUIa L, - Value Set: 13B (Effective 6/1/2013) Top chard 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses Bottom chord checked for 10 MWFRS loads based on trusse. edge. L,1 -4-Q,,j esign values approved 1/30/2013 by ALSC 0 psf non -concurrent live load. located at least 15.00 ft. from roof 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member' design. Right end vertical not exposed to wind pressure. Deflection meets'L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X4= 2X4iii 213 +10-0-0 "',ai,1.7 III I, 9-9-0 5-0-8 3-10-0 19-6=0 Over 2 Supports R=1144 U=95 W=8" R=1017 U=103 W=8" RL=145/-127 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/0(0) 15 `". 81A423 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••vARNINCI•• 15 RUroues Au xolrs wTxls VIDINO . TIC LL 20.0 PSF REF R6666- 93726 "IMPORTANT" ING ISR READ ANS FO To .LLl cSPECI Op0.4 IS OUVIM TxE Ix3!/:LLFA3, Trv„a, r tem cvra in roeG":vp"n"nt 5 0 .x,Ppin9. Instal n0 ,ne e, Inp. Refer t 4� I.F e `a"ti m"IIMI"M o<v"I .t l po C'E SF S TIC DL 20.0 PSF DATE 01/05 c Irm mile t Imu Sr a re vey Cr g Pvr E51^ gVnlva, ya° /1 V hill ^"ti"neor�Y v •IrpvewE M[w c` prvc v piopor lT:: IT '� °°M o.708 1 BC DL 10.0 PSF DRW HCUSR6666 16005047 "9ei v m0, . eao in0" A IIII I� t.; ;a1aM�t „'-d-l...... dl"II;.4 M.-Z : y BC LL 0.0 PSF HC-ENG SSB/WHK �L���Y V1� rL �F�noo .IC lv .. n. I Ter.., !CIS C-P111",G `F IM; ,na l°nnt °:aaWn nr . Pe vCu LA l�mnq � ,nM.. • "ra t, ."I q. I. t""..r..".o . q Axsvml� TOT. LD. 50.0 PSF AN ITINCOMPANY II t.,Ltl vtI"„ t.x,,., t f" ..r . .,I ",. xlpol $ SEQN- 31188 ' —I i e m1& a ,.Ine .r v.'/.rrp.R. I.tlp ml.W1ti SPS ITS.. �.b. • o _PilIt, ,a1.IY t,r PIS IM" .,,v..,. Tl,e It xva c�'V,Pi'. .-ling .Iles.[ 1 ( • v DUR.FAC. 1.25 FROM JS o ISH lClrg =7l..r Y • ,p Y. I ley a q per MSI/RI 1 Sve.3. ••�'a�` ` t400 Lakeed.,FL Site l50 w:•1°I ..,y tC„ra.O.p�� y� •`• aMCFLiia8T TPI .I,jt° M".r. IQ��16 SPACING 24.0" JREF- 1VN16666ZO9 FL COA 90 na ALPINE; ... °`TPI ....,P",t..re �nca: :.. _ 1r 01/05/2016 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MI Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x6 SP SS -Dense: Bot chord 2x4 SP #2 1 Webs 2x4 SP #3 :W1 2x4 ASP #2: Lumber value set "13B" uses 1.esigIT values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. Max JT VERT DEFL: LL: 0.20" DL: 0.50". See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. 2X4III 3X4e 6 W1 9-1 -3 1(a) (a) 5X8s 170 mph wind, 15.14 ft mean. hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.12" due to live load and 0.29" due to dead load. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. M1WJFRS loads based on trusses located at least 30.28 ft. from roof edge. Laterally brace BC above filler a 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point) ENCE 0-4-3 1-0 5X8= 2X4111 � �10-0-0 3X6III 3X41II 3X4(A1) 3X4111 4X4= o-5-a-10-e 14-2-0 0-4-0 -0-0 i. 19-2-0 Over 2 Support R=987 11=155 W=4" R=985 U=45 W=8" RL=70/-210 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 `". b'fA4 23 QTY:5 FL/-/4/-/-/R/- Scale=.25"/Ft. "ARM INGI•• READ AN. FAUA eu. Nvms ON IRIS DUJUNI ° REF R6666- 93727 ••INNUAM° FNRIUM TIS .RA.INR TO YL (Xdn CFORS INMMINO THE IMSf.LLFA3. ! �4 TIC LL 20.0 PSF T.°,ms , r°nn .,, In rebate.,.. b•nel In .n tp n to .ne .. In.. R,PP ,A[�.TC DL 20.0 PSF DATE 01/05/16 ecv <al1lmn. cn.p°n°n. s.rty i:rn,...u°n. ofTFI . i rtcq ...r'i • �t PP. nt ntvt -.e In°vl°Q, ,nu prn Im .�Im°.e�r = .=Ins a • acs1.°umn.. p.°p°rM10 a tact ,.I °Melt°h l,g , [® ela naw ° p.°°1191dmeta len. ° Inc Invcs p708 1 BC DL 10.0 PSF DRW HCUSR6666 16005048 ALI�IJL�IJ Il Y VLF p� °' �,0 ' PPPIP".Ilc""asf d Paspi a ,an i a";r.1. r 1NPA::°' p.n" pn,4(e' BC LL 0.0 PSF HC-ENG SSB/WHK ;T. n e. , t ...p1�nne. F,n.o �K. h n .., eny _ AN ITWCOMMNY ei °em..0 A bracing i"Id tru m e n.e.n. .n sIu RN31 /1p InL °r rnr n.nel lne. nle e..el .. tnl. can. e. bwe�w.. bar T :'Q'�E' TOT. LD. 50.0 PSF SEQN- 30627 ..Pn,I,lbu ny :om�y mr w Ivn .nb.,,. Tiv bm4bl utr . or 1e .�.nn. ro .nr •.N' 14W LN; a.s. Dr, shim 150 ••P•^°Ib 11It, nr ON. INI.. .e.Nve.. P•. AN../ . R 3x.:. A.� .•i 1 ... OUR. FAC. 1.25 FROM JS 01.Mao EL Rie1T F"r n° Inn e , ^g b n°r. , �.a� • en°,n .nb FL 1K p01T8 .I, IN.:--. °t,P.".-- "NF.<. �• �r a. a: •.� IONAL LNG 01/05/2016 SPACING 24.0" 1 JREF- 1VN16666ZO9 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS MFR. I, cmcc-/nawx Ex. leers, inc,lVAPIUMLLINU KMJIUMPIUM -- rl Jl LUUIc, -- - Ul IJ Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T1 2.4 SP #2: 'T3 2.4 SP M-31: Bot chord 2x4 SP #1 :81, B4 2x4 SP #2: Webs 2.4 SP #3 :W11 2.4 SP #2: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. IIn lieu of structural panels ass purlins to brace all flat TC a 24" OC. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.06 ft. from roof edge. 4X8= 4X6� T1 3X5= 2X4III 5X8= 17U mph wind, 15.05 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B. wind TC DL=4.2 psf, IN BC 6L=5.0 psf. GCpi(./-)-0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Max JT VERT DEFL: LL: 0.18" OIL: 0.36". See detail DEFLCAMS1014 for camber recommendations. Provide for adequate drainage of roof. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nalls u 6" OC. Truss passed check for 20 psf additional bottom chord live load in areas with 42",-high x 24"-wide clearance. Deflection meets L/360 live and L/240 total lead. Creep increase factor for dead load is 1.50. 4X6(K) III 3X5= 3X5 III 4X8(B3) 7X10= 8X8= 2X4 ill 18-5-8 - 20-4-0 3-2-Oo-6-D 18-2-0 0-80 -16-5-8 38-9-8 Over 2 Supports R=2272 U=405 W=8" R=2242 U=245 W=8" RL=120/-241 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15 a10M'!'06A .23 QTY:3 FL/-/4/-/-/R/- Scale=.1875"/Ft. "IIIARNI'll DI•• Rum IA NG TO Au. xmFs mx TRu INCLUDING ••ImrmmrXxr• ING ISX Tals m ID FO lm Au. mOVES ON vs S DRAImm WE lxsrAursm. rm"Irp I— ., .,, , .,brlt,t ,"e,1,g. ,nIPPI,m. ml'!2 „e Xr om. t im,m s.otr er k,�'",w E' • C •S TC LL 20. 0 PSF REF R6666- 93728 DATE 01 /OS/1 6 ao.,r Xcsl Te. c"aP,1n:6 oor„u,,. III , vrcq i r ..r ^ Pr cR t^^PnrnrY b .=1,g G / p : F •. TC DL 20.0 PSF ,I,.. ° P•"P"BnY . r Ism , �. ,11 m , °; FaV ^cn�lvrpfo 'Xmt,u,", DRW HCUSR6666 16005049 .ela Po - ".,, m� .. o"albr° e, 1- m`., ;I:°n .'I, l.:i ma a acs = o. DB , BC DL 10.0 PSF �1f�L�0[NCC .e`I.,. .. ,;;0-ala..,�,voPlao:,[";a.,:,n's,-` ,r,[,.e;",1;1U„e° m, tAro1,,.[, - "-`� ...o I..1u, P. �y a ' 6w. BC LL 0.0 PSF HC-EN G SSB/WHK ANIRY CO MPANY L.Ia"I:el., ...P.Xb.[, .,P..,Ib. X19, ian 6 1,111119 , trv,wa fY1f 1. [en."rnancv •IN PX51/1P In1. or /er ne nel lnp.. I,:P : �IN1. j,;„mb' AT O TOT. LD. 50.0 PSF SEQN- 31146 A"...1 tlnm . ,e.,r P.m, 111-IMm ml. drool:m Lidlin t.0 „x of P..o,.lbn,i ,,m b form, m,:w Tn..:t. tlY of ,.� OUR. FAC. 1.25 FROM JS Il .,, .e�..ov or.,Y. > ,: In ,f a "m A-1a„r P,f MSl^PI , .m. pAL , •f• ]AOG LO, Xse a s 1L Iso OrFLCOl w .< ( .., aF.ds � •E�G#r SPACING 24.0" JREF- 1VN16666Z09 f 32m31 acoAnone P,r ve w" Ms J,b•. c°„•A , .c, •,e m,,, .,e psi ALPINE! m `TPI. ,.,.[P:mc,rm: .TLA: .., mlmuavY.cw: ICC:°m p ! THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. \LLJ.]L-/naWK our IOers, Inc. /IVIXKI.CLLIIYU KCaaIUCIxUC -- YI aa1 LUI.I C. - 1.1I Value Set: 13B (Effective 6I1/2013) Top chord 2x4 SP #2 1 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set .13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X4(R1) 1i 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 1 �7 +10-0-0 C-4-yj Q-4-1_�] I, 9-9-0 7-0-8 I 2-7-8 I fE 19-5-0 Over 2 Supports BA R=1144 U=85 W=8" R=1128 U=159 W=7" RL=149/-140 Design Crit: FBC2014Res/TPI-2007(STD). PLT TYP. Wave FT/RT=20%(0%)/0(0) 15 91PN9T.S&1 .23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. ••rnaN INGURNIAH HIS A NA TO /31 xpIES a111em DW ... \ ••INPOHTANi• NPN I Sx THIS MANNA FO TO /A cOMMLTtl6 S ORA lxG TIE IIpTAUERO. /tl ••$�c' TC LL 20.0 PSF REF R6666- 93729 I`BCS "ar. I°I np C°npena S.Iocy"In le,mclan. °y "1 l.n° oaq ::"9:.e�, p. &I luc a Ina °unA eannnp �. CE ��C� `;k TC DL 20.0 PSF DATE 01 /05/16 //\\\ !� V prnv n .emy pur II 11 et hyla len°I� nuu y I Iurepn °" °Ix3"dal"11 No.": °:paal...l.e"rApply I l: nn .1 I° o: • p' '�:�;"°e,.�•�' a" , 0.708 1 BC DL 10.0 PSF DRW xcoskssss lsoososo �������`° LIB �o`�oint oetVll,.. .A a .t. °. d.$I...p I� .'m^o` I°, He...... pp" y % [<Ipinn.. 1 uBnOulle ln[ 1pvn Loup Ine.v BC LL 0.0 PSF HC-ENG SSB/WHK AN ITW COMMNY on a 6 c qF Cm t .1y. oV w L II° , , ,, L .o .....n°°.I . A 31/.pl°,....., ",n°,In . .,pp, �n e.l �.n. f ° cl np a1 eruaso: c% T 0 W TOT. LD. 50.0 PSF SEQN- 31191 A'w.l °n NEI. ° ..Inp A, c°v.Impp....thq HI. dr—rN. IM epp"tl..nc I p-1.... AMA. Jr. ula.. .wy l.r d.I xn ID.arpII Ky. °m .It dr„1°, ....ny p.".Id, ller ^I BUU°I,p m.lannrp"por' AXS I/RI , ..... "° ,`C IP^r• ' ,+ CUR. FAC. 1.25 FROM JS 24W LOk e10061CD s aC so Orlando FL 82887 ='Lg 3�rjn ^^ °J.° "nr° F` SPACING '24.0" JREF- 1VN16666ZO9 FLMA10278 ALPINE:. .....lplvnlv.coc tPl °,,...epl t..ra °xrcA: :....�Im"ery.°P., ICC. ...., s Il�,,, ,,,d,,,,,� THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR ,44UO,/nawK Uclleer5, Inc. /mNKUMLL1NV nLJluuvbL -- rl Jl LuUIE, -- Value Set: 13B (Effective 6/,1/2013) I Top chord 2x4 SP #2 got chord 2x4 SP M-31 :B2 2 4 SP #1: Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 2X4III 9-1h-3 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Truss passed check for 20 psf additional bottom chord live load In areas with 42"-high x 24"-wide clearance. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 4X6(R) III ono= 3X4(A1) = 1-4- j� 19-2-0 Over 2 Supports R=1099 U=154 W=4" R=1167 U=64 W=8" RL=76/-227 Design Crit: FBC2014Res/TPI-2007(STD) ' PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 910'T'!'0ffY1 .23 QTY:5 FL/-/4/-/-/R/- Scale=.25"/Ft. //\\\ Li V n T. QL��� II �IL� AN Iiw COMPANY 34WL)sSuite Onn&e Dr G 1 15o Wind,FL 32B37e FI.COA ko na ••WARNIUMI•• READ wmroomAL NOTES ON A I VRNIINGI ••IM.gxTnxr• ruxvisx lxls wwlxg m xu cmlgnngm Ixammg 1xe ixsuusgs IfN<" ;:'e(si`c.� .."g c...<"°"1 :..°.y"S�.°,.°<.<"..y'.a : a erwl h.".�I,.N..�°g. 1.<.$,".°,"g.x°ae EIP 'snail mw P�vO. ,. `m:"pa<:n en� vc.w °m1n..ry E CSi. ° I. pe o "� A"g. e, le, "a , ° <<.. a °( ..«. u t g..a �.. �.1 °..°,.. .rl— If ' 1u w.=..n� ; Sex x :E"' <°.*<.,Apply p ..<,'aN: ,.° °, e4nespe' ° o ". aa.°...61 ., IT" i.s C....n.... g. ,`,o .... ,°a "°. °....,la<'. .�',y I' p 4<" < ,n ii.ei n a r. "g ...<rmae, .r .. in —pelm.n. — uRlrtpl 1, .1 mr h.neung, nl e w.l ...hi. :�M I ..... wo." l"c mI. allying. Duple. . or....°".l d :.iroh ..p .1b.II.>.1.I y .�I. lu ..lIemyf...1 A.1EPI I Any": ......nl.i..'.ing ..r ."r ., a. el.g gel .g. " m° ,J,b n.r. (CS g�a xe o-•- . i1•.<°"�*_�•••.°� 1..r�;°xrc:: .....°<�.°<,.ry .a. i�� ... �< • /� ' ,(�"2h ••CE..S�..I/�,, 0.708 i �� _ . v Al O Q £ ..0 $' ..... G` MuAi FN .. %.,1 ,,..,"_ TC LL 20.0 PSF TIC OIL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93730 DATE 01/OS/16 DRW xcusRssss lsoosos HC-ENG SSB/WHK SEQN- 30830 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. k ZZSSZ-/naNK UUIIoerS. Inc. /MAKLtLLIWU KCOIUtI46= -- rl JI LUbIC, - L Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 . Bot chord 2x4 SP #2 :B2 2x4 SP #1: :B3 2x4 SP M-31: Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. (a) Continuous lateral rest Dint equally spaced on member. In lieu of structural panels use purlins to brace all flat TIC @ 24" OC. Deflection meets L/360 live and L/240 total load. Creep 3X5= increase factor for dead load is 1.50. 4X6(R) III 2X4lii 3X4= 5X8= R=2030 U=405 W=8" RL=120/-241 170 mph wind, 15.06 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Max JT VERT DEFL: LL: 0.13" DL: 0.30". See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nai is @ 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located -at least 15.06 ft. from roof edge. 3X4= 3X10(B3) 38-9-8 Over 2 Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) 15 ••IYPGRTAM'• FAMISH "IS NANNING TO ALL COMMR00.9 INCLUDING THE INSTALLERS. Trua•ex • bhI PI9. . N-1 a c aa1'BCSI N.':"InP CenP.n.�c 5 Iocy"Inlarn,[,an. CyiPlln YTC.L)r1 y p n ing l[ o a. Ina 1 Pl r BC51. c z" T. cn! ooP 11,111SLycvN[l — .1,ymnt la r"pe Q�p� C la., aoea....,..o o;Ier or.`:. Nan . 19 soe-I .r ,t . , ;._. [ o[JI_ n[ e, a I ITI Bul In m nen ,E uP, Inc. aR ^ I zpu e a I PI. - AN AN ITW COMMNY on S Orec,ng cI"eruaxex t.... In cen,emI... .:th PNA6/TPI 1, ar I.r•n.n IN." .� A"-11Renl U`. 4111:1R Pr eev.leyp CIIeN�t llnpeN 1. d-I ng. IMIm mpmrm eF pro/x 1 y ...ly I.r [np Np.len m -.-I. Iq .na I�. .Inv mr �mA 24M Uke elenp DI. SNIIe 150 1.1 bl Ity .I en. N.I II.III P..IPmr m� ANN.fNn. , n� [ Nm ...666' O,Imdo,n 32811 F.r n m. hla J.b�l g mr. m.. ' P19...d m.b FL COA 90278 ALPINE: m ,Ipin.it. ; TPI .,..[Pln,[..rg NTEA.....a ICE I•L -I ­ In MS R=2151 U=245 W=8" FL/-/4/-/-/R/- TC LL 20.0 PSF TIC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF DUR.FAC. 1.25 SPACING 24.0" +10-0-0 Scale=.1875"/Ft REF R6666- 93731 DATE 01/05/16 DRW HCUSR6666 16005052 HC-ENG SSB/NHK SEQN- 31149 FROM JS JREF- 1VN16666ZO9 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. (22532-/Hawk Builders, Inc. /MAHCLLLINU HtJIUtN" -- YI DI LUU11t, Value Set: 13B (Effective 6/1/2013) Tap chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set '1313" uses idesign values approved 1/30/2013 by ALSC Deflection meets L/360 live Viand L/240 total load. Creep increase factor for dead load is 1.50. I<' -4-15�j R=1145 U=84 W=8" RL=159/-170 PLT TYP. Wave 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. I - Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 4X4= 19-6-0 Over 2 Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) 15 I. IMPo"M.. FAIRISH THIS DRINIXO TO &U. WXIMCTORS IXOWDINO THE INMUEW Tr ueeee t e arttemn ee to In to erimcing. eu 011n ,M pping. n -I. enC .t In O. Rem t /^\ en eI DC51 (Du1101n0 Ou.penene Selety Imbrued ey TPI • d BLG) t . ,t J 4 V Qewa n.v N,ry Inet.d $t 11,111 °aevldn t er�Y Ine V. csl. uun: o,l a. N Im I^Lm�tlen�^r leXe,e e� `M C I l'0.. f lun h.- nX ld �11�p�fNf ett K....1e..� a,, .t;a..:n ;'ro �r,.b.a . o Jo 1ntN0 `�/ppl �nt Mtt .a epb . [r.p..bb. • y elm e1 17 .d Ivry Comepmac`n,n,vnw bb.. 11 W t— I., NMlerne ul y •M1u d ny I .... u 1 o r G PX51 /TPI 1. a Il,p, p t� AN ITW COMMNV I —.I a ... ;$ n .bg ., vua.m. 1nr.11mun au Ily - u- db,F•S• II I•�1t1. NI. dnuly. IMluu,.tuN rc. by pe'I.e,lm ItSqW.. 1� Tb wluelllq W u, 0 I. d...lna • •.ryI.I• 240)I ,,Onn,, DI..SYi. BO Ieill�r e1 ely a`„�nalnN NOI�.r Fe. N6ImI t z:.. ••, Ofl d FL uen F, m uni, J,.•, eme..� ,m�,� �. Le , , F I. M1',,17S .,IPIXE:—.Ipin.lv.w� TPl :e m.[p lns[..rp: IR1:.•.. etry.cm: I.: R=1016 U=64 W=8" 1.1 610.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. �•g� TC LL 20.0 PSF REF R6666- 93732 ,ems �. TC DL 20.0 PSF DATE 01/05/16 DRW HCUSR6666 16005053 BC DL 10.0 PSF 08 1 HC-ENG SSB/WHK BC LL 0.0 PSF 0 € TOT.LD. 50.0 PSF SEQN- 31194 •�cPQ a 21 ...0 �t1 •__�G.� DLIR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS MID PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. \LLJJG—/r1OWR O "IM R[......VV nic., uimo" -- JI L."c, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP N2 Bot chord 2x4 SP N2 Webs 2x4 SP N3 'Lumber value set "13B" uses lesign values approved 1/30/2013 by ALSC Left end vertical not exposel to wind pressure. Max JT VERT DEFL: LL: 0.12" DL: 0.29". See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 3V 0 1 50 9-1h-3 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED b:dg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.10" due to live load and 0.24" due to dead load. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads -based on trusses located at least 30.00 ft. from roof 4X6(R) III CVAO_ YAJkR7 II 3X4(A1) = 33X55 III 1-4- 6-11-0 0-6-0 4-1-0 3-8-8 3-11-8 fE 19-2-0 Over 2 Supports R=999 U=154 111=4" R=1126 U=64 W=8" RL=76/-227 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 610.23 ••YARNINGI•• READ rum Fouu Au xT7rs ax Tam nRAnxol " xPolii4M•• FURNISH TFIR DAI To /.LL CpaIMCFg6 Or IN Ixc THE IXSF..ERI Tc".•un r ".a .r" In .. rlcat ing na nal Ind, II..... [alll"e n C Rn. v�n11 I cRi 1,, (���/• .. F!.• •1 •SF. . CIIla t6au elnr9c�apruct[ s. ploy InFarnau un. boding r "ev p `ILN� In t cc aala[a en .rY h ayy : E / s• •. �Q Yi °I nea poop .. Ih0'a.tmna .Ir1n prai.paa v n9. n crnrea".....dt I e�oo so •C . x 4 V �]�p� P r : " wII'll no; o,.n.:,.a. Ra a - a p,NW.E Zdk,Z or ao.a n a i.#,. ^i la .7oe 1 p ITF"Sul lo,n` Canpenan[e GI Inc. nalo le p all n"[ ny I.—,ejle [n a e Ing, nPH51IFPl * a AN 11W M.PoNY onYlp .o to oul la no .0 as n cen rorna en III!, t nrpo s•I lae lent r.mns op v..... pop naval lnR. nlp {Tm Anu•I on th o"a •I,q er —I II po II-InO NIaw14e�� IM� b• • p llp IWr n reapenal ell lcy oo lay per Ne Ign TM Illty o ua• I N.. d—o. For II, A 1. T O 1 i Y� •�t\ 24M Lake Ore m. Suile 150 Wwdo,Fl, 32837 M MAY0278 sell 1[Y ap Ea l lalp da.I y,ar par ANSI �I [ Sod... For w Ion [halo .oe Ad IHE; _dpmalv.c.I "'s•aa. tpinaa[e.orR � ercw:.....--III ny.a".; INC �....laa AD : •.• s 4 FL/-/4/-/-/R/- Scale=.2511/Ft TIC LL 20.0 PSF REF R6666- 93733 TIC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCUSR6666 16005054 BC LL 0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 30833 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1«Jd c-/n.WK oullae. s, Inc. /mNNI.LLLINU rcwluuv6L -- rl JI LVblt, - - 61 Value Set: 13B (Effective 6/1/2013) Tap chord 2x4 SP #2 :T4 2x4SP #1: Bot chord 2x4 SP #2 :B2 2x4 ASP #1: :B3 2x4 SP M-31: Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non -concurrent live load. MINFRS loads based on trusses located at least 15.19 ft. from roof edge. 3X5 = 1 4X6(R) III 2X4m R=2030 U=405 W=8" RL=122/-247 3X4� 5X8= 170 mph wind, 15.19 ft mean hgt, ASIDE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 Psf, wind BC DL=5.0 psf. GCpi(±/.-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Max JT VERT DEFL: LL: 0.12" DL: 0.29". See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails ® 6" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 3X4= 3X10(63) 38-9-8 Over 2 ME R=2151 U=242 W=8" Design Grit: FBC2014Res/TP1;27(ST1) PLT TYP. Wave FT/RT=20°A(0°h)/000(0) 15 `i"` 87q 23 QTY:1 FL/-/4/-/-/R/- Scale=.1875"/Ft. ��p��a AN ITwcon,PANY 3fW L°ke0d.,FL .,Suite l50 OUa COA BNI] FL conwona ••TARN I NO]—ma" Am'. Au Name" ON THIS mu ... "IMPGRTANr FmmlGx THIN GmNING T " v`E,N`N mNG umTm IxvrALlrxa. s"I,.. ..,° n fm,m,ung, h,°°I I x. ,n IFp l.g. m ..0 nx ,n° h mg. Atft, t \d'( .n log [I�ea .unetlnn,. "1°,vllu„ , trn v,my ncln9 P„ xLGI. °Vnlu., —I <°" .Ing c.F=n°� s.enty°I°.°r.°tl°n. p'nl a.,. NrcAI :,,,,. p. Tao ,nnll h— yr ,I.m,ttecn°o ,t,°ct nirg v° ttm p. I°.o`� t03. W-xlas°.oeal.N1°. Applanpeeteo _ n , sop f en, ,t:.e. e' . n n,`no ep°T °`g ° r t.n 'Aroln;.. m.t,l°n et In e"Il°ing ca.pon,nt,fer....�.th ANS n°t m ,n.pn.,^.l°I..n.`,r °n.1 i�F ° t:: a.: °` ..... ,•l".°nft,m m.Ith AxslnFl 1.°, t, n.n°Nng. .NIA f�v„ �ttlt cln9 n 1 t ,u A^w 1 m NI, p ..Ina p tMro Bn ,I.tl,p I. d—IM. IM In..Y..;W.m, of pir....—I I Yyp O°p° Ibi C(,'tltp, fn tx. ° Mr A S. TFN I l .E . tf . tt.. nG .,. m,lgn„ /... T S,c.3. • If OImf —Ittm °.. F°, m n mro : T I: nl, gym•, g , pae�, mm° .ot ALPINE: ,., :TFI: °...`.epin,t.n,G°: =:: =.. 't y...m: ICG'm '"�� •''(•'•jE ••S R�� g F "� O. OS 1 e AT 0 •Q ° .'' `4 l •, •�tl .a /Q•� LENS„" 01/052016 TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93734 DATE 01/OS/16 DRW RCUSR6666 16005055 HC—ENG SSB/WHK SEQN— 31152 DUR. FAC. 1 .25 FROM JS SPACING 24.0" JREF— 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUN I TIED BY TRUSS MFR. LLLp3L-/HaWK oullUers, Inc../MHK"LL11VU KtDIUMWV L -- YI DI LUUIL, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "138" usesidesign values approved 1/30/2013 by ALSC Deflection meets L/360 liveland L/240 total load. Creep increase factor for dead load is 1.5�. 4X4= 170 mph wind, 15.00 ft mean hgt, A5CE 7-10, CLUSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 3X4(A1) = 3X4(A1) _ Q-4'y 19-6-0 Over 2 R=1140 U=81 W=8" RL=186/-186 Q-4-5j R=1146 U=81 W=B" +10-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15 'YNIf31IY423 QTY:2 FL/-/4/-/-/R/- Scale=.3125"/Ft. ••iARNINGI•• Is sw FDUDx ALL wres ax W=011m \t....' R�°oy TC LL 20.0 PSF ••IMpomp7n• PUMIM ggulxo 7o xu..gxllucrW¢ Ixcworvg Txs 116T1LLER5,REF R6666— 93735 711 s,°, Ilo"I a oew ,. n I.1r111 <Ing.."ndl Ing, Shipping, u11119 °nE [r Inge Ro1o1 [ °Poi` ° d Po In..ln,<Idn. br,,I,.n . , ° S .O'"= DATE 01/OS/16 .oq`I�a'N °r na ^e,°.0 Ineaa al."en`u •e.�ldd b .mv b grod. acsi.lounm,Y ��^^ TC DL 20.0 PSF ` 1 _' °I,°..° .<ddd .<md. o . ° O5 °In,[ pY�� p 7Qg 1 £ BC DL 10.0 PSF DRW HCUSR6666 16005056 �II�� Inge gno.n,. —bo. .dndn<I,.<d _ 1�a I--IJL�II V� < �gga .,I.le.,aeie° vu"d;:l,e°°�e:e°•`�e`d:.:l°`ns.11 ��.,.Im�.<r..<w�p �w w,l S E _ ' 1,no-d ,GI r 1°' BC LL 0.0 PSF HC—ENG SSB/WHK .111 dl'gapv,.n-.1— oR..,,, °'g AN nv/mx,Pnv v '..-I— nn In. ::(„� . •^ .lRI/RI ,. dl ... �:.„11,�:":g4 ;IYi 1�"E'" ° T . Q TOT. LD. 50.0 PSF SEQN— 30860 • r,l onUI. d—Ing — = pp, ,1, nog Nlo droning. IMluw 0000no �co of I, IooIl 9iWfI ...p.n,oJn:,<ool,f.<,.dal,,,nd_•. ,x. ge,d,..of...d.,°I�.°..n,,. f r°<�t,'` DUR.FAC. 1.25 FROM JS 3a0D L4<Olglg IX Sw¢I50 lbl 11<v d u.o Soloing Do,lfoo, p.l / 1/ 1 1 s .z. Fw ,ti. �... , `a CrW FL 3M7 11.l ood Inrolu[lon ..d . J.b . g_-, ne ww .oh . C FLMA90279 ""''+E -•• m: TPIe -°° ^..: x,." '�> �. lm:.-. . o ALN6 01/05/2015 1 SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (LLJSG-/maWK Oui,aers, Inc. /MAKU=LLINU K=JIUMWbt -- YI JI WbIC, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 I Lumber value set "13B" uses Idesign values approved 1/30/2013 by ALSC Left end vertical not exposAd to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live'and L/240 total load. Creep Increase factor for dead load is 1.50. 4X8 -3 3X5= — 6136J ` 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member, (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nai is ® 6" OC. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 3X6 iii s <v= 3X4(A1) 3X4= 3X8= °51!C6 1-4- .1-8-0. 19-2-0 Over 2 Supports _I R=999 U=164 W=3" R=1126 U=74 W=8" RL=91/-209 Design Crit: FBC2014Res/TPI-2007(STD) *10-0-0 r(.I IYr. wave FT/RT=20%(0%)/0(0) 15 1"',V&4Q,23 QTY:1 FL/-/4/-/-/R/- Scale=.25"/Ft. ••YIIRNINGI•• READ mm FmuBW AIL mm E& OR vIS mmumi ••IxPmxrnxr• Fumisx 7xls wunxm Tm •IL moxrxsmmvs IMOMIxm m1E Ixs+aims. \ • .ip4% TC LL 20.0 PSF REF R6666- 93736 .=me. Rom. t.u•.".. .. _ ....11" 1 ,tme, n."eu"° ,"ice "m. 1",,.�we.,a .......... `a2s:`m" c�.R.",". °..",y ..... . I of ." x.c,i ...... �: o: €..," E O 3tc . O'oi TC DL 20.0 PSF DATE 01 /05/16 1nx a''" f""tt Yu11 R " Ino t. ..m :" p., N DRW HWSR6666 160U6057 'It-- '".- `""'"""` °`"'° �" "'°° "1.""�" °'"` °P'"°•,E, °' � acs °d`x`I"t°oe. (1:' °a'I- e o.708 1 BC DL 10.0 PSF np � pIII, d L�P�O v� :s.'°o, .o��'o�l°..::Le..1d"°;:`re d:.: �x:i � , pI It m ea 11 ,p c",P...."o•o,ouR t. t ""�. ."r'1-. 1 X_ � BC LL 0.0 PSF HC-ENG SSB/WHK AN IEW CDMMNY a a a7.�°. Im'f`ec.clq .Il, d. ` `""• c unx511m1 ,.t'moc'1v..aUrq, enlppl ,...1'at"1.a...l,x,.wax,.1•�tl.xrn.c.�1�R•11=1�t...tt.R,.�.,.PA...•1a.1 t$,}, "1"tieM ' T O ;•� TOT.LD. 50.0 PSF SEQN- 30839 DUR.FAC. -1.25 FROM JS 24M 4 Oo a S'M lxl GrlmNo FI. 32837 �11a1�m_�,P: a1m1,=i,.roeG`� 1° F lC ,( 1 r`a`�� •' . ••�C�Gt+x' SPACING 24.0" JREF- 1VN16666ZO9 KMAH0279 mm mr",.. m ml. Jos , °.n,..1 .•� e� • tI_ ,m , NINE: ...:1Pi.at...".`Evi :...t"ma.".c:xru:�.. �r.ta:mc::.. /Q THIS DING PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. K 6U1IOer5, 111C. /MAK"LLIIMV KLaIUMNUC -- rI JI LU1.IC. - 1.146/ 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Deflection In L/360 live and L/240 total load. Creep increase ,factor for dead load is 1.50. 0-6-3 i 3X4 R=996 U=59 W=4" RL=166/-158 4X4= 19-2-0 Over 2 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT III EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least✓30.00 ft. from roof edge. *10-0-0 1�1-4-Qj _I R=113�W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 9"' ® .23 QTY:4 FL/-/4/-/-/R/- Scale=.375"/Ft. /fin p p AN ITWMMMNY 24WL O ge01.,5uiteI50 trued FL 32M7 FLMAID279 ^ixvaBTAxT 1101 x RM o O, FO TO Au NOTES :■ARx UMI•• xam um FQTO w Imp ■ xls mu.lxcl E t � S muolxd TII pa..and. n.nellnx. lF°Ind. In wl .ne p. Inx.., pr ecsl�lx.. uemx 6-1111— wc nW r ... .TI or 1pI" -I""°'"'" "w,;; 1ed x „�_II°b,e�:,:(°;,;' e.°m"'°'a.::`wa .I��o.r...m,p�a.. r.m IK.1.„ w°°„ , .°, e��>IF dm a, ,n^ r I...v [u pulls N° rv„ In cm.° nw ,IU /JISI RPIpf, 9n ..S°:.I° .•pr..lnx ,. .,..m, "' .°:'.1 a hl. a...:nv p. °p.. , n•.ure .1. d.°.In,. Ind..— Nw a ppr °.en .apn.i x w . •ter m. — do Tn. •mom nw .Iw .°, °r rul,p . r °°°°n•'p1llw.r a.I'0.,m°Ian,.F.r.1111sm.z. ..O Far.— Inf°ru Im m Ul, J°p', g°n°r,l nery�° Ww.ep dl°Ixx:—II.„.....`1P1:o..wm...°.alvcx:m.. �.r.•°•:I.1... ° ........ R y C $� �Q @i o.708 1 ; € AT O jQ e W ••.•\a�� p /� •�`G TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93737 DATE 01/05/16 DRW HCUSR6666 16005058 HC-ENG SSB/WHK SEQN- 30857 DUR.FAC. 1.25 FROM J$ SPACING 24.0" JREF- 1UN16666Z09 Builders. Inc. /MARCELLINO RESIDENCE -- PT ST LUCIE, -- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left and vertical not exposed t I wind pressure. Bottom chord checked for 10,00 pef non -concurrent live load. Deflection meets L/360 live and iL/240 total load. Creep increase factor for dead load is 1.50. BEER (a) 059,8 5X8= (b) MX -- 3X4 3X8= 3X4� 2X4III 170 mph wind. 15.00 £t mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails m 6" OC. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 1 6 3X4 (A1) = . - Q-4-9J 19-2-0 Over 2 Support R=999 U=175 W=3" R=1126 U=87 W=8" RL=84/-187 Design Crit: FBC2014Res/TPI-2007(ST[ PLT TYP. Wave FT/RT=20%(0%)/O(0) ••WeRNINGI" NEAR N9 FOUA ALL Mn6 ON THIS DR VINGI ••IMPORTW.- ramu. Ills oMnxO we AL1. Cp. IxCWxlxa 1NC 118T.a .. Ina. h i.g. m Ina. x " "r aTPl lend e t en ercBC 51c^Yu lelnp Ca...nS:rc Sa an., InI.—tlen, of I YE ' n r ,I nU.,:,, tne[ l n.mrunaln , •el treeing Pnr ocsl. Inetnl munoncn bincntl"nxozno //\\\ l In tl v In8 a p 4 V ntew ng lnatrl till, .et ,: °;I..x,;.,, o �1�p0�1� lle, a;oatn.di. IUWA t, e...,enn. w pe.I tv' cR nl}Bn9 1p a Gra u.. In c"nr"rn"nco .I- Amaln Ibt. nr ear hnne x p AN IiW COMPANYY n ....m, x oa bn sh' arcal:p a r II l�ntle.... .— g, ..g.....wi ur a. BmM1..lpn.l reynnnlbllley nelay eor W T:l nultval line aM ute IT 1l tv. n nr ap eeri P r 24M Luke Orange Dr., Ruffle 150 tingen—ii utyy IT ten all dine Deganer exit Aelfail t anti. . OdwdM,FL 328511 Fer n , job peen n FL COA 90278 PLPan:._. e; TPI? 11—t-1: xren: ._. ery.te.;t QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. TC LL 20.0 PSF REF R6666- 93738 TC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCUSR6666 16005059 BC LL --0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 30842 DUR.FAC. 1.25 FROM JS nn,x SPACING 24.0" JREF- 1VN16666ZO9 THIS mm PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 , Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses esign values approved 1/30/2013 by ALSC Left end vertical not exposed{ to wind pressure. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 3X4= 4X8(R) N 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with,additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. N I I aAgkM I/ -q L_ 5-8-0 _I_ 13-6-0 ie 19-2-0 Over 2 Supports Fit R=999 U=185 W=4" _ R=1126 11=101 W=8" RL=76/-164 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/0(0) 15 +110'T'!'06Lx .23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. ••WARN IND I-• READ AND FouDN ALL wren 0 THIS DRAWINDI ••mPomurt• PURNISH THIS UMMIND TO"cwmunaNs INaDDIND Tile IxrrAueNs. '1 ' . .•�,AE ..S`, TC LL 20.0 PSF REF R 6666- 93739 T.",m,. ".""n..a"N-IPw•N. I .aI I"e W4 "..ef"-e�T.. l 'a1`,6 eI"N a("° T,...el.". a>'TPI'.n a°.3 . .. F .1. .} TC DL 20.0 PSF DATE 01 /05/16 "AddeJ °'I DRW HCUBR6666 16006060 ^"ma :1hdd o=a{o^^== '°....." ^ I w= i e a .. eE"'a, "P II,. .PPIp oa; o.708 1 BC DL 10.0 PSF d."" p „ Piled'.I"o .4'": �m", D,..1 L. " . ""....mo,:I,,. ....." e.o.i" : ie°A-e "...." ..e —1..1 Ia.I .,, P e. .".."r BC LL 0.0 PSF HC-ENG SSB/WHK �l AIp1"... E.I. T. D"I Ie1", c".PI""" . D... p I",. ,�.I I — ,p=",I.Ie . id. " z .Q AN ITW COMMNY e —9.e� n s r. "s o•P. Y,.u„m 'u„ In eenrocw"e" .Im INGIrtPI I, er -, Irma1 P., InppI S • a T 0 = TOT. LD. 50.0 PSF SEQN- 30846 ±�� -".thin A ,a. .�.. sI.I"P "I, dr-1 . fdd.. ,�,� e . I_,dA.PAd.I II I... �'"°.' Ad, ..,N I " ft, he dAd P dadr, .1/TPI`T NTH. wp,po ( DUR. FAC. 1 FROM JS E40DL bi nge Dl. Suite 150 O,I do FL 32V7 . cc ^` ID" z^5b "o„ FC ,.t� q�`# •,• + '•' U�p .25 SPACING 24.0" JREF- 1VN1 6666ZD9 FI.coA wove ..e ALPINE..,. ..C—;` TPI °°......p1 s�NTcn:..... 1."1r.=a.; ICE! `:...I fI /OPtnl EN....Nr mmannT< iltlers. Inc. /MARCELLINO RESIDENCE -- PT ST LUCIE. AT - Value Set: 13B (Effective 6/1/ZU13) Top chord 2x4 SP #2 :T1 2x4 SP #1: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses (design values approved 1/30/2013 by ALSC Left end vertical not exposetl to wind pressure. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 6-1-3 4X4= 5X8(R) W 3 R=999 U=194 W=4" RL=69/-142 19-2-0 Over 2 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.60. 1�1-4-31 R=1126 U=116 W=8" +10-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0°h)/0(0) 15 410'4'!'06d .23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••®nnxlxel•• HIS Nam room ALL wrEs m Ills NIJOING ••mPOxT4M• ING FUMIEN Ills °M.Ix° To IAU e°MMCIN T S VEEPIN° THE 116iNlsxs. o�sl`iL� a (e: : s•P e:' P�'.;< . /F�!,,�y ��CE ........ •S/�1 �a� TC LL 20.0 PSF REF R6666- 93740 dope: rn olne.ePJ `I" I4VIe Ine sl. °unle..o a�.i": Pa`, TC DL 20.0 PSF DATE 01/05/16 //\\\ 0� P"r Pe a a Dota DRW HWSR6666 16006061 V /�p � p Y3 '6T"c ;"u'nr` 'n°P""I"' Yr °`° e ' "` ' n "'°� °t;epA(` "" " ° 1' - 0.70E 1 e ' BC DL 10.0 PSF HC-ENG SSB/WHK AL M [e a y P�not .°ub n. ii.n9 In9 u„Pln`cnn•4 eu^ Inc'ea ep vI r .may a Y.� 4m N o:771 ..>` °°r ' ' BC LL 0.0 PSF AN ITW CO MR4NY e ".In9. nnY t ,lur to °III na tr tarn° a . u RNSI RPI°I ar Y"r'I.nnCllnp nl In ev ueuun a r° ng at vuaaea II T O 4. TOT. LD. 50.0 PSF SEQN- 30849 N qa •. tNl. dr," I. d. r ea.... a .a Pt't..•I•na . I1` InP at awntr P. .I^�Clp N ..e 1Nl IM lta... N r .o =tr ter tx. P. . TM . N •...r ` t Till 24W Lake Uan6e m., Suite 150 • I r IT ai,l le l.N Ib.lP,wn Per ulSlmi ss.°. �. « + .� DUR. FAC. 1. 25 FROM JS alaaaa'n. 12m7 Fl.COANNZIP ref I." '"' nLPlxe:... �`TPI'... '�,°f�'rrci:...'meiw' Icc'L`.o5:.. FS P\ t . a • G` (QtJ SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bat chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "1313" usesidesign values approved 1/30/2013 by ALSC Left end vertical not exposld to wind pressure. MWFRS loads based on trusse� located at least 30.00 ft. from roof edge. -3 2X4 III 3X4= 4X8= 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Lc1-4-0,Ij i IS 19-2-0 Over 2 Supports ell R=999 U=200 W=4" R=1126 U=133 W=8" RL=62/-121 +10-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. 20 Gau a HS,Wave FT/RT=20%(0%)/O(0) 15 !0'f'!'063 .23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. •-WARNINGI•• RFA& NO FmI Au. mmos mI THIS mUxINGI ••IMMITANT•• FCA9ISH "IS murex° f, Au mmmlin s IMCUDIu, TMC IxdffufA,. ' • �, TC LL 20.0 PSF REF R6666- 93741 /\ renew, .n..f In Ie.a[.tl", .enal In, e.m°ing. In t.1 nA en. fin°. ,"y. j @ ui a[ffBCS'°(°ullU lne Cwyen en[ 5e <oty Infa,me[len. Ly 1°I vn0 fL5) Ivf fet eip,fi - r"h.1. It:It a , maa n °f.m." .mtw. ", F°f "lue.tinn, I. SF ./� ,� y° TC DL 20.0 PSF DATE 01 /05/16 . A on dl, `.dl="== L.ne�i ."; °"°` ae -i ;(e : °;a; "° a°1�°,°t !� of ees ..,e'efM ° BC DL 10.0 PSF DRW it, o°:; I. ro.�lo.� a: �; o.7D6 , HCUSR6666 1fi005062 �1�p0 �9CE „o,Ia ;.`.; ._ [°'I" [."b' "" ' °a. .;` ;: .- a Pill. BC LL 0.0 PSF HC-ENG SSB/WHK AN IFW COMMNY aIvl,,..`. I. a". In anlla ino cn.w"""o °f..,°[a""u u:"slirv:°o 'e°",In:.a u�a nNe".I �[ 6s u a .t:w f clog v�t1 -. . n cer,larr .I Ip°I ': . 7 t _ T O TOT.LD. 50.0 PSF SEQN- 30953 A"wypIpId=,m,„a;,,,,"-f Hof �,.I tl.g ..I.M.Ibnd—Imwk,n.,.00«.I.II.I at goo .I,INt,.,.m= .I I.Ino ,..I,,.e. f1151/RI, n...I III, ly ,f ,n ;b eult.<I�Ity utl un u. ul, Ne.l,q .n„t.,.¢, .,ti �j Q ra r DUR. FAC. 1.25 FROM JS xwo�,t<omAseor. s,v<Iso ,.; .,. , tf CIIaWo n. izsn F, YOITB F.f m I.n ,,.A ..=f.lP.S. .,,A �. .m FS+` ♦VME: .....1-1 : pA `TMI :�: mina.ufy: Trtu: :... �Ib"a.y.ts: Icc:".,'.'.i[[...... •••., .•'(d� /ONA1•iN..[ nvnennla S?ACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS UFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T1 2x4 SP #1: :T4 2x4 SP M-31: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" usesldesign values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 3X4(A1) cAI in 3X5= 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Right bottom chord exposed to wind W0112 31-4-0 Over 3 3X5= 3X5= ca411I 3X4(A1) _ 12-6-0�j +10-0-0 R=1043 U=86 W=8" R=1879 U=216 W=B" R=537 Rw=544 U=118 RL=249/-260 Design Crit: FBC2014Res/TPI-2007(STD) " PLT TYP. 20 Gauge HS,Wave FT/RT=20°%(0%)/0(0) 15. 041v" 0.23 QTY:4 FL/-/4/-/-/R/- Scale=.25"/Ft. v V /�fin p o AN COMPANY iO IdEQ6DsmI$ iae ••iNWINGI•• M'v Iou.11. NL .VIES ax 1HIs wN ••IupoRTnM• pulwisx TmIS xls oxvixx m Au. mxm.crros wcwolxHmx Txs Ixsuu, Tr.,.m ,.x ... .^oa ,i..[i".. ; i.x. daPw.p. i" [.,,....". .r ("gem"".'" �y! [ m b �,ro., °.. 'xm.,, : P. In „.w. pBsl ' me°eCa111h, 5 . Info,uUm. by eC.[) I , ° we ebm " em.u..,":'nu..°`fft, P ......t i. r, 'r- ;, .I� n.;u r'pPin� v k 'o°,=B1 N,°e p ,��p m� ,o : ,a �. ' x. o.`w a,.: "u": °., .wro.°d, m d ' W[a,n. i1 f" ry� °��`" °"'"l A rpm... m.1,m .f m a.nalpp wpm."[, arm�lm. wu ... m ,<,p."abi. m..,,y .k„ u ':1<.'"°:[i�.h-1 ":'(rv°„"., ,"" "`mf. ..Im .wslvrvl ,. ., ,mbii.p. aap :" °. . ,,,, m ul. °.vl,q or evn. wT I btlp ul, asl,q. I lluu, [= d .. .a1.r .f e x. miY F'`tlm 11Jb'ryvM • /r `><� CE F .. 'G ' ' T 0 ...,� �a...,.i TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC ILL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93742 DATE 01 /OS/16 DRW RCUSR6666 16005063 HC-ENG SSB/WHK SEQN- 30960 DUR. FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666Z09:o THIS DWG PREPARED FROM COMPUTER INPUT (LOAOS d DIMENSIONS) SUBMITTED BY TRUSS MFR. 244DU1-/llaWK DUI IOerS, Inc. /MXKI.LLLIPJV KLZJU=14LL -- e'1 �i LVI.e L• Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2, T3I2x4 SP M-31: Bot chord 2x4 SP #2 :B2 2x6 SP #2: Webs 2x4 SP #3 Lumber value set "13B" usesldesign values approved 1/30/2013 by ALSC Bottom chord checked for 10100 psf non -concurrent live load. Collar -tie braced with cont)nuous lateral bracing at 24" OC. or rigid ceiling. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 170 mph wind, 15.00 ft mean hilt, ASCE 7-10, CLOSED bidg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.08" due to live load and 0.23" due to dead load. BC attic loading: LL = 20.00 psf; DL = 5.00 psf; from 7-8-0 to 15-8-0 MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 3X6(A1) _ - -"'- 3X6(A1) _ Q-4-y 12 4 ill I, 11-8-0 11-8-0 I II 9-0-0 '� 5-4-11 Tt_4_q p 7-8-0 yl fE 23-4-0 Over 2 Supports R=1540 U=284 W=8" RL=214/-214 Design Crit: (STD) R=1540 U=284 W=8" +10-0-0 I'Ll IYr. Wave FT/RT=20%(0%)/O(0) 15. 0091 10.23 QTY:10 FL/-/4/-/-/R/- Scale=.3125"/Ft. ••rARNINOI•• REM AND FOuux, ALL MOTES ON NIS AAAAHM.I "INMRTANT• .1. MIS DR/.MIMA TP AU. cmDRAcrRRs 111=IAa TNC I.LL . ,M� � " H. /�' •�!� ••SAC' TIC LL 20.0 PSF REF R6666- 93743 ° °.Dane ..° m mar m.une. n.wu v,lPP me, m.avl n.nd ea mP. Raf° one t a en of eAs`<eelldln° C°.P°"°n• S,raay"S a.., a,, y WI =1 la. e. "d111e •ee �w� e • aCSl. a GE ��1•'' TIC DL 20.0 PSF DATE O1/05/16 ", ' Lw �t `% �^ �[ ; s°`°° dec 01 •pplw Ine4e'`" •Im.9: ' ` BC DL 10.0 PSF DRW HCUSR6666 16005064 avI I;• ° „" "' u� ° BC LL 0.0 PSF HC-ENG SSB/WHK A lame. . a a• m ouu mn'I capvie,t, ,na^ Im. q.0 b a,eana n,n r ,n d°r vkn m r as n c° f• c° 11U MSI/TPI l.`er f. ,une,1 ° "[rue " • C • SEQN- 31166 AN ITW COM MNY , enl I m S e, '"a d C T 0 =` TOT. LD. 50.0 PSF p"•,.Ilonl a[.a uUp a ,e f_= I I•'."N; 1. "-I IIY 1�, , . ,n e• PreM.l 1 Ip a y °.ally . „b d IP iw .Ales iw . a.. e: tPi. d:..l„R � .ny `Vp�F `.� ,.•Q L} DUR. FAC. 1.25 FROM JS 39O0 Luk OmIUeU Bui1e ISO Ckly FL 3207 ,loll Icy ° an. e.i lelrm M .." w. AN lI . , Ms.,. • Po Infe lw , h„^ m ,,Aac� ., •' SPACING 24.0" JREF- 1VN16666Z09 FLeoauo nR e— nee, ya .m ,noes .aa ALPmF: ... rol,=leas `T°I: :.:.w1 t.a.; `MrC:: :.. I,=.,t.y.e®. IW'„n.l �FS •( Yn.; a•GNG/1.. ,_-__.- THIS DEG PREPARED FROM COMPUTER INPUT (LOADS 6 DI MENSIONS) SUBMITTED BY TRUSS UFR. lue ive Top chord 2x4 SP #2 �Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses,design values approved 1/30/2013 by ALSC Deflection meets L/360 liveland L/240 total load. Creep increase factor for dead load is 1.50. 4X4 = IcT-4-Q� 16-8-0 Over 2 R=991 U=343 W=8" RL=165/-165 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART._ENC. bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located'at least 7.50 ft. from roof edge L�T -4-Qj R=991 U=343 W=B" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20°%(0%)/O(0) 15. u4iHlvq$ 0.23 QTY:3 FL/-/4/-/-/R/- Scale=.375"/Ft. "WARNINDI•• P =FoLL E. I SNTHIS OMWINI ••IMWRTANi• FURNIM VIS Daum° m uL m.rvneFDm INcw°ING ME JMT- --M.. ° y • /(Rv„ TC LL 20.0 PSF REF R6666- 93744 T....n. ..am r..,t.m. a. n r...ma,ne. n.nel ma. nlaama, uw�e.ro.. mD. a.n L Drift. .... co- —t S.'_[ .,..['a., °y'ID' • .Fw., - , r roP. p 1 na1. " mn.nma."ucned e[ ,n.N 1.o'[mGu...m E ve1 9 P.1u"I. "On1..e GE Slc ,/O`Y TC OIL 20.0 PSF DATE 01/05/16 "• a`I'. °1 DRW HCUSR6666 16005065 t a°".nM.n� m •i` • m1 �°°�'�°a,..N,D%,.a11,1^ BC DL 10.0 PSF a p p . a =a, y b 07 —1w °l4 4a.T.....�,�,'"'.nb... an o.706 1 - BC ILL 0.0 PSF HC-ENG SSB/WFiK U �l� a. e,... .r m em 1.1,.a �a.ne,t. c."u° Irt. wu ne[ ,..a.n.,en r u*n ... u e'9' a AN IiW COMMNY er..11ee anY Ia 11u.e [e eul ie na rasa n cm le,uxo .IN ."IS I/1PIel. e. . n..w1 N� • °° loan elan a .nclnp oI v..... AT 0 TOT. LD. 50.0 PSF SEQN- 30775 N ,..1 n1..La.2....... naN�tI D I. °r—ft. I .�.a.. rupona trl u[v n awv I.. w .flan Tn. ,ul ueul[r ,. .a� N°°1: a :.i.q 10 ••Ima 1 ° ' : y � DUR. FAC. 1.25 FROM JS 1eU0 Lake Aaage D 150 ...a.n.mu11.I .I dIne mela�r w: aslrml [ s.s. ,ro 'y �ro I� P oN„mU FL 32M1 32M7 FLcoa eolTe .. , f aE1NE:..,a,n.1n.[a:`:PI'°....t;l��..,°`:�'::.....1.,,,.,t.r.[m: T=E"::::�u..r.. FS. G� --•` m N.. cN SPACING 24.0" JREF-1 VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. "c -- Value Set: 13B (Effective 6I1/2013) Top chord 2x4 SP #2 got chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" usesIdesign values approved 1/30/2013 by ALSC Bottom chord checked for lobo psf non -concurrent live load. MWFRS loads based on trussej located at least 7.94 ft. from roof edge. 2- -3 4X4(R1) 41 17U mph wind, 15.119 £t mean hgt, ASUE 7-IU, PARI._ENG. bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load Is 1.50. L 4-10-0 I 4-10-0 I 9-8-0 Over 2 Supports 'I R=506 U=182 W=8" R=506 U=182 W=8" RL=71/-71 Design Crit: FLI Ixr. wave FT/RT=20%(0%)/O(0) 15. 1r1a01MO 10.23 QTY:1 FL/-/4/-/-/R/- Scale=.5"/Ft. •9IARx IUSH R'S Iwo PN1D. N1 wlEs D. Tmg mwixcl °w,� TC LL 20.0 PSF REF R6666- 93745 ••INPoBTANT FNWISN RIA AND PD TD 6 u COTES NIs NN➢D IIN THE Iki!/iLlFgs. ` [� T roams reeve— a.crme... n lee r,...l , mn°IIn9. ' ,pp,ro, mlll� pn° e. Ing. R°f°r �»1 • "r//�4 DD I <... ng fm . t :..•ty n..m l°n. „' p . . D., : r a.fnw p cur*, E g O TC DL 20.0 PSF DATE Ot /OS/16 opoe� d ro. �m fm.t ma "m.mil-- m .r.m e�.mb mr 6Dsl. nw ma.° �. ' 's vn P•°p°r:' MC aer emeGl e cm.uma .. , to ... rc ° °�i.g m� `P: Dcs �; BC DL .10.0 PSF DRW HCUSR6666 16005066 m1Im;1 ;-r ' ' .a ..cam_/ALMNE "; :� wa1.1 .. w am BC LL 0.0 PSF HC-ENG SSB/W HK . -1.9:: ° 1.toor. -IT.`a e�, Dmpemncm71 mac; :� 'p'.A 1/1FImp °(°mom atl .�n�.rm m AN II'W COMPANY 1 am u•u en a r. 1"a °f ruaam •m i"g. miP T 0 .Q TOT.LD. 50.0 PSF SEQN- 30939 e ».I pg cnl. ° .nn .r ...ram g. uanpg I. ,_.. 111a.. ma ..ofPc.m...ogI., aplla y f • f' DUR. FAC. 1.25 FROM J$ i eel ¢y mi:1 mr m. ". .mm. .1 w• °».f uof.. ..r.. I Iw or mI1°Im maIgmr P.. MSIY I I E .f. ' :amton/m ER 3207e150 °n p1 g°n°r. °m »p. �.0 C 1 ..•' a� "°° °�g.�':°'" G�,p SPACING 24.0" JREF- 1VN16666ZO9 FL COA tl0319 <I➢IME: »...I p1m1v co.:e TPl. .m.m lnst.erg%.1C..: m,aYc Y.em: ILC: wa.leemf 9�V. /... QJ THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ue ive K LJIULIV I.L -- YI JI LUI.I L, —' — Top chord 2x4 SP M-31 :T1 2x4 SP #2: J2 2x4 SP #1: Got chord 2x4 SP #2 :133, B6I2x4 SP M-31: :B4 2x4 SP #1: Webs 2x4 SP #3 :W15 2x4 SP #1: Lumber value set "13B" usesldesign values approved 1/30/2013 by ALSC Left end vertical not expose d to wind pressure. I(b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC. Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.06 ft. from roof edge. 5- -7 4X6= 6X8= 2X4III 3X4� by f:€ 170 mph wind, 15.06 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 13.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.13" due to live load and 0.26" due to dead load. (a) Continuous lateral restraint equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 3XIS4X4 R /A 3X41- 5X7(R) N 5X7= 4X6111 7X10= 3X5III 4X4(R) III 3X5 III H0514 -- ()/ B6 10-0-0 _ 4X1C(B7R) 7X10= Iwo 10-1-8 21-4-0 20-4-0 17-4-10 0_ _0 15-9-8 0_ _0 17-8-0 - 51-9-8 Over 2 Supports R=2944 U=276 W=6" R=2995 U=318 W=8" RL=247/-293 Design Crit: (STD) ru IYY. 2U eau a Hb,wave FT/RT=20%(0%)/O(0) 15. b1a011m{4 10.23 CITY:2 FL/-/4/-/-/R/- Scale=.125"/Ft. //�/I� li�l AN ITW CO MR4NY 24DOUkdorl,D.Bilglf0 011vulg FL 32837 FL ODA NO 278 "NARNING1" READ Mm FOu N1 NOTES ON THIS UMINGI "IMPORTANT FURNISH WIS OWING M ALL QMDTAUW INGLUDIlm THE IMA11ERs. Lusuv , e ".cr"ry car rlue easel I M Yr Ing " ��00 ,rm"�aQONr, '�:M-IMw"r" gA, `°' rk",r.�." �' � �•`�° � �� � I� pr`r"°� ­Po�..Nsoog: . ,:...0. �' a°.Pe1u: �i o°Ple °a�".e a ... iiuci i.r . n .r .m wau ..'°.".,° `Aroma.. eF In R"I lding c=.Pen""._.`a.Y IT. �.,,.n ,e ,:on . d,r I .eel �vtlan a 'rac,ng a1[rvs°en, r In eenrar e".: u,gANS11.el. ary r�nane—G. Alp r A°...I dd thl.ed .-Ing e, 1-1 g* e.ung ml.wn..plw. IM m.W . NP•.�,=.e°( proF...Idd. ..pen.muI.I�r m. m. Ign •nd.d. tn. a... •. uo dr�C °�'°'°"'ter.F Rulldl, 11,1PcrW1111S-c.3. n . . .eb g.�..r.l .� g1• uoee ..b . U F�An A{INE:-.-.vrolmld-.e"-. III: `.`... rol Berg: NleA: .`.... er.em: ¢e: ....le. +ie y('V _O+ . F 0 708 1 @ _ : �. . ...• `, +_ _ TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF REF R6666- 93746 DATE 01 /05/16 DRW HCUSR6666 16005067 HC-ENG SSB/WHK SEQN- 31025 OUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM WYPNTER INPUT nf1ADS & DIMENSIONS) SHWITTEn RV TRIM% MFR =JG-/NaWK Uullaers, Inc. /Mil"LLINU KLbWtNUt -- YI JI LUUIL, ' lue Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" usesidesign values approved 1/30/2013 by ALSC (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 liveland L/240 total load. Creep increase ,factor for dead load is 1.50. Q-4-9j 19-6-0 Over 2 R=1144 U=87 W=B" RL=203/-126 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof 4X4 (R1) 0edge. ­l6 R=1017 U=87 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 nS6d1M.1191.23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. FAD ••CNRNINGI •• RIn nuW Ru xOn.s aH THIS mmIl DI .-IMMUTAT" FMISH "Is DWIHD To Y1 fLXmI.CTgp ..LU.I.. IS 115T.1LLERs. \ T.n„°, JOL,(� ' .. rG'yk. .. „ /� ' TC LL 26.0 PSF REF R6666- 93747 , e °.en n I. cspnn"R. sn.e.'n . Mip`ines. m,R' I ing ,nd er.mne. N°I°. @CCC , ° ° n. a vDAS I . •,• .�i pl n . n a "In eNil ®pnr»� °Yn°„`w GE ' G �c ' TC DL 20.0 PSF DATE 01/05/16 IB w,. and i..v p, iDa` r 9D51. a �ef�dI I .n..ua�ene tta ,cn "ae.p`I., ° DRW HCUSR6666 76006066 t� 11911 11-, L—Idd, N^Ne ie . r» t If IdId, �e6`p Ina �n,t8lae p,``."DD. ,'DTI ID.. c `d. ' 0. T08 1 BC DL 10.0 PSF ILL�JJ IUI�\VII p , �_onn In ..,n . �`f°°" "°"'D"�'/ ,,row_,u �^ „t..... „^ °I w ..U.3 Alp m°.. eL, .. in em le mR c,.pwnnt. c.°w Ia. wunn"t°.w eI, BC LL 0.0 PSF HC-ENG SSB/WHK AN ITY/COMMNY e I n p reei o1.1 f uw»,ea 1. n c°nmm..c° »u ulSl rtpl"�. °r mr nmminp. ,nlppl 4•� A"..tl Dw t 11 .., ID .r CZ., a. IIA�tIry NI. aL»Ip. Ind...».. -p.. p"f».Iwo r� . T O Q IF TOT. LD. 50.0 PSF SEQN- 30967 v a utr :, x. ien. T".m»m utr. .. iml. L.Iw , .nv.d�., mIIeI� m.Iwnr DUR.FAC. 1.25 34W W URrSe Dt,Swte lSo aF[,00A.i7en p"aeiuer °I p.. IULsiml I z°e. z. w ( ..f�l4�sc^ S' FROM .1$ SPACING 24.0" AEF- 1VN16666ZO9 FLCOAY0378 �°•n° »tI°", ,^e ,g;n, .»°" . c`s�R�lel'E`G`A'' ALPINE: ..Ipi1InTI ;1 is ".t in ,b', . ......xti""'dtw.; cc �.». "t»". mmcnnlc THIS DWG PREPARED FROM COUTWER INPUT (LOADS & DIMENSIONS) SURMrHEB BY TRUSS MFR LG<JJL-/NaWK DUIIUErS, Inc. /MAK LLLINU KtJIUCWU= -- el JI LUUIt. - I:LUJ ' Value Set: 13B (Effective 6/1/2013) 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, Top chord 2x4 SP #2 wind BC DL=5.0 psf. GCpi(+/-)=0.18 But chord 2x4 SP #1 Webs 2x4 SP #3 Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. Lumber value set "130" uses design values approved 1/30/2013 by ALSC MWFRS loads based on trusses located at least 30.00 ft. from roof Special loads edge. -- --(Lumber Dur.Fac.-1.25 Plate Dur.Fac.=1.25) TC- From 85 plf at -1.4� to 85 plf at 9.88 TC- From 85 plf at 9.88 to 85 plf at 13.46 TC- From 85 plf at 13.46 to 85 plf at 24.80 BC- From 20 plf at 0.00 to 20 plf at 7.67 BC- From 45 plf at 7.67 to 45 plf at 15.67 ' BC- From 20 plf at 15.67 to 20 plf at 23.33 Wind loads and reactions based on MWFRS with additional C&C member design. 4X8= 4X8=- 2X4. 2X4 . 6 F — 6 +10-0-0 3X4= 4X5= 3X8= 4X4(A2) _ — 4X4(A2) = I 9-10-8 I 3-7-0 I 9-10-8 I 23-4-0 Over 2 Supports R=1440 U=372 W=8" R=1440 U=372 W=8" RL=188/-188 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15 @4p•{'!4761 .23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. AN ITW COMRONY 24M LA, 0 n,g . SWW 150 OdLWA ]279 FLd.. Y0218 "WARNING] I' READ &W4 FDU ALL NOTE° MI Tx1S MMWIxcI ••IMMUMT• puRlllsx mis aunxc ro.0 coxmlcmxs uuuxlxc llle un,UFns. ` i rus os r"Q a ee[rene c.r ,n M1 ,nq. ".nel, eIl,pl, n 11 ene er Ing R°I @ IdIf gccl tx ,:ddI..[ i:fe. [I : sr' pl :� W cu ;;f —,-Y P I w parbrvingl Nose fwc[Ima °e [®gnr, rm a ecl�p per BCS I. Ud... [np c nova praparlln�e : �N — a [m N11 lave e �mo.":e° ['°.`•..` fe.m neee er.e dee i:..q7 La p`if xcs e p, e� . I'" .1. —1... e. 1n a uq g.p°een . creep Inc. �.,°, .pence a .or .� epo 3[ p,e. N ; a.;;rtl n 6 nrecing f°[fuas... `ruse ,n c"nI°...nce .IN RHSI rtPI°;. "f -1 ne"el ing, and ..a�r..'pq ° f 1.�f a esp�nelpll"qe 19" n°nl,".° L,e Ie' 'I'0I i[ ' U,p �: C• °I p :nT'n �+ g elm 1 eI N BdI Id l no 11 ,ar pef AVSIRpI `; Wee.:.' °f ° ' Y tt "n•, IFer.e Ian .^ ,are m�IgNo�. —1 .1-. �. - n[p Ix[: .....Ip,1. s:`TpI, ....ow enu.m Wr.. .... nr.ce.: 1.1 ..1 •(,�1"4 fI ° �eGE SF [. L7 s 8 o 708 1 _ . C ? O e C E" •( 1 , ���#° - 7n�rni FNG��y+ �" 11 TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC ILL 0.0 PSF TOT. LD. 50.0 PSF REF R6666- 93748 DATE 01/05/16 DRW HCUSR6666 16005069 HC-ENG SSB/WHK SEQN- 31172 DUR. FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FRDB GDI@IITER INPUT (LOADS & DU ENSIONS) SUBUITTED BY TRUSS UFR L ccunc-Ynawlc nulhers, Inc. /mN MUUINU Np IUCIXbc -- rl DI LU61M, -- Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bet chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC I Deflection meets L/360 live Ind L/240 total load. Creep increase factor for dead load is 1.50 Left bottom chord exposed to wind. 4X4= 170 mph wind, 15.00 ft mean h9t, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chard checked for 10.00 psf non -concurrent live load. MIWFRS loads based on trusses located at least 15.00 ft. from roof edge. JIC1-4-Q�j R=383 U=77 W=8" RL=149/-138 — 16-8-0 Over 2 Support R=157 PLF U=17 PLF W=9-6-0 Design Crit: FBC2014Res/TPI-27(STD) PLT TYP. Wave FT/RT=20%(0%)/00 +10-0-0 0(0) 15 WPYT'!'06G} .23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••mnnxlNGl•• nuo um FOLLw nu xons ox nlm nwvlXol "DPCHTNR NRNISM TM IS XWmIX4 TU LUNIMLT00.9 IXCWpIXU 1ME IXSTLLLERS. TC LL 20.0 PSF REF R6666- 93749 .LLL Tcu..n, • nn .r° In ....,tetlnX. e I l n t n° ., InX. evy Q�X�j mY �PXCT�I°(Su11Cln9 C Se °eVn; Nlucle°. EYSTPI'eM nw3)bec uI ........ CE • 3�c •, O '' TC DL 20.0 PSF DATE 01 /05/16 ^ V ............. rcc Inaullat° eNll at �re�y a ,nbg por BC31. Unlaaa .j �` �11 'te"i data a, °.e l�.n .u,lrq ,a .n.0 n,en . om .mw O. TOB 1 BC DL 10.0 PSF DRW HCUSR6666 16005070 /4^4� � ° .eXoe'teXI :. ,X.'io..e�a°Om"e'uw .e°°'u°ia� ­ a .: n w:­. a'cie�l�a .,,a . In X"I l°Ina � 'P^^."t. 3,o„P Ire. N �i. � BC LL 0.0 PSF HC—ENG SSB/WHK l�Ll��� 0 V AN ITW COMMNY .n eaP•nel.m F �te a ve1. a .a rvu°a, Tee n=e"r"..v.ca .lu 1PSIrtPI If mr nem, mg. .n,°pl `�'"' °'�` � .... 0 � TOT. LD. 50.0 PSF SEQN— 30779 .n..a en ul. °..w.�we. I Lu,IP ue.oi::tI � Q' DUR.FAC. 1.25 FROM JS vao l.,k OlarTe m,swtlw °eP°naeulty: °wym.em l3n I,°.,,. in .mt.Xluw. nYt .Ina •ro ds:° e1F°. Pm.,l.lntY °. aul l.l„P m.IXn.c Pnt XXSryrvl t s.n.z. At(. •� �L'�f4�� ( •, eAt:l(D a. J$8)T tole Jn°'° B^4.0 re (• �TPI: `p FL COA /01)8 1LPIME: ....°lplmlv.w ea.. ep lnae.nrg: R.....apcl,Watry,ca:-ItGeu..lmu.a, SPACING 24.0" JREF— 1UN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUM ITTED BY TRUSS NFR (44J3L-/KaWK UU11eer5, Inc. /MAK6tLLINU KtbIUtNUt -- PI bi LUGIL, - Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP M-31 :T1 2x4 SP #2: :T2 2x4 SP #1: Bot chord 2x4 SP M-31 :B1 2x4 SP #2: :B2 2x4 SP #1: Webs 2x4 SP #3 :W2 2x4 SP #2: :Rt Wedge 2x6 SP #2: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not expose to wind pressure. In lieu of structural panels use purlins to brace all flat TC a 24" OC. Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" none below. 5- -7 17U mph wind, 15.06 ft mean hgt, ASCE 7-70, CLUSED bldg, not located within 13.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.11" due to live load and 0.19" due to dead load. (a) Continuous lateral restraint equally spaced on member Truss passed check for 20 psf additional bottom chord live load In areas with 42"-high x 24"-wide clearance. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.06 ft. from roof edge. 4X6= A VC 5X8= 2X4III 3X4= 5X8= 4X6� i_ 5X8(R)D\ aAD=nuauu= aA•1= ana= 111.15IU= 5X12(B7R) 4X611I 4X8(R) III 4X10= H0308= Two L 10-1-8 I 21-4-0 20-4-0 R=3126 11=276 W=8" RL=247/-293 51-9-8 Over 2 R=3166 11=318 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=20%(0%)/O(0) 15.0 610.23 QTY:3 FL/-/4/-/-/R/- Scale=.125"/Ft. ••WARNINGI°° READ Alm FOLLOx ALL Nmei ON "IS DRUHRGI g.H. "IMPOVW FURNISH Tx13 NNAIING TO ALL FANTAA Ox9 IxCWOING TIE INSTALLERS. "�,+, /� TC LL 2D.D PSF REF R6666- 93750 1�pO f�CE AN "Ccig xKY 2Ja11 DriDa.,Sake 1% °aL 1H13 MMA9027R n`u II I`BCEIr(BUIIEIn °C,...R. S,r,V O. gip Ping. 1, TrI dig WC °r.cr";:rP[Y in "'°'Ril °•vo`yr°y ( -otgo •on°` Ss1°cV In1°re In inn. °f TPI " NVOj . I . e,ry ° Ine P°r c 1. unln+, y`q'�p nAYI rigid °Lmr[Inn,• err.. `:. wII g ma an ell°yn• °° nl°.n"nmere n firm •° e.e� • PInRn,. v e .e,. xo 90, _, aid. e.n. ddI I•"","_.` e. od-r .; ;..: , -= r.: rind P.-I 0 °° °Alpine, r rlv slw IlR OUII�In` Coq"ry 11 IR.IYUII nAPIm ring,go iDtaP.w en�• v ry N lr= „n grin , e:'f-do, r.,..�.,..xsl r fi.,,e11„P. . ' r 11an'N[• C •,1W or do rr� xi lilting tl,1• dr••Ini xYdur4r ,e r y rr •.Y for t1,. Ixn .. I — Wl ro, c11 1. drri fo� • rI. gI.. , r. e.11dlg xmld.n• Pr A .s . t s:.:. o, °"•'-.•g""nno°Pogo e`n"'o•It": 4➢IR:.•Plwlmr�V.: F:a 1!"c,E'o ....... SA.n �^qd C C /l.. . ros 1 _ , ' T O • d . • — y0 fk.Qi .......... TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF DATE 01 /OS/1 6 DRW HCUSR666616005071 HC-ENG SSB/WHK SEQN- 31033 OUR. FAC. 1.25 FROM JS SPAC I NG 24.0 JREF- 1VN16666ZO9 THIS nwC PRFPGRFR F.P. remmirFR INmn n emrl a nl aC ucl nucl a.vh1[n nv Touee P. (ZZb3Z-/Hawk Builders, Inc. /MAKCELLINU RESIDENCE -- PT ST LU Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Right cantilever is exposed to wIind Bottom chord checked For 10.00 pIS£ non -concurrent live load. MWFRS loads based on trusses looted at least 15.00 ft. from roof edge. Q-4-n l R=1126 U=86 W=8" RL=203/-122 - C3A) 19-2-0 Over 2 170 mph wind, 15.00 ft mean hgt. ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL-4.2 psf. wind SC OL-5.0 psf. GCpi(+/-)-0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.60. 4X4(R1) 0 --1 6 0sk-9 +0-0-0 R=999 U=93 41=3.415" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 0610.23 CITY: 1 FL/-/4/-/-/R/- Scale=.3125"/Ft. "'WARNING]" adem mis wm Pm 1. nu was a11HIs owlxel "•IMPo0.TRM• ]Nl TH Is PMXIXO Ta YL COxIMROP4 IS W I THE IXSTLLIFxS. Tru:rr .ev ere In Iunrlc.[ a.r., MIPP Ing ....... I. Cr Iny. Pt er "�•. I j, (� V H. �� ....'•�� TC LL 20.0 PSF REF R6666- 93751 DATE 01 /05/1 6 rp c o Ic m elraCSle(W,I leing C"mpo [ av[e[yelnle,n —rx Ef iPl vn0 BILK) f r •a. y In•[v: lnr."a a roy n g por vun le„ ey ^Loon[ w, '', TC DL 20.0 PSF roper. III 3 h. anauer v m'eB e . Pi^Pgl rf /n LP ply ..•ew�.laid'6T mR„ sse m� • [`a.ii".[ae[.1:,. �., ...oCaa'n�l°.. e. ;t`.e;'r•: I yr " �q .706 1 s BC DL 10.0 PSF BG LL 0.0 PSF DRW HCUSR6666 16005072 HC-ENG SSB/WHK /�JL���II �ll� •I-Ine, u my ,Io er Im auunln�c wunorc up lo.lvw 11;ro,•°::.r. l ,nwd vy M91/RI �$ ' !.N RW COMMNY . ,od . loci [e Id un u,e em."once au .1 -1 1. ur rnr e.mu T 11 Ln,u ll.c f•ervc l,q ep'[n,e.v,, vP g $ TOT. LD. 50 PSF SEQN- 30970 • ,..1 o eli" drr..1.R or dPdr p llhrth ; [al• er•eln i hwid " • • Nmplo Go,.lp revp .. lley I. x Fvr W pn m" "'."1[ T O Q= Qy 2 DUR.FAC. 1.25 FROM JS MlurnmseD..SI:wU0 er m�•uy 1, m.iiPer Wnalrym,i,p,r,.Im.n.I s.:. t ��Nirli: f'�4� NimilD 11 i2B7 H.coAaoala Per � 1=, >< -. -•.•IPI„•1[..=m`TPI:....[pl.,"°..e°°UTU:: r..,el,m,'�ry..e..ISP':...Ir��'1,E'p;; ••:.. ��tG��� - SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NOR \GGJJ G-/fICWK U Inc. /M1IANl,MLLIIVU KM3IUMWl E. -- YI 31 LULU.: - l.3tlJ Value Set: 13B (Effective 6/1/2013) 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located i within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, Top chord 2x4 SP #2 :11 2x4 SP #1: wind BC DL=5.0 psf. GCpi(+/-)=0.18 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Wind loads and reactions based on MWFRS with additional C&C member design. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50 MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 5X8 4X5= s r— 3X5(A1) Q-4-Sj US (A1) 7-10-8 I 3-10-0 1-10-e I 9-9-0 I 23-4-0 Over 2 Supports R=1345 U=136 W=8" R=1217 U=103 W=8" RL=158/-170 Design Crit: (STD) *10-0-0 FLI IYV. Wave FT/RT=20%(0%)/O(0) 15.0 610.23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. "WARNINGI`• RF/D AND FOLM ALL =0 ON THIS RMRINGI •.10"VANF• FmWlsx l M DMRIRG M Au WMMRORS INCLUDING ME IASTAWRs. r..rl...m,, .mwme. In,..Illna........n,. Ell,_ H. 'ho ` b TC LL 20.0 PSF REF R6666— 93752 DATE O1/05/16 o`Po rro..In,Iu v er a Infe uu., , Pr=•le. ru ",nPI`(6u1i.I.,G.— h..Ip lnrnro.in...Y.1 IIMIr.er..YP q�� I++ ..nano wr ecs 1. em lu.. �.e. E SF %�i.. TC DL 20.0 PSF �rnm 1(a� ,,lo ,,ggy� B L—Ullnn`.I.Y�..`m:^p runnnt bm:el fo. .1l lI p re m le3 f e q BC DL 10.0 PSF DRW HCUSR6666 16005073 //gy�pp � p -Al v G'�'°e,C' '�1`K :mP" .e: a w[ a :.:�,°' ono . ,. •AIP lcnnnrGr 708 1 HC—ENG SSB/WHK /�JL�lf��Il �I� In.. n maa.:.r In Na lel.y m rq�el nY BC LL 0.0 PSF ANlrwcoMPA" �.,..1.l,. NbPl nrv.iry. anY .v:: ury .n .u::e W n .mr. .:en AX51 /FPI 1. • rw11n9. P ln,..l-1—.°' ,,.r.rn,nn, °"1 ( i a- TOT.LD. 50.0 PSF SEQN— 31019 p A M.1 m uI. d-1, .r — wP n. ft 1. 1-1m, I.,. .na er Plroraa gnrlre 1,.Y,.l.lr...n..e_I'..n.:. TA....IIIq..n.,...r.Li:'a'...1.�, a.nY. 1. T 1 0 n � zwol�teaa,ReDl.slwelw Gllmdi, Fl. 33AI1 FLmAAo z>a I.11lq c.—B.Nagb 1,rpe,.1/ 1II.E. F.r ® e 1nro....Inn ,m u1. J— A ,..,...1 — ..,. .m "w,. ..b 0 A. �4 AIPINE:. .1lna...w. rPl:....wln,...r.:.R.:....melN�a'..n.: I.T:`-. 4�'�.AY,'p„ 1 _ .... � DDR.FAC. 1.25 FROM JS SPACING 24.0" JREF— 1VN16666Z09 THIS DVm PRFPARFn FEW MUNITPR INPIM fI OAOC ° nIUPNCI°IMl GIIAHI iF n uv TPncc UcD (44JJ4-/HaWK aullders, Inc. /MAK6LLLINU KEJIUENUE -- PI 51 LUCIE, ' Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses tlesign values approved 1/30/2013 by ALSC Deflection meets L/360 live 0nd L/240 total load. Creep Increase factor for dead load is 1.50 Left bottom chord exposetl to wind. 4X4= 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. l 3X4 R=682 U=46 RL=149/-138 16-8-0 Over 3 Supports— R=333 Rw=453 U=206 W=8" Design Crit: 9-6-0 _1�1-4-0�1 R=849 U=111 W=8" PLT TYP. Wave FT/RT=20%(O%)/O(0) 15. OBIaLx$ 0.23 QTY:3 FL/-/4/-/-/R/- Scale=.375"/Ft. /\ !/�\V /� p p /.-=JL���U �l� AN I MMRCNY - Ac 5 e1� Qia dx R 328P FL COA m 2n ••.ARHFMIEH WIS Wm HAG TO A U larEs ON A INCLUDING '•IYPaRTPM• PNwlsx T a AA,t, TO ALL OTP.Rlxxs SE&AHR THE IxRTALLFxs. k , ,,....e."n.,p....In,..,n.11n,.N�PP�na.In..II.°.n.. �na:.xo,., �y CE••S�c.Q�p`" Run...- e..P....t . mro,.. —1 0-1. ,na vW i �P. i. 1 h ..=a. tm,t.. 111.0,�" °rwm. t..— II �I.e P., csl. un l... E== ... IIhI• tnr°"'.t � 1 ee" _ "°;° l«, � I p ..I t .�`......p.I ..... P V ... o. 708 1 u " I..i.. et 1n x.,1.i� �P .,,t. c,... IK i.w 16a "t....d..II� oe I u "".°�a�) ., xIR..,rowllo.p�...°°lo .' t. ".' ._1 , n . . �. I, I �° •mY . p.ecl,g of eId A rven n con.a.a,xe . 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In.. /11 1tIcILIIVV KCJIUCIV I,C -- YI JI LIJi111, - Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2, T3 2x4 SP #1: :T5 2x4 SP M-31: Bot chord 2x4 SP #2 :133, B4 2x4 SP #1: Webs 2x4 SP #3 :W18 2x4I SP #1: :W20 2x4 SP #2: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not exposetl to wind pressure. (b) Continuous lateral restrlint equally spaced on member. (a) (2) #3 or better scab reIinforcing members. Same size & 80% length of web member. Attach one to each face w/10d Box or Gun (0.128"x3",min.) nails w 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 4X6= 5- -7 3X4 4X12 5X8= 3X4= 2X4III T3 5X8--- Tz 6 170 mph wind, 17.06 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 13.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Calculated horizontal deflection is 0.07" due to live load and 0.18" due to dead load. (c) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"0",min.)nails @ 6" OC. In lieu of structural panels use purlins to brace all flat TC ® 24" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 17.06 ft. from roof edge. 5X8 s 6X8 6 5X12= 7X12� ' 2X4111 wzo +12-0-0 1-1-4 W1 _0 -&10-0-0 B4 2X41II 2X41II 4X4= 4X6= 3X8= 3X4= H0308= 4X10� 2X4111 4X5(R) III 4X5= 4X6= 3X4= Two 3X6 III 10-1-8 21-4-0 13- -14 6-6- 50-5-8 0 0 IL— 51-9-8 Over 2 Supports 21 R=2782 U=337 W=11.314" RL=186/-212 R=2642 U=259 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=20%(0%)/O(0) 15. uWl 0.23 QTY:1 FL/-/4/-/-/R/- Scale=.125"/Ft. '•i INGI•• NFAO AND FRUA ALL Ill ON MIS Will III ••INPomAxr• FNAmsN, .. Ping, TP Au «xlNAvroas mawINN, . II¢ .. %r�% TC LL '20.0 PSF REF R6666- 93754 n,,.,. .,ew f.b. R. me. ..IPomP. n to nna Ina br Ina. o`mr tn.NL51`tN,11.1 R GnPnt s. f.ty Inf,r.•tl.n. by W1. Nrot) r ..r y P.f� p GE eming en,e. fun Inaullare eYn -f' S . v �G TC DL 20.0 PSF DATE 01/05/16 Por ct . , t IcIng e r AIRI. .— , t `N 7h-n f.,"„ .t :1PL° LnN�' tt In . . Pr.P, 1^eo is=a'un:`.. DRW HCUSR6666 76005075 n f,r P,r.. t a,r. r„ 1nt .r . . b-1:'• •yl•v0 y! 6c o• 70 e.'f.t, ,f b,A mu th. Jr.t 1 , ,1 l,Uu..�-nit,�wer�I w.�� R.I., - a �' d"d tl[u BC DL 10.0 PSF . „Int°P.t.I1•. IN .: - •t. V, tb lI MPIn,. elrl m 6, S BC LL 0.0 PSF HC-ENG SSB/WHK -A I , oleo ,r a mn` m,u mt m .1,,cna bm In, .nA= t*n m ...INN ..,1,.. • AN I) W CO M0.ONY ,> ...p,np,ofawKlm: t. I-. Id f,b r , „n..... , .If. ANSI/i,l ,. ,..,, Nbl In,. P T Imu1 m i b..c log ,f 0 TOT. LD. 50.0 PSF SEQN- 31091 AAA.' gl I.l• Yrt.'A of — ARRA.R• 11•t l,q ql• Yftt lrq. 11tlIR •cup4,s. bf 1-1 p W �,y b1e11Z WId HI..r..l., DUR.FAC. 1.25 FROM JS :wol.,t oNlWt w..slwtlw ,, ,r �Q S I., •1niilv,`r. BRIgIng Ngn1�Po/ A161fnit odgdD.. 3W7 — Inf,.., l,n tn1.,,b'. .... +X, SPACING 24.0" JREF- 1VN16666ZO9 FL COA®one_��•:1w",It.as`TPI°...f,In,o,.P:.mA: t,pr.1 .,b ,. •....,,1,,,n,t.yam. I«':... Im FS. A,,...,��V�./'_-'--_--' THIS DWG PREPARED ROM MMPIOTR INPirt II taint, x muravnmi ,11milrOrn RV Tnlmr. UM \cr..s. 'ridwR U /NiAntcLL1IVV KLJIUCIVIrC -- YI bi Lul:lt Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses tlesi gn values approved 1/30/2013 by ALSC (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 Iive and L/240 total load. Creep Increase factor for dead load is 1.50. 3X4(A1) Q-4-41 R=1025 U=71 W=8" RL=194/-101 17-2-11 Over 2 - L4A) 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL•4.2 psf, wind BC DL-5.0 psf, GCpi(♦/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 4X4(R1) ­1 6 3X4(R) III Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(O%)/O(0) 15. MINGI•• xrAO hW roues NL MJ1E5 P11x is qNn XGI . puxxlsx ells GR.tnxG TR Nu cgxlR.taoxs IxwmlxG mr Ixsruuals. T.u.,v. rage 4. , mllne. Maipl na. Ins c l a,aa "I'lon rcY 5'`(0u11C lnvLmpenonc sv loq I.1—tlm, off nitIW la'.' t.Hui dld. N,, —,�Y x ,el., , acil. Hanle, p . /= f e.t.1l.. Now I, i a p., ONE! or •Ipl m:. u m f lb aull,ln` u,o•G.w, Ion, $h not tiny AN nW COMMNY o I•`ervc� t or erv,se., " c°n lel.ti e , ea Y151 rtPlml. or Ie1 ntine g, 1 x `ti`I.In I if —1.l YY fo andfa.°til°n Nl.�ing To •g ..Ill,pi Ib I�.G�. oenp4M1 e1 pweful�I 15o e.pr,am ntr er W ga Iebg omiprnl pet Nlsl/ l 1 s:`i em. a ..Ing •LplxE: so.Io lne le. cw 'en ylim % .teRGl a e4 °,. on. m ea• e *0o0 3X6 III Ji 6 ttl R=897 U=108 W=5.657" TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF DUR.FAC. _1.25 SPACING 24.0" Scale=.3125"/Ft. REF R6666- 93755 DATE 01/05/16 DRW HCUSR6666 16005076 HC-ENG SSB/WHK SEQN- 30973 FROM JS JREF- 1VN16666ZO9 TNIS OWG PREPMED FROM COMPUTER INPUT (LOADS B DIMENSIONSI S=I=O BY TRUSS MFR IIYU NcJJUMFXUM -- YI JI LU6111, -- - Value Set: 138 (Effective 6/ Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC I Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50'. I 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 4X5(R) III +10-0-0 t,7-4-g1 I 5-10-8 I 3-10-0 I 3-10-8 I 6 11 0 I r20-6-0 Over 2 Supports all R=1196 U=132 W=8" R=1070 U=79 W=4" RL=148/-138 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. Qj.AAD,510.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ' "VOU01INGI•• REND MID FDULH AU Hi ON THIS DRAnxm v'IMPORTANT' FMIU MIS DMHIHD IM NL rJ011WCfaRS IN=ING NE IHGTALLIDR, H kaN c� TC LL 20.0 PSF REF R6666- 93756 iry ema r Ibfer d Clogonrn trued—r Y RI'vMR .IG) ::":.. ..� w" I.vYlev'.aP=..� 1 "u"I•e. CE SF R�p`'w TC DL 20.0 PSF DATE Ol /OS/16 _ we.o.II 1 ,,,Id* a ro. GGSI. �p NT. oeeP.1 `"o°`"�'"L.•>.;..•`%:��""'=`"':P' "°1` n 4 �. e BC DL 10.0 PSF DRW HCUSR666616005077 �J�G��fNC `°•"� ...I ° e °, R 11 1 e.7Q6 1 _ BC BC LL 0.0 PSF HC-ENG SSB/WHK AIR "e.. el. ". O ld1 amps.=,t. G,erKa".. r,v .et ":Pee.mm .", .". , m u �, e,l.. AN ITW COMMNY I1 l S e. roc nvmu,q m ulavu en s e p'nmws c"vv n cenmrsv a nu .xSU,RI II" ° e ill i TOT. LD. 50.0 PSF SEQN- 31015 i400 LtA Olar� Dr. Guue I50 A...I ." mi. —!"g e. e�,..1 n.u"R ao. dglb. meld. �,1 ,"e...$.. i" $ .e.Pon.Im Y :e e Y Y", MO R" .ne.". m . meI icy . .— .Y mI. d:ili ".' . , I, ` .I ,l,Rl..ItI IItY eF He WIII., m . ,ur Per .ViRI/IRI , F:.Y. p •h 0 Q • f. rv�+ DUR. FAC. 1.25 FROM JS FL COA /a l]R •InmE:.....IR..It...a.,PL....�I",t.erR°RM. ....a.Ib",t.Y.em. 1GG. .I.� �Y64:S ._ " �G�� SPACING 24.0" JREF- 1VN16666Z09 THIN DMG PREPARED FROM COMPUTER INPUT em"s & niM Nsime;) saa mEn RV TR11NN urR c-YnJWW oullaers, Inc. /mnrcl.GLLIrvV rccZILMINbe -- VI JI LUDIC. ' ue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 SP #1: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Left end vertical not exposetl to wind pressure. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 2X4 in 3X4= 6X8a 4X ie 16-8-0 Over 3 Supports— R=777 11=181 R=243 Rw=489 11=282 W=8" RL=57/-106 17U mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0'psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. Left bottom chord exposed to wind Design Crit: FBC2014Res/TPI-2007(ST[ PLT TYP. Wave FT/RT=20%(0%)/O(0) W WAAN INGI" RFAG NN FOLLOW ALL NO vI ON "IS OMWINOI "INPORTNR" FUMILI TINS DM\ING TO ALL CUNTRACT= INCLUDING THE INSTAMERS. That w. ru , nte— a., n fcbrIe E,A hendl119. NIPPInG. In [al I I...nE br.pfn.. R I [ e en .f aCSI (e ldlna Gmp..en[ s.mtY IIfI—Im q °TVI 0Lq fa • ty r .I. m. f Ina.I ld[ .n. u [sp.r rt, Ing pdr sl. Un�t � p 2 1 r DID. s G 1 L LS .eN� 9:.. _ .. ' ° R-1-1.0 d— .:sot2 -1 °t a°o.:- " w en fe. .pp11�•eI I .a rGw-z i '".,a dlv .f m v.11dlgCup.nen[ rerwp 1­ Im.n n [ d . .r • ry tt -ud tbd r. , ewmr.d . = AHSIrtpIb1..r ror n.wlm AN nW CCIMMNY I .I on d Ine If erv°v.. a A^o.I Iwlue. d ulna .r =.r® pR. NLtlnv mI. d...Inp. IM II..Ge. .C=pt. a beT Pnfx.^. bl Y —IYY Tdr tlm p n Tb..ult' I�Ity t1 [III• r Ina z(ao lAE OldrRe DL. stale 150 .NIIIt .f NUI I11, O°.IG+rt.ep.r .1V . .z. UL da FL R8J] Fo ..r. Inmr.. l.. . s.b a ner°1 —b MMAID278 AIPINE: uplwlt..... TPI �....tpl tare NfCA: .....m l.ed.e.Y.dd., Im : .... I... +10-0-0 R=929 U=195 W=8" 23 QTY:1 FL/-/4/-/-/R/- TC LL 20.0 PSF 1=r TC DL '20.0 PSF e BC DL 10.0 PSF BC LL .: 0.0 PSF TOT.LD. 50.0 PSF s F DUR.FAC. 1.25 i+ SPACING 24.0" scale =.d7b 7rt. REF R6666- 93757 DATE 01/05/16 DRW HCUSR6666 16005078 HC-ENG SSB/WHK SEQN- 30787 FROM JS JR F- 1VN16666ZO9 TRIs MI. Paceeacn [anu rnuwrtca Iuwrt nnenc c mucuv nuo cvvm iicn av mncc uce ZbSZ-/Hawk Huilders, Inc. /MARGELLINO RE51DENCE -- PT ST LUCIE, " lue Set: 13B (Effective 6/i1/2013) Top chord 2x4 SP #2 :T1 2x4 SP #1: Bot chord 2x4 SP #2 1 Webs 2x4 SP #3 :W15, W17 2x4 SP #2: Lumber value set "138" uses design values approved 1/30/2013 by ALSC (b) Continuous lateral restraint equally spaced on member In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/360 live and L/240 total load, Creep increase factor for dead load is 1.50 MWFRS loads based on trusses located at least 17.72 ft. from roof edge. 5X5(R 7- -3 PLT TYP. Wave V ALMNIF AN ITW COMPANY 150 3X6 6X8= 3X4= 2X41II 170 mph wind, 17.72 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 13.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 5 X 8 = 3X4-- 3X61II 4X6� 6X8= 5X12� 3X4= 3X4= 3X10� 2X4111 4X6= 7X10= 2-1 �I -3 11+12-0-0 1 *10-0-0 7-0-0 21-4-0 11-2-0 -6-0 44-8-0 bilBaIio 46-0-0 Over 2 Supports _ R=2408 U=324 W=9.814" R=2409 U=265 W=8" RL=133/-162 Design Crit: 116 UUs. a"..n. enwiw. In B. Nlw lvs. 1 Ine. Rnror r eCv jeo lelne [ s. rear Inrnwum, by'I e a RCS11r1 bpe. o.a na I In.[vl wuu m [uryer.rr e r ecsl. " w ep reperty v Nl:q v °1ewaeiv8ez 1..10 ~MRwI� e Jb, [ Ovv • m pet n • - "r are v v e pin n . r . r onry rvence .lU RII51 /IPI 1, nr Inr nenellp. v InB eI ervum. bl oa m ue. eL.ma eI eew� pvB. u.0 nB ml. aLa p. Ineloa...1uh.. rtv oI Pler. r v ^ICY mr dl em len vnew 1 .[.m u[r . lua ur [nl. br.a na mr :pmalelll[r If Bullelry LbelPro/ pve nR51/1P1 [ Sac.z. "° I. •LPIRF: w...IPl w [1P 1 FL/-/4/-/-/R/ TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.125"/Ft. REF R6666- 93758 DATE 01/05/16 DRW HCUSR6666 16005079 HC-ENG SSB/WHK SEQN- 31094 FROM JS JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUr fLDADs a DIMENSIOn51 SURMITTED RV TRIKS MFR oJL-/naWK 6ulloers, Ine ue Set: 13B (Effective Top chord 2x4 SP #2 Bot chord 2x4 SO #2 Webs 2x4 SO #3 KtZ,IULNGL -- YI JI LUUIL. - - Lumber value set "13B" uses design values approved 1/30/2013 by ALSC I Bottom chord checked for 10. 0 psf non -concurrent live load. Deflection meets L/360 live Ed L/240 total load. Creep increase factor for dead load is 1.50I. �ct -4-O�j 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located - within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails ® 6" OC. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 4X5(R1) 4i I, 3-10-8 I 3-10-0 I 5-10-8 6-11-0 I 20-6-0 Over 2 R=1196 U=137 W=8" RL=148/-138 R=1070 U=69 W=4" *10-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 16. w49911R06,7 .23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. "NOMINGI•• RFAD IHO roLW Fn. xolFS M TIIs oRMIRGI ••IMPORTNTI FUMIsx THIS DUVING TO RL cpXIRUnM INMMIRR THE RS.,LLEM. A • /(�° '4 TC LL 20.0 PSF REF R6666- 93759 T ° °rt,e n fnef lee[Ing, t Inp. In,t,lI. lln� and br 1,9. R°f°r t . ro Inau� -Y . pr¢• ldlnp C1—Y IIr , YFC1) f r ' °Iln • j GE S`c' ;/p 2 TC DL .20.0 PSF DATE 01/O5/16 �� •.efdt 1 p h ",M„ n,w p� t . In,enll°r, ,N leaf r p„ B lu,. lyRf I. a,p°u mf° Lven[ °n"m,Isntt.tl,ne ,en,n to .qI b°ew re .ne�l M ".I. , R�.•R, ° R,e. •,ppllue �` w I; .� '.:` ""...d w. jr,,, •"'N 1 Jmnt N:116GA-7 .n � ero 0. 708 1 BC DL 10.0 PSF DRW HCUSR6666 16005080 �1lI m .. of oaa —r- °[ —I . R° °f„ ---rd m pe P BC LL 0.0 PSF RC—ENG SSB/WHK �IJ L�IJ Y V I� wne.. d,. f m e.11elna cm°°n°nr. ° .....Ibld'. °w d [�P, i d �1. ei Id I- p g SEQN— 31011 ANNW COMPANY ru„ n cmf°runc°,Iu.wSVIDI °r °r nuuling. hlpp g. b uuhelw a upng or- T p TOT.LD. 50.0 PSF . A mpon.Iel Ul. I.Ilq .r d.g.r� e^ n.ellp I. of nlq. IM I�.1Ge . php4nv br Pr^ro' :Ien.l Ilp [y :, , : ror en, d I .ns,,. v,. e I I utr . ,r e..aro by ���4�' ..pn•I Illty °, a N,1Idl„R Mlgner per pRI/TRI , .__.R. ( DUR. FAC. 1 .25 FROM JS 1aao LO rI&. D.. swalw Odvdgn. J36R1°r arnA®DnR ( t` �•., .°r° In.°r.. 1°n w° hl. Jr.'. ga.w,. eIPINE:..a1.elt..�:`Tpl:..:.epin,t.,rR: ..ul::....al.,.„[..a�: I2: .I FS 1..., .,•CIJG./f _..____._ SPACING 24.0" JREF- 1VN16666ZO9 Tule . oa[oa xen cams I ... lne. .In nnene a—A"vn-1 omu­n — mum ucn LLL03L-/ryawK builders, Inc. /MAKGELLINU KESIUENGE -- PT ST LUCIE, • - Value Set: 133 (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "136" usesidesign values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. Deflection meets L/360 liveland L/240 total load. Creep increase factor for dead load is 1.50. 5- -3 I 2X4 III 4X8 = 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. L---1-10-2�j lit-4-0,j 16-8-0 Over 2 Supports R=253 PLF U=62 PLF W=5-4-2 R=547 U=73 W=8" RL=12/-24 PLF R R R Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. 4j1W6.) .23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••YAPnIxGI •• RFM W Falp ALL Xa1F5 W THIS °wInl •• WORTARN THIS DRAWING TO Au CONINANma INCWDING TNF IFSTAMISST• FURAIA, a ` 4 %r�°..�� TC LL 20.0 PSF REF R6666- 93760 ".1 pl"°. '�+E . azslia.ualw -�=w�'. s.1e.r"i:.a...0 a.. xr mileb Hero . your " S� :/O ' �f? TC DL 20.0 PSF DATE 01 /05/16 1we .— 1—...... evi l p•w laa tapervey n r GUl. ia�•tpap`•'•�....f ro •�•' ^�^"• ww .w .ap t it BC DL 10.0 PSF DRW HCOSR6666 16005081 �4J ;ma'a]�B]u..KKp�l la l�f° IA I. m. ta" f- `my . �.1�•.fI p a av d ll.g.:lv 1 �*1 G.I ldl.. DI.- D.a,.p 1,,. N wartPl°"•°°"•1 . ,.. any a * }... a, . BC LL 0.0 PSF HC—ENG SSB/WHK AN ITW COMMNY al .:a ma am,nca .l x nl v4an A ..... a w..a. ". mr nvr.ei ma. m -E T 0 • ` TOT. LD. 50.0 PSF SEQN— 30804 ]dOO Lak Oran6e nr. Aa... I an e.. 1..1.. a 1m .. nn�ul,N .1. A.. I lady. d ,SA a, ,ae..a 1 1 @ ..w"• z ter, an Tn Inei,ia. a.. a, ul 1 e; lit wl.l a� eN a l ap m Itr a, °unal„a DS1Am1 p°. AASI/ l T sm.z. a:•• • • •"r : A f• p( DUR.FAC. 1.25 F FROM JS Suiu I50 Od FL 33837 la. • ,,. \� SPACING 24.0" JREF— 1VN16666ZO9 n.00A Yo 3TR C . J� Hasa Ne t' A• AlP me ..... rol,.an..'.:`TnI °.... pma.a.A. mw.......al y.aa; la: ....1 A,A ��N THIS DWG PREPARED FROM COMPUTER INPIM nnAnC A nlaENanNO amurrDEn w TRucc URR oUIlUerS. Inc. /M K"LLINU KLbIUCNLt -- YI bi LULIt Top chord 2x4 SP #2 :T2 2x4 SP #1: Bat chord 2x4 SP #2 :86 2x4iSP #1: Webs 2x4 SP #3 i Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Max JT VERT DEFL: LL: 0.13"'DL: 0.32". See detail DEFLCAMB1014 for camber recommendations. Provide for adequate drainage of roof. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails B 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 18.22 ft. from roof edge. 170 mph wind, 18.22 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. In lieu of structural panels use purlins to brace all flat TC ® 24" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X8= 4X5� 3X5— 2X41I 5X8= 4X12 T2 — 6 2X4 III 5X8= ( (a) (a) (a) 4X6= 2X4III (a) 10- -3 (a (a) (a) 3-1 -3 B5 *12-0-0 2- -0 4X6(R) III o-0 4X8� 3X4= 4X5= +10-0-0 T US(R) Ill 2X41I 3X5� 7X10= 4X4= 5X12= 2X41il 7X70= 18-5-8 _11 9-2-0 I 8-6-0 I 3-2-00-6-0 18-2-0 o-s-tt-®-6-a-a 10-4-0 �I 14 36-1-8 Over 2 Supports R=1892 U=418 W=8" R=1892 U=290 W=8" RL=35/-106 PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) ••IUPDRTMT•• NPX I. 1H1N oa.1h-d TII I.LL CONIp.LLTY119 111,1YIN4 THE 116xALLn6 irmm, ray e" rom car In 1°Erlmting Snell ° .. In ml nP vne nr t ltlm eI —I (eul lelnp Cmynene Sera-Ynle(on'melen. bf°TPI',ne n� ) I rem at• aZd 1"llnna n,mrly tl m. Inae wrunm[� MwsNl [ bryeebt�m °p r sl. vun u., wPN A I3. 4cvtlm, rvl rta In .l, M clry Ina I,p & �11�1�0 fNC ,e e-Ax.1 -11e :°m . �Ip -o a .. ;° p- r .m m .. m v. In a"nelnB cmpenent. Ereu�lK. w m rv,ya,l n ror mNayv t*n}r AN nW COMPANY ei e[el ylacl mr a br... m mt`mGm ru,a n cmmw n am MSI rtPI L er rur n.Ml lry, 1pp me = m Le..0 m al. °...I.. er um.fmpe. n.ulp . e..n np. IMluu. ampune y(nv%n.ayX.4 i `"I yepbn.lbl l Ip ml.ly m. q. 4 armor. T,: eulubN It 24a11d Ol ]X SU. 150 v.Pm.IbN la ". Yn WNelry 0..lynt per M5I/1PI I Sve. x. 09't Orlando n. 32817 ...elan . . Jabe .Intl m roam .en ° �x K 00A#0278 TPI: 1 FL/-/4/-/-/R/- TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 60.0 PSF DUR.FAC. 1.25 SPACING 24.0" I scale=.7aib"iht. REF R6666- 93761 DATE 01/05/16 DRW HCUSR6666 16005082 SEQN- 31129 FROM JS JREF- 1VN1666i THIS DmG PREPARED FROM MMPInER INPUT (LOADS A OIRENSIOKSI SIIHMMFO RY TRIKS WFR LZZnJZ-/NewK aW IeerS, Inc. /M KLLLLINU Htb1UGNLt -- PI bl LUUIL, ' Value Set: 13B (Effective 6/1/2013) Top chard 2x4 SP #2 :T4 2x4 SP #1: Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W4 2x4 SP #2: I Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean 6t, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-I)=0.18 Wind loads and reactions based on MWFRS Bottom chord checked for 10.00 psf non -concurrent live load L,1-4-n l ecial loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 85 plf at -1.46 to 85 plf at 1.88 TC- From 42 plf at 1.8B to 42 plf at 3.09 TC- From 85 plf at 3.09 to 85 plf at 5.71 TC- From 85 plf at 5.71 to 85 plf at 13.58 TC- From 85 plf at 13.58 to 85 plf at 20.50 BC- From 10 plf at 0.00 to 10 plf at 3.09 BC- From 20 plf at 3.09 to 20 plf at 20.50 TC- 7.69 lb Conc. Load at 1.88 TC- 27.75 lb Conc. Load at 3.09 BC- -10.63 lb Conc. Load at 1.88 BC- 24.14 lb Conc. Load at 3.09 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. U5 (R) III L 1-10-8 3-10-0 I 7-10-8 I 6-11-0 I 20-6-0 Over 2 R=1163 U=287 W=6" R=1069 U=231 W=4" Design Crit: FBC2014Res/TPI-27(STD) PLT TYP. Wave FT/RT=20%(0%)/000(0) 15. ulikft.Q� 0.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. AN ITW CaMMNY Luke Glenge Oe., Suite l3D OIW 31837 KmAuoaa AIL WJlE5 CH THIS w IN m ` • YAmi FAMISH REAHIS MNG TO ••INPOMMIF' FI@XISN THIS oxIWIxO Ta ILL GMGRtl1S Ix6U01xo 1H¢ 116T.LLLE0.9. N e ee l[Iw nI.GS I`(BUI ICInuLmpw"mt a eey"I"Iarm•tl m. CY 1P1 YfG a er ; . r nl . rn" ,rn In r, rinntl , g. •n tim. bya 1l l �g"so ovy o'Y una c., slu I- tegn y p�"c lNngv pnN.s;SI�wW °�b''"E"" Pr "" '" `n°' "`�.`""�:. .I Inan a 1 3,t01 .. ra el Irg FaI-x : w•b I w=lm".°eT er`eooe by ��Iu'e�:l.'o°°:a ° . a 1...r1..[."°"°r".°vi:� �I eY . Id T,a�.prwPa:f.,.. ,P...I .t.r,..-1 ,k.:�, u In I Im a prvelnp a1 tru,`"� e c .o�,n< a PXSIrtPIpI, or roe n•MI Ins. Ipp Irutleµ.piYI .` . r b I., m. ..v. Itr nr tm egllglro m.lgror w: Ixslml , ss.z. 4, Pm 1pu m.m, gnnn.m n , ggn. .np �OFFiYii. np .nlx:wTPI ,r.. CE S r�`'rr `_-' T AO QF j. 1 �a�3d00 lti/ :....Q•,1G'1'-. .----- TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93762 DATE Ol/05/16 DRW HCUSR6666 16005083 HC-ENG SSB/WHK SEQN- 310071,1bl DUR. FAC. 1.25 FROM JS SPACING 24,01 JREF- 1VN16666ZO9 THIS DWG PREPARED FROM DOWNER INPUT (LOADS A nIISFNSIONGI RIIMI=n RV Wncc urn LLLJSL-/KaWK nuticers, Inc. /mHKLtLLINU KtbIULNLL -- PI bi LULIt. ' - Value Set: 13B (Effective 6/012013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 3X4� 4X8z� Cl 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, E%P B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. LC1-4-0�j 16-8-0 Over 2 Supports R=868 U=159 W=9.814" R=996 U=87,W=8" RL=71/-150 PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0°h)/O(0) 15. 'WQihAQ10.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. pp L��� AN IiW COMMNY 3EF/J LryE Uihye Gr. $uik l$0 011vdo FL )zmT n.coAeoz>s "rwNINGI •• uAn um F°Uw nu NORES On THIS m UNINI "IMPORTANT' FURNISH "IS °RAVING T°.VL 19MIWR°RS INCLUDING THE R6TLLLFRS. ` hm� ruv v °mw° cure In reerlc.n nq, he^dI M n I m er In�. N ��q, Ggi�y"IldldR ca^p,^N; s...w� °��i^„°,: a .1 .Al r. °r Fj ^°pd�0rv:ry'Uh fnl In, I pr a •t �em r 6LR1. °Gn le.. +° R.W°rr6A�' Ilia o.Im. `m°Ape. AR ["lem'r'vtl'w velnc °r N w q um j G° ° NGA.E e°... P I1'.'1.m' 1°, �ImW'L :.; a .I °r ­IgAIpl....° L..Idd or In Nw ldl^alc..p°^°„e. crd.p h.e.�.h m rd,p°^.Isle °.�.^e °�q„yr°. P • °� F°t. °rvclnq erceme' ru— - - — - — - - m RNSI rtPI t. °r or ne dI nq. nI A^» p. En drn:M dr =:P .p• nh�u^R m G dr iM. Im�s.....N..r=. qr Prdn.udrl.�...d S�rl U Iml I.r wL�r ror w Tm .gmmuEN . „•..r I. d..ahR r.r ..y Y arbl Iq.r G.I Id. 0.veywr p.r A451 RP I I Sc.N. F.r .. • Jeb e 1mr1F n m Nd.o we a OF�..'•.°•• AIPINE...°..IPI..I... TPI.—pi.,­,.FF.:.....mlmv,[,R..u:Icr:.... S ay, . /1"�/irA •E S(� ;�Q4V 55 . T 0 y�FS •A' <4 �F v' q,°_"_,'rpG� TC LL TC DL BC DL BC LL TOT. LD. 20, 0 PSF 20.0 PSF 10.0 PSF 0.0 PSF 50.0 PSF REF R6666- 93763 DATE 01/05/16 DRW HCUS R6666 16005084 HC-ENG SSB/WHK $EQN- 30808 DUN. FAC. 1 .25 FROM J$' SPACING 24.0" JREF- 1UN16666Z09 TMS DWE PRFPARFR FROG oM!PIRFR IRPIR II MlEc L IIIVFI..nRO ulaulT n . Toucc ucg (ZZ5JZ-/HawK builders, Inc. /MIIRGELLINU RESIUENGE -- PT ST LUGIE, " Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 ISP #1: Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Max JT VERT DEFL: LL: 0.13" DL: 0.32". See detail DEFLCAMB1014 for camber recommendations. Provde for adequate drainage of roof. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails 0 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 37.46 ft. from roof edge. 10- -3 4X8= 4X5� (a) (a) 3X5� 2X4III T2 z) (a) (a) I 5X8= (a) 170 mph wind, 18.73 ft mean hgt, ASIDE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. In lieu of structural panels use purlins to brace all flat TC 0 24" OC. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50.. 4X12 �6 5XI 2X41i 2X4II 5X7= 4-1 -7 (b) 6X8= +12-0-0 2—TO 5X12= 3X6III -0 0 4X8� 3X4� 10-0-0 4X6(R) III 2X410 3X5� 7X10= 5X12= 2X41u 4X4= 18-5-8 7-1-8 10-6-8 3-2- Do- -6-0 18-2-0 0 6-02-9- 0-8-0 10-4-0 I(E 36-1-8 Over 2 Supports �I R=1892 U=425 W=8" R=1892 U=340 W=8" RL=27/-83 Design Crit: (STD) PLl IYP. Wave FT/RT=20%(0%)/O(0) 15. j1Il%%6Aa 10.23 QTY:1 FL/-/4/-/-/R/- Scale=.1875"/Ft. �1L�pOfNC°'a:aww'a. !.N ITW COMMNY 2dW Lill Omn6e aF.5w1s 150 OIMMA I28I7 FL MA 90 Pe ••INPORTANP. FMISN THIS DM�INO TO ALL wlrtucrms INCIImING ME llnn Fns "IYUMINGI" RFFO me FOUM Au I S RN THISMUMINEl S,f, T,u.,e, roa Iro a,[rema , ,I[v[In 11np. NlpPing. I1,mll lnp ene 0. Ing. Ro 1e[ lj en er B[51[a[(Bu g L,nponwc Snle[y Inferu[len. ey TPI , nLR) rar „reg,,.r w...... e.�..lmnge P•rl�..'..' le �.I.,� .r` ..�.. c°A-' °M ro-m °.:; =:� g. [Alp m., . ,. .. In allmme c..pe,�.n., crw�i... wu [.,pa " "7' 7'. -�.r :'.. .r .. .mr... .: NSI Pl ,....., N..eII. ...Ip 1 Iw a r.elna o vmaea p • e..aee11 [IIi. .n.P. .y �. it u.F L� •.Lv. Iml�. ..x.. r P•...I '!F 1•[ I r :. �r r m. iva I[r . "•• i ml. Yo.Rfg .ro...y : Y w1•IRi i1e It w111 D g°m . ICI , .R. IF.. w l.. .�m .....1 .... luPlgc:-'-.•IPII,.1[..[s:`ml'°"...[PI [...a: Nmw: ""......I.. [,y.[s: Im: :...1.... Fs! °+W, " !'• , �� 'y4 E NSF ,. �1 v `� t = T O : Q +� (` d' 6 (�, 4 ... •� F-„_" TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.1 50.0 PSF REF R6666- 93764 DATE 01/05/1 6 DRW HCUSR6666 16005085 HC-ENG SSB/WHK SEQN- 31133 DUR. FAC. 1 .25 FROM JS SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER MOT (LOADS N DIMENSIONS) SUBMITTED BY TRUSS RFR ... nuwrt o LVI,I C. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP M-31 :T2 2x4 SP #2: :T3 2x4 SP #1: Bet chord 2x4 SP #2 :B2 2x6 SP #2: Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Collar -tie braced with continuous lateral bracing at 24" OC. or rigid ceiling. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.501. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.08" due to live load and 0.23" due to dead load. BC attic loading: LL = 20.00 psf; DL = 5.00 psf; from 7-8-0 to 15-8-0 MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 2X4 III 4X8=— 4X8vS 2X4 III 2X4= 2X4= 3X4III 3X4111 2X40 2X4/// T3 6 I— 4-0 12 -1 6 8-0-0 132MZ�-{�}70-0-0 5X12 = 5X12 = T 3X6(A7) = 3X6(A1) 10-B-8 ,L'I-11-o_L 10-8-8 I 9-0-0 'I` s-4-0 -1 1-4-7 7-8-0 23-4-0 Over 2 Supports R=1540 U=113 W=8" R=1540 U=113 W=8" RL=200/-200 PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20°k(0°k)/O(0) 15. I1 Ia0111RINR 10.23 QTY:1 h . I. ... R� $�.' /�$ =BC QTOT. �F FL/-/4/-/-/R/- Scale=.3125"/Ft. ALPONFFtm`Jn:n[ AN ITWCAMPANY WRIIo.Fl. 32837 MMAR0278 '•WARNINGI•• READ AND fOL ALL RmFS OR mNIS ORIDINNI Tr"..... .. rm .... In f. rlt.[I10, ••ndI I ,I,Ippin,. toll In,R nn. ,. InN. Re \ x°sI IN.I ldlrp°Edoddfnt :.r,wy"° ....[I.n. y'lPl. xTa3 :..... I ••IMMUM• FURNLRI THIS DMNINO M Au fAXNYLTORS Ixh uffi TIE 116iAUF1.71d °cinre Wnwn,wce In r.'.o'n e [0 w n: .`eme • BCSI. •Un lu,In' l.,[o[1 w"`�,y "°pn.' `;:oC". " e,� .:'I �:.a I:°I °x°E Oe ['Vw % 1 :.q,`1604-E ♦ • tl. C. pin.. I. .1 In.. IIR pn.pen� . R.m:p Im. u..11 n rv,[pa,.I.lo... III a enl uel.. t "e•�"ono„nn [s+ n cnmt•i..r r R...uno. p..I 1xl. aI"q of ... wC* IIt,R[ml• e..arel.el.a......ut.n.. •T �� •p•7efuldn.N.R l't,,. ...... W IR. T. .ul u.l llty .M u. of 1. d...lnp .rry .,p.n•I.I 111.1 av1 ldl.R Do.....I po. ANsI/IR. 1 R...E. `OUR. OI1.. n1, U.. ..n.m ... [S ALp111E:....pl—lt—IR:1pl....tp1[...:.1.a:s TIC LL 20.0 PSF TIC DL 20.0 PSF DL 10.0 PSF BC LL 0.0 PSF LD. 50.0 PSF REF R6666- 93765 D ATE 01/05/16 DRW HCUSR6666 16005OSS HC-ENG SSB/WHK $EQN- 31175 FAC. 1.25 FROM J$ SPACING24.0" JREF- 1VN16666Z09 THIS awr. PRIVARFn FmW rAUMUFR IaGIR flnGne E nlurnelnXC\ e1ma1TTr11 " Toaee Ueo LddaJL-/I`WWK builders, Inc. /MAKUtLLINU HEblUENCE -- PT 5T LUCIE. ' - C7C) Value Set: 13B (Effective 6/1/2013) 170 mph wind, 15.00 ft mean Mgt, ASCE 7-10. CLOSED bldg. not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL-4.2 psf, ,Top chord 2x4 SP #2 :T3 2x6 SP SS Dense: wind BC DL=5.0 psf. GCpi (R/-)-0.18 Bat chord 2x4 SP #2 1 Webs 2x4 SP #3 1 Wind loads and reactions based an MWFRS with additional C&C member Lumber value set "13B" uses design values approved 1/30/2013 by ALSC design. Calculated horizontal deflection is 0.14" due to live load and 0.34" Left end vertical not exposed to wind pressure. due to dead load. Max JT VERT DEFL: LL: 0.27" DL:I0.67". See detail DEFLCAMB1014 for (a) #3 or better scab reinforcement. Same size & 80% length of web camber recommendations. Provide for adequate drainage of roof. member. Attach with 10d Box or Gun (0.7281 x3", min.)nalls a 6" OC. Bottom chard checked for 10.00 psf non -concurrent live load, Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. 3X4 = 2X4 a 5X8 = MFRS loads based on trusses located at least 30.00 ft. from roof edge. • PROVIDE VERTICAL SCAB 2.4 SP #2 or BETTER GRADE AT END OF EXTENSION ATTACH USING (3) 0.128 X 3" GUN NAILS TO EACH MEMBER. 2-0-0 MAX ALLOWABLE UNSUPPORTED EXTENSION. —j6 5X8 ::: T3 4X6 (a) 1p 2X41II 0-4-3 _ _ 4X6(R) iii 5X7= 3X4= « 3X4(D1) = 2X4III 4-6-8 14-2-0 3-0-12 -6-0 12-5-12 0-410 2-4-0 11 fE 18-8-8 Over 2 Supports R=981 U=177 W=10.314" R=978 11=71 W=8" RL=52/-155 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. x43w 610.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••6ARNIKGI•• READ Nm FOL" Y1 NOTES W WIS 100111131 , ••IRVOq}=. NRXISR Tlls oMnx4 TO ALL WITIMAMes IxmaOlNa WE INSTALUM N�y� N. /�R , TC LL 20.0 PSF REF R6666- 93766 e:'o��P�a�1�a1�aEmoe.a�(�:o.,"°�.o..=_ Dy;r�l:.aA�s�°::"::rR,..o o TC DL 20.0 PSF DATE 01/05/16 el'[ .°Prw iYn tvVvr.m C 9 V^� nWan„ ,F . `• p Ua1=.... 1, nia.,lrm°°, - e:...II�`.`. °b`°uIv ° y 0 6 BC DL 10.0 PSF DRW HCUSR6666 16005087 Il �I Ru.'W v pRNIp — ` ,� o " ,J l.- o. OB 1 ...... °' `" `�� n n" `" °° '°met , 1 - BC LL 0.0 PSF HC-ENG SSB/WHK Pew, n C1v elm n. Il9 .d e�1p e"nVunenc 1 .. I,.— AI i met Cv v,W".I E.0 .II ,n%y ayp� u tI. , , AN RW COMMM/ 1nau1 1m f e ve v Iu .uaoa ua in cmr, a.1m PX51 /irl 1. 1, r xvwiing, n .]E - , _ p•,.19�1 exi. ro..a.o er r�wR� n uxR mI. a...e , IMI�. ,dP.. ,. o„e...Im 1 .rM$ AT 0 Q TOT. LD. 50.0 PSF SEQN- 30814 ,pvn.IEl I1 Y I, Y .,/ W T . . 1e, n' . u,v ,. eXl. On, n ...nY ;. . /. 24OOLDIAOm BAOL,Suite ISO "•Ni'•Iblll`r,T RUlldbm D-1P,,. eer Alaiq l 1 Seca. D I r�� DUR. FAC. 1 .25 FROM JS It (XIux FL 32207 Fn. m., I..e.,, ... , .^ eb c nn..1 'u. n m"„ .ob /C ' R COA 90118 ALP1xe... mPI m l,..em �m1: ....eP1 ,x.waeRCA: .°,,.,e, u.ey..,.; v:a ....m dILb�S ____.'G�,� SPACING 24.0" JREF- 1VN76666ZO9 THIS MG PREPARE) FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS RFR \cc:s.ac -i na rvn o -- JI LV[.I G, Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 SP #1: Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Max JT VERT DEFL: LL: 0.14" PL: 0.33". See detail DEFLCAM61014 for camber recommendations. Provllde for adequate drainage of roof. (b) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails a 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 13.35 ft. from roof edge. 170 mph wind, 18.35 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EKP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on WIFRS with additional C&C member design. End verticals not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. In lieu of structural panels use purlins to brace all flat TC ® 24" OC. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. 4X8= 4X5- 3X5= 2X4 iii 5X8= 4X12a T2 6 2X4I N-0-0 2X4 III 5X7=(a) (a)10- -3a) (a) 5X8 jb) 4- -3 2-0-0 4X8= 3X4= 2- -0 5X12= 3X6III T 1D-o-o 4X6(R) III 2X4 III 3X5= 7X10= 4X4= 5X12 = 2X4 III 6X8= I_ 18-5-8 I 8-8-0 _1 9-0-0 1 3-2-00f61-0 18-2-0 0-6�- -11-� 6 0 10-4-0 fE 36-1-8 Over 2 Supports R=1892 U=420 W=8" R=1892 U=302 W=8" RL=33/-101 Design Crit: FBC2014Res/TPI-2007(STE PLT TYP. Wave FT/RT=20%(0%)/O(0) "WARNINGI" NEAR Am FOLIDN ALL NOTES ON THIS DM„INGI '•IDPOUM.• FURNISH WI„ WANING TO ALL CANNA. 111.1„0 THE INSTALLERS. tnyul . ua„ .nC lcsoo^N[ 5 In,. ,.IP,P.. In II Inn, ... nr I.N. A.1— Taunt ee ltim n♦ 6tA, '...Ieln. [y P.1—nun. ey 1 .. IIAJ ♦ . ,e1 y p / \ a re anal l „ w P1, In,ulla.,rcu IaP.vv lea [m at`�oe.l�9� r WC51, aUnva, aeP !�V 1 a sl ,n my Po =IIl,g, etc010, 1 ,Mn t **rune,[ laure clr Pn Ep �I�1���1C NW,NT -I.. n �I-_ . =n rc..n W`J aloe Cetell,, ♦I6P1-[ �� PIn , elv al= a1 In1 PU IeeI pnCupnnrn ♦GrN�Irc.Iu ne[ a nyn,l�oP1 • 9^q AN ITW COMPANY a ata liv Ion 11 A n e u [ruxsa, V" a n ♦ e.lu ax51/[Pl el. e. Ia1 nenel p, nlPpn [" ..7. nr 1. W Anra IEIIN[, AN-1- P. A—:%, NIe..ng m1,ueie•EIM. Ina l�auo .Pununu t♦ Pr.M1..I y rot m. ePIN„ . Tne . ulta a „,♦ t I. ...mP br .nv 24M La Om11Ge Dr., SNIP 150 nNI.lel l 1.1 .1 u, &, I le I,g Wu, IW-r pN, NISI JIPI [ XI,En]DFL 32837 `Inn .^ob ner 1 t,. .ne FL COA 002Te ALPINE: .... vl,.nly. s:TPI �...,=1 n, 9; m,A: ,rc e. P, y..=: NW�.,,.I_ 15.0 „,Ql}w 510.23 QTY:1 FL/-/4/-/-/R/- Scale=.187511/Ft. e kR�,r3 TC LL 20.0 PSF REF R6666- 93767 oo pE SF TC DL 20.0 PSF DATE 01/05/16 s,t BC DL 10.0 PSF DRW HCUSR6666 16005088 °vna o 708 1 HC-ENG SSB/WHK rtm BC LL 0.0 PSF to , TOT.LD. 50.0 PSF SEQN- 31136 DUR.FAC. 1.25 FROM JS N.7 `g Met.......: SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBMITTED BY TRUSS RFR Y1 D1 1U610. - Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 got chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "1311" uses design values approved 1/30/2013 by ALSC Special loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 85 pIf at -1.46 to 85 plf at 8.71 TC- From 85 pIf at 8.71 to 85 pIf at 14.62 TC- From 85 pIf at 14.62 to 85 pIf at 24.80 BC- From 20 pIf at 0.00 to 20 pIf at 7.67 BC- From 45 pIf at 7.67 to 45 pIf at 15.67 BC- From 20 pIf at 15.67 to 20 pif at 23.33 Wind loads and reactions based on MWFRS with additional C&C member design. 4X8= 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 4X8= 2X4 o 2X4,/ 6 6 EE {10-0-0 3X4= 3X5= 3X8= 7 4X4(A2) = 4X4(A2) Q-4-51 12-4-g1 IE 23-4-0 Over 2 Supports R=1440 U=372 W=B" R=1440 U=372 W=8" RL=171/-171 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 4iN1 814 23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. AM nweomRVNv 24W Lile oNxE Dl., SxlN lso ]SO 219 FLCOABOl]e ••aaRxlMISH IS wm N U L xmce a+Txm Dx ING ,ex "I4POfliPNi" FNG I" T EA AND M ttl LLL MUTES N T Ix DMI Txe IImuAeu. € T,ua:a, , • n Iserlc.cln9. p. nE:l Nlppinp. n :: In� ..d 0. Inp. xef„ 'I�....,... l'i),..11d��x.II ,. ,.m. I�e P.f ecsl. `e.e•,. °�,' �� .prc�`IG. .e 11 .e s,f,,."9.f. .la. >, I . x w : , ,....y oa �`Y a: l.d..l...:b.C` `"�' .,,Id ::.a a:q ;ems".; ' p`'•, m N .la, xdl, °z: w ro :��. a p~ a �, �55 :• Al . f In euI ldLa capon.. x . •,p,n.I.l. f �f f�m ,l, ° " •o.:.p :'7.; •:..,",�; „ • `"'•"'°"" •lm .xs1.TpI e.'.. . h—.1, q. .dlpp t z ..a ldd ui, ar adP df .'el,.f wo. u� smP ml. er allP, lllem....d .. a. .f do xI r..mrm.wedax. Tn...mmnw•dd..d.r 1. ...Idx •.r. �qL°j pm.lxlll.r. H• mndl.e o.,m..f p.: Nxsvml . ss.z. �ExF, . RLpaIE:....aplwe..w: T.I:....wln,....9: xsu:�.. �� la:... a49 Ip.r ®,. mm...,.I en .. ul. J..•. em..•l ,�.e . ..e, . • ,+y ` aCE SF •.O x. o.708 1 . @ AT 0 • : Q ( ...�'�k,�y .• . \ ' rQ � •LENG�01/OS/2016 TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF REF R6666- 93768 DATE 01 /05/16 DRW HCUSR6666 16005089 HC-ENG $SB/WHK SEQN- 31180 DUR.FAC. 1.25 FROM J$ SPACING 24.0" JREF- 1VN76666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR " Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T3 2x6 SP )SS Dense: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value at "13B" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wind pressure. Max JT VERT DEFL: LL: 0.22" OL: 0.54". See detail DEFLCAMB1014 for camber recommvndatimns. Provitle for adequate drainage of roof. Bottom [hmrtl chocked for 10.00 psf non -concurrent live load. 3X4= 4XB= 3X5 5X5(SRS) 3 (a) 1- - 3X6= 3X4= 3X5= IkIS III 2X4 III 3X4=— 2X4III b.UU ft mean from roof ad, wind BC UL,5.0 psf. GCpi(i/-)-0.18 bldg. not located w Intl TC DLa4.2 psf, Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.13" due to live load and 0.31" due to dead load. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with led Box or Gun (0. 128"x3",min.)nalls 0 6" OC. Deflection meets L/360 live and L/240 total load, Creep increase factor for dead load Is 1.50. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. PROVIDE VERTICAL SCAB 2x4 SP #2 or BETTER GRADE AT END OF EXTENSION ATTACH USING (3) 0.128 X 3" GUN NAILS TO EACH MEMBER. 2-0-0 MAX ALLOWABLE UNSUPPORTED EXTENSION. Laterally brace BC above filler o 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (If no rigid diaphragm exists at that point) --1 6 4X6= 3X4(Al ) 0-4-3 � �10-0-0 3-4-0 15-1 -0 D-518 2-2-8 1 14-2-0 D_4_o 2-6-0 i 19-6-0 Over 2 Supports R=1005 U=177 11=8" R=1003 U=66 W=8" RL=59/-176 (4.028" Effective Contact) Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15 `", V14 23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. •-WARNINGI'• sew AM roLllw Ad. MITES IN THIS UMIINGI . •'IMMATANT' mmxlsx.1..MnxvTo.am. IHmamxwTHE IxsreutHs. G TIC LL 20.0 PSF REF R6666- 93769 ,rl,,,^w. n,^all ,vlw l,w. .. .a ..x .r I,v. samr d _ ,GL a ;, PI : 9. G.T :...P roo�" CE SF r� `�. TIC DL 20.0 PSF DATE 01 /05/16 m ° _ �E s'. ° 'resew` 'Iy 1 ..�n.e •..,.t-I :.,.th,v . rr,P,r /�//I���\��� i� "^° ee° ,_ -; (��;';w ',^'^^ wm o.708 1 e BC DL 10.0 PSF DRW HCUSR6666 16005090 G�1L511 !1�� �,vio. ., .wll.•e pvi`yv ,.� d o •I M`i-o.,. a ,.,jw z d �P��°.x.� .mx or J . Da m; 01.e,.. G.e"p I,� a -I p.,a .6elo ,y m j .� H . � BC LL 0.0 PSF HC-ENG SSB/WHK AN ITW COMMNY I ,e,l i. en s9°r mne a e.e„ee. ` as n ewmm e, . m nxSlrtPl 1, oe .°..,xl,,w. ,.IpPI� ' T O TOT.LD. 50.0 PSF SEQN- 30818 e"r.l ..V p..,�,w P w, n a°P am :". I„ mxxi . wu. ,T N,..IPlla IyP ,.P,,.IaII ,x. r. .w o^ ,., Ir. Iw. ,,. or I xr.,lp.r.,z. DUR.FAC. 1.25 14WLwkxnnl eDl. Suile180 ,•puel,.lV,1 arllxl,Q 0-1, wr wx1fa T ss.z. "- #(�, .. • FROM J$ Cllmdo, FL 32837 Fr w II-, a r,l "" FLMAN0279 ,vmE: P",I...c�`,PI:�...;I,'�°:w"R«:......,Ib.,..,.es.Im...,.1. �_ /DAIe1ENG.lIonlmennTA SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM MIMPIFER INPIrt lLOAD% x RIUFNSIANtl SI[WrrtFn nY TRIRc NFo («bd<-/IIaWK Uulltlers, Inc. /M HUELLINU KtbIUtNUt -- PI bI LUUIt, ' Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 SP #1: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Max JT VERT DEFL: LL: 0.10" DL: 0.25". See detail DEFLCAMB1014 for camber recommendations. Prov�de for adequate drainage of roof. In lieu of structural panels use purlins to brace all flat TC w 24" OC. MI loads based on trusses located at least 17.85 ft. from roof edge. 1 4X8= 4X5= 3X5= 2X4In 5X8 170 mph wind, 17.85 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. End verticals not exposed to wind pressure. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X6(R) III 2X4III 3X5= 5X8= 6X12= 7X10= 5X12 = 3X5 III 2X4III 18-5-8 _ - 10-8-0 _I_ 7-0-0 3-2-Oo 61-a 18-2-0 616o T12-5-8 07.40 r 36-1-8 Over 2 SUDDOrts _1 R=1892 U=413 W=8" RL=42/-123 .R=1892 U=228 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave 'FT/RT=20%(0%)/O(0) 15 ! 1"` 8 .23 QTY:1 FL/-/4/-/-/R/- Scale=.1875"/Ft. ••wwlxcl•• READ Alm Nuw All. ImrEs ox THIS xM.INm � ......... • TC LL 20.0 PSF REF R6666- 93770 —WARNING 1REA oRAxlxc TR Au mxllxAaens INCLUDING xxe IxsrAuexs. �..,,.. , ... m r• rl.et enrol , .n IR.I,N. n 1. .d .ne ., inN. Nor- [ w m [ MtIMZUN A—E6r. �[ 1..ety"9nter.al.,,, by.Pl :� oN., : r F for te C F O TC DL 20.0 PSF DATE 01/05/16 R u w or . Ne., ,. r.h01-` ro r Fs . "w I,,, EN /�gyp p " ".. '"`" "" "° I sus o.708 1 = BC DL 10.0 PSF DRW HCUSR6666 16006091 G-=LI���O �l� ["," J11"I x�.. a -1 S',� .u,�Ie -I a „s°o`: a • .r • ,;•a[I..�r am a BC LL 0.0 PSF HC-ENG SSB/WHK ux m... w .1 in x".. lld mg c..R.n.n[.rcrew In[. wn n .n re,v wIN.�m.�•nN •m AN nWCOMMNY a xtel �stl.n F b—l"I e1°V[rva,.a, rvaa n cml.r..nw. to .WSI RPI I, er .vr e•ndl lrg. IWI t• Ar.I bhl. d •.I.P dr E—, Plx. NNtI"o • dr•.I..x, IIIN.. AT 0 : Q gs TOT. LD. 50.0 PSF SEQN- 31139 e.Pd.•ie Ihy • .., mr tNA d en • me •uIt•bulty • .f u°i.°erm.ero: e:r •E .� fV� lam Lak aN sdrn swa ls0 e•P^n.IbNlq.1 IANI,N„x o..,,.r P•r ANAI/ I[se<.:. ,( ( OUR.FAC. 1.25 FROM JS aI=,dan, 12817 e�.r ..r. �n..,.. I=, 111 . Jy. a xe.e..I n ..b ..I-! •"�N6� SPACING 24.0" JREF- V FLCOAY02n I>�.elt-.=..`WI:... ..,x,.: ... `, 1.: 0 •ouomom 1 N16666ZO9 THIS UNG PREPARED FROM COMPUTER INPUT (WADS & DIMENSIONS) SUBMITTED BY TRUSS DFR JJL-/naWK 6UIIOerS, Inc. /MHKbtLLIMU KCpIUCWLt -- VI JI LUGIt, ' ue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses I6sign values approved 1/30/2013 by ALSC i Deflection meets L/360 live 6d L/240 total load. Creep increase factor for dead load is 1.50�. I 4X5= 170 mph wind, 15.00 ft mean hgt, ASIDE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 6 5X8� W 4X8; � 6 6 {�10-0-0 3X8= 3X5= 3X4� 7 3X5(Al ) = 3X5(A1) Q-4-3j Q-4-91 IL 9-9-0 3-0-8 3-10-0 I 6-8-8 23-4-0 Over 2 R=1340 11=118 W=8" RL=186/-185 R=1340 U=136 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 Y"` .23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. . "WARMINDI•• READ AND FouoIp ALL NOTES ON TNIS onNIRGI JAW ••mPORTAM• FURNISH THIS DMnxo To au CWIIMRpR9 INn IKO TX INS aum$, p \ ° ,1A°%y . ° TC LL 20.0 PSF REF R6666— 93771 III I1�� U tJ OO �D V AN RWMMWWY x"ml,g)momge u. swim IRI Q{gRiO n. i}&I% MCOAN0P9 T'" ..4 rem t rn Nn en 11.. U ng. n,ndN I.. an ipp I, II.- : .nC Er n. C gDsie Ddiiding D penent s.fnaY Nn."r.aim. PI': a og"I ;"°:.aty o ee o°p"rfarul,g U "Noce . 1IS-11 r. w prmld, te. csl. "un ie,a not op crier .0 lona","omttoc ed atr ue Nre6, o n Pr"pur ig,d m S:;oI f., p.—.nent a r ° o; j. of" s e�:� ng IoottA' gcs g� (" "-`f�.;;';�d"° .n0 mpp l Rnfe�tto e�.. n e11 m"f tn.. a�l:'uu'aMa. n o ;a"d mt'lo n . mle.,anepwu'evn I. to Npi m.t. T in eu Nld ina cspen.nofDr"„pN m.°w t m .e er . NId.nI 7�L ICm nat°II. if•e.vc lrq al"vusaea ruaa ncenfvry a.NN aH51/NN er�i.a1..N::,q, IWI • mI a mI. ar..Dq o. . wD. nr�nry m1. d..aw. Idelta...mpu,.. df p•df..ama S'{ryq •,apma eI I ItY m e1�Y o, ..p: Te auluel l lb o,tl u• eY uIf drs:,q fof .q .t e n If B,Ildlq D..ID—. I.: aMvml T sm.:.�� ,••Pena nlPme .IP�^^w.vv[TPI:....yma.n.g: Trtca:m... vr.em: ac�....ma..m. ,. Far mre Infor.v Im m U:I. Jed•. g000r.I ta�; W Uww .e1 1/ G SF % O 708 1 t a • C T _; 2` ' ( •.°• •••• ,• • \ IRAIAI ENG m mcnnla TC DL 20.0 PSF BC DL —10.0 PSF BC ILL 0.0 PSF TOT. LD. 50.0 PSF DATE O1/05/16 DRW HCUSR6666 16005092 HC—ENG SSB/WHK SEQN— 31184 DUR. FAC. 1.25 FROM JS SPACING 24.0" JREF— 1VN16666Z09 THIS nwn PRFPARFn FRnll rYmmr FR I,xxn I...a, x nI nFVCl nlu<l an...,m. ev 1.,Nd uce [aSG-/HawK builders, Inc. /MAHGLLLINU Htb1UtNGt -- PI SI LIIGI E, lue Set: 130 (Effective 6/1/2013) Top chord 2x4 SP #2 :T3 2x6 SP SS Dense: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Left end vertical not exposed to wintl pressure. Max JT VERT DEFL: LL: 0.22" DL: 0.55". See detail DEFLCAMB1014 for camber recommendations. Prmvitle for adequate drainage of roof. Bottom chord checked for 10,00 psf non -concurrent live load. • PROVIDE VERTICAL SCAB 2x4 SP #2 or BETTER GRADE AT END OF EXTENSION ATTACH USING (3) 0.128 X 3" GUN NAILS TO EACH MEMBER. 2-0-0 MAX ALLOWABLE UNSUPPORTED EXTENSION. 2X4iii SX8 -3 (a) 3 sx4 Ill 4X4 = 1/U mph wind, 15.00 ft mean hgt. ASCE 7-10. CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, ad nd TC DL-4.2 psf, wind BC DL=5.0 ps£. GCpi(t/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.14" due to live load and 0.33" due to dead Imad. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nalls w 6" OC. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. MWFRS loads based on truss.. located at least 30.00 ft. from roof edge. 0-4-3 *10-0-0 0-5-782_2_ 14-2-0 0MCR-O-D - _ r 19-6-0 Over 2 Supports R=1005 U=166 W=8" R=1002 U=53 W=8" RL=66/-198 (4.028" Effective Contact) PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(O%)/O(0) 15 1"` .23 CITY: 1 FL/-/4/-/-/R/- Scale=.25"/Ft. LS "" p'W COMRGNY 3,m Lalelmn, . 37 lm OeR, n. ilen FL COAY0118 ••wamlxdl•• IIuP Am muw Au mars ox s I RRABING ••ia°RA1Axr' rvxxisx axis RRAnxo ro Au ciumAcrms S awo i txr umrAuvu ,;. ., .a .brl..-M b4n,11nR. W1PPi.°. i.,b Irma aa,r ..c.x,y` ". ° aiue —rncs i`ar* leis ril-1 ...,rider 1"m...u.". 1 1x1 . xrcq n...m P:.ro.ae° -ideIf -t — 1-1- , N-.1 a„la, c®P,r•�r, br.m, wr scs1, wm.,` `Bi .„ra .. 1 1—I w"P aio'.'c.. ,, idea"....,f r,I r—, , .,. „1 hero .,warn . 13,°07 rmo ".. 1l.•e e r Aar° .,far, ,a a r,f` °ra br" ° awry e° °� ° `uw",. , ,.. f m e.n6,YC ,,. rGNw�J� anus.,. raw .'.. ,"r m 1* da idleIB.--bid rid, „..�,., ..a°Axed/ .°p.,,Pa,iEl,.,r as a. A 1daue,.,ul.°draw ad _I I-'°N ..r idea A.1 Basle . ,,,tom r-•Panbl ll 11 xR , da ;° 11,.x,R ul..r°.1lA. l and mid ° ..K, ,. P•'r..an,.ax '� .,r w„ l.x .�, ,_. If 1. a„Ip ,r ... . r••om.ibl l a 'a: Ran al.g m.lw="r �:; „a „P. ; �.:.�� F,r a la.,, 1,a °,wmmB ,dwe' °.x ._:.,b A.Plxr: ~`,P is _.,:. w: '=.. la ...,ids �c°: /r,/ yyy CE°SF•'Ba :,� e_ o. T08 1 z a � r T 0 • Q ti(. (,. \a d / •rLCYG,w' 10 TC LL TC DL BC DL BC LL TOT. LD. 20.0 PSF 20.0 PSF 10.0 PSF 0.0 PSF 50.0 PSF REF R6666- 93772 DATE 01 /05/16 DRW HCUSR6666 16005093 HC-ENG SSB/WHK SEQN- 30821 R. FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS OR tLLUEL-/KaWK OUIIOerS, Inc. /N1AK6tLLINU KtbIUtNGt -- VI bi Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bat chord 2x4 SP #3 i Lumber value set "1313" uses Iesign values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Left bottom chord exposed to wind. - W1 R=-55 Rw=36 U=68 011-3+1 0-6-11 R=0 Rw=12 U=12 10-0-0 L� 1-4-0�J 1-0-0 Qyer 3,gupports R=297 U=102 W=B" RL=40/-30 17U mph wind, 15.UU ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. Provide ( 2) 0.131"0" nails, toe nailed at Top chord. Provide ( 2 0.131"x3" nails, toe nailed at Bot chord. Design Crit: FBC2014Res/TPI-2007(STD) �I PLT TYP. Wave FT/RT=20%(O%)/O(0) 15.0 Nf/�aw 510.23 QTY:10 FL/-/4/-/-/R/- Scale=.5"/Ft. ^r&RN mmu•• .. Aw TDUA ALL IIRIES a ]xls wun xcl H. key, TIC ILL 20. 0 PSF REF R6666- 93773 ••isPOR]ax"W NlGI"TMe MmMwINGFO w AU. u I.iunu; MR& I MWI D I Ilsaums. .„, In..d,Iwt . h.ndil"°...I��"°. <.��I.a.G L.. a,. r� E� ���`, TIC DL 20:0 PSF acv to"ndi"s °_., t s...ty i...,.a<,.n. ey mI . ncnl ..,<.ty� G S�• .• " DATE 01 /05/16 to Ins two T—tlor m,<, uo,."1: n c— . ewwwm a ..Ing w, ecsl. 'u.,I.,, y , .d ,t,.<t,', n t ..d .h,lI . vie: d h. %.. 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FAC. 1.25 FROM JS 01l .n nen ., Iw.w hl,M,d wp,.I ,s .w O l .• R COA M03]8 ••�•A..K:•••:Ioi<�, ...<m ` TPI: ..:.wL, ., °: Ru:R oI.Yu,t,„ew. im `....I� bcS _-._. 1reJ6��` SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUN ITTED BY TRUSS MFR. �W13Bv(Effective �6/1/2013)c Top chord 2x4 SO #3 Bot chord 2x4 SP #3 Lumber value set "1311" uses Resign values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. ,Provide ( 2) 0.131x3" nail1. toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nail$, toe nailed at Bot chord. 6 2X4(A1) = R=-41 Rw=34 U=57 10-7-3 0-1 -11 R=3 Rw=21 U=24 +10-0-0 L� 1-4-0�J 1-1-11Qver 3 §fipports R=291 U=88 W=8" RL=41/-31 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC OL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 ,,A3, 610.23 QTY:4 HD4 H. FL/-/4/-/-/R/- Scale=.5"/Ft. ••WARNINGI•• Saw DIm FDLLDF ML NDIFS ON"IS DMtINDI ••IDFDRTwIi"T FUSSISN IS DI ING TD Au DDxrwmOIDCWDIDG n IDnAlLFRS. TIC LL 2D. D PSF REF R6666- 93774 Trva.ea • mo s.a In fnO.,.... Ul.e B .. Epp ing. In TPI •na er 'eUSI`to"I:emD DD.p.n.n: s.F"�y"I:..."..I,,,. Dy TpI': a aD., ;�� � p csl. GE • '1°:. TIC DL 20.0 PSF DATE 01/05/16 .I I.n..v1111*11119 "Vein"" ... . 11 ...... w nvi`.If I ° •mA ac °`;.P".U,.. �. 1 'S8 BC DL 10.0 PSF DRW HCUSR6666 16005095 /Ip PO 9 ".......°�m:a' . :aKa 0 DB BC LL 0.0 PSF HC-ENG SSB/WHK G JI�ll� 11 �l :;°I".::"r : 71 e :.' ' I:.Ina ".n :iu µ' olm a 1b o°F � "�°'� °' M AN IFW COMPANY 1. : :nau::•tlu i r"e .g o, aru.w. - D pp C _ T O TOT.LD. 50.0PSF SEQN- 30890 •..•Iaul�a..�.D....... �•I.I.Um...•.::,.:b _ ,(t$. F u. Tr .ulunN:b W um.1 e:.°.I.q y�dj. 'Cnr DUR. FAC. 1.25 FROM JS x+oDut aDDtlDrn GU;,e lm Orhnd1FLMCA90279] I., I q Wi: %. � i..1..�.� I D.a °�. : M:v,FI SId,. g+0 .o."I"••... :a .. ."".Dew..: F�s •,F• SPACING 24.0" JREF- 1VN16666ZO9 FLCOAtl3283 =:p �" i°...v �Tp l:....e°........: vu. �. ".ey.�. Ix I,t �p.U�..�U">o FD .. • ..K _ _�. �G�$ THIS DWG PREPARED FROM CONPUTER INPUT (LOADS & DIMENSIONS) SUM ITTEO BY TRUSS NFR. ' nJZ-/KaWK ouiicers, Inc. /mHKUti-LINO KGIUCWbC -- rl JI LU61t, - 6.11 ue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Bot chord 2x4 SP #3 Webs 2x4 SP #3 j Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live And L/240 total load. Creep increase factor for dead load is 1.501 Provide ( 2) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. 6 F_ 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART._ENC. bldg, Located anywhere in roof, RISK CAT II, E%P B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load MWFRS loads based on trusses located at least 30.00 ft. from roof edge. R=-2 Rw=47 U=4 +14-1-14 RL=37/-34 2- -6 R=29 Rw=32 U=10 +12-0-0 1-4-0�J 1-5- Over 3 StWports R=266 Rw=277 11=104 W=7" Design Crit: FBC2014Res/TPI-2007(STD) /,.T PLT TYP. Wave FT/RT=20%(0%)/0(0) 15.0 RMIHN, 610.23 QTY:2 FL/-/4/-/-/R/- Scale=.511/Ft. wxlNBl•• x S um NGTO ALL Q aXTXIEowlNm ••INPONIINT' FNIp ISM TNIE mWIXO TO 1LL COXI ON T INC WI THE IX51.1LLER5. ^.",11 v°IPPII.. [..11.9 °ne.. 1"°. " H. hhy4/ • ` TC LL 20.0 PSF REF R6666- 93775 DATE 01/05/16 . eoTn[ _ .. ^. X�XI_:Il lalnOtn°n[ :..°' I.f^...[Inn.., TPI • Xiw :-,I. °. y P �dl Ins 111 .°=[v[Y ° nB PC51. ulv.• pE SF /�1 ?_ TC DL 20.0 PSF /^\ W[ ". w'e[=Pn 1 P[v a"m� L",'i`°�=•['n^• ; .°�° InX ° °n[[m GvP„.. [•Iv j's°r o 5� 4 V 1L�p� �►lC "�;m =[Inm ,. XT e.... n �Isoo; f,r[ , [n -1 � °mn . . In ,nln[°Pn[v1ly. P=me" ^EX.-E : tl" ° [Xl ene Iwll IePrornvnYNl o. 708 1 BC DL 10.0 PSF BC LL 0.0 PSF DRW HCOSR6666 16005096 HC-ENG SSB/WHK v elv •Inn If ITX"W.I leln9 Cmpewn[• 6[eup ro[ pe rvvpenal WIYG m U AN ITW CO.M 1... an .. �v[Im • °[v^ lefem III [.ux n cmin[uncv .lu ,JISI rtPI I, o..or I..rMI lrq 11 _ a^ TOT.LD. 50.0 PSF SEQN- 30918 _ . r•I m 11W •.I� ° [e ,. I [I.P [wl.".•.pt,. I..�[.[.. �F. Ae•.•1 I "$ mPm.IP m Te ,Xn �� T O DUR. FAC. 1.25 FROM JS a Pn •1,,.1 1[° 1[, . e,. I e•v..� . [ .n„ .�, I I°I;�ti n w,�el,q°M1VIPm[•P•r wRl/RI , ss.:. •'' Orlu& FL ian FMA90278 Fe� m ;...:e U'I° ,IN,ail:.[.•...;.:la:I. . __�,•� SPACING 24.0" JREF- 1VN1666BZ09 (22532-/Hawk Builders, Inc. %MARCELLINO RESIDENCE -- PT ST LUCIE, - CJ1C) Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bat chord 2x4 SP #3 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live Intl L/240 total load. Creep increase factor for dead load is 1.50I 1 10 5.12 F_ -1-6-12---J 1-11-6 Over 3 Su its R=305 U=120 W=7" Design Crit: 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART._ENC. bldg, Loca anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 0.131"x3" nails, toe nailed at Bot chord. R=19 Rw=50 U=3 +14-3-1 RL=52/-29 2-6-9 �12-0-0 R=39 Rw=43 U=13 (STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 „�, dgl 610.23 QTY:2 FL/-/4/-/-/R/- Scale=.5"/Ft. ••WARNINGI•• RFM AMo Fffl M A NOIFs ON mllS OMWINI ef 'IMPORTANT' FI@MIM 1N15 DReVIN0 TO eU. CpXm/.0 W INCW0150 THE IN A LERS. , H, TC LL 20.0 PSF REF R6666- 93776 a+'S'` Tf, r W • e.vem ore In n .le•e vneling. anlpping. n [•I vnE °r ,ng. P`Ier yy�.,.dd�Td 1 f 0CS1 (Bullding Lonpment Svfney IIf—lm. of'W1 old YICL) I r e•,o n�M « eal. • t=m'.- • OE • gF ��p` £ TC DL 20.0 PSF DATE 01 /05/1 6 _, .Mp1 sum°n N•drwdmr . or mro odtm• r Lm.[1nm ,�1 �.• :;, ole' v oe w11."' m0 , m N�v� y. _ § , BC DL 10.0 PSF DRW HCUSR6666 16005097 HC-ENG SSB/WHK 1�p0 �JC : wl�e �, �; e: a "1 g, ma m�".. • ""„�, ;;, a� poC.ap..mto ••ny o.7D6 BC LL 0.0 PSF . d,. .f G, p Im. •„•I .�dlbl, w d wrru• na er cen term d .IN EN51 rtPl 1. or Iar nvndl ing. I • - , SEQN- 30912 AN IfW COMMNY atvvtlm 5 1,o s TOT.LD. 50.0 PSF ••.I m isd m1p br dbmrmwgo 11-1nv ml• d mlm. Lalpd• r .pdNPu a of Prdn..lm'.r i1.S n .oponvlbuler oo y mr w Iml •mmn. tm mifabulq • df 1. •.1,p rot w ; y T 0 Q` £ 24W L k o=ns<e,. Sun 150 •IbI II dr mudI.g d•Igmf mf MSIrt I T Sm. N. .` fdlV� DUR. FAC. 1.25 FROM JS Ulando FL 3207 n. MA6.110. 0 Fdrm Idn •gym ..r-I .VPINE: m.vlpl m lt..em�Rl •m.epl t.dra"KM -m.-..xlwuvvg.cm: Igg'....Iecm 6:P • ._ n: ' ��\� SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. e r.S•I.G. /MXR4L11IIVV RCJIUGV{,C -- Value Set: 13B (Effective Top chord 2x4 SP #2 Bot chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131x3 nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. 2X4(Al ) 1-4-0-J f6-9 Over 3 SuppoGds R=299 U=65 W=8" RL=64/-36 - VJLJ R=62 U=23 R=38 U=5 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on NWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Design Crit: FBC2014Res/TPp/I-2007(STD) PLT TYP. Wave FT/RT=20°%(0/B)/0(0) 15. 23 QTY:4 FL/-/4/-/-/R/- Scale =.5"/Ft. ' WARRIRGI•• READ) AND ml1A ALL NOTES ON THIS RRAIIXGI ••Iupo Rrun• FLAIIM Tlls °R.NING m ALL wxm mWAS IK=ING UE INS'TALLEl" \ e...., • e ,w "ru m I.xrl,.pI.y...nm in°. zm pp me. I.ur ne a In.. Nnml `°Ra`c°.riern° E E..,[o ln.,r"v.r"n..r'TPI Y • /( %04 TC LL 20.0 PSF REF R6666- 93777 p.n°n[ rn°'c Nn In.[.rl,r.�ruii ACS�. -fl TC DL 20.0 PSF DATE 01/05/16 s Ing I , +w w rev = pId—h [ .rr ° p per B DRW HCUSR6666 16006098 e'^. pr litb.[ - I .",n ..,r.r r. `rq m,. a IpdIl r � °C I 1 BC DL 10.0 PSF /�p �p M 19 au. Apply plIw, [ .I. Wv `"` ""„n' �"`� " "°" Ie ��"°' "Z;.. � y [.p,no. e.l°i.ri 0.708 BC LL 0.0 PSF HC-ENG SSB/WHK l-=°IL .,,p �n'r'n:w., nr ew ,[p, srw ,n , n--1 Bur ,^r MeraWr n,'q Grwp;:i �" r I,,..nc uAN51/RI°t. ; C L hN RW CO MROIIY II ,r ri.p, en pp I°V[r.nw, rn.dl.0 riv[rm .v ""°" T O v e TOT.LD. 50.0 PSF SEQN- 30902 lam lsYepxlge pr spa lw •.�M.iErugr u•e='I: .., w °, , Idd,dhIn,[rrn....—dTnI iri .-I_.. AdAA_ "; p fI....—I IN •.,porel Cllrq ,I xul rYrp MI, � Am l I Sx S. Ind UlIb , ••• "R ,r "V • F O,(� DLIR. FAC. 1 .25 FROM OM JS on.=eon."a" FLMA10278 -=`r` I"' `nr"`°-"°"""r """"`° m S '`�CI�G�,I' _ Alnme _ pl,,, ^"lplj=.[pi..[..rp: rlu: ...,xlm,`""vr •m: I6 �.... /n a .• SPACING 24.0" JREF- 1VN76666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUMMED BY TRUSS MFR E ........... aullaers, Inc. .NNi Nb LLu rvu neDlUZN" -- rl JI Lwle, " Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #3 Lumber value set "13B" uses idesign values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. R=62 U=23 R=38 U=5 2X4(Al ) IF 1-4-0�J 2i�5-9 Over 3 5uppotTls r � R=299 U=65 W=8" RL=64/-36 Design Crit: 170 mph wind, 15.00 ft mean hgt, ASIDE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load is 1.50. (STD) I''Ll IYV. Wave FT/RT=20%(0%)/O(0) 15. d91111406,J .23 QTY:4 FL/-/4/-/-/R/- Scale=.5"/Ft. •-WARNINGI•• READ, 0.Va FaIILN ALL Non,S wl Txls DRAnsal aY• ••INPoRTANT Nvulsx "IS ownxe m l ERNWAR mu INttwING WE Ilar•ums. ,p ` • /(� %� TC LL 20.0 PSF REF R6666- 93778 e„ �e ms ....... .,vane caw la Ie erlc,c n , Nlppin^. In vlll'n"p e , Inp, e[, :w�t1.,. I^= . • "� v.•nln "In.vl :.Nry .SCSI : .. ep"g • 9 GE • 3�c ./O "': 'L TC DL 20.0 PSF DATE O7 /OS/16 I,e(e 11—III,,t lu.,nant rw bI1111. p CSI. rfl t.' .N. I .o auI °o°1[•.jl . DRW HCUSR6666 16005099 IDI"..I 1 °l" "w ..•.. ,..",E ,e ��Wg�e Exatlw. . L...... I—If, N Im I.�. a l 1 BC DL 10. 0 PSF III II�� ne 'le naB�c9B .. u. n,a•waeCl N mppino:n �Tm'a . n ," I— If u, .,.c n . e pu, �, • `AIR' I.°:;"."Ta•, 0.708 — BC LL 0.0 PSF HC-ENG SSB/WHK l�IJ1�4J U VLF e :.'w".M*1ITNDUIIdIna•EMpa— GN Iw.1uu WII1;w, I*i.w,e '., AN NW COMMNY ..I.g . 1,"., ,. Dr II. ,A.. .,,,.. .c..It,. AxGI/IPI I In I m a e,eclq ,I a,w,m � n "A""R� •N' .vr' a ^^ 9' t lm T 0 TOT. LD. 50.0 PSF SEQN- 30899 A ,,.I ul. a e.I,q .1 —l1P N.[I,q .1. a14ery. Iltl lWuu, .e UYI=. or plehe,I wl IIq tO •„;' /� � \ E DUR. FAC. 1.25 FROM JS uaoL,t oMq<Dr.sNv.lw Ib. iiq D°,•,(IamR o °" r RX3I,TPI 1 s ..E. w"' •" "° ""• p� ( ( 1�4F4�!i�q�` LliadD FL I$NI) M MA®one Fa. .. .— .a en 1, J.p . I —I P ROB ",. .,I .... \G'wF n •N INE: ,.. elP i". �elP 1:....,pl e.,� :....a 'Er, Ice `....Im__ �s !Hunt F` ,,,,.„,,,. SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPIn (LOADS F n10ENSI0N51 SIIPNITTFn RV TRIM IAFG UUIIEIerS. Inc. /MAKUtLLINU KtbIUtWt -- VI bi LUlat. - B (Effective 6/1/2013) Top chord 2x4 SP #2 .Sot chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non-concurrentlive load. Left bottom chord exposed tolwind. 2X4(A1) _ 1-4-0- J r3 0 0 e.e ,epp'ts� R=319 U=83 W=8" RL=73/-38 17U mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18" Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bot chord. � R=88 U=31 11-6-11 1-1 -3 R=50 Rw=57 U=19 +10-0-0 PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/0(0) 15. 4911196d .23 QTY:8 FL/-/4/-/-/R/- Scale=.5"/Ft. !� �1L�pO AN DEW COMMNY Eam W<DemNd Q. sW@1$D Ort FL3i837 FLMA60278 ••WARNINGI•• NEED AND FUUAW ALL NODES ON THIS WRAWINGI4G ••OVONTANT• FURNISH Nis OWING TO ALL mOmacrW9 INCWUING WE I16TALIFAG. � Trn,,...da..°,,...�n,...I In,...I,o:",. �n 11 n, ..r ",. N..°. � T .e..z GE ••S�c'�.��p •, n ynn:oaa ^9It• , n d ld.�tmF�n�ry br �N Pnr vc I. �Unld.a v c "Ift"ti`', In—cd•vdn.nt s °ey n , mn, b—in .w nc........ ` t w e%'e b +a "" `°`" -t °°" °mil;"ol: , �° 1 .P �. D. 708 1 d nb ` ` » 7� Ie , .., t. d. d I -Z .., nt y `Alw nu.. dlv m °F m Euu dlry lrulvim°a cwp Im.lw m .'n,pni ne. �•nNdw Tm q ' p din,4lpatm a re `d °u[,va,m 'ma n cd mdw a .:u AN51 /EPi 1. nr m. M.y Nrp, Ipp y, • C t T O ; @ = • ra 1b m`b —...N d. tw..� vb N.u,q ul. d14ep. IM lds .: NY a. bF o•nF.ulua IM (V r If tte WI dI I1E W N .Z �F�. 1 •♦_` G�a� c �^°Pe<=�blNp d. p,b puN dlry 6.INmr p°. ANS I/TVI t sm.z. T ` p m Iw-1,J.b'.Nd�tnl au°•d.db .lN•L\v .. usINE:..•.dlbn..I t—: TPi ....wma...N: WTu: .....bdlnd.rzy.cev: I¢�.... mc,.rd. V ` •,n���,c TC LL TC DL BC DL BC LL TOT.LD. 20.0 PSF 20.0 PSF 10.0 PSF 0.0 PSF 50.0 PSF REF R6666- 93779 DATE 01 /05/16 DRW MCUSR6666 16005100 HC-ENG SSB/WHK SEQN- DUR. FAC. 1.25 p30758 FROM 0 JJ SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) suain TTED RY TRIISS NFR TL1031-/1IdWK dUllO2rS, Inc. /MHKGtLLINU KtblUtNGt -- YI bl LUOIt, ' Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Rot chord 2x4 SP #3 Lumber value set "13B" uses Design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Provide (2) 0.131x3 nails, toe nailed at Top chord. Provide ( 2) 0.131"x3" nail, toe nailed at Bot chord. 2X4(A1) Lil 1-4-0�J Geer 3Sup R=322 U=66 W=8" RL=74/-38 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on NWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. R=92 U=34 11-7-3 1-1 -11 R=53 U=3 +10-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 1 5-JOilli1XI 8"YQ 23 •QTY:4 FL/-/4/-/-/R/- Scale=.5"/Ft. ••rnRNINGI•• now arm nu ,, ALL NMES 0 THIS UMMIHm IdI0, IR"�y TC LL 20.0 PSF REF R6666- 93780 ••IMPORTPNT• FURNISH Ills UWnxo TO ALL fAMMntl6 IMUn"o TIF UAITallEM T,o.x, , °...e," ,n ....,poe a„nR...,,,,n,. , .., old e.a ,n,. N . 1 C°GE ,�O a TC DL 20.0 PSF DATE Ol /OS/16 a ae Ia m urfee s, aun a, na Obnon "ar In lu,.a,m. by T.l I. n nC. ..,old y Z� top ° moJ,,b•,ii 1 1... iy,wb ° lI°r`pol--tool. to 1. id—t" l to �old w to , ..1 1 a .o $$�� e k l�—\V `°`°°d o" ••••••$$$� °`� N°' p.70g 1 ;x BC DL 10.0 PSF DRW HCUSR6666 16005101 dood,ALPONFE o�J °,n. Cau,,,. „ n R°%°,wu b ,n8s 160,..[ I rIw If II., old 'm p° ,,, , . �, „N -)'Oil bs,�,b, �,�„ H , BC LL 0.0 PSF HC-ENG SSB/WHK AN nW COMMNY ,n,uli•um a• l", t ewild ,tw "'c, n cmmruc°n,lb, u0.", 1, — lot ,w°u t. , W. ` � O , F R ...I ... „ nN ,r bb..,P.w yMdy . ill —In. .. w..mx•I=• br Pq ..•lm.l .iM,� @ TOT. LD. 50.0 PSF SEQN- 30893 .•P.n.,el I lb .el.I�r In, Ow Nn .Na,. lb _. d or N.l. n•.inp fur •nr If 24M Llle Ocal, DO,Sim, IM r•w==IbIIIv or ObI I.I� o�I�r wr AM lm l l sd.z. (T�F .•( ( •. `a�+f DUR.FAC. 1.25 FROM JS Qlmlbn. 279 � m..e mdlitt ,R lnr mmaP �^^• ••b Al/Dnt E�Ga�nvnennl6 SPACING 24.0" JREF- 1VN16666ZO9 n. coAaons acme ..,..m,rv,v.�`1PI: ..erR: nu: .... ..,r.°m. ,cc:':...:a III. old THIS DNG PREPARED FROM COMPUTER INPUT (LOADS A DIIAENSIONS) SUBMITTED BY TRUSS OR \14J31-/naWK UUIIUerS, Inc. /MAKIXLLINU KtbIUCNUt -- YI DI LUGIL, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SO #2 Bot chord 2x4 SO #3 Webs 2x4 SO #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50'. 1d-0-14 Over 3 Supports) R=341 U=133 W=7" 1/U mph wind, 1b.UU ft mean hgt, ASGb 7-1U, PARI._ENG. bldg, Loca anywhere in roof, RISK CAT II, ERP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Provide 2 0.131"x3" nails, toe nailed at Top chord. Provide 2 0.131"x3" nails, toe nailed at Bot chord. R=69 U .}14-8-13 =14 r RL=68/-31 3- -5 R=61 Rw=67 U=21+12-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 TXz 8144 23 QTY:2 FL/-/4/-/-/R/- Scale=.5"/Ft. •9NWIHDI•• HIS saw ALL xolss as THIS UMING l TIC LL 20.0 PSF REF R6666- 93781 •• iupUBrAur• INGI" FRA DANCING IW m nu m)TES ON IS DMI e I IIaTLLLEPi. .y a. la..p.b,�Inp, �.In.mli^pNn b. In, p CE S RpsrY TIC DL 20.0 PSF DATE 01/05/16 °.1,e°,.,"g ,..,.. "ma,ai Lp a ae�„mp... ry a .mnby p.. Ucsl. Um.aa . ' a • P•=p=ai n•..•= _ ...._�� a :,ane . " °'I .. or ocs O, 708 1 BC DL 10.0 PSF DRW NCU6R6666 16005102 n :1a; ' eae..na L� F ..: a(a e, a: —11, eu ".na. a:a. roew ... .. ;� e . ,.b o.,.u.. ,:,id a e S . 1"� sa..z Yr" l ,o` o'' V. BC LL 0.0 PSF HC-ENG SSB/WHK upin... m a, uainc c..p.n.n„ c.."z in<. po r.,p"�, iel. zer . N. rr,.. m . AN R MMWWY In,u�a„mY s p.vc,ry .1 , . e, ` ,p 2 TOT.LD. 50.0 PSF SEQN- 30915 • a,al m uI. ma.lq p. �,.. wn N=�.I,y ul, a...I,y. xaoLeaepe..su0 ...�p.n.IhIl 11. .a.. .Is em.llvel"„a�M1w `1 p. p. Ml3Ir1aR.IIupl ..2. w ,_. mI. a.a.lry pr aro "`9j�1,o •tiiEN•�,'�,ap DUR.FAC. 1.25 FROM JS om naT ,... p... ".. ... n.coA®ona pAL,DvasnDi6 SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. cue _ Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Bat chord 2x4 SP #3 Lumber value set '136" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10. 0 psf non -concurrent live load. Provide ( 2 0.131"x3" nail , toe nailed at Top chord. Provide ( 2 0.131"x3" nail , toe nailed at Bat chord. 2X4(A1) LEI-4-0­SEJ 3-11-13 Over 3 Supports R=361 U=69 W=8" RL=89/-41 17U mph wind, 15.UU ft mean hgt, ASCE 7-10, CLUSEU bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on NWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. R=131 U=48 R-73 U=0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20°%(0%)/O(0) 15 i 614 23 QTY:4 FL/-/4/-/-/R/- Scale=.5"/Ft. ' AN nW COMPNNY 2400Lil 0,I,'D.. SnWI50 ai. . FL i2U7 RWAk0278 ••WARNINGI•• READ MID FDuo• ND ALL NOTES ON "IS DRTAII '•mPORTMT• NMI SM this DGnyn TE Au mmxdmoRs INEwDIN TEE IIIDTALUAs u.,,.. , ... . . r.b,m-119. h—dil, ^ IPAlny, m,tau.e..d b, my, ro th.a; o, 'RL:fca:.,.y D..A. ,, i.,av I... ai . e0rvi . . E.l : e I �.un In,t.l,.,• ,h.1 0 �t•m I c Y e . ..III .h=d ..°� . _ W c�wae .n`I., p.w`iunt"l.t.,, e, ,e In8`.�Y BLS ":� ow.e:`:: 1.., - i;",t, ,d•m���h•••.^^^^BBrE .:'.. Z du„d.'..° Lw°d,'m"—I.—`OK.Iw SI ,..n..., �.y..�.� •.® ansu .u..Y. a b-11 .. nmam, ..0 nxs i,pi 1..r .., ,uwu,q, m,pp ` A -.I =, u,. d,..I.y ., d..,.�,.y. I I�b,y UI. d,.,Iry. Indiy.w .mp4rc• d. •e ,..A..,ID:IIty u.I WI,.bIIIt.,.d..... uI. d...I.;:e'���..Ayyy��� --:b,Nt>..,,,. D.IId,.D D..Iym, A., N5I/TI , E¢.:. ,(� �.. v,I. �.b , y.. -. wa .. t..,. b , •IP,NF:... `�`:`TPI�...,epinaa..ry:11G:... .ery.ca: [E:... %) • ,Q�°cam CE SF ` •Ye o.708 1 0 @ � r••�c� .,(. I••,.: `a �t roNALENG 01/05/2016 TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF REF R6666- 93782 DATE 01/05/16 DRW HCUSR6666 16005103 HC-ENG SSB/WHK SEQN- 30896 DUR. FAC. 1.25 FROM JS 1SPACING 24.0" JREF- 1VN16666ZO9 "IS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. aulleers, Inc. /IRWrtbLLL 11YV rtcaluuvua -- rI OI �uu ¢, B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Left bottom chord exposed to wind. 2X4(A1) = Ll*­ 1-4-0�JI— f 5-0-0 Over 3 Supports R=409 U=94 W=8" RL=106/-45 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. Provide ( 2 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 0.131"x3" nails, toe nailed at Bot chord. R=173 U=62 12-6-11 2-1 -3 10-0-0 R=95 Rw=113 U=39 Design Crit: FBC2014Re5/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 410'T'!'P)6dL .23 QTY:B FL/-/4/-/-/R/- Scale=.5"/Ft. ••MARNINGI•• READ nm Fa Au. Mans ON TRIA DMWIRGI ••IMMRTMT•• Fowl. "IA DMVmG TD Au wxrnanoRs mcumlxc TRF IwTAUFRs. '1 �� �'9, ••S�r' TC LL 20.0 PSF REF R6666- 93783 T,",,., . . a.,• m mnr,e.unG. p.n Hp., ,nlppin G, n 1 1,R .n. ° i, ypp m"Ileln, G..p,nen. G°.e,y ,,.Mann. by'V1 TCA) : °fwp•,.,r :ICE •. C1 ' �4 TC DL 20.0 PSF DATE 01/05/16 'd'tb� 1 b a p e °,. mnopo•ne. ac�•a•"n Po "p,.....n."( DRW HCUSR6666 1a005104 a° l.n,, ":.1 .;a': °( t .,l aGs pp. ';,1e Apply p °"e °A,pm... 0.708 1 S BC DL 10.0 PSF "I ;�.e.. , a .,, :L . e ;r`- � 1,16M`:....a ae°d' a e p;. : n , mna"uam91c�,„n,.`G,.,,p Im. �. p,.a BC LL 0.0 PSF HC-ENG SSB/WHK AN JrW CG 'p""'' e e, ln9. enY'f oep.n,Ibm f .nyy. V a w rvsz n co"fo.,vnco ,IN AA51/ . 1.`e, , na nel In blppl '""•"°"Oe "......Oe`""'m ° f. a T O TOT. LD. 50.0 PSF SEQN- 30761 A w.I b. mI. G,..Ire .. pw.� u•I. G...Iq. 1n°m.w .wc. bf pro...._Asry �p1.m.p pap Tn DUR.FAC. 1.25 FROM JS 2Y10 LaYc Qa ca1. Suuc 150 b1n.Y.. f,w Nw ulw,Iny ..NI.•...Ip , ro., o I al, •^•ps•IeII,q e.. e.ly vmI=,., w Axcl/m1 R Fx.z. ^ �Fy ( �..•'$�` Od &.FL 32837 FL COA 10278 n mJ, J•b'• °. b .-S Atplpc: .....,p,..-,....a., T>1:'`"....pin•...re: `RCA--.•b=1„a.,.,y..—: I.:':...I=e..f... .. ••••.• ` /nvA. R`�G.AD',,. ,,,.,.,... SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS DFR Mac-fnawrc DUI hers, Inc. imrcrc,.t<.0 nu IACDIutnUt -- I.1 DI LUUIt, - ue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. I Provide ( 2) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 ) 0.131"x3" nails, toe nailed at Bat chord. 6 2X4(A1) = LIE­1-4-0�J 1-1 -8 Over 3 Supdorts R=283 U=66 W=8" RL=54/-34 17U mph wind, 15.OU ft mean hgt, ASCE 7-10, CLOSED bidg, anywhere in roof, RISK CAT II, EXP B, wind TIC DL=4.2 psf, DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. +10-11-15 R=26 Rw=28 U= 1- -7 11 R=24 Rw=25 U=9 *10-0-0 Design Crit: FBC2014Res/TPI-27(STD) PLT TYP. Wave FT/RT=20%(0%)/000(0) 15 mpq°iO6} .23 QTY:1 FL/-/4/-/-/R/- Scale=.5"/Ft. ••WARMINGI•• READAM FauLN Au ROVES ON THIS DRASINDI ••IMMUMT' FDMIM MIS DMNIND M ALL COMRA4TOPS INCLUDING TIE IRSTALLDIS. , kR -.,+ •`S TC LL 20.0 PSF REF R6666- 93784 T r..aa. r ,.a. .,.. In Ia Cool. C h.'d' I.aa llna an. In,. p.. aI "t (Dullo ing Cmponent Se Cr—o by 1i1 . SCSI. r ,a fee^ p, -� Ior. Iona ll hLxSu.n. •'GE ./� , TC DL 20.0 PSF DATE 01/05/16 ///�\\\ loss Ne toa°`h- tt.� oa • nl^O11 h.. Str Id .aI °`�°`^^ " ° 1It ocs ` V To t la to ra .. .Po h..o p`�.r et,;;aDo e, a';N �;moplao.aIto �;;1h, ; ; a. , `; 0.708 1 BC DL 10.0 PSF DRW KCUSR6666 16005105 �IL�G���►IL ,_. o.; . , atoo da : pna ml �Iplm.. �mnul.l.Dcs.�nt wpl .ap.m ihl.°� .ny ..Vhu aI BC LL 0.0 PSF HC-ENG SSB/WHK AN RW COMMNY Ih' 1 . n S ¢.'1�°iatlwlf .ee Covd I f ... In tmfl u au "SIPIS1 1. or for h—I bo, ohlppl ID drowlfg or ­ INC. I.. 'any T O TOT. LD. 50.0 PSF SEQN- 30883 naD lit oDDRDOE s a I50 Iaapbna b... C' _'.,Y for t doo., Tlu :-C. llq"tW'Ilfo ./�tlo dlooft for a[ 1.1.." o. ..Id.,p Coo. or for MNIRPI , Ss.:. (J•r ( DUR. FAC. 1.25 FROM JS uIMmD FL iien Fs •( •••f��,�p .... SPACING 24.0" JREF- 1VN16666Z09 FL COA 102]e ro I.n , 'hi. job .n.ra k AInmE: ..-. pin.l[.am:`*pl.:.w�.t..;:.Trw::...ah.Ind.,try..m. IM: .... I.n..... G\ In ArA) EN .a�,,, , THIS DWG PREPARED FROM WIMPUTER INPUT (LOADS & DIMENSIONS) SUOMITW BY TRUSS MFR. 10341naWK UU110erS, Inc. /MKKbMLLINU KMOIVGN" -- YI pI LUI,It, lue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Sot chord 2x4 SP #3 Webs 2x4 SP #3 Lumber value set "1313" uses Resign values approved 1/30/2013 by ALSC Deflection meets L/360 live nd L/240 total load. Creep increase factor for dead load is 1.50� Provide ( 2) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2) 0.131"x3" nails, toe nailed at Bot chord. 1-4-0->J -11-0 Over 3 Support R=310 Rw=314 U=101 W=7" 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.—ENC. bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. �R=92 U=13 14-10-11 RL=49/-39 3- -3 R=58 Rw=64 U=20 12-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 4'0'4'!'06; .23 QTY:3 FL/-/4/-/-/R/- Scale=.5"/Ft. •MARNINGI•• RM AIM FOu ALL NOTES ON "IS DMINm "IMMRTANT^ FMISH "IS DMRIRG TO ALL CONTRACTORS INCLRDIRO THE IWALLERS. rl./` •ry T(,i LL 20.0 PSF REF R 6 66 6- 93785 @p ° °rt[am ,n9. p. n011np. Nlpp lnB. In [nl l In. enp p. In,° e[F° (� o•w.. ms'�p I'In,t—n—,n . [.anr rS I a po. DCSI. °un m.. n wforo1.`1� aGa:pn[ s f,w> In.v [Im. a TPI .n TDAI : r y°w!' C+E SF :�O TIC DL 20.0 PSF DATE 01/O5/16 ne.id =° ,h.l .[r.[[., .h.0 °°.° a 9 9. �.[ °n°'•uI�^[[.[°°. 1.:: .: Da W;"1 InI�� `. I :m o.7D6 , BC DL 10.0 PSF DRW HCUSR6666 16005106 /]L�p� �� m [I , °. �,a�,'p o a ..I WA. °....pro-p` ,' .� `"'°'°[°°`I"' . dIo .. Tn e. udlnR r...po,<n *, 7 BC LL 0.0 PSF HC-ENG SSB/WHK .°w.w 11[ I ,p.. . f I, °.o, G.+ m ° ..InR..n> f n - p.I,° — -.,, MNIrtPI°:. ° N SEQN- 30921 AN IrNMMINNY n .af°r°°n...I- - F,r h,n°Iln . hlpp, I°o uae l.nn..mg.frv„m. ' lj s T L TOT. LD. 50.0 PSF ».I .ml. d ,a,y Pr pw. N.. I I.InQ '. °.,.IpR. Imlp..I I...ItI pr Pro...1° 1 NI,. .ro°ns e'N.> .. q> f,r u° ITm . ..I[.pl N[> . °.. I. d...IpR n> ° ,AF Iplll[> o„I D,.Sn _ . '.. Q F' n DUR. FAC. 1 5 FROM J S aaaD La1 oN m. sldl<]so o` ° . Idl„R IS Cr ANSI/TPI . NIn,1 �"'���v,,, [.I°'°°°'°:'_'..'.:_..,�°°.a„' FAS .� , .. I. °°°° .2 SPACING 24.0" JREF- 1VN16666Z09 m eOTiie •LpIHE:...:Iylna¢em`Tpl°C '"°°° DD ... .... wln,[..ra: °[°r>.[s: °° iMIA7 E G n.,n<nn,< T.., .1. °Gc°earn B.f. rnuGlnr° N.Irf n Went c nm°uclnum cnmu— — Touaa neo tLLOEZ-/Hawx mutt Value Set: 13B (E Top chord 2x4 SP #2 Bot chord 2x4 SP #3 Inc. /MHHCELLINU RE5IUENUE -- PT 5T LUCIE, ve 6/1/2013) Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.6 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 2X4(A1) L� 1-4-0�J �— 5-0-0 Over 3 Supports R=409 U=74 W=8" RL=106/-45 Design Crit: 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Provide ( 2 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 0.131"x3" nails, toe nailed at Bot chord. (STD) R=174 U=64 12-6-11 2-1)-3 R=94 U=2 10-0-0 PLI IYV. Wave FT/RT=20°k(O°b)/0(0) 15 uM1TI!'2)fwd .23 QTY:6 FL/-/4/-/-/R/- Scale=.5"/Ft. l�p�DA ALP AN ITW COMMNY SiOO LtLeernge O 3,Swte I511 Orft FLJ38JI FL WA 60378 ••WARNINGI•• READ em FBI Au. Ni ON THIS GRNIMI "IMPORTMT• FuxMlsx nls wunxG TO Au cwlnNc.. BBLMIA. nE IMSTALLVIS. Tvu,.e, ,.........mI" fnermve nvml lar l"s n •vI a"q vne nr . 000 Ir.eI oe (°ullol19 Cem°e d S,r"p Slnf"rmelen. "y TPI "" .IG I : r.:.",",t, ° S.ol, la`O6` � In,tcl ler, -n er"vld" ,m.pdrvr� a In� P^. °csl. °um e,. Mdo `°`'°'`d1:9. �-ti-`rI'. ftr aro:C" -- °:e;('r ° If AID' e.:=' ° nef I"d dA DC rigid..I DIII, :. ..-I r=ePPla I..; a,.: .w .. dr .. I.Ird .m, "'I"` T'<w.-R' °°"`"I°° AIPm". " r 1n" Ildlne CE ,Irdc[ .ny, a .iU µI s1IIVI31 n..nr e..4uM ml 4"• Imollrtlm lEadrael.gIII er eru ae, .I,Finaldle rw v"y ew' t ,n A r.I ut N". I—DO�d a"�PSd, I I.�1t 1I,p ml. dr„IIIp. I.YI,.w .mpt,rc, dr P.^ro,,.I wI S'N ,y If CABNVld guNdd..a� ,I.IMItI Odid.y ad .a. d. yAl. dr..IdN r .., . d lei lley, d p='Iper, p: AIA I/RI , r.' ...d ldrd.,. Ifl; ,tp.,m.,wm ,1vad, „—.,d ecFs, Alnwe: ••-;roI"d L•.�,`TPI. ..,.wln,d.drv: RCA: •-.. .�y.d�: Ia:°:... L.,.rd {� ' .. �v4 vvi, SCE 3�c' ;�Q `-k U 708 1 . , T O /� ` F •� F�F 1 , •.... Gt /qRF nt•EN.,°vR#`n t lnc Wort TC LL 20.0 PSF TC DL 20.0 PSF BC OIL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93786 DATE 01/05/16 DRW HCUSR6666 16005107 HC-ENG SSB/WF1K SEQN- 30905 DUR. FAC. 1.25 FROM JS SPACING 24.0" JREF- 1UN76666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUMMER BY TRUSS YFR I DUIlUOV5, Inc. II KUMLurvlJ KMZIUMWbM -- rl ZII LUUIe, ^ - Value Set: 13B (Eff Top chord 2x4 SO #2 Bot chord 2x4 SO #2 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trussesllocated at least 7.50 ft. from roof edge. Provide ( 3 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2) 0.131"x3" nails, toe nailed at Bot chord. PLT TYP. 2X4(A1) = 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within 4.50 ft from roof edge, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Left bottom chord exposed,to wind. L�1-4-0->J ICE 7-0-0 Over 3 Supports R=507 U=109 W=B" RL=139/-53 Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(O%)/O(0) 15 "IMPoRTANT" NIMNIsx W15 DR/Jlxp TO LLL IUWRloo[ Ml IXCLYv lx4 TIE IMSN.UXRA irm�. mqu a e.«me cure In Ienf lcntlne xenall anlpp lnp. ulll^p vna e. Inp. Ra u 1 ntsl mmla ins cwPumn< s.Io[yne nrrt f .1 . Rcq . r.[ , o porfarn ins l 11, NncI,olIy v Ineullery shut, Ore Il,g C pnr .1. Va l"v1. 14 h tee lxAold 1hI —1.1npll L-1— m[I., ,—n..t" le toulvre."�.Int Ift.e xellnF , hJL�II U �� tl n.e ep. R> "r mxs,w.�nnl.. Apply 1.«e ao.n �, ..[" t nr , n . 'e ""Iw,« " a l.e Jelnt petvl 11. w ry c Peter t I,qa 1WA-Z I deplete - AgpInc, a UI aim oI IT/ xull�l„p Lcapn"W[e prra%Ixi- All u .,penelble fv veY y I np� vnY f Ilurc [A Y,IIC rva In Io e • .NISI /iPl 1. Ar IAr N,tlllry. AA l,IN I[� AN RW COMMNY Inver AA.... .—.IA A, trvceea. r tt ♦ [.[Il bll ll. ra,y =l ebA WpW Ilv�,[Iry NI. Oru lrq. IIIGIUW [cnp4rc. oI puM1ul I�.IA blllq a 'w a.nalnx o,.°" T"O _..It.bn l.A w ,a. of [nl. ar..I,.p Ar .nr . z1N LilC eI MBI DI. suYC l50 ' Ve[Ief MSI /Ipl pc.3. otvdo, FL ize11 III .Are lnf"..A«en a trl. Aeb. xener. t"'.C.p. tbe[A .et �[' Fl.COA CO3)8 AIpIxE: .Ipinol[..tm; TPI:.Poiv.ep ln.t.orx: •eu: ""... « r.�: Ix �'A.A.It...7�R�,j 1IH, A- IQ6� R=253 U=90 +13-6-11 3-1 -3 R=137 Rw=167 U=57 10-0-0 FL/-/4/-/-/R/- Scale=.5"/Ft TC LL 20.0 PSF REF R6666- 93787 TIC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCUSR6666 16005108 BC LL 0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 30764 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 )hers, Inc. /NINRVCULInV KC IUMALUM -- rl Di cable, - - b=I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUN ITTED BY TRUSS YFR ue ive Top chord 2x4 SP #3 Bot chord 2x4 SP #3 Webs 2x4 SP #3 1 :Stack Chord SC1 2x4 SP #2: Lumber value set "13B" uses IdIesign values approved 1/30/2013 by ALSC See DWGS A18015ENC101014 & G9LLETIN1014 for gable wind bracing requirements. I In lieu of structural panels use purlins to brace TIC a 24" OC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.60. 2X4III 30, 3X5(C5) = 2X4(C5) 1-4-0-j 1-10-0 1 3-433-�0 NNqNL L 1-10-0 ,1 1-5-8 _l' "J -10-0 Over Continuous Su R=183 PLF U=177 PLF W=3-10-0 RL=15/-97 PLF 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Locat anywhere in roof, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on WIFRS with additional C&C member design. Truss designed to support 1-4-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched. Stacked top chord must NOT be notched or cut in area (NNL). Dropped top chord braced at 24" o.c. Intervals. Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie -plates 24" o.c. Center plate on stacked/dropped chord interface, plate length perpendicular to chord length. Splice top chord In notchable area using M. +10-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 610.23 QTY:1 FL/-/4/-/-/R/- ••INARNINGI•• vFM a FIXLq Ail, MmES ON THIS MWIWI "IMPORTANT' Emi Wig oM.ING TO.LLL xgWAmURS'INCWUING WE 11011 FA3. 'hy4. H � H. ,y TIC LL 20.0 PSF p ° T.u,am ."a; I,� rt,m" e n Inbrlcntln9. "en011n9. sM1IPV Inp. [°II nC E. , III, ,ItY -.,tl.m bl..I.: .TC.> : , fn ` .r <Nm`I,.N 11 n ie� n : n [I a. 9 In,["I . n Inn m [.bI C UI:SI, nUnl,.,[ U{}[� "E , [� R/ ` •S\' •. O TC DL 20.0 PSF �\ !�J P. I .. , I ��.Io:w r .1NI d a1`!o.f,no HO1. m .I, L...El... N f. pI' t[ t"In[n..I°cos w[ If`,`m Ing 1 Rf t- " .£ z BC DL 10.0 PSF //fi�nn p2 AL FD D AILS b..�"e n Jn:nt Un[.I1,. Pe ln. [n f.II If ♦ p " [I N a NT11 ......... l« o :w ^' In[n. I .: fO [ me e.t� e � �, � u •loin,, ° f n" o"11.1::N caPn„n [n c.<w IM..M1. n.�.nN.n .7D6 1 x BC LL 0.0 PSF y `n nuaa n mnln,u cn .1[n 4151/TI 1. nr Ier :uMl lq, ra!tI i AN nW co.mw In 1 m N brat eru,m TOT. LD. 50.0 PSF •' .1 m m`. I —WO bf ewnf�YP I I ,tlrp uI. eivel"Nli IM�e,[x Prv1 . �fl�.f ,g n'y fn. Nn 1 V: Tlv ,u d w nt GI: dm l,q fb'I'� T O • ]aaR Late onnge Dr. Sw1e H0 Ib1levy a Enl ldlg 11, car ANSIfEE1 I I.E. D+, �y OUR. FAC. 1.25 Or mn. 3n37 FLMA9027g .n,m ...tlm .Po .Job ,�..1 P, �n ",n,n.°". R •+ dL=LE:.....IPlnat..[a:,PII....ePl [.o.,:.,Ell:�..b[ "vy.m:Ia:-.1.7�N'p„ •d#1'' 4 •• ;�TG��� SPACING 24.0" Scale=.5"/Ft. REF R6666- 93788 DATE 01/05/16 ORW HCUSR6666 16005109 SEQN- 31197 FROM JS JREF- 1VN1666UO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NFR (LLJdL-/naWK MUIIOerS, Inc. /mNK6tLLINV KpIUCw4C -- YI JI LU6It, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses lesign values approved 1/30/2013 by ALSC Bottom chord checked for 10.()0 psf non -concurrent live load. Deflection meets L/360 live Ind L/240 total load. Creep Increase factor for dead load is 1.50t Right bottom chord exposed t I o wind. 5X8= 3X4= 5X8; 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"0",min.)nails ® 6" OC. MWFRS loads based on trusses located at least 7.50 ft. from roof edge 1 ( 1 3X4(A1) = 4X4� CEC0 3X5= 3X4(Al ) = 1F4,4)E 18-10-0 3E 12-6-0-1-LO 1, 11-0-0 _1_ 9-4-0 _I. 11-0-0 ,I 31-4-0 Over 3 Supports - _I R=978 U=217 W=B" _ R=2078 U=363 11=8" - R=558 Rw=589 11=161 W=8" RL=206/-206 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 0610.23 QTY:1 FL/-/4/-/-/R/- Scale=.1875"/Ft. ••MAWnNGI•• Ill All FmWE U1 WIrS p TNIS mwIXG1 ••IMPORTANT' FlWIIM WIS DOAl TO ALL COxIMCIOP$ III=lNO WE IIbTLLLERS, w I j, �V/�' H. TC LL 20.0 PSF REF R6666- 93789 ����^ n� AN ITV![OMMNY iNDD lst oINM u. slim lso �n.m ioiie Trunwe r=y = ax[r""e cv. In 1.Orlcv[I19. hall —ppl1q. In ul and br l,g. Pafer n pe•fe.awe " m . ma[.Ilar.. lea [arp�r"r� r acsl. =Mm a.. lh 11 ... `lots ol'•I ro=ca " ca.a[w"9:f"ma -r e',plle a NBCS.: r, ."[, p "el a^.°D-- s. _ -• •o-ll— — -r e _ �"6GA-4 _ _ • � aaa1PoD°I t 1. �`da"oc .IpI=... d�. ,Im ,. ITY"e"I Id�.N �.'pa.�"[.Dom • 1 ` b. re,pmabla°- ..y' y lu an•u l�a[Im b•bra cnB afb"[ruveex, ruaa n canfa =-IU ..ITPI 1. e= ur —.1-. Ip v ra Im it 1. d v;M °. ma•-C•b• N.ur9 ul1 aro lb;Vi IIYW°•w . N°mafa'vv r Ib•�a�' lblllt`Hjla`.":�.Id�D.,rAllAsl��;ss:. "`""`•' •" e *qyQ .THINE..•-.ao""1[..vm`fll :.:[ol:me:a IT.::-.=�1°.�..;"'..:m icc�....1. 7�'�.FP '` 'E'as� /�4:� •s� .. A E T O _ • f l �4Q _ •�% .�G�� TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF DATE 01/05/16 DRW HCUSR6666 Tfi006110 HC-ENG SSB/WHK SEQN- 30949 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 A a Alpine, an ITW Company 2400 Lake Orange Drive Suite 150 Orlando FL 32837 Florida Engineering Certificate of Authorization Number: 0 278 Florida Certificate of Product Approval # FL1999 Page 2of2 Document ID:IVN16666Z0905122140 Truss Fabricator: Truss Wood, Inc. Job Identification: 22532-/Hank Builders, Inc. /HARCELLINO RESIDENCE -- PT ST Truss Count: 107 Model Code: Florida Building Code 5th Edition (2014) Truss Criteria: TPI-2001(STD) Engineering Software: Alpine Software,Uersion 15.01. Structural Engineer of Record: The identity of the structural FOR did not exist as of Address: the seal date per section 61015-31.003(5a) of the FAC Minimum Design Loads: Roof - 50.0 PSF @ 1.25 Duration Floor - N/A Wind - 170 MPH ASCE 7-10 -Closed Notes: 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1 William H. Krick -Truss Design Engineer- 2. The drawing date shows on this index sheet nust notch the date shove 2400 Lake Orange Dr, Suite 150 on the individual truss conponent drawing. Orlando FL, 32837 3. As shoes on attached drawings; the drawing rutther is preceded by: HCUSRS666 Details: DEFLCAMB-BRCLBSUB-18015EC1-GBLLETIN-PB16010- # Ref Description Drawin # Date 67 93790--H11B 16005111 01/05/16 68 93791--H13A 16005112 01/05/16 69 93792--H15A ISODS113 01/05/16 70 93793--H30 160DS114 01/OS/16 71 93794--H5B 16005115 01/05/16 72 93795--HSO 1600SI16 01/05/16 73 93796-47A 16005117 01/05/16 74 93797--H7B 160OS118 01/05/16 75 93798--H7C 160OS119 01/05/16 76 93799--H9A 16005120 01/05/16 77 93800-4913 16005121 01/05/16 78 93801--HJ2 16005122 01/05/16 79 93802--HJ3 16005123 01/05/16 80 93803--HJS 16005124 01/05/16 81 93804-4.17 16005125 01/05/16 82 93805--M1 IGODS126 01/05/16 83 93806--M1A 16005127 01/05/16 84 93807--M2 16GOS128 01/OS/16 85 93808--MZA 1600SI29 01/05/16 86 93809--M3 16005130 01/05/16 87 93810--M3A 16005131 01/05/16 88 93811--M4A IGOOS132 01/05/16 89 93812--M5A 16005133 01/05/16 90 93813-46A 16005134 01/05/16 91 93814--M7A 16005135 01/05/16 92 93816--MG1 16005136 01/05/16 93 93816--MG2* 16005137 01/05/16 94 93817--PG1 16005138 01/05/16 95 93818--PG10 ISODS139 01/05/16 96 93819-4011 16005140 01/05/16 97 93820--PG12 16005141 01/05/16 98 93821--PG13 16GOS142 01/05/16 99 93822--PG14 16005143 01/OS/16 # Ref Description Drawin # Date 100 93823--PG2 16005144 01/05/16 101 93824--PG3 16005145 01/05/16 102 93825--PG4 16005146 01/05/16 103 93826--PGS 16005141 01/05/16 04 93827--PG6 16005148 01/05/16 05 93826--PG7 16006149 01/05/16 06 93829--PGS 16005150 01/05/16 07 93830--PG9 16005151 01/05/16 THIS DWG PREPARED FROM DOMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS BFR 4 (ZZb3Z-/KaWK CUIIOerS, Inc. /NWKGLLLIINU KtblUtN" -- el JI LULIL. - HI Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1311" uses design values approved 1/30/2013 by ALSC Special loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 85 pif at -1.46 to 85 pif at 10.06 TC- From 82 pif at 10.06 to 82 plf at 11.67 TC- From 82 pif at 11.67 to 82 pif at 13.28 TC- From 85 pif at 13.28 to 85 pif at 24.80 BC- From 20 pif at 0.00 to 20 pif at 7.67 BC- From 45 pif at 7.67 to 45 pif at 15.67 BC- From 20 pif at 15.67 to 20 pif at 23.33 Wind loads and reactions based on MWFRS with additional C&C member design. 5X7= 4.24 r 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. RUFRS loads based on trusses located at least 7.50 ft. from roof edge. —, 4.24 4X4(R1) i 4X4(R1) ,P 3X4 . 3X4 6 � —16 {10-0-0 2X4111 3X8= 3X5= 2X4 M II 4X4(A2) = 3X8= 4X4(A2) Q-4-g1 R=1437 U=373 W=8" RL=204/-204 Q-4-5j 1-7-5 , 1-7-5 23-4-0 Over 2 Supports —I R=1437 U=373 W=8" Design Crit: FBC2014Res/TPI-2007(STO) PLT TYP. Wave - FT/RT=2000%(0%)/O(0) 15 `iH11514 23 QTY:2 FL/-/4/-/-/R/- Scale=.3125"/Ft. ••rARxI.Ag a I. AND m. 7. nu xmLs ax ells umlim l xx R� iy TC LL 20.0 PSF REF R6666- 93790 ••IupoRT4M• NPxI" THE O ND FO T° AU fA)TES ON T S DRAXI ° THE IISTI.11Fl6. ".`r".v lap I'd ,' r •• O TC DL 20.0 PSF DATE 01/05/16 ^ txe t n le vn v. 6CSf �9uI :ClOg C®Vaen[ L aY 9, O,.l°.u"op( 1—� 11 RCS ' : ".. � ` f �� •,�` ` Ixa`>^:r,..� r p•—.— Id Rw::°'- r` .n:° -. ....I Xf .r p, 70g 1 BC DL ..10.0 PSF DRW HCUSR6666 16005111 rol .. r n. pwl��"s c"aw.."tv crm,a Ind. o.pd,ael"pr qm BC LL 0.0 PSF HC-ENG SSB/WHK ALPINE . ..,..p. ,.r r •r. ".utl .. ..n..,.. ".IN exslrrvl"i. •r r ..enne. .mppm A4 T 0 •4�S TOT. LD. 50.0 PSF SEQN- 31169 AN ITW COMMNY ml lvu vn a I— lop If emeam kp .t"aa.l on Nla draw IK er ver,f%pa I Ixa�t 11 op NI. drawing. IMI�,G, ,v Nt, ea Or prvaaaal vlu` .fpl w.pen.I Cluq •l rhIO mr w Ipn . Tnv ,un1 nitr . np r r .nY cc ••I •� f •�a-C DUB. FAC. 1.25 FROM J$ E4W LA, 32107 IS° ^•p�•la utr • wum.p p 1.. w. IRSIRPI t s...z. "•" °r . a F . a110F1.11fl1] Jgj •;m gnr p;°,e„• °"°a° o /0••L EN��`OI/052016 SPACING 24.0" JREF- 1VN16666ZO9 FL COA YO ]78 upmE: ... ~`tpl �.�.. s`nu: "".. .rr.cm: �" ...i THIS DUG PREPARED FROM COMPUTER IWUT (LOADS A DIMENSIONS) SUBMITTED W TRUSS MFR. Rcaoo—ina. ou„oers. ,nc. /,ONTO1.1.lnu rtca,uuvuc -- r, JI 1L110,, Value Set: 138 (Effective 6/1/2013) 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP 8, wind TC DL=4.2 psf, Top chord 2x4 SP #2 :T2, T4 I2x4 SP #1: wind BC DL=5.0 psf. GCpi(+/-)=0.18 Bot chord 2x4 SP #2- Webs 2x4 SP #3 Wind loads and reactions based on MWFRS with additional C&C member design. Lumber value set "136" uses design values approved 1/30/2013 by ALSC (a) #3 or better scab reinforcement. Same size & 80% length of web Bottom chord checked for 10.00 psf non -concurrent live load. member. Attach with 10d Box or Gun (0.128"x3",min.)nails ® 6" OC. Deflection meets L/360 live and L/240 total load. Creep increase MWFRS loads based on trusses located at least 7.50 ft. from roof edge. factor for dead load is 1.50. Right bottom chord exposed to wind. 5X8= 5X8= +10-0-0 3X4(A1) = 3X5= 3X5= 3X4(A1) 3X5= 1E 3oE 18-10-0 aIE 12-6-0 -1-4=0 I 13-0-0 5-4-0 I 13-0-0 I. 31-4-0 Over 3 Supports R=1046 U=233 W=8" R=1877 U=314 W=8" R=649 Rw=659 U=167 W=8" RL=236/-236 Design Crit: FBC2014Res/TPI-2007 (STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 i'"' 8SIr4 23 QTY:1 FL/-/4/-/-/R/- Scale=.1875"/Ft. AL AN ITW COMMNY :aao Lakea=s Dr Rvnelw FL COA ®O PB ••wwlxDl •• REw nm Taw Oa_ NDns ON ells mvanna "IRFORTOPIT FURRISR TONS MINING TO SOL fdYIw. Ia IB2.UOJ O THE IRSTAILERs. w. r ".-I ,rn ,n f...... [,,..n°:Ins MIFFIny. ,n -I „n° .r ,n.. A "�� M. e„ n. ecsi�la,IEmF.n=M,�ro,..u.,,. p gym, Ie a vu •^ '-r ;. °�`lo:w p w[,IYre�''1.�,Im ,�F�..,` � n, a=FI.'°(nl,;,`r o.` �t o. �I. �•��^^° ^1 ­­1 �n= _ `° •I,— F" m", .. •.PIOr e ai• en.. ,n O", In. m.Fw,l 1.IBM _°'' S�,l " 11 e `". ':IO 1 . [ I"e"'���° n, a u, , len f ,`n n Id a• [ru„ ,n —fe ewe .,M AX IfMl61. ar er n,.w, .q. •., ` n 9.81 .,e lirty :I.:i I'° rw,e::en:n'",° Tne •I',i:ei °. „a,,w°m",e oi°,u°i.,e .r�.nn ..,ol:a „q "f .„°°m ,R F : M51 RI , Es`z. °F.. .n, . „w„ F, SUPINE: .•-32837 ":�'BBB �=r,: .,=,': 1r,�• R o GE „SF Q/O�'' ' o, 7pg 1 - • T e O •QeE = ,fE, i ( . •' 4+a` •., �Q • LENG/01/05/2016 TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93791 DATE 01/OS/16 DRW HCUSR6666 16005112 HC-ENG SSB/WHK SEQN- 30953 DUR. FAC. 1 .25 FROM JS SPACING 24.0" JREF- 1VN76666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS RFR - Value Set: 138 (Effective 6I1/2013) Top chord 2x4 SP #2 :T5 2x4 iSP M-31: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses (design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Right bottom chord exposed to wind. 8- 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails m 6" OC. MIWFRS loads based on trusses located at least 15.00 ft. from roof edge. 5X8= 5X8= iIE Over 3 Supports R=1052 U=91 W=8" R=1847 U=210 W=8" RL=238/-250 +10-0-0 12-6-0 _1 R=550 Rw=554 U=125 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. 20 Gau a HS,Wave FT/RT=20%(O%)/O(0) 15 T.T0601Q..23 QTY:1 F.L/-/4/-/-/R/- Scale=.25"/Ft. ^Wing 4V /�J��� AN ITw CONWANN 34WU ONIWGDI. Suim 180 Orly FL 32837 FLCOANO]78 ••WARxINGI•• RUM . nu.w,vA RDFES an THIS D"TINSI ••IMMRTANT•• FMISN MIS ERASING TO.LLL LOX) RS INSJSING THE INSTALLERS. �"A E sC:e(y"°:.; �,I; : t,w WI :,d TCA) :."m' o. rI . m —111g""i:`.."q.a .� m...I IY` ......, e...a wN R.. 6I. `um... . ( _ 1 `..t'L�-� I. p,� ` t .— _` ' � e( ��P`P " —.°o,'..81..;` ew 'r " .- - . I1- ..... ...I. Dcs -R. Po .. � FI°a_E'. w I"". . t.m a .e"s ca. d, ...a .� 1 I I'� I. ' :"^': a (. b.,IPu «...' �' .�,."....; :�H µHI/FFI°1.`o :''� d(4:N:":b9�I I-...: A'E.�I"E.T t..,... �b A" .I thl. d obp ....., F D II"{I.N I. d..p. IwI�.�...uNb. a. b. R , ...I...I =.w..ibl u.r a =v ro, m. a..Ic. Tb. .• rt ..T r I" mSfm.IbII lcA If NUI Idbq MIN".. F., MSIR I i ._ .z.• E m. .m . FF r F., m — . A.b ..-I- `.e 'B.0 • m.....b . INE:-- °`7RI'... °: InI �r..m: ICG: a. N ... �R y ••. C SF % "> � 0.706 1 - ' e T O 'Q - .� ( •� \� ' r' 'EN_ TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93792 DATE 01/05/16 DRW HCUSR6666 16005113 HC-ENG SSB/WHK SEQN- 30957 DUR. FAC. 1.25 FROM JS SPACING 24.0" 1 JREF- 1VN16666ZO9 THIS OWG PREPARED FROM COMPUTER INPUT (LOADS N DIMENSIONS) SUBMITTED BY TRUSS MFR. («DS<-/11awK bUlIcer5. Inc. /MHKULLLINU KtbIULNGt -- PI DI LUUM, - Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART._ENC. bldg, not located within 4.50 ft from roof edge, RISK CAT II, EKP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 5X8 % 3.62 r­ 4X8= 2X4III 6 ­__ 3X4= 3X6(R) III ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 85 plf at -1.55 to 85 plf at 0.93 TC- From 41 pif at 0.93 to 41 pif at 4.23 TC- From 41 plf at 4.23 to 41 pif at 9.27 TC- From 41 pif at 9.27 to 41 pif at 12.57 TC- From 85 pif at 12.57 to 85 pill f at 15.05 BC- From 10 pif at 0.00 to 10 pif at 13.50 PLT- 19.08 lb Conc. Load at ( 2.12,14. 50), (11.38,14.50) PLT- 88.70 lb Conc. Load at ( 3.71,14. 98), (9.79,14.96 PLT- 36.91 lb Conc. Load at 4.23,15. 14), (9.27,15.14 PLT- 91.66 lb Conc. Load at 5.34,15.14), (6.75,15.14), (8.16,15.14) PLB- 38.96 lb Conc. Load at ( 2.12,12.04)). (11.38,12.04) PLB- 61.42 Ib Conc. Load at ( 3.71,12.04), (9.79,12.04) PLB- 16.81 Ib Conc. Load at ( 4.23,12.04)1, 9.27,12.04 PLB- 58.33 lb Conc. Load at ( 5.34,12.04), (6.75,12.04), (8.16,12.04) 4X8(R) lu 3.62 5X8 --1 6 1-8 11 3X8= L4�3XIB (R) III +12-0-0 2X4III Lc1-4-ICIIJ Lc1-4-:y 0L-11-21 3-3-9 5-0-9 I 3-3-9 P-t1-71 � 13-6-0 Over 2 Supports R=997 U=392 W=7" R=997 U=392 W=7" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 1`TY&qQ,.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••WANNINGI•• READ MID FNLOD Au xmFs OR THIS mmUSCI or "IMPORTANT' • FMRIUM MIS RIMMINGTG AIL conmAcmR, IWLMGIx. AID r--LD- . '1/p°•+.y, •SF TC LL 20.0 PSF REF R6666- 93793 T.",,.. ... ... ,.. ,. ....r... ,,..dii"G..r,i°Pi.R. ," vii,�R ... .r..e"°..1.1p.` .. " ` °•:°ecv`taa,d,19 C..meev: s.f.tf i.f....a.". e''PI . ,C.) r. r� e o °u"mpr GE %�� *i TC DL 20.0 PSF DATE 01/05/16 fd ..ere mT. ..m.:° m... u6.' �.0 P..•Im .a.°=..m.w. '"a w. ocsr. �.11 "'"`°`�°"'� E DRW HCUSR6666 16005114 ", r"°°"'" ' '"g ' °° °�`s f" If °.r o.708 1 BC DL 10.0 PSF w r,r,mr �."y a BC ILL. 0.0 PSF HC-ENG SSB/WHK AM UT comRNNY di. era.rn wu-me c".ro".., .fc.a.^ e,,.. nes ,ci . m """i rt� rC® ld �,..��,.�." 1...i.G.1 t...... °° A".•.I °" .m.°dr- ", °f .." =.q,"'I IxI"°�ml, °i. a °N i.dl.n,.•,..pu e• IfpAn..I..!! t`� r".P..,I.I I i.r ...� ro�'sm led . Tm .. .r . °...f ... f....y . ':�' rc,po",l.l,¢d .f M.IIdand mnemr P.r AxS.,fM. I s...R. dp e T 0 ,.'Q= [ I• 4A TOT.LD. 50.0 PSF SEQN- 30931 DUR. FAC. 1.25 FROM JS 14ML 0r=0DM, 5d0.150 Orl° FL 33RD F.. I.d F .• '••• �• ` ,. SPACING 24.0" JREF- VN 1 16666Z09 FL COA 901)M ® .I„m•, R .... . f.R. ... AlRlxu.....,Pm.lw..a TPI: ....w ",c...R� va:.... " 1,­ddI I.�-.21 ..m.or 4� IOAIAI E AI mcnnf< THIS DIG PREPARED FROM COMPUTER INPUT (LOADS N DIMENSION51 SURUITTED BY TRUSS MFR YI JI Lul lt, - Value Top chord 2x4 SP #1 :T3 2x4 SP #2: Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 0-4-3 T 4X10= Special loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 82 plf at -1.98 to 82 plf at 1.54 TC- From 41 plf at 1.54 to 41 plf at 7.07 TC- From 41 plf at 7.07 to 41 plf at 12.60 TC- From 41 plf at 12.60 to 41 plf at 18.13 TC- From 82 plf at 18.13 to 82 plf at 21.65 BC- From 10 plf at 0.00 to 10 plf at 19.67 TC- -19.62 lb Conc. Load at' 1.54,18.13 TC- 91.90 lb Conc. Load at 4.37,15.30 TC- 131.25 lb Conc. Load at 5.63,14.03 TC- 172.08 lb Conc. Load at 7.07,12.60 TC- 174.27 lb Conc. Load at 8.09, 9.83,11.58 BC- 2.53 lb Conc. Load at 1.54,18.13 BC- 52.75 lb Conc. Load at 4.37,15.30 BC- 72.65 lb Conc. Load at 5.63,14.03 BC- 51.49 lb Conc. Load at 7.07,12.60 BC- 93.98 lb Conc. Load at 8.09, 9.83,11.58 5X8= 0-4-3 T *10-0-0 3X7(A1) = 3X7(Al ) (c1-10-1(�j f,1-10-1g1 L 7-0-14 I 5-6-5 I 7-0-14 I 19-8-0 Over 2 Supports R=1684 U=508 W=11.314" Design Crit: FBC2014Res/TPI-2007(STD) PLT TVP. 20 Gauge HS,Wave FT/RT=20%(0%)/O(0) "IMIUANT" pIIPH Isx THIS DRAM. TO AZL WxIMEIORS I..M. THE IXSI ... T ru.ws r In9. n In8 v . Rorer tI.vC It vn v! .1.1 (.. In9 [ pc nc S.fvtyvlmnrwtren. e' 11 .- 11LA)r1 r"u/etwe tto cbod Iw l tlmw Nnctlw..-.1ovrww to,dI tnx'9 v"Ar.ry ,II r�R per R'EI, I p, ���I lIIj�y_ \ ����1I� Lrcvt1- tIol un r.l r V.1I, v 0 I�IJLJII O11 V F erm, bye vT n Nt1-1 m- ro no-1 . II - d . tl: n-e. uc . w . _ dodq ",P M .In le[ Wt.N.. -., w vI. 1 dot d mrpvatly Ar pinv.. • In as ld lnto IU1 Id ` cn.pnn td fiwup Iw. w r wNdw AN ITW CO MfNNY ion ! r a tru Dada. In evnfnr.nnev .IN AN51/TPldl, or !.e r.ew 19. Ip An...I latr hd. or..l np oe evwe„ 0. Ildtlnp NI. dn.lrp. IM le.b..mpp ne d(� .M1..Iwul xpvn.l.l l l[y w dly • N, .Ilc.n. ll,. wludl l.or .rq uw v! to 1. rw for .ny .tr 24W Lake clt.Dt Dr.. Suite 150 =el rlty .1 tro wire Idod=IR dr por ANSIy I I Nw.z. o,wtiR.FL 32B7 For. r111 .Jo. w1'.. FLCIDA®02]N ALpmE: .....rprw lv ftt..t Tpl ....tore......'RCA: ....dtreed.erras. I.: .... m.. R=1684 U=508 W=11.314" FL/-/4/-/-/R/- Scale=.3125"/Ft TC LL 20.0 PSF REF R6666- 93794 TC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCUSR6666 16005115 BC LL 0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 31155 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS UFt L­­1 . . . . . . . � U.1LV IL. Value Set: 13B (Effective 6/1/2013) i Top chord 2x4 SP #2 Sot chord 2x4 SO #2 Webs 2x4 SO #3 I Lumber value set "136" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live Ind L/240 total load. Creep increase factor for dead load is 1.501'. - fIJUJ 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.-ENC. bIdg, not located within 4.50 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load I 4X8= 3.62 cvo_ 4X8(R) III 3.62 rvn 3X6(R) III .. 3X6(R) III Ic1-4-Cij 1�1-4-y 1 3-11-9 -1-1 -6-1kI 2-5-0 1 1-6-15 I 3-11-9 I 13-6-0 Over 2 Supports �l R=824 U=290 W=7" R=824 U=290 W=7" RL=113/-113 ' Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 y1pN(".'1961 .23 QTi • 1mRNINGI•• RFA➢Alm foLlA ALL NDIEs W ,Nis oWJINGI LL ••INPoMPM• FURNIMx IS DM INC ,p /.LL Ctlll°IC[ppS INC ING TIE IMT, LEU. \I ........... � Tru„e, , G em ., n ..C,loeln h,nYl Ind. NI°°In°. n "$6In19 ,nd Er Ind. R,f,r a w. !• 1`zL`I[(Au1 e'�TPI viq ar .,-.y A V Or d 1,1,0 nveo N ,. um eI,[ 01", 1E, [uw�,rm C lld N ` I lls U"...y ttt�f l �l� a, w, °�II�I^r� I: C �, a.,I w[� ..IL —': e a p _[1-01.. w. Pl,ww.[1[ _ r In aINI•re[,•er,,.^ o:i'm ,n6 .­1 >k. 4m a AN ITW COMMNY �^ vl�.u,. a �ne ,f eru,w„ 1n cmf r.. c m ANN. IDl �1. r°�— ..,d Urq, n1,1 4j _ N„pn,IGlllq w.. Y far e,u `„pI 11•, ,[I,ry NCI. .' b.. l[Y,W v,,f...C...,fr, d, ' �'1�^o s T O : QR 24m LAk 0nq U sdiw150 .,Kn.ICI n[Y ,r BUIIiIrq I., p•r NISI �1 , Se,.: • "w • ` p n • (�� X � .• Od FL 11R37 w Iw .^., d--1 P•dI• wb FS .. ...1 .... FLWAND278 N INE'. ,,..,1PImI[e [TPI �. tpl [.ere: rle.N: .... w,I ,err.•s. I¢. ....Ia..m., .....,...... 1 1-8 11 +12-0-0 TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 56.0 PSF DUR.FAC. 1.25 SPACING 24.0" scale=.s75"7rt. REF R6666— 93795 DATE 01/05/16 DRW HCUSR6666 16005116 SEQN- 30934 FROM JS JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIUENSIONS) SUBMITTED BY TRUSS UFR Value =Set: "13B"(Effective `6/1/2013)� Top chord 2x4 SP #2 :T2, T3 2x6 SP SS Dense: Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W4 2x4 SP #2: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC #1 hip supports 7-0-0 jacks with no webs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Right bottom chord exposed to wind. 9XIM 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EMP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails ® 6" OC. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. 6X8 (R) III 2X4111 4X5= 5X8= 6 r 6 T2 T3 (a) 3X7(A1) PLT TYP. Wave 3X61I, 4X5= 3X16� q 4X5= 3X7(A1) 2* 18-10-0 aie 12-6-P _W-4_0 1, 7-0-0 _ - 17-4-0 7-0-0 ie 31-4-0 Over 3 Supports R=1769 U=379 W=8" R=4337 U=874 W=8" R=830 U=174 W=8" Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) ••IMPoNTAm•' FUxNlsx mis oxulxa Ta I.tL C011Ilucipxs iYULoiXo 1NE IxsIJLLFns �� c [o u e.[r In9, aI,IpPln p. In ... end Er Inp. R`Ie to y 1•[eat m w "II B�CSI (Bu11d InO Clupemna 5 Io[Y Inlarv[len, by W RCA) I c uu ropI Sea 1. In.ul u.. m IeP—d dd [upurl a dq r eCS1. °unle•. -{fie{ 'JI nn[— 'ILrc.t°m yy a : wl�em . v.N Ny [d m �� �/T E �t�•aeoa[:^��PPlreli. r d ° l--JLP� ♦IP mu.. alr m cI m Buu dlnPec®pmnnt. cw^ Im, wl nm—I.Ibl. rar enr dwl 4u bd ld.......°u.a n cm leas cn.lU A I/TPlbl, er c ne ndl lnP. •e 1ppl AN IT W COMMNY . " 1....len 6 ee Anu•pn Nl.ed nl,p eI mvI�px. NI •t lnp NI• uun,pr I:b1uGd I erc aI p I e111tY •^IewY Ibe .1.— 1, 1A . luel llq •nd use bf II du.lnP IeI e Y NW LO ONxge U. S3lle l50 Orlald" FL 31837 dl xmxIWcem. .Ie11 ley n alldl,y w• AYsI/1Y1 t I P.r FL COA Y03Tx cclu la.eiQd•� m Inn . ^. a ; lnr .... x Awlxc: ....e 1plmlv<s;tTw �....[pI e.e.a: nm w.. wtl,w.vv.es: ¢c: ....1 FL/-/4/-/-/R/- Scale .1875"/Ft TC LL 20.0 PSF REF R6666- 93796 TC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCUSR5666 16005117 BC LL 0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 30943 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS TWO PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONSI SUBMITTED BY TRUSS UFR �c coot-/nLwN o „ aers, Inc. irvWrtbcLu nu ncD IUL]vbC -- rl DI Lub le, -- Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 0-4-3 _L T 3X5 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge 4X8= 4X8(R) 11/ L 9-8-13 I 3-10-6 I 9-8-13 ISi 23-4-0 Over 2 Supports I 0-4-3 +10-0-0 R=1194 U=242 W=4.828" R-1194 U=245 W=4.828" RL=91/-91 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 !tW.Al.23 QTY:2 FL/-/4/-/-/R/- Scale=.3125"/Ft. -WARNINDI•• Sow Nm F Au. NmFs m "IS oNJIMOI ��� � ••IUPOmINT' NWNSN THIS WMWIAW TO " c6V 010 INCI=IN WE I . /` v, Ri g+�, TIC LL 20.0 PSF REF R6666- 93797 m. r ...,", nm.I ", m ",. In I " .m . [�a�I c CI Irn BC51 maIICIn9 C°m°mun: S°.°tY I:.a,.nN m. a 'iPI'n,u eU) I '".: e[pr$Ejj&� °GE gF •.E O : TIC DL 20.0 PSF DATE 01 /05/16 ° ins .I°., WiIPIN to ° CSI.° m"°°`^^^ ` a DRW HCUSR6666 160051T8 ,,dd$$pp�� 7 RIOm. `� °` ... ° `� ' `°' ( Itz , oL`� I ,°fn' : ` 0.708 1 BC DL 10.0 PSF //gy�pp 22 mom .m _ aB;d' m e� °°,: `t'._E �""` °'`` BC LL 0.0 PSF HC-ENG SSB/WHK L� R i.I train[ cape."—. ,wq Is. wu rot n.pm,i°I° e N *. 4— H a e AN TWOOMRANY .d ar. Ina. mr ea mrc w mua W ,u,. n cmm,..mu .Iu MSI/R I°1. ., m, nemlln°. ppI 1'"...t.""'°'"n' T O f@F TOT.LD. 50.0 PSF SEQN- 31158 • w.I m mI. c...InW °. °w,.r wW u.unW mI. a.oll,c. Inam.a. •e..P,•m. °. P••r...Im.I m • nr mr w e m° Icv w °m °..m. a...Ina m..ro • DUR. FAC. 1 .25 FROM J$ LEke h., 5vi@I50 U00 Orange l S O.m.n '"'P^'•I°iiln If mlialnWmrE•: Nis l/1PI 1 Ses°e.z. ��'.'°. t���,p" OAvdo FL 3383] m • Jm • FS •� . !' •' °�NGd•' SPACING 24.0" JREF- 1VN16666ZO9 Fl.COA 10z" IIePI xE:...'r e�••� m me m`TI.: . rrcA. ... '° I[C °:.. /° THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. \C CJJC-/IIY WR O -- LV„IC• Value Set: 13B (Effective 6/11/2013) Top chord 2x4 SP #1 :T2 2x4 SP #2: got chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. End jacks have 7-0-0 setbackiwith 0-0-0 cant and 1-4-0 overhang. Right side jacks have 7-0-0 setback with 0-0-0 cant and 1-4-0 overhang. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART.-ENC. bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(a/-)=0.55' ' Wind loads and reactions based on MWFRS. #1 hip supports 7-0-0 jacks with no webs. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X8= 4X8= L�1LC1-4-0�I I 7-0-0 I 2-8-0 I 7-0-0 I r16-8-0 Over 2 Su000rts R=1781 U=661 W=8" R=1781 11=661 W=8" *10-0-0 PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) 15. '44 0.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. AN ITW C6 M414NY 1400 Lake 01a Re Dr., Suile I50'—,I OAando FL 11B1] 116AYO f]B ••YARNIRGI•• RFUW NO FOLLOW n ROOM ON MIS oiwn" 1 ••IMPoRfNR• FYNNISN TIIS oWnxo TO ALL COMMLTORS IXrymINO 1NE 116TY1W.a MoCIIWI14WC il�� -11, umy `-g II p— Inmm,GmE...I- UCR1 II m. ^p.GSTC v m..v nc na."Innmllv.a ebll pry Cv mv�r,L . BCS I, vunly„=P­�w=.a�:�C "I" "� `1 n' . "° a o.71 08 1 b;�..Rav ,�ooa'e �l , .. , m7"SSB/WHK ` -." " ° "'"' ''°°"-` o `"° °°'°1 " °' ' ,Ip1:7 "1..1m .. (,. W„ 1„", emp1,m�' ;�.� Im. �."11 mt m m,p1— .. ."Y p yt„ .m m I m E C v v v mvm,m "' • cv .Im IN51/Tpl 1. r Iv. Nne 1,nB, •"ni 1-Ieon' tM,a�,g�K e. —. g;o I1.,%IIna I,.empM. I Ica ,ecna,m ""f pml00000,lo...nm.IN ' 11ey vI'vclw &�I ICllne Cm1°nv, m, IMSIRPi 1 Sv'e i•Io "m ,, mI. ":,..q r .. Y . c� V , , fe Ef e11 cry/�, , Yi'�y` Fore " .^e, . O"mram m.m FS •'NG� ,LP INE: ... ® Too: erB�flG: m. vY�cm:�l TC LL DL BC DL BC LL TOT.LD. 20.0 PSF 20.0 PSF 10.0 PSF 0.0 PSF 50.0 PSF REF R6666- 93798 DATE O7/OS/16 DRW HCUSR6666 16005119 HC-ENG SEQN- 30772 DUR. FAC. 1 .25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 •ale�allWn� � . THIS DWG PREPARED FROM rAmPIRER INPUT ELDADS & DIRENSIDNS7 SNBWTTED In TRUSS NPR ELLJdL-/HawK HLLIIaerS, Inc. /MAKUtLLINU KtbIULp Ut -- YI JI LUUIt, ' Value Set: 13B (Effective 6,1/2013) Top chord 2x4 SP #2 :T2 2x4 ISP #1: Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Right bottom chord exposed to wind. 9Yd ,\\ 5X8= 3X4= 17U mph wind, 15.UU ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5..0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 5X8= � N 1 3X4(A1) = 3X5= 3X4(Al ) WQM V_ 18-10-0 3Ie 1-4_� 12-6-0� L 9-0-0 13-4-0 I 9-0-0 I 31-4-0 Over 3 Supports R=1011 U=218 W=B" R=1970 U=367 W=8" R=622 Rw=660 U=182 W=8" RL=177/-177 ' Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. u04l%lQ 0.23 QTY:1 FL/-/4/-/.-/R/- Scale=.1875"/Ft. "111MIN61•• AVo AND FOUM AU. NDIEN ON THIS 1AMINNNI •' NPONTNR' '.I. 1N1° °MNIN4 T° LL!_ NwpRAX3= INRWIN° THE INSFALLER°. ` • k k TC LL 20.0 PSF REF Rill 93799 T.",.,, .,,,, ..,.r... ,r. I,1119 C ...I"N. N."p„nN..Nryp<,"R: I",Wl pp n..r Inp. N.,. a` .,....,. �it.. „Ncv'IwuI. °m...,..�s.F.a . ,,_pr TPI. mN0 .. .ro°_ CE • S L(°.'. ''.� TC DL 20. 0 PSF DATE 01 /05/16 �^1 1111 f1°(, m ��^° ��o; lm• (^dA^ % Po� � �°•�"� _ A•w = p' '° ? BC DL 10.0 PSF DRW HCUSR6666 16005120 //Q�//I/I�Q11�� wA=s°o.'r:7d ,.,°o' . °:,.A.ppir w•`�,°�a.: , . .--fd' .. 1.'1"s°,,°".t' „N �, O. iOB 1 BC LL 0.0 PSF HC-ERG SSB/WHK l�d����� p�.....,. ., .,gym R..pm„"„ N,� „�, M,,, AN ITW co..w a mu... a r......vw., "ma n cw,. m au MRlrtpl ..r .c n..al Irq. Ipp p. .w.11—,m".I..ldN TOT.LD. 50.0 PSF SEQN- 30946 A'.,.1 rnl. 1.N„•IIw.IIe�...... • p °` • r .,olb, I1 r :. �r mr ... e. Tu .....N,,,q AAA I w„.,re DUR. FAC. 1.25 FROM JS xdm Lokea Ns a. sHlle I50 almdo.H. 32837 FLcoAso ne ^•.°n•l., nsr.s P..IN..r p.r YNIRpJ T s.o.Z. 0� . .r .. F., .�.H ,e." ,� p.d� �:' AmINE: .....ro,ro1.•..... Tpl. ..w ...r. ........� .,rp?: . i....... FAT, ( ...... ' ;`-.,--,--., SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER IMPUT (LOADS 6 DIUMSIONS) SUBMITTED BY TRUSS YFR Ncc­ - - -- I"c• Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "138" uses ;design values approved 1/30/2013 by ALSC I Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 170 mph wind, 15.00 ftmean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpl(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 4X8= 4X8(R) 10 4.24 5X8 a 5X8 s 6 6 {�}10-0-0 2X41I1 3X4= 3X5= 2X4III 7 3X5(A1) = 3X8= 3X5(A1) 1 5-2-12 I 5-4-0 1 2-2-8 I 5-4-0 I 5-2-12 I IL- 23-4-0 Over 2 Su000rts R=1325 U=286 W=8" RL=171/-171 R=1325 U=286 W=8" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O°%)/O(0) 15. U{hU 0.23 QTY:2 FL/-/4/-/-/R/- Scale=.3125"/Ft. •[inRNIMGI•• REw AND FOu Y MONS OR NIS DMnxGI 4r •'IM PoRTANT FI@MIM NIS °WING T° ALL PLMIMR°gG 111=1MO NE 116T.LLFRs. � , 'w, /(� TC LL 20.0 PSF REF R6666- 93800 ` °( an nI Mcsl`m•Nalna Fn P.[T LIn...[I,n, q'TP I':na IMt �°p Tr u.x. r n v.arann n.n In Len c.c lny. none' P.. •"IPEP.. In I ns na °r Iny. a Imo. a C c f/ y CG S Q'' TC DL 20.0 PSF DATE 01/05/16 III.... aft LL Nwrp ape a In,[.1.[ .tl °n•r l e. u+ r, ,aw p °vr ar3'elwrn �a"�; w �Af—v _ ` I � T. ''Lull e.<.[I. ..n, a• f ice= Pvr.,n.LE •�� , BC DL 10.0 PSF DRW HCUSR6666 16005121 �/Q/I�I❑❑III �I�\�jl� AL M -n 1'I�m ' .evy .na w[iw'9'mG.:7L. u'.°en. -d uum .... °IL °.r ae A— , cn n . ,°e P.— LOI IiaW-z r • i BC LL 0.0 PSF HC-ENG SSB/WHK Il V upinn, . alvl.'an ar ITN M.IIaIna Cv"Pa,.n[, Grp.o Inc. •N,II nv[ n I .nT.n. yy — [„ AN ITW CONAMNY I evle,[Inn av rn In9 "cry aam. ruu In can lemvnm. a M'sl rtPl l..r Ier Nne'Ino. ,"'PP R", ` . C AT 0 s TOT.LD. 50.0 PSF SEQN- 31161 . 1 pp: ,,� Aspnn,141 iIt, av e Y al°i. Ir P, n° TM : U-INI I; Ina la u..1 ENN. .1 a1 rvL.,I I I •" ••^ aT a ar.. ror `Lpv . @ f DUR.FAC. -1.25 FROM JS 3<W W4�Nn6e U., Seile I50 n pm• Iw II[r.I Dmlmlg mlm,, p.r.NS611I'sa`i •"' �.� UI MA l0I] n.L'OANO]1N Fu..v Ln „ep nnr.I PIN' .a.a.,v tt ALPINE: .... E.P.—I..`..... [. .ae`IGa: ."v....eI . 0tNII:.a. ..,.1 ( SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM GONPUIER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS NFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Lumber value set "138" uses (design values approved 1/30/2013 by ALSC Deflection meets L/360 live sand L/240 total load. Creep increase factor for dead load is 1.50. PLT TYP. Wave 4.24 2X4(A1) �1-to-tam P.7-13 Over 3 Suppo IS R=186 U=54 W=11.314" Design Crit: 17U mph wind, 15.00 ft mean hgt, ASCE 7-1U, CL05FO bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 1-10-8 setback jacks with no webs. Provide ( 2 ) 0.131"x3" nails, toe nailed at Top chord. Provide ( 2) 0.131"x3" nails, toe nailed at Bot chord. R=6 U=4 T �}10-11-10 1- -2 R—10-0-011 Rw=10 U=0 -2007(STD) I/0(0) 15.01N,011w0610.23 ••IMMRTAW" 11PI,Isx LLv LVXIMLIORS IxcWOlxo we IRsrLLUA4. V to , .t, n Ie erlmcl^9A.nCI, mlppinp, ulll�x ene O. InpR 1°tnac mltl en °, YCS It Ixu OInB Lmpon°nt 5°IatVnp arottlm. YjYpl a RLA) I r mretY p f c,we'Iw 1, Nm•tlwctlam'1ena. uel larmrt°Icm,'e ° �tema.e r:t[ —'. Nelll. — lem FY er^pucl11 m� tnl"3 a P. //Q�//I�I� 1�TI In''A p.d �tlLPO �E t,m, RiaY .. y'od.:'"o��'aw.. "pplr Lm. a .: .uemti a e „I.t Oemll.. 'w he R,:°t m t°i IfbI M •,plw e� nl I In Bul IM Cav "m a Gawp ort. N .aVma, e r .nr"aen: m !eN nW [OMMNY a .I.y, t^ 1- 1. A. ems Porn eon.o..enc .IU ANVI 11 I er i w, L 'mvrqR . x aI p. 'Lune u.......... Im t... , N. I. pm....I Vm ell Y .°n 1p Y ro. tAo a Io" Nmm. U mlt.burtY . um $dCO LO bo,fl. 3$YII<I50 pen.lbl lleY a B"IIC I,g 6.IOm. Po. A1.J..' 1 Sae.3. OA OrF COA i28 m.. L.e.w m, -1. J..'. w FL COA A02]e A)plxe ....nlpl mlm.c.. �]pI �m... epl t..t : nca m.. m.lm" c r.•a: 1 FL/-/4/-/-/R/- Scale=.5"/Ft. TC LL 20.0 PSF REF R6666- 93801 TC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCOSR6666 16005122 BC LL 0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 30887 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9' THIS DWG PREPARED FROU COMPUTER INPUT (LOADS-& DIVERSIONS) SUBMITTED BY TRUSS BFR (LGJJL-/KBWK UUIIOers, Inc. /MAKUCLLINU KCJIUtNGt -- YI JI LUGIt, -- Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. —1-7-3—� 3-6-2 Over 3 Supports R=190 U=83 W=8.563" 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, PART._ENC. bidg, Located anywhere in roof, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind. loads and reactions based on MWFRS. Hipjack supports 2-5-12 setback jacks with 0-0-11 cantilever one face; 0-0-11 cantilever opposite face. Provide ( 2 0.131"x3" nails, toe nailed at Top chord. Provide ( 2 0.131"x3" nails, toe nailed at Bot chord. R=37 U=23 R=17 U=0 +14-10-7 3-1 15 12-0-0 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15. 1tIu01lIw 10.23 QTY:2 FL/-/4/-/-/R/- Scale=.5"/Ft. ••NARNINGI •• READ AND TD FDUM AU- x S Dx THIS wgNIWI ••IMMRTMT• FN THIS Ixc .LLL COXBOSf00.5 IxOW I TH[ I.Tau[M. '+y, TC LL 2D.D PSF REF R6666- 93802 0m m ^... y'TPI'. rt=., ! a v"n.I�em�a a.;rrl i'� .. ro r a Dc9P. •E ° 's. SF Rip+" 's TC DL 2 0.0 PSF DATE 01/05/16 esio` r n r "I'd . ^ 11 h "' oti DRW HCUSR6666 16006123 w v ew "r"� o� ..°� I,miy G` e: .'; ^ :.mt; "::.' I .. Po �°.,'.. s BC DL 10.0 PSF Ism:^°. aT �i o6 ;'^..oa'o�l',...ovvy mm. a .: vI"c^.ermor .r.�a.°e` . " m ( e`,.In. D.ml:.. ' 1 a :.r ..� i,`,x. ,xDa.T . ;Y�" o • . , yI. .r m o.u.ma cmv.•mr. cm.v ^c..n lem mr y. o. i08 1 = ' BC LL 0.0 PSF HC-ENG SSB/WHK AN MW COMP N mv.m ....%�� " In.ev:.....na.. ar"I.dvmam 'mx m m.ro...^m .Irn aH51/Tal 1.'m ror nsml In°. la°�C • E, TOT. LD. 50.0 PSF SEQN- 30928 Arm.IHm e.pm•I.nlry m .I�r°r.. w °. in. wIT.eIIIw • m. "r mI° erml,y ror .^r F DUR. FAC. 1.25 FROM JS 2xm LA SHIN I30 vm•I^I IIa .r a,I lalm DmlDmr ,.:...I.... <Dr. Gland, FL 3283]Fo. ... mr. Inman I.. ones `O FF� •y t .• • ��+r SPACING 24.0" JREF- 1VN16666Z09 FL COA AD E]8 ."""r. aLFlxe v:p mo rt...m �TRI �.m... eol T.ere: rtu: r...vmlw".nr�c�: mn ....:. _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 4 DIMENSIONS) SUBMITTED BY TRUSS MFR. kc coa�v nnwrc o - -- -- Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 2X4(A1) 17U mph wind, 15.UU ft mean hgt, ASCE 7-10, CLUSEO bldg, Located anywhere in roof, RISK CAT II, EXP B. wind TC OL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 3-9-15 setback jacks with no webs. Provide ( 2) 0.131"A" nails, toe nailed at Top chord. Provide ( 2 0.131"0" nails, toe nailed at Bot chord. R=172 U=58 +12-6-8 2-1 -0 R=51 U }10-0-0 =0 'Tr' -1-5-5-� 5-4-15 Over 3 Supports , R=219 U=51 W=8.659" PLT TYP. Wave Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(O%)/O(0) 15.QO&IN,Q 10.23 QTY:4 FL/-/4/-/-/R/- Scale=.5"/Ft. O IIIIIIIIIIIIIII\\\\\\\\\\\\I�I�Illlll�l�ll III J�C AN MW COMRCNY 24M Like Orw�Se DI. Silk, 150 aR,MA.i2s8T FLdG,FL 293 •;ra+x UR IM IS um PG TO L- rATrEs w N IN LOOING I ••INPOxrPNr PNGISN "IS AND OL .AL COxIMCfoRf SDMI I 116ILLILxs. 1e,.,,., , . °.I KS °.. " [.N[Ica[, ..NI V°x. apIPPIre, e'a[., I I a ."tl e[a . xe.°[ y c [ "e,[ m o! BCSI lNu Nlnp [up°nun[ S.Io[ Inlervnel m. TPI a a[,. �w .•,ypy lows° Iv, ma.11,e[,u v p" [.wpv—ry CSINw a pr°"" �{,jln ecctlaw ,Inpu ILucaNel ma a Yana "tl a °IPM NIN a r ••[a p vn}ef.;I�pNS w^e.3. By Ia. - Y a -IaApo QOpof[[ae ,a " "canp ar a[a" ° I[�nn ;" =p. , Mml,a. un mtl `enu m [ ° .p q �Iea.2 i�"" - eapl.mlP^.ea n " A I P.... a . a,.... ITS "B"I III I", °".p,"."[, Br.w I".....I, 7- eo sla,ca I I f .acn °['.vase,. •oaf n cenla.unca a,[n N,51 /iPl I, [.. [o. °•ntll,np. I,Ip [ ..v �° f"••.I rIdIppyl1. I. , inIN W —.g* II•1�1t 1I,9 I :via.I N. I,tlyd — Y.muptla pr p,. ha.lw I Js 1°� ��[", ,. ,": er„tll.x p.al�[ p.: ATM.,PI ;°1�' z. "I"° •"" • Y, ee�a RLP INE: a ,r 1p, n.l6 nfl rPl:1, thl, [.., OI MfCA:....amlNuaery.cw•. Itt I1-1c �U p.r a.....a.[I.". .^ea "a,. "x. •". H.,. w. °k, vE ••S•L•Laa,'pj o�Y r' o, 708 1 n •. T ; 2 s` LL. w .__ _, ••G� !� TC LL TC DL BC DL BC LL TOT.LD. 20.0 PSF 20. 0 PSF 10.0 PSF 0.0 PSF 50.0 PSF REF R6666- 93803 DATE 01 /05/16 DRW HCUSR6666 16005T24 HC-ENG SSB/WHK SEQN- 30909 DUR. FAC. 1 .25 FROM JS SPACING 24.0" JREF- 1VN 66 Z 1 66GD9 THIS mm PREPARED FROM COMPUTER INPNT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS RFR \«JJc-/ntlwrt o /IVW rt4CLL IlYV rtCJI VCIV I.0 -- YI JI LUI,I C, -- Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50, 2X4 (Al ) L�1-10-10-�j R=576 U=135 W=11.314" 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Hipjack supports 7-0-0 setback jacks with no webs. Left bottom chord exposed to wind. Provide ( 3)) 0.162"x3.5" nails, toe nailed at Top chord Provide ( 3) 0.162"x3.5" nails, toe nailed at Bot chord 9-10-13 Over 3 Supports �R=363 U=133 13-6-6 3-9 14 10-0-0 R=430 U=29 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O°%)/O(0) 15. �11n01i1Q 10.23 QTY:4 FL/-/4/-/-/R/- Scale=.5"/Ft. ••wARNIRDI'• RI- AN N- W Au xorEs oR THIS qq INO 4n� TC LL 20.0 PSF REF R6666- 93804 ••IRPBRTNIT•• PNVIISX TXIR NO FO Ta Au WES BY 1XLMNIX° m1E 1xsTXLLms. ` •1 4 e e.v ..X, e."el mR, anlpp mR. a .. wnR ena nr les. a[rer tl _ °(.... Rcsl`�=aial.e =e:�— s,...R Inremum. Dy'ml . mcu : r ..r, � •E • S� •% _� TC DL 20.0 PSF DATE 01/05/16 u"c'me'ec 'n ' pymau •� v�.,ervr� vel�° P.r aL51 .mIM:ese //��1� T� 'm� •°a`=` . cl� BC DL 10.0 PSF ORW HCUSR6666 16005125 !/—L �� 'ne�eeo�."eTw...�.� r.r".r p mmua, m .. w ' e Xea-z i'•' mV'pl.[e 'po. I„ci�.nen .., I• �.,,�. m BC LL 0.0 PSF HC-ENG SSB/WHK AN 1rW COMMNY acsleimen a ervco m nu"4e•� ruse In cmro,.encv. u.W51/!PI t. rer rer nvneu np. evn 1p m .lnl. r m T 0 TOT. LD. 50.0 PSF SEQN- 30768 X"ra en Ln 1. ermlrq er peY.r%R. I LLMR u1. er.Xpro. IMIe.L... mU .,_... Pre...a e,ul 1 ••'� r..Pm•Im I rtr ..I.I�r ror .,,. a IRn .mm�. TM .Ylm n ILr .ne Xm er . er.a,q ror .ro . Y • • �F DUR. FAC. 1 .25 FROM JS UW Lake OrunSL De, Sulk 110 lelllq o e„nalm X.ala..r w• znsl/1PI . sm.z, ( (V a�dY FL izB)T ram.. m., In.ema lm n,. �ee•a mmr.lit— �.�S.._._.••aySPACING 24.0" JREF-1FlCOAtl0318 TPI qILL: VN76666Z09 THIS ONG PREPARED FROM COUPUTER INPU (LOADS & DIMENSIONS) SUBUIMD BY TRUSS UFR. c Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 14-3-13 Over 2 R=874 U=165 W=8" RL=173/-79 170 mph wind, 15.UU ft mean hgt, ASCE 7-10, PART._ENG, bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 2X4 III v R R F R=744 U=229 W=11.314" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/0(0) 15 .23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. "YARNINDI•" RoA RAD FaumI AIL MOTES ON TMIS DMIRGI • IMPORTMT FUNISH n 15 MWING TO Au DGXIN, M IxauDlwG Txe Ixsru4Ru. \ ' .� ••SF TC LL 20.0 PSF REF R6666- 93805 ndllnt ,b IN,1, m,[,n ln� .,Id b.ve me. xn.n °•In,g Cbb Idl„p c s...[r I�.....[In,,. by Tpl .� xr.+� . , ....[y5. y�l III. 'lln vpcw CE ,. *_ TC DL 20.0 PSF DATE 01 /05/16 �Gi`Ienl Yp �, l.f. a ominp'[IvI a Il ldn t It be DRW HCUSR6666 16005126 `d' �( `M""Ib, ::,pf � °[•'�' °" `Glo.:.r.wl ee 'w 6... 0.708 1 9 BC DL 10.0 PSF /lp I O f� UI G�JL�IJ U �l [ ro ;,. [. dt.: �,•. �.`: a°pl.[. Pn„ ' In ew M'p BC LL 0.0 PSF HC-ENG SSB/WHK AN IrW MMMN PI dint w ..- a.Y I .i d l n I., .m a o 4s u I [vl �vtim f cvc lnt vfbb [Id [rvaa c N RHSIRPIb1. [.1 .dr bvndllnt. b y bdr . p TOT. LD. 50.0 PSF SEQN- 30880 �n...I bP tA. ..:nt P d...r G. iLtl„P mL�...p.0 Id�dn.. t..Pt..d P ....'.p.I p �4 ..p.n.Ibnl a..�Y fey en. ndm. Tu DUR.FAC. 1.25 FROM JS 2400utO,li>,Suil,I5a aL FL 33937 r ed I[. Iitrdr.a,p'�dP . v �. •,biu[y.. t.udLgm.Itn.rp..MSI/RITsbb.R. (Jldh� foe .. ,..el.. ,.. . J.b w..I .�va� . .m \�{-' °;`Trru: °� ( .•'t�4� �° ... •' �� SPACING 24.0" JREF- 1VN16666ZO9 M MA0278 ALPINE: ". : TPI:,,, ... ILC'... RY 'S / EC11 THIS DWG PREPARED FROM WOUTER INPUT (LOADS & DINENSIONS) SUBUIITEO BY TRUSS RFR L«UJL-/naWK 6UIIOerS, Inc. /MMKLCLLINU KtJWtNbt -- YI JI LUblt, -� Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP M-31 :T2 2>4 SP #1: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC (a) Continuous lateral restrlaint equally spaced on member. Deflection meets L/360 live Ld L/240 total load. Creep increase factor for dead load is 1.50. 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 2X4 III 3X4(A1) _ `^'"II 3X4= 4X6(R) III 1-4- +10-0-0 i — 16-8-0 Over 2 Supports R=996 U=61 W=8" R=867 U=126 W=4 RL=195/-87 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15 4'PP1'!'t96d .23 QTY:1 FL/-/4/-/-/R/- Scale=.25"/Ft. • �WA""'NG'•• HIS °H0 f0 WALL NOfS ON I m"'1X01 \ ••IYPoziPM KGI" WEE NND ]o ALL wrmuONT S ,AI RoI Ixs]Auzzs. /(� �, TC LL 20.0 PSF REF R6666- 93806 ]ruaau, r e " "s" . In !" rlcn[In nel ing, Nlppl nP, Inaull lnrog cne C InP� Nerar 1le,na r.t Inr.nalm, t] . RG, 7 r r"r.tL wl `I�wWler • r'E S`c ,. O as TC DL 20.0 PSF DATE 01 /OS/16 �i`c0 1, .. �r.�n Prr ecsl.'um r.. p `l DRW HCUSR6666 16005127 ,d -1 ' R 9 ; 'P p'O ,r taa r. . r •'_•� •�' r 0. 7D6 1 t� BC DL 10.0 PSF ����--I—. '..' "o- a ro n • 601[Z o --.1d am -- 1; ° "r " o, A 1pl w. r I. ro .. In Ow Id I"a ntI cN I.r, wl, e. .. �. 6m : e BC LL 0.0 PSF HC-ENG SSB/WHK .0 p rr.pr,�a.l" r.r ro V1 m rvar n cwre .c. .lu cxslrtPl ., a, r h•n • dPro••���� . SEQN- 30976 AN TN COMMNY mu•u ey a , c ng .�"vua•rr, {j r T 0 p= Q TOT.LD. 50.0 PSF A u11 n tx,• d p'.p dr rov pG• 11•t l.p NI• u, vY','�I I IM lroc•U• • • r�lq ...p.n.it„Itr r".wr rorw len tr r.N, ell Itz r �1,al,q h IAn Axsl/nl . s:.z. C DUR.FAC. 1.25 FROM JS ]AW Lak Ola eU Suile I50 Ql.do FL 32837 pnr t•'.f�,,rt SPACING 24.0" JREF- 1VN16666Z09 FLMAd021X �v.r •ore ,nrrr.r Iw r.n nl Qn'e�p.a..'.°.(rodro•'4�' uPme..Ipm.K.....`]P,:....tpmtt.rrP:=]t�:%.....,,,•.rtr.as: mc'....I S Tn..:6riNIX' ,,,,,...".... TNIe nVr. oGFEADnI VDnu rm.,omia luortr anent i EIMMt,nue, a,emT to RV TDIMc — S3L-/Hawk Builders, Inc. us Set: 13B (Effective E -- PT ST LUCIE, . - Top chord 2x4 SP #2 Bot chord 2x4 SP #1 :B2 2x4 SP M-31: Webs 2x4 SP #3 Lumber value set "1311" uses design values approved 1/30/2013 by ALSC (a) Continuous lateral rest) aint equally spaced on member. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wi'de clearance. Deflection meets L/360 live sand L/240 total load. Creep increase factor for dead load is 1.50. 4X4(AZ) = 3X5= WS 170 mph wind, 15.16 ft mean hgt, ASCE 7-10, PART._ENC. bIdg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC ® 48" 0C. Bottom chord checked for 10.00 psf non -concurrent live load. MWFoReS loads based on trusses located at least 15.16 ft. from roof a$ 4 (R) III 4X8(R) 1A 1— 20-8-8 13-2-0 1 i4 23-10-8 Over 2 Supports R=1440 U=286 W=8" R=1359 U=405 W=B" RL=245/-103 Design Crit: (STD) Pu Irr. wave FT/RT=20%(0%)/0(0) 15"W. &1 .23 QTY:10 FL/-/4/-/-/R/- Scale=.1875"/Ft. ••YANNIRGI•• READ AND Fm29N Au xmEs Iw "IS WASINI � 4 TC LL 20.0 PSF •• UFDRraNT• FURNISH "IS DRAnxa To 1LL °NIMRORS IN=DIxa US II3TILLER9. ' ' REF R6666- 93807 I. =, Ila .Id It.t.na. P.' p. 6'j 'QE .S � : z F-v In E,r..tlw. e'.... TZAR t • ,Y„ F 's. TC DL 20.0 PSF DATE 01/05/16 Ina.I He„ aN V,w,en t �—E In�D EAr SI. °Yn ln,: ° n� >. In °. D,a. .. �I Ht.ni°. p I _, .° a. . I. '.'°. ' ,Na, °" o. T08 1 BC DL 10.0 PSF DRW HCUSR6666 76005128 ALPON ° ` n°•• "' °•' aaS°r `7 ,t ,I—d R..It' BC LL 0.0 PSF HC-ENG SSB/NIHK ,,. di. en °. IPP E.IIldl Ze.lw„°^. S—P, I . wn „°t °.e",elsl°°. a,..I 1♦. 4". en . 7 I. AN ITW =MMNY —1 °n a br.<i"a o. t.u„°, Ina. Inppl A ..a 1"11- .1. dt...D °r .—rI "P. ..Et... EII. dl'..I qj 1.1-SI.. UDt,na..1 , T 0 TOT. LD. 50.0 PSF SEQN- 30876 4... tPa_..lY P., eN n . . .0 eY • uu °I I. ° p Y.Yt�my .'t s'�'D ` C 24M lake 0,Aq on,Stilt 150 .mI ItY° N,. WI IdI' IgEAr ANSI ZI't...R. ram" �4 DUR.FAC. 1.25 FROM JS UIaNa FL J8)] .F^•rt,I�°"''R°^^t•' .�sy�ua `^°•^"" d:r Mnrn2 EN.s� SPACING 24.0" JREF- 1VN16666Z09 E COAN0218 Atilx[:.... n ^°¢..ev �Te l: r.. yina.°rel vu:.... o vP�t".: Iec ...d [tor°. nI men,a< THIS ING PREPARED FROM MIPHTER INPUT lLOAnS & OINENSIONST SUMITTEn RY TRIMS RFR kZZDJZ-/11aWK UuIIOer5, Inc. /OIlUGLLINU HtJIULNUt -- PI SI LUUIt, ' Value Set: 13B (Effective 6/,1/2013) Top chord 2x4 SP #1 :T2 2x4ISP #2: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 17U mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bidg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf: GCpi(+/-)=0,18 Wind loads and reactions based on MWFRS with additional C&C member design. , Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 2X4 III +10-0-0 3X4(Al ) = ZA'+'I 3X4= 4X6(R) III L 16-8-0 Over 2 Supports R=996 U=59 W=8" R=868 U=134 W=4" RL=200/-88 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 610.23 QTY:14 FL/-/4/-/-/R/- Scale=.25"/Ft. •,�,wxIHGI•• HIS amroue Au xmEs ar THIS RR Rm "IHPoRTM'T iNWISM THIS pN/.NIXE TO .LLL Cm111tlifpNS INmMIHO THE 116TI.LLENS. I,� �^ 11, /���i TC LL 20.0 PSF REF R6666- 93806 �n p JL��� l �l�:' AN ITw coMMNY".a•n i4O0 Lake Omnge DI., Suile ISN al E FI. 32837 FLWAXOTIX i rvaxa r•e" a e.ya^^ cery In Ive.leve enall Mlpp ing. 1-11' e vnd e. ^n W 1-d Pell fI .u^acl r ly afc.[.il.'.uct"vi,'.rera de Ifv^I .� . fdd v"n..nl. •un^:• . I awl „<.^ .f XCSI (Xdld"N e..Y.I;.t svl•dy"i..•,.,.im..y VJ I Re.> :."�'.�a'^p��n "N "r•.. >' aul� • i ce:a '° ,d� l a:o w'`. d.fI m „„,•II..If a 9. nnrbIII, ed lm nIf o ewf•l— 1im •NSI/1P I.1 If r h nn 11 .nN ' M1u m Nd..ci"R I, Id ^N ro�•II„$a ."xvl of ••" , , N�v��nX to �. a..nlK, IItl l�.ttiv wuGT. of er vweM1v.ldn ••Pun r wrI= Tlw .. Tn11.11ner. .f=,1. .."N .,y e•1. M•lema ^ X.r . .,I. , w. uasinPl . s.c.z. m,• 1"m... iw, .fh.. em . w�.f. wd �y OiC••••• unlwE: ... aPl,el...cv `Tvl: :...wl e.a.,:.,u::...d.lb. r..�. �u':...: _ �==-7ge.tI'P.. ••E •.S��F� n 7D6 , i • p= T 0 @ �•}eQfY '4 \ '•••• •.;_k6�� TC OIL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF DATE O1/05/16 DRW HCUSR666616005129 HC-ENG SSB/WHK SEQN- 30979 DUR.FAC. 1.25 FROM JS .SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED Feel DOUPUTER INPUT (CLADS & DIUENSIDN51 SUMMED RV TRIM% UPR eojz-/NaWK Builders, Inc. /MAKUtLLINU Kt I!JtN6t -- VI bi LUUIt, ' lue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1311" uses design values approved 1/30/2013 by ALSC (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails @ 6" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Q-4-9j R=911 U=172 W=8" RL=181/-82 Design Crit: 17U mph wind, 15.00 ft mean hgt, ASCE 7-10, PART._ENC. bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 2X4III IM 15-0-5 Over 2 Supports R=781 U=241 W=9.814" 15.01_.0..1 0610.23 la ux„ o CD II I.I. I— S II III Ixr NE I.... R.I. l rva xa rep a e.e.ano v, n eveticat lunell Nlpp ln^. Imvll lne vne !r In6. Pe.or' oe lc on ey ee31 (Cu Ie1n8 CemP.^a [ Sv evtyad ar.ntlo by Ir v RCA) ♦ ecy nB r aao !dr Install- s vemparaII e r BCSI. a rapj Il,p.7b- 010.n,1 mal p]I ler pvr.vw v[ery vrav a e1[.a 9p lnatn Q�p� w 111 re."'per Iw ", I...e ,. a.. , . . auc em x� I p I ajpye Ib04_I � w �t le v m. a1 rnI m,um.o a" .rw..p t .p.,, .a. ..µ AN IT W Co NIMNY v[len e v ruabv Idlr cen.e Aenca .IN NI51 /eP lb1. cr ter xv Bc �qi &",..I 1111 tavelv'rlro �u III.lB! III — I. Gil bll Intllca4a ow^t! a' 1 . for laYJ 1 y e a y m I aemm. TnI .mubn1,2 •m uw aaB for bro bbb UroLake Olar�&e U,SuDe 150 albllley ar w mNel.p m.lwr w• xNS I/7PI t se<.x, i LrlN ,FL 32837 re. . . J.. • p.eo M MA90278 .,NI,:... .Ip l..lu.crm TP1 .... yln.t.pre:=r :.....bclm...ry..e.. lee —.I TIC LL TIC DL BC DL BC LL TOT.LD. DUR.FAC SPACING 7- /-/R/- Scale=.3125"/Ft. 20.0 PSF REF R6666- 93809 20.0 PSF DATE 01/05/16 10.0 PSF DRW HCUSR6666 16005130 0.0 PSF HC-ENG SSB/WHK 50.0 PSF SEQN- 30872 1.25 FROM JS 24.0" JR F- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NFR LGG .mown o -- rl al Lu Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 l Lumber value at "13B" uses design values approved 1/30/2013 by ALSC (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails 0 6" CC. Deflection meets L/360 live and L/240 total load. Creep increases factor for dead load is 1.50. T TYP. Wave ma./ 170 mph wind, 15.00 £t mean hgt, ASCE 7-10, CLOSED bldg. not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TC DL=4.2 psf. wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 3X6111 DKIMM 09i-e *0-0-0 r16-8-0 Over 2 Support R=996 U=64 W=8" R=868 U=139 W=3" RL=189/-85 Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) 15. OluOlfivQ6.10.23 •• RPo RIPM•• Flawlsa THIS EAARINO Te ALL Sammucess INCWYING ME IImTALL�� \ ^ Trv„ea . Q e tMRaOf ".o In I, E rlcnt lna. nn ^ull M telllna enC Er In-. Pe/nr STRA v V Old1.n:1 lnn w p—,AR lau^`fa"9cc 9Vwc`t.["`.N^e by r'mI . h.ti . r I rn r v F^^ erfer c[ linen ale[ . l� n r BCSI. "anl,,,MR en e"c.tle^e :.qn nellg ��Q/1� lald tel Ina. r ,....nent"� .I"d fI. !i-�J����� �:`i=m: odt:7l.r elo. .�peal"e.�dle. apply pmenolw. , - ., a.".. , neat ew Md A I.I B.. dIe .. ITS o I.lAbine c 1' .n .'e.a,n<..1„11 wt r.,wna I.. ."> m„ akn AM ITW COMRWY 1 n, utloS s r . et"eru.we rux. m ca.I r. ,nn Ant", 'i. or M, noel.,. —ld, R. 1. :.:feel el l lar u`e:N � � w Cm�IP 11• ,�`tl ml Te u,iunl9iti�W"w n;Nl� e. "Fr9 N;_up V Fya 7i00 Lila gpngeIX Guim ILl I IIIt, er anlld.na M1elwer per wLSI/iPI I see.a. F1 r�� OHmda,FL 32811 A len I. nl.^ eb pmere eeb ­­ R. 4(, COA 90279 AUPINEa : ,e. e.^�I—Ody Tpl: ....epl p.".pl nee: ,ee.uellu..v..eo•: IQ:... Itt TC ILL TIC DL BC DL BC ILL TOT.LD. OUR.FAC. SPACING 20.0 PSF 20.0 PSF 10.0 PSF 0.0 PSF 50.0 PSF 1.25 24.0" 7 Scale=•3126"/Ft REF R6666- 93810 DATE 01/05/16 DRW HCUSR6666 16005131 HC-ENG SSB/WHK SEQN- 30986 FROM JS JREF- 1VN16666Z09 kLLb3L-/Hawk Builders, Inc. /MNRCELLIND RESIDENCE -- PT ST LUCIE, ' - Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. Q-4-Rj 16-8-0 Over 2 R=996 U=76 W=8" RL=167/-77 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load Is 1.50. 4X8= 3X4= +10-0-0 R=868 U=151 W=4" 7-4-7 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20°k(0°k)/O(0) 15. u03w 0.23 QTY:1 FL/-/4/-/-/R/- Scale=.3125"/Ft. "XIIIII 01" kl= ANN T°uw Au Nvns oN MIN WMIII l ` ••IMMRTANT' .1W WI. S.1110..0 mrrrwmws 1.=S.. TNF 17M4L E ,, % •IjQw'2 Tr a •eee ra�u, ro a.[rem e n Ie erlo,[Ina. nenalrno. vlr d er Ina. •ae e° '° ' TC LL 20.0 PSF REF R6666- 93811 DATE 01 05 / /16 Nt�r`le..Im ea event °...ty I. to PI : Rt., : r ..r,tw,. GE Sic I-- a w ew 't TC DL 20.0 PSF raert..°er r�e aesr. m.• X. DRW HCUSR6fi66 76005132 „r. "".' r.tot°Im.:b.,,"C:.t: ° '•,,;90'I= :: :merle. ;c tI n..'w I, .o. :w° e`�;' �°„ tt`s�..: w"'• `L°"�" •°°"+°"° BC DL 10.0 PSF IL ���� Ir' d �.r ro ;° a. e o Al.I°r""...I..m BC LL 0.0 PSF HC-ENG SSB/WHK !�/i7J�I J v1 mnem mn° c..°enent. crm,^ mt.rtn.0 net r.,.o.,.mm ror ..y .*., m r.,e .nr . AN IiW CAMMNY r el Ions eracing .f tru,ws. ° T O ° TOT. LD. 50.0 PSF SEQN- 30990 .n...r .• ur• er..m° er I—, I °• N.m.° n,l• ai�:ei e, rwrt.u. ..t..t.r,e or awr..:I..:I IN. y —1.. ror . en .�. Tne . nr .na .w or ur• •r.. n mr .m Q DUR.FAC. 1.25 FROM JS 24%Uke0ngc Dr.,5ua 150 .rbn Itr.f mrr•r.. m•r�.r °.r JUelA .T stt... !� 0' ( 0IISNi n. 3207 MWAR0278 1'.r ® e. .re �.. °m,. .. .wwe:.,. rwnert..ta. Ter:....wrn,t.era: •Tt.......btr„ee•trram. Iro.....It. ..�le2�ii' Tn.�.r�CNG�.,%_..____._ .rfw SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPMT fLnAn% N DINFNRIDNST SaRNITTFO RN TPIKc RFD LLLJJG-/flaWK DUIIOerS, Inc. /MHKI,CLLIRU KCJIUCNLt -- YI bi LU61t, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. L;1-4-y 16-8-0 Over 2 R=996 U=90 W=8" RL=145/-70 170 mph wind, 15.00 ft mean hgt, ASCE.7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT It, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. 4XB= 3X4= R=868 U=161 W=4" 7 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/0(0) 1 5._QXR04HRQjO.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. /^\ 4 V �l�p�f�►NC AN IrWCOMMNV 2400LRk ODWDl Uw 130 OANMAN0EAIT FL COA tl0 iT8 •10ARNIN13I•• MEAD MD FOLUN AM NNES UI THIS DRANINGI ••IRPORTW FUMISN THIS NUnNG TO Au CONTRACTORS IN UDIHG THE 115TAUF➢9. \ fifnnnnn ...y n n. nw .." In In0 n.nau nG. NIPPIn,. In uu n, .ma[Im N` "' ,CDI t,nlIdlnR �"oe:a°� I p— Inln..v[Im. a •TRI .. ncv ..... y P• . —1d uvull'v I, PII . n, —ChIIImm.. a IR — DI, nlro P^/ CS I. •Yni n. u ( ° 'gin- ` `� G `nw °(Pon a to ..:. e a n.n...n. .I� I II , • aIR°:, a. ".e °woRlp I., I. a . wo II . e... w /.In. . I w;. e: '�I ,. ' i� ,:.DA , :vua:u e�a ..1 Al I'.. I dI..IIn of In N111.I„g GIIIII, It, G,m 1— . 11 . ...R� I....,N.",..k., .,, A_ b � eel �.ciDv Rexn� nR nfN'nuexne ms L. .onm...nc•. a u:zl rtRl m. "r I.. n.•mly, I ..0 [M. d� fmR o ev.I�P.,• ILN�FIfw al. u...InR IMIu .fcNpYlm f Plnn..lena mR o •p�u,.• ei u Y Ie lwr Tor Ne IGn m . IbO1I .M van n d-InD To, .ro . ry n. NnI III, DI.I,nnr Rnr ANGI/RPI , .R. q Q,(N .,�� Fn.m "n: ul.,..,�n..I •��. �(If AVIxR......IRl wlv.ce �ml: ."... cpin.c.n.,: NIG: ..n. . cM.T.c".: IGo .... mnom. k,[TV�� GE •$�.' , O t 3.706 1 - • p AT p ' Q t _ •• G\ -�- /ff.. ••GN . TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF REF R6666- 93812 DATE Ol/OS/16 DRW HCUSR6666 16005133 HC-ENG SSB/WHK SEQN- 30995 DUR. FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 "IS DWG PREPARED FROM COMPIRER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 :T2 2x4 SP #1: Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. I<7-4-0,j R=996 U=107 W=8" RL=123/-63 170 mph wind, 15.00 ft mean hgt, A5CE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 1.50. 5X8= 4X4= 16-8-0 Over 2 Supports DI R=868 11=170 W=4" Design Crit: FBC2014Res/TPI-2007(STD) FT/RT=20%(0%)/O(0) ••IMPONTFM" FURNISH THIS NUMINO M ALL CWIMROR9 INCLWINO TICE INAnu_C . Aw M T r'e.o. rop a ertrem -- n ....... Ig. h..,Nl . NIppInI. I —I and er Inp. "I" _ ' CC51 01 1 I,q Co Ilt S.f.tynl II —Inn. by TPI a d R ) I . e.. �p d e�p�.Iornlw't — f—InnneN In.tellora ll p. Ida ..m h r BCSI, cNII... �n p p I- t°ml bII re §il d rp A.N.— dlv .Im vI In Nu�i lldl a Cegment A ... b Im. M.LI mt NIrcynnalbryP I— I NIEI— II p— v .Lp:E a AN ITW COMMNY 1 m t n.vv�" Ae.v..m ry fa .Im Id I=b AAS Vb mndu TPI e. . h.nO. d., jt ^r.lm ICh.. drt.lnp dI aew III... Ilttlnp Hlt drol,pr I,p lct[tt tcwptt a. df Prory..lont rfln y ..l.�y ror w n.U.C.m ua 1 rI. 240MLake Om%eDr,Suiw150 p .11NII1ty.I Mb.I,J. P O NI wr ANSI rtPI [ Orly M i¢Mn FL COA YM $TM ALPINE:.....IP1"1v m. TPI:.... tPI—t.v.M: NrcA:.....m l.n„ssry.ts: ILL: ....1 5- -7 +10-0-0 FL/-/4/-/-/R/- TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.375"/Ft. REF R6666- 93813 DATE 01/05/16 DRW HCUSR6666 16005134 HC-ENG SSB/WHK SEQN- 30999 FROM JS JREF- 1VN16666 09 THIS DING PRFDARED FROM COMPUTER IRPIM (I nAt1C A IIIYFRgtn1 ) CIIRYIT n RV TRIMC u[o 5 eeooe-/nawK ...IO¢r5, Inc. I ... 11LLINU KCJIUCwbt -- YI JI LUla t, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bet chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 3X4(A1) 16-8-0 Over 2 R=872 U=59 W=8" RL=132/-111 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. 4X4(R1) 0 _` 10 3X61II R=874 U=45 W=4" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15.0 .JN 610.23 QTY:1 H. 4°+� 11 FL/-/4/-/-/R/- Scale=.375"/Ft- ••YARRIRGI•• RFAO wlv FPLLA wL I%=S IN THIS DMIMEI ••iMrogTnM' INwILI Txls vunRe m ALL IMMMCFRg9 i8m°olee me JAW,U_FAS. n.,.., ....,.. .. "nm my ca nd br i "° y1' 'r' . TC LL 20.0 PSF REF R6666- 93814 DATE Ol /05/16 :.f•b. ,: w°°: oi': vTel) 'IN ulll•, ...I" , ai ( w r".-Ray o a P a e' n•a: ° •u", aP.r.m a ",N'I GE SF R/�1`=•. 'yfi TC DL 20.0 PSF ro:ar °° ., J, _ ""n—.e LOeot in"• P�Iil` '°d"'" I a'•^ meA • e u I I•d , • °r &r ac em.9l, o%; 'a, A b , BC DL 10.0 PSF DRW HCUSR6666 16005135 a1�L�� �l C u.`d.Inb �" �l e:11 d n .uro.rd . _ e. 6 �..,� m .�Pm,�e,.°..�.nNd, e. TDB - BC LL 0.0 PSF HC-ENG SSB/WHK API . d).r.�en In ,I.N emynvna,,°,..d 1—. " ' a • AN IMCOMatnrc ' ;�:"':cia,', a br-la •'.' (:d„aa r... n ........,�...,, vnsviei L .r r ..dnnv. s TOT. LD. 50.0 PSF SEQN- 31003 ..., w ul. er.a"v .r •• Lrwon u••�a nv m1. d.—IN. INIcOut. a Ncaw, oe v" n„Id" �..IIyS .•".n„nu6y, ,b mwy ror w d..n"v •ro. T 0 j (e 'e�w DUR.FAC. 1.25 FROM JS UM LAeO &e 01. Suite 150 lhlmdo FL 32837 MCOA90278 '"•°1°"Ic"•r I I Id I N llyur,.f W51/1P1 +=a,.. ;ti Fur ®ii.n �.thl Rwr:'� :rb ALi,Re: .p.mr.—I. I.: _m,,�.. 6rS • ( SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM rfINPRlFR INPUT rinenc a nmputmuR) <Imnrrrn ev mncc ace Lcwec-Y nawlt o nc. YnL Value Set: 13B (Effective 6/1/2013 Top chard 2x4 SP #1 •T2 2x4 SP #2: Got chord 2x6 SP SS Dense Webs 2x4 SP #3 --u-tWUCNL.t -- YI �I LU61t, - Lumber value set "138" uses design values approved 1/30/2013 by ALSC 170 mph wind15.00 ft mean hgt. ASCE 7-10. PART._ENC. bldg. not located within 9.00 ft from roof edge, RISK CAT II. EXP B, wind TC DL-4.2 psf, wind BC DL-5.0 psf. GCpi(a/-)=0.55 (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3".min.)nails d 6" OC. 3X6(A1) 13-1-13 Over 2 R=1949 U=557 W=8" Design Crit: -- --(Lumber Dur.Fac.=1.25 / Plato Dur.Fac.n1.25) TC- From a5 pl£ at 0.00 to 85 plf at 13.15 Be- From 20 plf at 0.00 to 20 plf at 2.23 BC- Frem 10 plf at 2.23 to 10 Fir at 8.23 BC- From 20 Fir at 8.23 to . 20 Fir at 13.15 BC- 536.89 lb Conc. Load at 2.23, 4.23. 6.23, 8.23 Wind loads and reactions based on IMfFRS. Right and vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase Factor for dead load is 1.50. (STD) -ImrvnlN. rb.11lm I ... .m...b lnmmpina Tz IIafN.. rvpul a ertc o In rvbrlenting, nvnallnp. Nlpp lnO. m te111m0 ena er Inp. Rater wcn"re l l Nwpr (eu lea rq Cmpmnmrete r•�eY M e tl m, q •1P1 VILR) I r Ov rvtY p� -ta . meta mr. n p e tm Iy eab wr aeal. eun1... la1 um. vluau en•'I- t.cl.m t . aay em an. In, . RI.. ..p.... u.1ea m a ilamlm wpl-1oe. . •Ip1 m, . er m. am Im,m c�nn t. crIre. u m .nN. y AN n WMMNY 'm p er.m na vrvt..... r n -1-­ .Iu .WSI rtPI t, nr roc nnwu nR. Nnm.Irm ul. ar..ilw or pw.�we. u•bmp ml. wee. Imla.e.. .c.Upt. a bbr pwr.•tl b l.-4 -1. Y ror W Ipn Ywn. Tm • ItY .rla Iltt o r..lnp rbr ury WWW 24W Luke Ciao Dr, S.150 .1e1 er "r eul rar,a awlen•r ,FL 1wr NY51/7P1 a sre. z. S Now 2837 F" mre Inrermam . 1. 2.b . pemr 1 FLCOAE0378 1LPIME: elplre lta.cw: 1pl: ... epl......s; RG: •... atry.cu: Itt'.'.... Icc. 2X4 N *0-0-0 5X8(R) i -1 - R=1516 U=453 W=11.314" 15. ,,A3R 610.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. H, k.4"' TC LL 20.0 PSF REF R6666- 93815 heal CESF,p��`-., TC DL 20.0 PSF DATE 01/05/16 46. 6 BC DL 10.0 PSF DRW MCUSR6666 16005136 "•'" o.i08 1 HC-ENG SSB/WHK BC LL 0.0 PSF SEQN- 30964 L.r 11y T 0 TOT.LD. 50.0 PSF DUR.FAC. 1.25 FROM JS e F6eS _'•'It':aG��.�' SPACING 24.011 JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUMMED BY TRUSS MFR l ears. I-C. /wa..'Ulrvu ...l utw be -- rl b. cable Value bet: l3U (tttective b/l/ZUI,I Top chord 2x4 SP #1 :T2 2x4 SP #2: Bet chord 2x6 SP SS Dense Webs 2x4 SP #3. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 170 mph wind, 15.00 ft mean hgt. ASCE 7-10, PART.-ENC. bldg, not located within 9.00 ft from roof edge. RISK CAT 11, EXP B. wind TC OL=4.2 psf, wind BC DL-5.0 psf. GCpi(a/-)=0.55 (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun (0.128"x3",min.)nails 0 6" OC. Bottom chord checked for 10.00 psf non -concurrent live load Special loads -- --(Lumber Dur.Fac.-1.25 / Plate Dur.Fac.=1.25) TC- From 85 plf at 0.00 to 85 plf at 8.23 TC- From 42 plf at 8.23 to 42 pl£ at 10.23 TC- From 85 plf at 10.23 to 85 plf at 12.98 BC- From 20 plf at 0.00 to 20 plf at 2.23 BC- From 10 plf at 2.23 to 10 plf at 10.23 BC- From 20 plf at 10.23 to 20 plf at 12.98 BC- 682.14 Ib Conc. Load at 2.23, 4.23. 6.23 BC- 776.81 lb Conc. Load at 8.23 Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep Increase Factor for dead load is 1.50. 2X4 III . 6-10-1 1. *10-0-0 3X10(A6R) = 5X8(R)III 12-11-13 Over 2 Supports 'I R=2281 U=418 W=8" R=1737 U=396 W=11.314" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15.0 „,113a, 610.23 CITY: 1 FL/-/4/-/-/R/- •' Agw:NGI•• xFAa Alm Fmlax mt mimis GN rus uWV1MGi "IMPORlull Fauna lxls wuYlxa TO Coxllueroas LJ r6 y 1 '• ILL 20.0 PSF .v1 lxewolxG me IlaluLe0.S. �. �Y .TC Tru..n. • n u,< - a..° In rnbrl-I n,nuu ny. mlyv lve. In ml nv ,n a Ina. If xesl 1a.11mne e..P°n s.r.ev mr.r.,tl.n. of'Tvl w M) calf° m,t. u,`e •.o. 1 Pr..1 a. t ;a.:`�or 1�7-1 P,�� ........ iE ••S�. TC DL 20.0 PSF grel U..a n1� uN r •,,,,1. °`°r° -11 1 .1 ....rr1 et -.1 h"I "s aC 1nt ..-of ro .6 BC DL 10.0 PSF p ., ,°, •,� ;>e 1.'.. _ r to - r v1FI. Al I� 0.708 1 BC LL 0.0 PSF v1nu.. al" Bu�an` c Pvrvnt,rcrwp len.'1Nen ro r°:v.m loll ,n� vylpt rru to a rvse In c""mc c u lxsl rtPl°I, ar ...e1 g, ix - a • E AN ITW COMMNY u1 ,um a r,r1ic clng of °c.wa TOT. LID. 50.0 PSF An-.nxen NIe -1nx u r MG. I l Ming ale ar el'q, aws- ,:nNHn r Pr°ro°eel r:n$ papa e10111f' e° ..Y r tCO.`s° lap eNan. TN eu14e ItY • ... ° e °reelp r ep �I 11.rc AT O £ Q b F uaol.,t omGseDl. sonelsG •..P.n.1e111tY.1 a.11ul,m m.Imr.r v.r AYg/m1 l s..... ,f eA�4F OUR. FAC. 1 .25 Orbdo FL 32M7 1w, t... °Oc"I u.,. ...a 0 °°"... e �...°1 nt°.Y.•s: 1e`°e:.-"r i' '.w\6s`9' FLC0A90278 .u"K; . 1p.-lte..a`TFI n.° Ifs: t m xlu: P ._ SPACI NG 24.0" xale =.sib /rt. REF R6666- 93816 DATE 01/05/16 DRW HCUSR6666 16005137 SEQN- 30868 FROM JS JREF- 1VN16666ZO9 TNIs nwr RRRveRen eon. PnVOrtRo Iwlrt n nene b v,mucln 1 n —n ncn BLLJJL-/HawK UU110ers, Inc. /MAKCtLLINU Hhbl UtMh -- PT ST LUCIE, • - Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced # 24" O.C., unless otherwise specified. PLT TYP. Wave 5/3M A r- 2X4 III (**) 5 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 21.01 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. MWFRS loads based on trusses located at least 21.01 ft. from roof edge. 2X4 III 3X4= 2X4 III 9101M 3X4(A1) = 2X4(**) III 3X4 = 2X4(**) III 2X4(**) III 2X4(**) III 2X4(**) III _11- 1-10-4-1112-3-8—gllS 2-0-0-�j--2-0-0->JF2-0-0--JF2-0-O->LF2-0-O--E2-0-O->L<-2-0-0—>Q-3-, -11- 11-0-111 1 7 _ d _n 11-0-111 19-5-6 Over 11 Supports R=213 U=57 W=3.5" R=141 U=39 W=3.5" R=84 U=0 W=3.5" R=66 U=0 W=3.5" R=79 U=0 W=3. 164 U=45 W=3.5" RL=36/-36 R=167 U=40 W=3.5" R=373 U=129 W=3.5" R=389 U=134 W=3.5" R=448 U=160 W=3.5" R=226 U=64 W=3.5" Design Crit: 1-2007(STD) 1)/0(0) 15.11ke"I'T061.0.23 ••IMPoaTNIi•• F.RXIsx 1N Is oMxlxc N LLL FAMIMc10Rs IxCWYINc ME IxstYIFAS. Truawv r q n wn ero In M1Crlcvt lnp, nnndlln9. Mlp,i n0. In ul.g. end Or Inp. RaII I, ` an v Ixulld emp� [ lair Inl—Ill, b-11 v RLR) r r / ¢ f n.nlnve ^ tI I'I. lw9 I rm E c� Por BLS I. l uwt w Invtallara an"II p."Ith nencv[lanval pPc 11 pvvv, M Inli gue� C1 a rlanem,[ .I ` vfen'eNr a••d 'I :`. n[" ..u.. rf rg.db "' n.`e e : I,9 e0 q6' 6 vlor V In- ,elm I x,e x, N[;:at p.oI on e.aA,,,. • •b Imp I, e.:e �1�G�� O �1C I,, a i .x.`�' Len' v „"ant` I vt.. a 1p lnn; . I .II m In enlld In u.pnn.nolc.•,pllnt. a. .•,p.,,nl r [l, }.m vn^ r l o [o a rasa n c"nro."encv vlu M'SI RPIbI. o .vndlln"an * "ea11.ue AN ITW CA MMNY l b breI. n('erua as � i. •nrvl n ebly Orvv l,Ip br ebwr� Ov I^ tlnp txl. drevllp. Indle tav ve I ped *qvrin I^ ovponalbll lty ve vly fbr tAe Ipn v —. Tn ...tvbl I., v uvv nI Nle".....cR Ier vny n �C�F is 24W Late Om cly,Suite 150 +IbI l l ty of a,n bd Udlgy om IR�r pnr Msl/TP6 I s:.2. ' Otlandd,FL Bell "I o In„ ab 9... rvl \ t�.. [TPI �.... .v: FLt0A902711 AISINE: v..v vlpb,nit..es tpl t nu:.... mel,un.err.en.. lee:....1— � O-7-15 3X4(A1) FL/-/4/-/-/R/- Scale=.375"/Ft. TIC LL 20.0 PSF REF R6666- 93817 TC DL 20.0 PSF DATE 01/05/16 BC DL 10.0 PSF DRW HCUSR6666 16005138 BC LL 0.0 PSF HC-ENG SSB/WHK TOT.LD. 50.0 PSF SEQN- 31047 DUR.FAC. 1.25 FROM JS SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM tlIRWRFR I"IR (I OMR L nIYCNCIxNC\ elmmrrrn W i Ilzt uco DU 110¢r5, 1nG. /MMKLCLL IINU KCJ IU[NLC -- YI bI LU61L, — Top chord 2x4 SP N2 Bot chord 2x4 SP H2 Webs 2x4 SP 43 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced a 24" O.C., unless otherwise specified. 1-8 4X8 a 2X4 it 170 mph wind, 22.14 ft mean hgt, ASCE 7-10, within 9.00 ft from roof edge, RISK CAT II, wind BC DL=5.0 psf. GCpi(+/-)=0.18 located =4.2 psf, Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 22.14 ft. from roof edge. 4X8 s L-1-10-4-j<--2-3-8 -'F2-0-o--lE2-0-0-�J-2-0-0-��-2-0-o->JF2-0-o->JF2-0-0-�J<1-4- -11- lL 3-7-8 _ L 8-4-0 I 5-6-11 I i* 17-6-3 Over 10 Supports R=165 U=34 W=3.5" R=360 U=81 W=3.5" R=401 U=160 W=3.511 R=431 U=111 W=3.5" R=218 U=52 W=3.5" RL=72/-86 R=104 U=8 W=3.511 R=89 U=10 W=3.5" R=87 U=3 W=3.5" R=61 U=5 W=3.5" R=176 U=44 W=3.5" +20-7-15 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. Q37146,79.23 ' QTY:1 FL/-/4/-/-/R/- Scale=.37511/Ft. ••mARN ING I -- AFAR ANM FOLLOW ALL NMU ON THIS DMIMI \ ••IupOmnNT• FNAxisx 7xls Pxulxq 7x ALL mx7xAagAa mauPlxn THE IN AS tc . ......... P TIC LL 20.0 PSF REF R6666- 93818 E Sic .,/C14, '� TC DL 20.0 PSF DATE 01 /OS/16 d 'I I h t°n: Irot.u-aro. �n ""�` '"" .y. °v^''°' ,.yv r d e r.N " t,a, w .N.gde..( °C o� ° ° ' roU ., 0. 70$ 1 ; BC DL 10.0 PSF DRW HCUSR6666 16005139 p �1L�pOf�C , a:; ... ma-z r` m in Ildl w BC LL 0.0 PSF HC-ENG SSB/WHK , nvt e„i leiro Fap.ro"r. x a.p Iro. .. ., "„S. ewl, },", r vl — r... cm r"cm ncv .IN NRIRPI roI. $EQN- 31080 AN ITW COMPANY atvlgivt, my 6 e."cl ng vW`fd "r rc. N"Cllnq. nlp — t AT O . TOT. LD. 50.0 PSF E600 Lake Omnxe a., SNiie I50 A"ra .. e.......a.° p. ep".r� e. a upx ul. Aslrq. ma�p.AY . Np't• d' er or"r...ip".IInP P r^,pm,lel utx .r e.Inm,:q ..Igro. pv. AxslrtPl xssa. QF r 1 DUR.FAC. 1.25 FROM JS WASI.FL 33837 FL COA 90178 .... gror. p., ay, P, �. AU`JNE: m.v iplrolt„cw TPI! mtpl t.or°eff4: .....lcl ICL �.,. '«1G�„_.__.. SPACING 24.0" JREF- 1VN16666Z09 (44J4L-/nawK Builders, Inc. Value Set: 13B (Effective E Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 -- PT ST LUCIE, b - PG11 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced @ 24" O.C., unless otherwise specified. 6F- 4X8= 11U mph wind, 21.64 ft mean h9t, ASCE 7-10, CLOSED bldg, not locat within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 21.64 ft. from roof edge. 4 X 8 = 6 18 Note: All 3X4= 3X4(Al ) = LbE1-10-4-1112-3-8�'E 2-0-o--l-2-0-0-�L--2-0-0->'<--2-0-o--lF2-0-0->'<-2-0-0--J<1-4- -"- I_1-7-8_I- 12-4-0 3-6-11 1 17-6-3 Over 10 Supports R=93 U=14 W=3.5" R=111 U=24 W=3.5" R=63 U=0 W=3.5" R=95 U=6 W=3.5" R=91 U=16 W=3.5" RL=42/-56 R=277 U=71 W=3.5" R=390 U=140 W=3.5" R=419 U=158 W=3.5" R=191 U=37 W=3.5" Plates Are 2X4 Except As Shown. R=325 U=88 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave 15 "IMPOR)PM'c FMISN TITS MMNINq TR LLL LUXFACFORS INCLWIN4 WE IN3FILLERS. a[,aaea [ep c crtI e v nvneling. ehlpPlnq, telllne .nd b[ Inq. R[Iv[a [ ! BLS I`(eu IngnC [ Svf'ey Infemv[lon, byjIbI v W.) I d �gn^q /^\ ,l[ new lPw1 t 1M3 baY em [ BLS I. ." PPo .:�`:� S°.�.:U1m . [ 1` P I191e'e I V Ia Lwtlmt eha., prm.mt vte[v [ea n[ 1 naGpl Tee ��/1�jj F� p2 Mo' .. ° "b,t' a 1R." a ee I. "..[..[ n .. _ . d !�JL��� I V L� ell wt .Pm.1 fu[ .ny a 4, _ ble e1r n1 IT. 0 ding Yym'pl "en ,e[ nnac eGf:u^ el :' v t. - `f ! c - iuiS1 TPI"l. Ie[ n.nel ing. n e AN ITW COMMNY .I en a [I ru» Ing " •^...11on me. a ..InP a rq M I^vung 1. er.ang. IndlP.u. eduun e. nr Plnr...Ima 10 14W Lake Ob pa Suite I50 y w1e�Y ! gn a mm. Sd mI I It, ene udd bF I• re.bq ft, vny NO blbu ley e! eb, II"Iau mtlgm[ Pe. IrtVlet Sae E Orlbndo M 31N37 Fn[ m `Inn hie 3.e gme,vl mg c n e .eb t F MMAU0279 IU..I PINE:...pin.lt., slTPI :....[P lnu...g: rrta:.....et ><ICC: ....It t TC LL TC DL BC DL BC LL TOT. LD. OUR.FAC. SPACING +20-7-15 psf, /-/R/- Scale=.375"/Ft 20.0 PSF REF R6666- 93819 20.0 PSF DATE 01/05/16 10.0 PSF DRW HCUSR6666 16005140 0.0 PSF HC-ENG SSB/WHK 50.0 PSF SEQN- 31084 1.25 FROM JS 2 .011 JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSION53 SUBMITTED BY TR1155 IIFR kLLJJL-/naWK OUllaerS, Inc. /MAKbtLLINU KtblUGN61t -- YI JI LULIt. - PUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SO #2 Bot chord 2x4 SO #2 Webs 2x4 SO #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced 0 24" O.C., unless otherwise specified. Note: All PLT TYP. F7:va 17U mph wind, 21.14 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 21.14 ft. from roof edge. 4XB- n __�6 3U4_ 3X4(Al ) = L�1-10-4-'L<---2-3-8--1F2-0-O-�JF2-0-0-->'F2-0-O---jF2-0-0—>J�-2-0-0-�LF2-0-0-><1-4- -11- 17-6-3 Over 10 R=181 U=64 W=3.5" R=411 U=147 W=3.5" R=357 U=120 W=3.5" R=406 U=145 W=3.5" R=251 U=75 W=3.5" RL=-27 R=74 U=0 W=3.5" R=100 U=11 W=3.5" R=77 U=O W=3.5" R=144 U=25 W=3.5" R=93 U=4 W=3.5" Plates Are 2X4 Except As Shown. Design Crit: FBC2014Res/TPI-2007(STD) ave FT/RT=20%(0%)/O(0) 15. O7taQAlv616.10.2 "IMPORTANT" FUMIM THIS Ob Ill TO ALL C614FA 0R5 MaWIM0 TIE IXST ... v V W-ve 1111111U Clry=11t11*111- 5 e�r"Inb�'ertlm. Cf TPI Iene �I4 ),I r"av la[Y' A —III I "Imml lI II aNl l r..m a In� por o0s1. vuni t. wp r ai{9 �9 aroe Irp' Lrcaelmal.nm[ er pa[ t :eeot. v[�I iw •Itfp.epe l ",bb .lPo 1.,� c lOa[vl lv. w IR•I,. t a1.I. If I ALMNE e _'ne.. niv aim uI lb. Ou thine C11 11 en Orevp i i m.n [ Oe eepmel n . r ."r AN ITW COMMNY I u:. •mY I o—ne ♦ etuasea ev n cmmwnm . m FxslrtPl Lta. mr nvnm lnp. an lo-" d. A dial Chi, shin' or eYvrq Sv .doting mlv Ylav mo IM iddi ne I prv..a ^.Pm.Ieu ltr vty Iv, Ne I bl Tn.. meI ity v uo n. ml. Orolnv hill, 3<OO LR4s Om11Ne 0r Suile 150 ^aw"sle ll l[Y— RUNe m.loo—. . U.rtPl t s..: v O^t O . FL 3i837 Fn. a lm .^m 9m 1 wv.•h. ehm. dh FV FLMA60279 .tIs 1X E:.... vl ple•1[..co- �1P1'.v .... epl t a.8:.iGt:....aCcl .e ry.em: ICC �ay..le V r_ FL/-/4/-/-/R/- TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT.LD. 50.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.375"/Ft REF R6666- 93820 DATE 01/05/16 DRW HCUSR6666 16005141 HC-ENG SSB/WHK SEQN- 31088 FROM JS JREF- 1U 16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Biers, -- Value Set: 13B (Eff Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing P8160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced ® 24" O.C., unless otherwise specified. 2X4 III 4X8: 6 0-4 ������ .�20-10-3 2X4(A1) = 2X4(**) III YY L2-11-,J 2X4(**) III te(s) require special positioning. Refer to scaled plate Is for special positioning requirements. 170 mph wind, 21.20 ft mean hgt, ASIDE 7-10, PART._ENC. bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on MWFRS with additional C&C member design. MWFRS loads based on trusses located at least 21.20 ft. from roof edge. 11-o-11 1 1 -2-0 I 2 -11 Over 2 Su R&ts R=105 U=52 W=3.5" R=180 U=56 W=3.5" RL=23 Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. DOIdIM4$ 0.23 QTY:1 FL/-/4/-/-/R/- Scale=.5"/Ft. ••fARNINDI'• READ Am FOLLOW NL NOTES ON THIS DRAMINGI • IMPORTANT FINNISH THIN DRAWING To ALL CONn4WRtl6 IMMINo TIE INSTYLEAS. \ • TC ILL 20.0 PSF REF R6666- 93821 o. (...SA. ........... • m,.:as,: 1°i'o� irul .....y p ` G •S�p' ;�Q�'' TC DL 20.0 PSF DATE 01/05/16 r N.e A.'•I...a ,"..".n •aw...� ,� .. ro lap—, i�°°'.. W G BC DL 10.0 PSF DRW HCUSR6666 16005142 J LPL — II �l a.,"". N,a; : e.�". 9:: o°I> °,...o a .: ^ . `.�F "1 °."^ " o eV "° v `.'"'"° Dd`°"°' °"'"r ` ' ° r1 BOA ~•"°^' •`"`" °'1 .Idd aIP I.... m. .. ITv^Gmlm^a ca.°.^.n.. c...° In=I n..du o. 7DB , BC LL 0.0 PSF BC HC-ENG SSB/WHK ""' "cO " .,,.n ..•..na . r.. °ly I— w d zb. ,.,. i..""..r..d.d ... Axn rtw Ill ". mr Iv.":' ^°' ^' °='^s ^G . T p TOT.LD. 50.0 PSF SEQN- 31036 A^w dd U,I. a ..Iq dr —1 IN*II I. P.Ul I. dr.•I.q. Ib lWe.w mps.K• dr °.dM1.•I wl IN •.pm.m .." ".., ro.. . wluemp w I. shq Tor .M : Q DUR.FAC. 1.25 FROM JS 1400 Wx0nI,,DI.S.kO 130 . .m•Iblllty.r Bill PHN m.l®xr Pd: ANSInPIT se<.z. 0� •.� ( ��w SPACING 24.0" JREF- 1VN16666Z09 Odxd.,FL izwT FLCOANOn9 I.. • I. ADb�o Godor.l d .db AL.INE:.....Iw.dlz....q`TPI: mtPldn[.orN: RDA: ....,b.lbd.,.rN..d�: Bic°:....I...Fii' •1•: A...._.•cWG�.aP?.... THIS MNG PREPARED FROM WUPUTER INPUT (LOGOS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR LLZ>SZ-/naINK OU110erS, Inc. /mAKGtLLINU KtJIUI,NUt -- YI JI LUUIt Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced 0 24" O.C., unless otherwise specified. 2X4 m 6 ,- -4 +20-10-3 2X4 (Al) = 2X4 IIIYr R=105 U=41 W=3.5" Lq-11-5i 2 �2E 11 Over I is R=180 U=47 W=3.5" RL=35 17U mph wind, 21.49 ft mean hgt, ASCE 7-10, PART._ENC. bldg, Locat anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.55 Wind loads and reactions based on M411S with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 21.49 ft. from roof edge. Design Crit: FBC2014Res/TPI-27(STD) PLT TYP. Wave FT/RT=20%(0%)/000(0) 15. 7NIx10N11IN{a 10.23 QTY:8 FL/-/4/-/-/R/- Scale=.5"/Ft. ••YARNIRGI•• READ AND FOU.OS 1 Wns ON MIS DSOVINMI ••INPMRTANi• nIPX ISN MIS DMING TO AUL CtlrtMMDRS INCWpING THE ISSNk LENS. y� \ o ,rtrem n In I 'o . r. • �� /A4 TC LL 20.0 PSF REF R6666- 93822 DATE 01/05/16 ne.I, zWpp.... In to 11 In0 pn° er Inq. Re tar (r ( w"' m Or NeSP,G. lel ( .a..,y 1".,rma�..,' l .. ae., ; r ..Ien, , ,I . m esl.'xnle„ pis 'e6e'a° E SF ., p -. TC DL 20.0 PSF �,. u°-.m. -- -.::� t i.:... :' mu q , SCS m e1ln Y8 BC DL 10.0 PSF ORW HCUSR6666 16005143 p 2 QL�PO er me. ,, P IUC �` R :n. w _. m �.,[ .1.-. or ..:ro. g.. r o e fl Cw,. °� 3.7D6 , BC a1P1. I 1TI t1 D p I ,e.pd,elei ,r ,�.,�. � LL 0.0 PSF HC-ENG SSB/WHK AN ITW M.M NY .onto l�•[ 6 brelnx etruazm en.v Ierm a •Irr W151/Tp lel. er ne, lne. NI p T 0 •Q�s TOT.LD. 50.0 PSF SEQN- 31040 . EN00 Lake ONn6 De, Suite 150 N 01."1 °r�, MT0 G INS. NI.[IM llu• u1uC'I'�I IIW�eR••:f NI: e. p; Pe.M1mlm,l I 1bII I[> e e Nuilel °beaamr�pe: a I/TPI N SII.z. "° `r • °`° `•+ .r •°'• ° Y.` DUR. FAC. 1 .25 FROM JS on,xdo ri i:a77 FLMA00278 berm le„ ul•„b••D• �m teem<b. u Fs' aLPI xE: IPIm rt..ea `mI �m...[p lma S; . ,�.ep.Iw. vr.•m: Icc:. ' ( •^ •c�1G _ _ SPACING 24.0" JREF- 1VN16666ZO9 INU NLOIULmbL -- YI J1 LULIC. THIS GRG PREPARED FROM COMPUTER INPUT (LDADs & UnmNsioN5) SUBUITTEO BY TRUSS RFR aj Top chord 2x4 SP #2 1 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced &' 24" O.C., unless otherwise specified. . 4X8= 2X4III 170 mph wind, 21.51 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 21.51 ft. from roof edge. 2X41II 4X8; +20-7-15 3X4(A1) = ZX411I 2X41I1 3X4 = 2X4III 2X4III 3X4(Al ) _ 1, 3-0-11 J- 13-4-0 I 3-0-11 1 ie 19-5-6 Over 11 Supports pp y�Sell R=222 U=44 W=3.5" R=202 U=47 W=3.5" R=399 U=142 W=3.5" R=453 U=167 W=3.5" R=297 U=76 WA121 U=51 W=3.5" RL=67/-67 R=186 U=42 W=3.5" R=116 U=30 W=3.5" R=56 U=0 W=3.5" R=75 U=0 W=3.5" R=100 U=14 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) /x PLT TYP. Wave FT/RT=20%(0%)/O(0) 15. j IR011HNRe 10.23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. •YARN IHOI•• RFAn &am Mua Au. xGIFs W THIs RN&NIWIA H°b„� TC LL 20.0 PSF REF R6666- 93823 '•IYPoIITNIT' FU"IM "is meuNNG M u Wx�ACImLG I.MWING Txs ixsr&uas. T.u„v.. ..II.G. .xIPPInN. n ea,1��... e."u. Ne.e. �I+ DATE 01 m w:.ol`�a�I�7I.e�s:T.t, I....mtl.".:y`,F� . ,:w'..: .YP.�{r� •E • SF ,... TC DL 20.0 PSF /05/16 e; ..t.,. :.": e'e..e�e M p.. Iae . — ele a Nesry `e .b.. I, a .1 .b,u... "' BC DL 10.0 PSF DRW HCUSR6666 16005144 .tea, :t. ALPON9xG°x-� ` BC LL 0.0 PSF HC-ENG SSB/WHK •Ipl no.. .Ina,1im.P cmeeFII- G.o"P" Ile."... Fet eo.. ei ... ., . I I e., . ,� `�, . ,..,.,.. a .IG &XGi/TpI I. e. a TOT. LD. 50.0 PSF SEQN- 31050 AN ?W COMMNY I . ueu a. sere.. I m ...III .. ... Iuwun°..m T O .. Q y x.:Pa.In IlF °`i:'Y F:, n" :'.re,Pt Ilse�tl,p T`"il.,.I°Iit".ni'itvw:ll,e•• _. u°i. a:.:r Pre01...._ 1 1 DUR. FAC. 1 lei Iltx e. , m.I�r "8 ' •� :aaoueeomr.�e Dr.,s n. uo '•�'• N"I mI w: Tutviml x s�.z.� "`° ` + ,�� .25 FROM JS OrlmEo FL xiv, ... ...e. u1. J.e . G ..r.1 ° He....e A FL COA YO 3]N TPI: .....P...... Fu `.Ttx: :...mlbe. ,�....: �u:�;;,, •,'eaG�,j_______ SPACING 24.0" JREF- 1VN76666Z09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR 034/KaWK Duiiaers, InC.,/MHKbCLLINU KLJIULNI.0 -- VI JI LUGIC, ue Set: 13B (Effective 6/1/2013) Top chard 2x4 SP #2 _ Bat chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced d 24" O.C., unless otherwise specified. n.E:M 170 mph wind, 22.01 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B. wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 22.01 ft. from roof edge. 2X4 N 4X6; +20-7-15 3X4(A1) = 5X5= 2X4III 3X4(A1) 1 1-10-4--�1-2-3-8�'F2-0-o--F2-O-0-�-2-D-D�-2-0-0->L<-2-0-0->'<-2-0-a>'F2-0-0->W-3-' -11 1, 5-0-11 _1_ 9-4-0 _1_ 5-0-11 _I 19-5-6 Over 11 Supports R=265 U=62 W=3.5" R=306 U=61 W=3.5" R=175 U=38 W=3.5" R=91 U=16 W=3.5" R=53 Rw=59 U=0 W=3.5" R=94 U=5 W=3.5" RL=97/-97 R=123 U=26 W=3.5" R=265 U=59 W=3.5" R=450 U=179 W=3.5" R=374 U=91 W=3.5" R=169 U=40 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/O(0) 15.0 ,,Q3,. 610.23 QTY:1 FL/-/4/-/-/R/- Scale=.37511/Ft. ••vawlNcl•• IS RA ING TEI M.I.xmFs a1 Txls DRIVING] ••INPaRTnxr• INGISM Tms mwma 10 ur_ ra TES ON T IS DLUwa ,n reurns T.da:a. rb.m,rb °...E„..dNdnb.m. , .,,Al—m.•.u,-I..°.., P°ro. H. ko�>�y `'-. TC LL 20.0 PSF REF R6666- 93824 DATE 01/05/16 -n. N=SI`1Nn„°Ina =v d :� a�A,�. a RI • au, % EA pnr a,.ing l[Ww •we[ )mull... N •d rE d� EEI. °W l°ea'ro° pE 3F } TC DL 20.0 PSF po aE IB c°-1 ..N. i«•.i°'.°. A Iy . P..m ens .� : • e.°:•inv n•` ma :, n::� A.o fl _° ,t BC l . -I... AA e : auPln... �8 706 1 BC DL 10.0 PSF DRW HCUSR6666 16005145 HC-ENG SSB/WHK ��/I�IpI 1.r ° I°, ::,a.ao n. ISAN.i i" a.: dd. a' ..n�n�.myb ,,, i.Nn. c".P°"" �o.°.P ,n..1.a.n .�n,Pana,Nl P� lenA. 0. BC LL 0.0 PSF I�IJ L�LI e °• '"P =.. m �`,Nd°L uylp,� ,.d.n ,.. 51/TPI a • E SEQN- 31053 AN ITW COMPANY 1 1 a e,rq "r°Yaruaam ru.. aar".aa."..I N .IN er a• nalI.S. IP ^1• 4 -11 a l"IS d .a,no °. de 1 I v,l. d.�,�l ...AA L $ ��'{ 'MF°r 2 T O TOT. LID. 50.0 PSF 3400La 0,an6 De Su'Id 150 D114Nao I'L i28P FL COA 90 178 P. AEIn .a .dsP.— dr Pp•...Im I I°"'.; a °•"; B..Id.rN o.: a^•. P:: A+TMSI/ I ' s<`.:. 'm °' ° °"""°'°"'°' -1. In.°,.. ,.nE.I. I-'. .o.. AIM— -b O` ' 'ALPINE: .lip—¢v.c°n ` TPI` m. tpl ..b•a:°vci:.A.dbdlnd°�Y.d°.I I[C:°�a..,ce e'.S f°�Q ,-. t.:aG�� DUR. FAC. 1.25 FROM JS SPACING 24.011 JREF- 1VN16666ZO9 THIS MIS PREPARE„ FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR Inc. JI„NN6LLL1rvU a[:3IUCNbC -- rl JI cable, 'Value Set: 130 (Eff Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC 170 mph wind, 22.51 ft mean hgt, ASCE 7-10, within 9.00 ft from roof edge, RISK CAT II, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located -at least 22.51 ft. from roof edge. Refer to drawing PB160101014 for piggyback detail. Top chord of - supporting truss under piggyback to be braced a 24" O.C., unless otherwise specified. 5X8(R) 111 5X8(R) & 3X4(A1) = 3X4= 2X4III 3X4(A1) = - 1 1-10-4RJ12-3-8--'--2-0-0--l-2-0-0->J�-2-0-0-��2-0-0->,-2-0-0-.L�-2-0-o->L-2-0-0->J.2-3-' -11 1- 7-0-11 5-4-0 I 7-0-11 I 19-5-6 Over 11 psf, 2.0-7-15 R=324 U=70 W=3.5" R=40 Rw=59 U=24 W=3.5" R=334 U=89 W=3.5" R=450 11=121 W=3.5" R=60 11=6 W=3.5" R=243 U=68 W=3.5" RL=128/-128R=279 U=65 W=3.5" R=239 U=59 W=3.5" R=46 Rw=55 11=8 W=3.5" R=106 U=14 W=3.5" R=348 U=87 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) ' PLT TYP. Wave FT/RT=20°%(0%)/O(0) 15.0 „.R3u, 610.23--QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. d L�� !.N ITW [O M0.ONY 24M LilLUNMLDI, Sun° IM OAandH Fla 32107 TLCOA9027s •9ARBIxc1 •• xTAM ARM Fouw ALL xolTs Lw Txls MRnn xm ••INP°aTNR• %IWllsx TIIS vMxlxc T° &LL CtlllxMiNLS IxLUNIxc lNE IxST.LIFA°. Tr.,w, . ...[rm..., I.....I..[I.,....=11.H. >nlppl.H. I. [. .... In,. "v [ ee"� , n."e LC . m.,:Rg m It S.fntr Inra,• 1— a WI' RL.) r,r mrxy n 0. ,•fI ° , [up,r,,, 6LSI, Il I Mf `. RI,1 -1 ", La 11.":"".n�..•"". Port: a `i:w' I I I"t .r`."m ,,....r: yap I",(y„myd o .a`.mle01-1 .r .. ...—d .. .. x.wp I., - d . n..ecr . ra.,t,." oo.Ct�'f ". i— 3,l.'I,. w. ,.e d.t".,.r,w. R.I., w�dr.: a. t5M.0 III tr...I'd. r..w _ R 1pin.. . e r .'an .r ,T/ % ldlnRI ` Ldd,...- Lr., In.. anvil n m r ,IIal . far .n�d. vglprE en e , w r III— lnH . [rvem rues n em.ormnw vIG M511VI 1..r r.r "anal Inp. I &{ - x"r.I9ml„1e..—ft I t.t'.r�o-o- lL.�,[I,q [xl. drslx,'.H. M•)It. Wit. b....,...� �' r car ..`.w NPM r I[. ,rcr w,v r ,. a:.. .rHr al 1°"'ry^r °'•Id"'x ®,.r Pdr../ ads:.z. "� 4 O•.M1 par. mmr..tm.. m.wr.,. dab•. H—... q�g, ^LPI.E:......PI..,[.a..: TPI:r.•.tpld.,..rH; ln:A: ...b.II,R r,....I ILL".........I•.xaG�.�`'' H. k°e ryry GE•SF ��ti`Ss T 0 s F f'(`�T� •.•' aI{' TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0.0 PSF TOT. LD. 50.0 PSF REF R6666- 93825 DATE 01 /05/16 DRW HCUSR6566 16005146 HC-ENG SSB/WHK SEQN- 31056 DUR.FAC. 1.25 FROM J$ SPACING 24.0" JREF- 1VN16666Z09 THIS DWG PREPARED FROM COMPUTER INPUT ELDADS A nlMFNSInN51 SImNI1TFn RN TFIICC UFO KCJ1UCIIbX -- rl JI LUGIC. - Value Set: 13H (Lffective Top chord 2x4 SO #2 Bot chord 2x4 SO #2 Webs 2x4 SO #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced ® 24" O.C., unless otherwise specified. Wave 170 mph wind, 23.01 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 23.01 ft. from roof edge. 2X4 III -"- ,. ,. 1-4-0 - - -- 19-5-6 Over 11 Supports pp��pp R=268 U=52 W=3.5" R=246 U=51 W=3.5" R=89 U=10 W=3.5" R=66 U=0 W=3.5 R=119 U=16 W=3.5'z9 U=46 W=3.5" RL=158/-158 R=280 U=63 W=3.5" R=331 U=25 W=3.5" R=397 U=92 W=3.5" R=152 U=29 W=3.5" R=110 U=15 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) ••YARNING]•• RMD ARD FOILU* ALL ROTES ON THIS DMIIIRDI ••IWORTANT•• FMISN WIS Ww IRD TD ALL GUNHUXT00.5 ncumi" THE 116T.ULMm. Tru,r. ,nV u " .",e a.r, In Fmcica in9 h.ml L IFVln4 ...... nn n..oln9. Re.ur ^ t ul ci ac91 (aw le l,p co.pmuv[ s. mer^inm. nr mI ti nut ror —1 r p ,: ^CovIn cen•." . c"[s:r �h.e.l u•Wpno,r lB]1I. , unn�m ,. 1 °6h`xaua. .. "t e;eP�l mo.la ;SCo . unInIullnln[ •IvIA ..t.a Cru"ln r d. aswwit, NSIRVI I, a:'P AN In[I,ti.. br,,Ig [uaae,. A r.l q NI. Cr..l pr . e.r.=1. 11.^�tlry I. Cr..l Ible.tw so e1 prvex.lw l[r..l.y .r w IA. W. wmeilip .b ".. uI.l. 1AW LaAe OranB<Dr., Suite lSO •.•Pa.leNlq .r em mlleNq P..lapr N.r ARsl nPl a sm.x. Orlando f1 32837 Fu.. .e m...chl, J.e . ¢•ner.l " It — FL COA 90 278 ALPINE:.....Ipm.Iv.m; TPI:.... tPm.a..m: MA: .....m lna..vr.c=.. ice .....'... 23 QTY:1 FL/-/4/-/-/R/- TIC LL 20.0 PSF �`A TIC DL 20.0 PSF 8, BC DL 10.0 PSF BC LL 0.0 PSF s TOT.LD. 50.0 PSF `E DUR.FAC.- 1.25 SPACING 24.0" +20-7-15 acale=.37b'7rt. REF R6666- 93826 DATE 01/05/16 DRW HCUSR6666 16005147 HC-ENG SSB/WHK SEQN- 31059 FROM JS JREF- 1 N16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (LCJ34/naINK ouiiaers, Inc. /MNKUtLLINU KLJIULwbL -- rl JI LUUIL, Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced @ 24" O.C., unless otherwise specified. MX 170 mph wind, 23.18 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TIC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 23.18 ft. from roof edge. -(0-20• 7-15 3X4 (A1) = 2X4 III 5X5= 2X4 III M(Al) Ezz -115 1-10-4--�1-2-3-8-'F2-0-0-�-2-0-O--IjF2-0-0�-2-0-0--lF2-0-o->JF2-0-o--J�-2-0-0->J-�-3-1 -11- 19-5-6 Over 11 Supports - R=270 U=49 W=3.5" R=100 U=7 W=3.5" R=79 U=0 W=3.5" R=103 U=17 W=3.5" R=57 U=6 W=3. "215 U=39 W=3.5" RL=168/-168 R=448 U=109 W=3.5" R=241 U=7 W=3.5" R=450 U=106 W=3.5" R=221 U=49 W=3.5" R=164 U=30 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 1"I 6141 23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••WARNINGI•• READRNOm. ALL I. RX . YMI.. `, TIC LL 20.0 PSF REF R6666- 93827 ••IYPORTPM' IUEBIGN TBIN NUNINO M YL CNNNS ONtl IN DMI I IIETYlERS.............. / 4y fI=. rfo.Ir.. ..n ., n ng Goo.tlnR. °...I I . NI°wnP. n [.II I.wR ..� ....n°. eef°[ I a�GE � $F % % TC DL 20.0 PSF DATE 01/05/16 o 1 [ ar .ot.on'.l 111 n.gv.o� S.rn[r lnrnr,p[Ion. n, I, . nCSI , ."r no V p C d -.lAww'p no ' `fin not Ia'..o"an�" • [u°n, too-no o ;no nbp °^t ocsl. vunl If I — Locntlm.I onono• 1-1 '11- . prn�.r o. 708 _ :.,I°. n[... rn. In[ ° l..`p`yar 1 BC DL 10.0 PSF DRW HCUSR6666 16005748 ��� �2 o[Jn IntYTa el n w'G.aa .[e.'In[°nen v.�°'R °uvfOv ..e. .118GAACR far aeon .t e o niv" ILrJ' [.I.I".. �f1,rnY.11.l",.o.p."...f.....'1k.1.� nrr.,p l" n I Nm..yd 1* : � BC LL 0.0 PSF HC-ENG SSB/WHK ,NN UW 00.M Y4 °" �. eo:' of [r....�.r...I.t.n..r....n .I[. A"GI/RpI°[. .r ... "...II.G. °ICI At.N T O ;'Qs TOT. LD. 50.0 PSF SEQN- 31062 A &B.l°m'uly. .1WRP IL'�,[Ip • or—.,. I.B.w of ©[v u. n' °iuvrv�n'y'va °I;Id.^a=I'uYve, w M. wIWUI GEB I q� ]400L Oran,17,.S.W ISO I" 'ry "P n N"1°'^° m^'G'=r pn' BEH,f P' + �°' _ re �6 ic� •.� (• ,.+�t1�'y,9` DUR. FAC. 1.25 FROM JS Orlando FL 33837 '1., or. —.. I.. 1. J.°'. .... rnl . .�. o . on....n° n ' FL 00A 9037N ALPINE! mPlnmv.c.n 7P1 .... tpl.IE.,G =A!... vy...n; Icc •... p p /0 IE�G 01/05/2016 1 SPACING 24.0" JREF- 1VN16666ZO9 THIS OMG PREPARED FROM CmFPUTER MITT (LOANS & OIMENSIONSI S130OITTEO BY MISS MFR Inc. flummI.LLL11Vu mnaIUCNt.L -- r, JI LU61t, Value Set: 13H (Eff Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced w 24" O.C., unless otherwise specified. 1 -8 4X4= 170 mph wind, 23.18 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(r/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 23.18 ft. from roof edge. ---- .5A4(HI) LIe1-10-4--J<-2-3-BSI- 2-0-0->JF2-0-0 _I- 2-0-0 -I- 2-0-0->J<-2-0-0->L�--2-0-0-�J<1-4- -11 17-6-3 Over 10 Supports R=162 U=31 W=3.5" R=389 U=96 W=3.5" R=350 11=15 W=3.5" R=459 11=112 W=3.5" R=216 U=50 W=3.5" RL=135/-150 R=87 U=4 W=3.5" R=93 U=10 W=3.5" R=173 U=55 W=3.5" R=103 U=10 W=3.5" R=59 U=6 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(O%)/0(0) 15 TH1 814; 23 QTY:4 FL/-/4/-/-/R/- Scale=.375"/Ft. ••CARNIHGI•• Rum wm FMLI.MR M nmlFs oM THIS MMnNm •'HMPORTW FUR"ISH THIS DMMwR m ALL caxrRRcrmm III. MM 7RE I..RUERS. 'Q/".� TIC LL 20.0 PSF REF R6666- 93828 n»,,,. °..°I^f.R.ma .."m' mImR ^..nl"�.m °.^U. Q`m. o to ".�" ,An, -I`, . III^ m» M.f,..I m,..u,d I...i, . » . IIII F y t I ' CE S . O *a. DATE 01 /05/16 �: e. . I^,v .n, a �M., , s'� unH..: °'I F ' TC DL 20.0 PSF too'211 ....° 'l„�'.,... .t : ..:HIv:» .. ':s i .°��: .f BC DL 10.0 PSF `" •I.. ° ° '° •^^ I-- °°° '^ of 0. 708 1 DRW NCUSR6666 16006149 �1�G�D�1C ` i s aa� e e MVIPon." toIa 2 ,I't"o.f ,.. °.w`oi'za ti b`Fm"° 1EOR-:: °' ` ° • °:, BC ILL 0.0 PSF HC-ENG SSB/WHK ^s::"> : . 111. a.H.°:":.u::°7:°�o :e:::.oa., AP' 1 1PI»1. °1 °PP I^ » ` € AN nW COMPANY ' "°"°"°" ` ' 'n° of t...., ° Ate^ T 0 •@ $ TOT. LID, 50.0 PSF SEQN- 31066 R^».."w :.':��:::,:'a,.:.o 1. ""° �;' °S::DS41t;"°�.».:`.»HF a ::f^o.e....Iy .H - e It> °f u. WIIYIry R„IR»r_R.,N51/IFI 1 Sm.t.' DUR. FAC. 1 .25 uoo l.,k a° la s°ae ISR °.. °°'" ,.� t ytl�' FROM JS 0,L FL 33R37 f F., » ::.M. J..... Mao,.I R'P. MMAM02M ALPINE:, *°I:u:�rM.w»:»R :':...., O`• • - 01/05n016 SPACING 24.0" JREF- 1VN16666ZO9 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR 4 c.JJL-/na WK UU..Uers, Inc. Value Set: 130 (Effective 6 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 II°U K"IUCIM" -- I -I JI LUI.IC, - Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced @ 24" O.C., unless otherwise specified. 1 -8 2 4X4= 170 mph wind, 23.14 ft mean hgt, ASIDE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 23.14 ft. from roof edge. •,,••, an•x �rH l / _ L�1-10-4---'�- 2-3-B--'--2-0-D--l-2-0-0--,L<-2-0-0�-2-0-C�-2-0-O--LF2-0-a->�1-4- -'7- _( .20-7-15 17-6-3 Over 10 Supports R=162 U=31 W=3.5" R=389 U=96 W=3.5" R=350 U=16 W=3.5" R=459 U=112 W=3.5" R=216 U=50 W=3.5" RL=134/-148 R=87 U=4 W=3.5" R=93 U=10 W=3.5" R=59 U=6 W=3.5" R=103 U=10 W=3.5" R=173 U=54 W=3.5" Design Crit: FBC2014Res/TPI-2007(STD) PLT TYP. Wave FT/RT=20%(0%)/O(0) 15 . T" ® .23 QTY:1 FL/-/4/-/-/R/- Scale=.375"/Ft. ••WARH11HG1•• RiIS um roues Iu xmPs Rx N ININ GI "IMPORTANT" IN01°N R PIIAHIHR T° YL (NOTES NRS S DRAIH° TIIE IxSTI.LLF45, • /(�� �y .•.. .SF TC LL 20.0 PSF REF R6666- 93829 # ""I �"°'^°' ' I °^° ° '^;; H °v�, �[,y, [ne a `e�cs1���. a,,e �awro.' s..[r 1^.....[,... °' mi' nca. .. .. V. "1^.[.:,...:,[[~.,w. GE '°a TC DL 20.0 PSF DATE 01/05/16 �.n e�uN ucs1.u^^e,i� ExD'.7. , : P....•.,,[ i.[.r. r., 1.[ .° Rcs 1 ; BC DL 10.0 PSF DRW HCUSR6666 76005150 l�p�f�CE .w1.. ewlp°a,`ed :.,IP .,- ., ... .�p .[J o,n [°D.u:la. IOOF.2 I .'1we:tia ` ,,, „, " a° ao�..^ ; °r-p I... ..1 . po,po ; ; d,,, ;{� X_ [ b o.708 BC LL 0.0 PSF HC-ENG SSB/WHK AN nW COMPANY . ,^v " :.: .,g .`(.,°,,,m.""„ '• ` ••••�"`• •I", •Hi1RPld1.., .e,'M1^.11.H. "1Pw fb �, -..l"° Co°I°W: n=p,[1M Tm r/v. Al. 1N�u .f qY:e p/�n....l m.l AT 0 ; /Q s V TOT. LD. 50.0 PSF SEQN- 31070 DUR.FAC. 1.25 FROM JS 11'v ["1, .r u: mu°1pR M1@e. w: us,mii'ssi °`� ," r e..P1°H:. ( ����1t� SPACING 24.0" JREF-1VN 16666ZO9 OrI nrOANO27A FL rnA x09H sJpi�.1�:,;TPI'...[pi-,..r,."1.:: "._..a1..",[., ..: Tcb': t[....., _ /nkinS bC�G .dr -) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR DJG-/naWK Dullaers, Inc. /Av KUtLLIwu KtZ,IUtw,t -- rl DI Lwlt, ue Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Refer to drawing PB160101014 for piggyback detail. Top chord of supporting truss under piggyback to be braced @ 24" O.C., unless otherwise specified. 1 -8 2 L 4X8(R) 1kk 170 mph wind, 22.64 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=5.0 psf. GCpi(♦/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. MWFRS loads based on trusses located at least 22.64 ft. from roof edge. 4MB o nY— JA4�H1f — L-1-10-4�J,2-3-8—�-2-0-0-�112-0-0->LF2-0-0->L�-2-0-o—,,,-2-0-0->JF2-0-o-�J<1-4- -11- 1- 5-7-8 I 4-4-0 7-6-11 (E 17-6-3 Over 10 Supports R=263 U=59 W=3.5" R=107 U=11 W=3.5" R=81 U=6 W=3.5" R=70 U=1 W=3.5" R=90 U=13 W=3.5" RL=103/-117 R=469 U=110 W=3.5" R=371 U=102 W=3.5" R=375 U=84 W=3.5" R=77 U=0 W=3.5" R=200 U=54 W=3.5" +20-7-15 Design Crit: F I (STD) PLT TYP. Wave FT/RT 20% 0%/0 0 ( ) ( ) 15 '(".' ® .23 QTY:1 FL/-/4/-/-/R/- Scale =.375"/Ft. "WARNING]" 1. 0.vo ING . L wnw l w 111 YwJINEI xc TIE IRSfx ••IYPoRT&NT' funxlSN 1NIs pV.nxa Th ALL cuVln. � . (, � • : ,.,�,y TIC LL 20.0 PSF REF R6666- 93830 ills .I., Alllll.f— v�xfia�: �el.`I.�°�"-oe.( se:o)y m:.",. t.- p .1 ".,�= Rra> ::":: o(> o ` �:°,i� CE SF /� TIC DL 20.0 PSF DATE 01/05/16 .1 ..:,.. "`ly` `� �C.,; ,�."m s«le'w ,°, 1-' ` � E a . :w°i". `.. `�:a op. BCS 0- 70B 1 BC DL 10.0 PSF DRW HCUSR6666 16005151 `.lp ". "� ""' .� . II ° "`" ° '"° ° BC LL 0.0 PSF HC-ENG SSB/WHK AN ITW COMRWY b, •:F.".°y'I nu.a - t ,lCI- I,... n"oon.o.`.°Y. w."1.- A I. iplbf. a� -1 h -.. ,"III . mIt,ll,c: f`bracbq,. mama ;� . m `L % , � C '1 U TOT. LEI. 50.0 PSF SEQN- 31076 • ra ml, tloLq b.. Y. I I . a:. ° -...' IM — . N -:o 11 PAM1,.IwI ..Fb,.,islll.r ... w °..'Iv.:.ne., ix.."I.. a . e. ° .. ,s „r Illq B"I: °I.q m,lpm„ 1 Sc. z. n° M. J.;Q iMv a VVVd� OUR. FAC. 1.25 FROM JS R. 5 iI215o x4DJ Lorj0 ur pv ,� (,..• �t1�� , aFLCFl.lieil FL COA g01T1 J.b bn ,yob ,",.•I ,KKe�° Ub.b bad,,: ALPINE! ... va 1114... ,.ai trc.:. �.. cq.°°": oc: da (Q' 'tt 01/05/2016 SPACING 24.0' JREF- 1UN16666Z09 Commentary: Camber may be built into trusses to compensate For the vertical deflection that results from the application of loads. Providing camber has the following advantages: • Helps to ensure level ceilings and floors after dead loads are applied. • Facilitates drainage to avoid ponding on flat or Low slope roofs. • Compensates for different deflection characteristics between adjacent trusses. • Improves appearance of garage door headers and other long spans that can appear to 'sag.' • Avoids 'dips' in roof rigelines at the transition From the gable to adjacent clear span trusses. Deflection and Camber In accordance with ANSI/TPI 1 the Building Designer, through the Construction Documents, shall provide the location, direction, and magnitude of all loads attributable to ponding that may occur due to the design of the roof drainage system. The Building Designer shall also specify any dead load, live load, and in-service creep deflection criteria for flat or low -slope roofs subject to ponding Loads. The amount of camber is dependent on the truss type, span, loading, application, etceteras. More restrictive limits for allowable deflection and slenderness ratio (L/D) may be required to help control vibration. The following tables are provided as guidelines for limiting deflection and estimating camber. Conditions or codes may exist that require exceeding these recommendations, or past experience may warrant using more stringent limitations. L = Span of Truss (inches) D = Depth of Truss at Deflection Point (inches) ------------------------------------------------------ Recommended Truss Deflection Limits Truss Type L/D Deflection Limits Live Load Total Load Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical) Floor of Room -In -Attic 24 L/360 (vertical) L/240 (vertical) Trusses Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical) Roof Trusses Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical) Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical) Scissors Trusses 24 0.75' (horizontal) 1.25' (horizontal) Truss Type Recommended Camber Pitched Trusses 1.00 x Deflection from Actual Dead Load Sloping Parallel 1.5 x Vertical Deflection from Chord Trusses Actual Dead Load Floor Trusses (0.25 x Deflection from Live Load) + Actual Dead Load Flat Roof Trusses (0.25 x Deflection from Live Load) + (1.5 x Design Dead Load Deflection) Note+ The actual dead load may be considerably less than the design dead load. .•VAPNING is READ AV➢ fRLOV ALL 1ID1ES M IMS ➢RRVINf1 /� •.IMPURTANl.• FURNISH IRIS ➢RAVING Tn ALL CBMRACTBRS IISLU➢ING THE IMIALLERS. Pz•••• • •1 �4ry REF DEFLEC/CAMB ^ Trusms rewire e.trene ear N fpbricotFa• hanEing. zb'ppirg. wctelMe and brad,& Refer i d • /1/ 4 !� Ais ,AA." the mtese An" rr eesl lBaRmna Eanpanent Safety alarnatlan, by III and S.C. mr JQE $ './(� DATE 10/01/14 'nea. . Arian to perrotop a tMse of I—os. aa.,I, attached nm sroama tanpsranr bnaane A unless natea rpprty a too A ra snWl ng..e oration hownfenacmen bea'.1 r an .hips pc fp DRWG DEFLCAMB1014 shell have a praperrl atiachetl rtgWSCSI selling. Locations shown for Permanent lateral estranpaf p ���j� jj� sl.oll M1ov¢ ba Position i teIs pen SCSI sectbns the l or at., es npplkoble. Apply plates to ¢E{ M1 fKa Q, �Qp Q I�\ II of truss end position 1., Above antl on osi Jdnt ➢e <eis. bless rotetl tMreise. u �1 Relen to tlrom9z 16an-2 ror stantlartl plete pozi<ur�s.n% AN I COMPANY Rine. a tlivlslon ar ITV BWldna Care .... ts Group Inc. shall not be re ponslWe for any de 1M115 anoeng. y faYure to Witt SM1e VIA,C In eonforearce with ANSI/TPI I. or !pr hams Ipa,rD on �• 7 O nstollotlon 6 b�ocnA f trusses. i J A Rnl <M1is ynawboq v cov r Mae Ilstby this wrownth www ate. a p�torKe u! profe: I10 S. fa •fQF 1=3 Riverpml Ome ergrrerbg nespm Ulty solely for the tlesifn iswn The suitability aM of AM1ls tlro•i,g V Saito zaa rar any structure Is the responslbYny of line6utdvg ➢esymr tar AIbv7P1 1 See2 01 y� • 16 Maryland Heighta. MO 63U3 for n re Inrornntnn a this b's a.ri notes pnBe ontl these web sites. • •. a _`�.� ' PLPINE• w•welpinelbxonl IPh JovatPiewl—I; SIC. wwesbcWurtrvarm I[G •vhcsoleono .(•/Ru u•r.\ .__.. CLR Reinforcing Member Substitution This detail is to be used when a Continuous Lateral Restraint (CLR) is specified on a truss design but an alternative web reinforcement method is desired. Notes This detail is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. For minimum alternative reinforcement, re -run design with appropriate reinforcement type. Web Member Specified CLR Alternative Reinforecement Size Restraint T- or L- Reinf. Scab Reinf. 2.3 or 2.4 1 row 2.4 1-2x4 2x3 or 2x4 2 rows 2x6 2-2x4 2.6 1 row 2x4 1-2x6 2x6 2 rows 2x6 2-2x4(K) 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x60K) T-reinforcement, L-reinforcenent, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. Of) Center scab on wide Face of web. Apply (1) scab to each Face of web. H°.e T-Reinforcement or T-Reinf. L-Reinforcement: or L-Reinf. Apply to either side of web sorrow face. Attach with 10d (0.128'x3.0',min) nails at 6' o.c. Reinforcing member is a minimum 80% of web member length. T-Relnf. L-Reinf. Scab Reinforcement: Apply scab(s) to wide face of web. No more than (1) scab per Face. Attach with 10d (0.128'x3.0',mIN nails at 6' o.c. Reinforcing member is a minimum 80% of web member length. Scab Reinf. YZ vVMM'!Ld• REM MID FMLUV NL t=S CH TNIS BRAVING °zIMOtTINize NRMSN THIS BRAVING M ALL CKXFP CTMS IMLUBING THE NSTALLMS. iui st ...a ofe@S, lt.d'u.c c egn�—tu R9i:� bnHe.i?: �nMay° o E:=tlnBe Re— e . I AN fRY COMPANY PHk tlrnelnp, ArA' tatl°tb� t Mci A w, on a 1gIISRiverppk OAwa •^gbeerfig eezp" GWIB200 far °..y zirucfv MRwGMHeIgN s.MO6]Bfg fur PLPIK. ou„eu Pee n pp, I ppne°tl o. Ao sMzn oeore n e n tn¢ ,INne BeinYz, Wezz tea ue n-i ry stondcra q°te Pozltmns. nv &pMR cup .S W .m 1r slam ,wt Ee fe.P°/. W, T ,e to OV]tl tIN truss In ConfOrKKe zltH MStITM 1. 1Or °f busses. ty o• cmrtr page Ilstbg tNz tlroeFg. Mdc°tez acaptnnce ° iks�ae yvs Lty 1 11a. Sln� S1�romky and use of 1 y pf th, HW pee Nd,.. 1 Set H. • k'Q�'�s • •SFa a; OS 1 TC LL PSF TC DL PSF BC DL PSF BC LL PSF REF CLR Subst. DATE 10/01/14 DRWG BRCLBSUB1014 0 c� f'16 TOT. LD. PSF DUR. FAC. Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 160 mph Wind Speed, 15' Moon Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 160 mph Wlnd Speed, 15' Neon Height, Enclosed, Exposure 8, Kzt = 1.00 Dr: 140 rich Wind Sowed. 15' Mean HPlnht. Portlnlle Fnrbwod. r-m-ro ❑. K7♦ a Inn S 2x4 Broce Gable Vertical Spacing Species I Grade No Braces (1) Ix4 'L' Brace x (U 2x4 -L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'LBrace Is Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B +a N1 / q2 3' 6' 6' 0' 6' 3' 7. 1' ]' 4' 8' S' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' U S P r 43 3' 4' 5' V 5' 5' 6' 9' 7' 3' 8' 4- 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' I F Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 3' 13' V 13' 7' O �l Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' B. 12' 4' 13' 2' NI 3' 8' 6' V 6' 4' 7' 2' 7' 5' e' 6' 8' 10' 11' 3' 11' 8' 13' 4' IT 11' J S P 02 3' 6' 5' 9' G' 2' 7' V 7' 4' 8' 5' 8' 9' 111 1' 11' 7' 13' 3' 13' 9' 113 3. 5' 4' 7' 4' 10' 6' 1' 6' 6- 8' 2' e' 9' 9' 6' 10, 2' 12, 11' (U D fr L Stud 3' 5' 4' 7' 4' 10' 6' V 6' 6' 8' 2' 8' 9' 9' G. 10, 2' 12, 11' 13, 8' CS Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12, 3' U I� N1 / N2 4' 0' 6' 10' 7' 2' S. 1' 8' 5' 9' B' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' 4 S P r N3 3' 10' 6' 2' 7' 2' e' 0' 8' 4' 9' 7' 9' 111 12' 7' 13, 1' 14, 0' 14' 0' i <J t r Stud 3' 10' 6' 2' 6' 7' 0 8' ' 8' 4' 9' 7- 9' I1' 12' 7' 13' V 14' 0' 0 14' ' O I�Ir Standard 1 3' 10' 5' 4' 5' 8' 7' V 7' 7' 9' 7' 9' 11' 11' 1' 11' 11' 14. 0' 14' 0' \ N1 4' 3' 0 7' ' 7' 3' 8' 3' e, 6' 9' 9' 10' 2' 12' 11' 13' 5' 14' 0' 14' 0' / S P 42 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' 03 3' 11' S' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' e' 12, 6' 14' 0' 14' 0' G/ D P L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11, 8' 12, 6' 14' 0' 14' 0' Standard 3' 9' 4" 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' G' 10' 4' 11' V 14' 0- 14' 0' It / N2 4. 5' T 7' 7. 10' 8' 11' 9' 3' 9' 8' I1' V 14' 0' 14' 0' 14' 0' 14' 0' d S P F N3 4' 3' 7' 2' T 7' 8' 10' 9' 2' 10, 6' 10, Il' Ix 10' 14' 0' 14' 0' 14' 0' U' lJ I r Stud 4. 3' 7' V 7' 7' 8' 10, 9' 2' 10' 6' 10, 11' 13' 10' 14' 0' 14, 0' 14' 0' O I� r Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10, 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X NI 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14. 0' 14' 0' 14' 0' d S P 92 4' S' 7' 7' 7' 10' e' It, 9' 3' 10, 8' 11' 1' 14' 0' 14 0' 14' 0' 14' 0' q3 4' 4' 6' 5' 6' 10, 8' 7' 9' 12, 10' 7' it, 0' 13' 5' 14' 0' 14, 0' 14' 0' D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12, 10' 7' 11' 0' 13, 5' 14' 0' 14' 0' 14' 0' Standard 1 4' 3' 5' 8' 6' V 7' 7' 8' 1' 10, 3' 10, 11' 11- 11' 12, 9' 14. 0' 14' 0' Ola gonol knots, option: vertical length noy be doubletl when de Banal brace is usetl. Connect diagonal brace for 775W At each end. Mo. web total length is 14'. Truss 2x6 ➢F-L 02 or JIIIIII- better tllogonpl Vertical length shown bnacei single In table above. or double cut 45' (as shown) at upper end. Connect tllb gonal of vertical web. Refer to chart above for max ssVP INNVITN READ AND FELLOW ALL MIES ON THIS DRAWING V I srIMPBRTPNin FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,r AA 14 me m esr wait n • , t se m8 L.mg. l , ,eq! a ornsai n, by UP.or any Unless no edar tv prl, top C .mess, at( have Ipany env nett yoNae temporary Unless noted o..y,l, attached too nerd d .0 ncae orations Or... Ia ...tours,, meet, snail nave tnoPe In pedpar 11111 section Locations D7no mown for alcobl eat poy I /jjj �� I� ply Ahall hove and R..I'am .letl ter HIso sections On BT or BID, as osweSsbra Apoy f /4 iL O I \\ I I1�`� of .. Ia and pesltlon as smarm above and on iM Joint Oe teI1L lees notetl thei l%L u v Ref pr to tlro wimps )60A-3 for eton tlertl plc to posit knew AN ITW COMPANY Alpine, a dlvlslon of III OvIITp na Comonents Group Inc. shall of be re ponelde f I his dralong, anbn fallare to ssuld ues. the truss In s Conformance rlth ANSyTPl1, or for A Seal an IN. ara.NO or woof page listing tab d... mc. HIA.Ates-ceotance a 13721 RivegonO e. nglneering responsRnity solely for the desbn snow% The awl.bDll, And ... of t SRI. 200 for any vt,.cts,. is the responvlblily of the Bu0a1n8 Designer per ANSI/TPI 1 Sec Maryland Hd,hl,MO 63043 !or nor. Infornonon s e "A Job's Bon 1 notes togs, and these_• 10 Bracing Group Species and Grades: Group A- s ru Pine -Fir Hen -Fir pl / 02 Standard N2F-I Stud 03 1 Stud b3 Standard Doti los Fir -Lurch Southern Pine... b3 b3 Stutl Stud Stantlard Standard Group BI Hen -Fir bl 6 Sir pl Do u low FI -Larch Southern Plnexw. bl NI b2 b2 ]x4 Braces Shot be SRB (Stress -Rated Board. xx For 1x4 So. Plne use only Industrial 55 or Intlustrlal 45 Stress -Rated Boards. Group B values no be used with these wades. Goble Truss Detail Notes, Vlnd Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psf TO Dead Load). Goble end supports toad from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' broces with 10d 0128'.30' nln) malls. p( For (1) 'L' brace, space molls at 2' ..C. In 18' end zones and 4' o.c. between zones. )RN(For (2) 'L' braces, space molls at 3' cc. • In IS- end zones and 6' ..a, between zones 'L' bracing must be o nlNmun of 80% of web member length. Goble Vertical Plate Sizes Vertical Length No S Ilse Less than 4' 0' 2%3 Greater than 4' 0% but 11 4%4 less than 10' a' + Refer to cowman truss deslgn for peak, splice, and heel plates. Refer to the Bulltling Designer for conditions not addressed by this detoll. TOT. LD. 60 PSF SPACING 24.0' F ASCE7-10-GAB18015 TE 10/01/14 WG A18015ENC101014 'T Rebefoi Mi Go Tr Gable Detail Fnr I at -in War tirnlS opropriate Alpine gable detail for e Sloes far vertical studs. Engineered truss design for peak, b, and heel Plates. vertical plates overtop, use a to that covers the total area of lapped plates to span the web. 2X4 2X4 4 2X8 ...vioe canne-cans .or upurc spennea an one engineer ad truss design. Attach each 'T' reinforcing member with End Driven NAIIs, Wool Common (0.148'x 3.',nin) Nails at 4' o.c. plus (4) molls in the top and bottom chords. Toen.Red Nails Waal Common (0.148'x3',min) Toenails at 4' ..C. plus (4) toenails In the top and bottom chords., This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC)01014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END10I014, A20015PED1010141 A1153CENC101014, A12030ENC101014, M A030ENC101014, A1603CENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPEDIDIO14 S11515ENC100815, S12015ENC100815, S14015ENCIOBB15, S16015ENC100815, S18015ENCI 00815, S20015ENC100815, S20015END100815, S20015PEDI00815, - S11530ENC100815, S12030ENC100815, S1403DENCIOD815. S1603CENCIOOBI5, S18030ENC100815, S 20030ENCI 00815, S20030END100815, S2003OPED300815 See appropriate Alpine gable detail for maximum unrelnforced gable vertical length. 'T' Reinforcement Attachment Detail 'T' Reinforcing 'I' Reinforcing Member Member Toe -null - 0, - Endi To convert from 'L' to 'T' reinforcing members. nul tiply 'T' Increase by length (based an appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size. specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 Ft, Kzt = 1.00 Goble Vertical = 24'o.c. SP 03 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307. = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 It 8' 7' = 11' 2' [T-Re inf. Mbr. Size T' Increase 2x4 30 2x6 20 - "' ARNINGbe READ AND rMLOV ALL IUTES ON THIS DRAWING! ..WpURTANT=s FbiSH THIS DRAWING Ta ALL CONTRACTORS INCLUDING THE INSTALLERS. P.......H, , REF LET -IN VERT trusses require e.trene core h lebricoth , handling, -hipping. Installing o a brocin9� Refer t f.No. later' Edition SCSI lPl an BBCA) farD ' N..R' ry JpE ,, DATE 10/01/14 esprior rI seeflo.idin,c ions. Installers Oro dices prior to perforNnC these functions. Inztollers hell p-ovWe tenpxory brocMg per W altersSafetytroll Provide f Unless ..teal etherslse, top taro non have prcperly attached t,.ct-.t ma<w�o .m no :a or fe •y DRWG GBLLETIN1014 rl I� It l � Shen have Properly attaches IRw cellnR Locations smwr for permanent lamral ez r.e 46s shoo move trod.. instauea per ecsl n or to Br or DID. s aMpocseno Avo igte 1 's d I ILA O IDI�\\IJI IL�J �� r pries cn dawns the of tr„ss and p°nuon o Shawn .hove and n me ➢.tans, unless .°coal tneraze. o.708 : Refer to drorines 160A73 for standard plate positions, e AN ffw COMPANY Alpine, 0 division of ITV Building Components Group Inc. Stoll of be p.n.lble for any tle Iron . this tlro.InD. any failure to build the truss In conrornome with mu iPl 1. or for nantlllra. Ippl "� a - p MAX. TUT. LD. 6D PSF ns<aN.n.n B tradnD f tra..e.. A al an his dr..HD wer poor Owes tlNs drawee. wncotes ..beptarca .f pr.resSm A $ T - DUR. FAC. ANY t3rzDRNelPpnDime mDe�ereo resronslewtr sa�ir r the design mars TheDes vlr we ml .f ar..eg % the Dollars �•� t��e16 Suite 200 for any trod.,. B tm re pon9bRRy of c . Designer per ANSI/iPlI sect. '�wwo 0, + p� MAX. SPACING 24.0' rapnbra Heights, MO 63043 ALPINE. TIN, e...t,i,,b... EDFBL: ,lbr°,°,a:t'.",°n:�`iFr"...:-, F . c._ •rt\V' P Piggyback Detail - ASCE 7-10: 160 rnph, 30' Mean Height, Enclosed, Exposure C, Kzt=1.00 160 mph Wind, 30.00 Ft Mean H9t, ASCE 7-10, Enclosed Bidg. located anywhere in roof, Exp C, Wind DL= 5.0 FIST (min), Kzt=1.0. Or 140 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Enclosed Bldg. located anywhere in roof, Exp D, wind DL= 5.0 psf (min), Kzt=1.0. Note, Top chords of trusses supporting piggyback cop trusses must be adequately braced by sheathing or purlins. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing is 24' c.c. detail is not applicable if cop supports additional loads such as cupola, steeple, chimney or drag strut loads, was Refer to Engineer's seated truss design drawing for piggyback and base truss specifications. Detail A Purlin Spacing = 24' o,c, or less Piggyback cap truss start nailed to all top chord 12 Fortin bracing with (2) 16d box nails (0.135'x3.5') and secure top chord with 2x4 #3 grade scab Up to 12 (1 side only at each end) attached with 2 rows of laid box nails (0.128'x3') at 4' D.C. 4 2' ' 4 Attach Carlin brocing to the flat top chord using (2) 16d box nails (0.135'x3.5'). Spacing = D.C. max Top Chord Scab (Typical Each End) Flat top chord purlins required at both ends net at 24' max o.c, spacing in between. Detail B : Purlin Spacing > 24' o.c. Piggyback cop truss scant rolled to all top chord purlin brocing with (2) 164 box nails (0.135'x3.5') and secure top chord with 2x4 03 grade scab (1 side only at each end> attached with 2 rows of laid box moils (0.12B'x39 at 4' o.c. Attach Curtin brocing to the flat top chord 12 using a minimum of (2) 16d box nails (0.135'x3.5'). Up to 12F" ii ii I I I \\ Purim .p. no. IL ( 24• o.c. no Full Flat to chord urlins required Dt Tap Chord Scab (Typical Each End) CDhho;dl > both ends, purlin spacing 24' cc. Note: If purlins or sheathing are not specified on the flat top of the base truss, purlins must be installed at 24' o.c. max. and use Detail A. .sVMWMYzs READ AND FOLLOW ALL NOTES ON THIS DRAWING I .IWDRTANTs. FURNISH THIS DRAWING TO KL CONTRACTORS INCLUDING THE INSTALLERS. prhrh r Nppin , Mstor,b ono Is. odnD Refer 2rene c In fohrleeCons Cotton ......kR -i as Alma. the latest the test of SCSI th lBuatl�K Consonant Sefet 1-11 -avid, by Tpl antl S CA, to. ! nantlISafety a precac no ao PerroMnR these l t,o.rt, mrtouers Mn provme tenpheat Moan Be unless m<:a nu.r top Herd haltmva Idra o-...rea t f ay 0p l s• Y v V preper.A e!,o cfa r era b shill hove a properly attache, t, later., ceillnli Locutions sham for pernenent lateral ee<rolrbP d. have Installed (y O II�\ I Q���I� O shell bracing III per SCSI sections D]. ➢l or RID, ez Cup less no Apply .1..a to 4 ch flee r true[ ono Apa'on a Cram above and on me 'a.' ➢etalm, less noted Irp le. Te 0 \1 Refer to tlre.iAge I6DA-2 for standard plate posflbns. p i c AN ITWCOMPANY ` Alp"da o sevlsloa of'IW EvidmD Components Group Inc. shall not be ponsRle for any a Rpplp Arm j this ara=lnp, any failure to EWtl the truss N c fornerce .fth ANSI/iPl ], or rm honolbg. Mpp instollatbn 6 th—ang of truss,,. A seat on this drorino or cover pool, "Sting this droving. rNcetes a of Ap' T z(`�A 13723 Riew Port pays pton[e proies5 ,nal^eerina responstaity solely for the design him The sulteblllty M of tfw tlraan Oe SWle 20o for any lrudve b tlrc rezponabYttY of tM oWtlGg ➢e9gmr per ANSI/1PI 1 Sec2. G %�'= For \ I B 16 Merybna Height, MO 63043 ,mre Infwnotbn a this job's General notes pe8e and thise was Rlli /C/s ALPINE: va<Ipmeiteon, TPI, irstloinstara; S➢CA• .osbclntlustryurm ICD a=a.iccceie.oro ..........Cm c/ z B The top chord a3 grade 2x4 scab may be replaced with either of the following: (1) 3X8 Trulox plate attached with (8) 0.120'xl.375- nails, (4) into cop TC B (4) Into base truss TC or (1) 28PB wave piggyback plate plated to the piggyback truss TC and attached to the base truss TC with (4) 0.120'xl.375' nails. Note, Nailing thru holes of wave plate Is acceptable. as In addition. provide connection with one of the following methods, Trut.. Use 3X8 Trulox plates for 2x4 chord member, and 3XIO Trulox plates for 2x6 and larger chord members. Attach to each face @ 8' p.c. with (4) 0.120'xl.375- nails into cop bottom chord and (4) In base truss top chortl. Trulox plates may be staggered 4' o.c, front to back faces. APA Rated Gusset 8'x8'x7/16- (min) APA rated sheathing gussets (each face). Attach @ 8' o.c, with (8) 6d common (0.113'x2') oils per gusset, (4) In cap bottom chord and (4) In base truss top chord. Gussets may be staggered 4' I front to back faces. 2x4 Vertical Scabs 2x4 SPF 412, full chord depth scabs (each face). Attach @ 8' o.c. with (6) lad box nails (0.128'x39 per scab, (3) in cap bottom chord and (3) in base truss tap chord. Scabs may be staggered 4' o.c. front to back faces. 28PB Wove PI ... back Plot. One 28PB wave pi gyback plate to each face @ B' o.c. Attach teeth to plg9 bock at time of fabrication. Attach to supporIng truss with (4) 0.120'xl.375' malls per face per ply. Piggyback plates may be staggered 4 o.c. front to bock faces. SPACING 24.0' PIGGYBACK 10/01/14 PB160101014