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Plans (88) / ) i f e.'-19 IT pc, -1. 1-1 , ' t 1 - a7 P e ir ' I g g ..o (.09g).-49 •O.- g 1 GA r- „"—' ♦ 1 moo'es-'-„"o- g I A 1 '”6Kilit. .D — 4,.:+i ` I, (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , *' - Al) Y IQ THIS DUG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS GFR, Top chord 2x4 HF #2 � y 5'r � C�S- 120 mph wind, 33.34 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 1/S /w( Y aanywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: ii -1v :W2 2x4 HF Std/Stud: �✓� 41 End verticals exposed to wind pressure. Deflection meets L/180 Special loads criteria for flexible wall coverings. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) IC- From 118 plf at 0.00 to 80 plf at 5.11 Deflection meets L/360 live and L/240 total load. Creep increase • TC- From 80 plf at 5.11 to 70 plf at 6.48 factor for dead load is 1.50. TC- From 70 plf at 6.48 to 70 plf at 21.56 BC- From 20 plf at -0.46 to 20 plf at 11.51 Snow loading based on an unobstructed roof. Complete drainage • BC- From 20 plf at 11.51 to 20 plf at 21.56 required. Wind loads and reactions based on MWFRS with additional C&C member Unbalanced snow loads have not been considered. design. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. SUBMITTAL REVIEW ®REVIEWED 0 MAKE CORRECTIONS NOTED X NO EXCEPTIONS NOTED ❑DISAPPROVED 0 REJECTED REVISE AND RESUBMIT y \ E1❑NO EXCEPTIONS NOTED IN CORRECTED COPY THIS REVIEW DOES NOT RELIEVE CONTRACTOR FROM COMPLIANCE F O�� ❑REVISE AND RESUBMIT ❑NOT REVIEWED WITH THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS. Transmitted by Architect to their consultant for primary review by THIS REVIEW IS ONLY.FOR GENERAL CONFORMANCE WITH THE DESIGN (n�I) 1 Transmitted Review by Architect,if any,is solely for aesthetic CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE , °S intent. Consultant review is fordesi n eneral conformance with INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. CONTRACTOR 9 9 IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES fi1,,, concept and general compliance with information given in the AND DIMENSIONS, SELECTING FABRICATION PROCESSES AND 'i A Vic'L °, i Contract Documents. TECHNIQUES OP CONSTRUCTION,COORDINATING THEIR WORK WITH O"y t S E.Y ALL OTHER TRADES.AND PERFORMING THEIR WORK IN A SAFE AND . ,f1L.,..,(-:. )e l f canon s9 aq.I n� . SATISFACTORY MANNER. f° Josh CabotreviewedSERA; 04.08.2016 CS _.Dale:2016.04.11 L 11o9:47•oraa ;,, DATE CATENA CONSULTING ENGINEERS BY W1 4X5= 3X5= 3X5= 0.37 __ 4X5= 1.5X4111 • 4-6-0 5X5= 3X5= Mg ■tr 2-8-1• WW2 _ J J 1-0- 5X5= 4X5= 5X7= 3X5= 3X7 III 4X8(R)III .• 6"11 1 -6-0 y 5-0-5 5-0-5 5-0-5 4-8-13 1"72 2-0-11 I` 5-0-5 5-0-5 r 5-0-5 m 4-10-9 I' 22-0-4 Over 2 Supports R=1096 U=395 W=5.5" R=1009 U=412 W=5.5" • RL=247/-261 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. !(WNW& +TV:4 OR/-/1/1/-/R/- : Scale =.3125"/Ft. Truss Components of Oregon (503}357-2118 ”WARNINGI..READAim1OLLBnAla.RuiESoNTHISORARINGS +� 825 N 4t6 Ave,Cornelius OR 97113 ••iltytroon e n RNISH THIS WANING m ALL cgRra einstTORS install log and TIE INSTALLERS.R/er �y TC LI 25.0 PSF REF R7175- 3116 Trusser require extreme care In fabricating.handling,snipping, installing one bracing. Refer Sc and fel lee the latest edition of BCSI (Eel Wing Coapanent Safety Inro,eat,on,by TPI and YRCA)forsafety practices prior +I+i 1 4653 'Q TC Di. 10.0 PSE DATE 12/23/15 to poK 1.g these functions. Installers shalt provide temporary bracing per BCSI. Unless noted ochermIse, �•- - 41111116 nap chord shad hive properly attached structural ahosehing and bottom chard shelf have+properly aCCaehod rigid i oclling. Ir 01(1,a sheen for permanent latest watt,lfa or mobs spall cave brsa,ng installed e par SCSI TMS r'1_' BC DL 10.0 PSF DRW CA115R7175 15357016 •A��O N F ' the lora K{, el or as appt loth r. Apply. R Refer to to wing,tai of for and position as shown abeYe and an the bl.petvisiofs.iatric tad otherwise. Rarer to areal TSCA-Z far spandard Praia wry deviation BC LL 0.0 PSF CA-ENG PBC/CWC Alpine,a division of ITR Building truss in con Group Ire,witty AN not be coder hie fir any dppintlan from this •,!a IN drawing. raw!altars to ortrusses. aha truss in eonfermnw ei N+ANSI/TPs T,or for handling.shipping, - •r — AN ITW COMR4NY i,gtel lateen U bracing ar ere ts.. :p VO 7.T9'S9 Q• r TOT.LD. 45.0 PSF SEQN- 244727 . A nal en Vile droning or paver pogo listing nHa urging,indlo.tes aeeaptprom of professional engineering 1 A responsibility moiety for the design arum. The sillt.bil ity end Wer this droning for e y stri atu a le the 5�1 .t.jtt DIJR.FAC. 1.15 8351 Rosso,Citdt rempnlbilety of aha Wilding gselgner per AASi/TPI 1 See.2. !V yip Saomnm1o,CA93S2R For mare information len axe this Jeb•a general notes and theca map ememi. EXP.12-31-15 SPACING 24.0" JREF- 1VM07175Z03 ALP,NE:.e..alpineicw.eam:TPI:ew.tPlnst.org;InCA:..,..see,ndravy.tam: lee:ever.ieamare.org l U1 RN ii-A-Al— $ — 7-IN '‘ )115 06.3— SET I of. ---- 'n- lits-56-5. 41 -r . - 03-3t thz, .... THIS DM6 PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - Al) Top chord 2x4 HF #2 120 mph wind, 33.34 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Sot chord 2x4 HF #2 anywhere in roof, CAT Il, EXP B, wind IC DL=6.0 psf, wind BC DL=6.0 Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: psf, :W2 2x4 HF Std/Stud: ,`: End verticals exposed to wind pressure, Deflection meets L/180 Special loads criteria for flexible wall coverings. ll (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 118 plf at 0.00 to 80 plf at 5.11 Deflection meets L/360 live and L/240 total load. Creep increase • TC- From 80 plf at 5.11 to 70 plf at 6.48 factor for dead load is 1.50. TC- From 70 plf at 6.48 to 70 plf at 21.56 BC- From 20 plf at -0.46 to 20 plf at 11.51 Snow loading based on an unobstructed roof, Complete drainage BC- From 20 plf at 11.51 to 20 plf at 21.56 required. Wind loads and reactions based on MWFRS with additional CAC member Unbalanced snow loads have not been considered. design. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. W1 E 4X5= 3X5= 3X5- 0.37 -__ 4X5= 1.5X4 III 4-6-0 j 5X5= 3X5= 111 — / wz 6- __ 2-8-1 _:1 -1 5X5= 4X5= 5X7= — 3X5= ' 3X7111 4X8(R) III 6"11 1-6-0 5-0-5 5-0-5 5-0-5 4-8-13 1"12 2-0-11 5-0-5 5-0-5 5-0-5 4-10-9 22-0-4 Over 2 Supports >{ R=1096 U=395 W=5.5" R=1009 U-412 W=5.5" RL=247/-261 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. D115Ropt TY:4 OR/-/1/1/-/R/- Scale ..31'25"/Ft. Truss Components of Oregon ((503))357-/118 "WA/MINGI..READ AND•OLL°'ALL RmcS a TRIS Olti me' e y REF R7175— 3116 825 N 4th Ave,Cornelius OR 97i 13 ..iiipmewm• FURNISH THIS DIMING TO ALL ODAIMACTORS INCLUDING TIDE INSTALLERS. 4:�- f i C LL 25.0 PSF Trusses require rest. care In fabricating.handling.snipping, ihztelllnp and bracing. Refer to and follow sr,�'/" g r IC DL 10.0 PSF DATE 12/23/15 too latest ode tion of 8CS1(gulideng Component Safety Infereatron,by TPI and ARCA)for...tett practices prix 1 46 5 to porformine these funrtlene, Installers shall ralprovide temporary bracing phorder SCSI Unless noted ether.... a �.��Luyylr yy((++ (� DRW top chordsnarl Lova pons rlyshe nfattorhpe menstrectUIet soeeth tr and bottom cshal sna a 11aye a properly atper SC y.j, BC DL 10.0 PSF CAUSR7175 15357015 .load ceiling. Locations sheen.or per.mnent lateral restraint of wpbs shall have sr..,(natal lme BCS[ GT ,,..�p� 7- n f � n n ' Y��U VIE t.Join 83 ai or unl as noted caber. Apply plates to eaeb face of truss and pos It to as sheen tion eMVanaM o A 11�— n m, [ha Joint Details.unless rested etnerw,re. Refer m eraWl,gs 160A-2 for stenperr pest-peal[Tenn, '" — Alwing,.y tai lur of 1TM tai he t truss econInc.i hhal l n deviation from this y BC LL 0.0 PSF CA-ENG PBC/CWC Croupnot a.reponsebee for a a,-,..-_. arawirg, any failure co bulla the cross in conformance with ANSI/TPI 1.or for handling.anllgsing. -�� V _.— • — AN ITN,COMFANY 4nat..tlat1on A braeing of f.l,9aea ..9 4.0.7.vg41� t``+ TOT.LD, 45.0 PSF SEQN- 244727 A seal en thea drawing Sr wear pegs listing this...log. Indlo t is accept...sf professional engineering I A4 ..DWWI:lilt),solely for the design chow. The wiles/trey and uaa of this dragging foe erg structure Ia the afl.f y-Yt] �` X35)R043il8 Clmlt rwpansiblilty ef tot Building Donlon.-per ANSIIIPI t Soc.2. ��'v�r vr�� DUR.FAC. 1.15 Samamenlq CA')5R2X for erre information a tl.ls,le.•s general notes page Aral these web setYs: EXP.12-31-15 SPACING 24.01" JREF- 1VM07175Z03 ALPINE:rew.alpe nalew.raw:TPI1:yann,tpl ns[.org:gACA;oew_sD.i d ee y.e ; ICC:m .Iccsafe.oro -+....unto...-omm.ro,o.AWN-o1 r 7.9Tr,' omo W uowrll 4TT. 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ROMuu =u' 118821 32^ ^ ^ 22s2^ ^ . ,1142 sAPAiW ^ O2A-n2 = " 22n3 ssi223$2 a � ii2 3am 242MM. e 7. 40 112 1l [ALPiNE][TPI 2007][A1][45175/1] [Page 2) [CO ASCE Wind Lt--][OC 24,00][OF 1.60][319 1] Repetitive Factors Used: No -50 PLF 9 18.4 to -50 9 34.9 L[y=33.61[100%1 12 PLF 9 13.3 to 12 9 16.3 [y=38.51( 0%] a -50 PLF 9 16.3 to -50 0 18.4 L[y.33.1][100%] 12 PIF a 16.3 to 12 9 34.9[y=38.511 06] -50 PLF 0 13.3 to -50 9 16.3 L[y.33.11[100%J 6 PLF 9 12.9 to 9 a 24.8[y-31.0][100%] 8 PLF 0 24.8 to 8 9 34.9[y.31,0][100%1 12 PLF 9 12.9 to 12 9 34.9[y-26.01[ 0%] 63 PLF 9 34.9 to 63 9 34.9 L[y.33,41[100%1 45 PLF 9 12.9 to 45 9 12.91_[y.35,5](100%] 50 PLP 9 13.3 to 60 9 13.3 L[y=35.5][100%] 11 [CSCASCEWind Rt--][0C 24.00][OF 1.60][319 1] Repetitive Factors Used: No -50 PLF v 13.3 to -50 9 18.4 L[y-33.1][1009] 12 PLF 9 13.3 to 12 0 31.8[y"38.5][ 0%1 -50 PLF 9 18.4 to -50 0 31.9 L[y=33.5][100%] 12 PLF 9 31.9 to 12•34.9[y.38.51[ O%] -50 PLF 9 31.9 to -50 9 34.9 L(y.33.6](100%] 8 PLF a 12.9 to 8 9 24.8[y=31.01[100%] 8 PLF 9 24.8 to 8 9 34.9[y=31.0][100%] 12 ALF a 12.9 to 12 9 34.9[y.26.0]( 0%] II` •45 PLF 9 34.9 to -45 9 34.9 L[y-33.4][100%] -63 PLF 9 12.9 to -63 9 12.9 L[y=35.5][100%] -45 PLF 9 13,3 to -45 t 13.3 L[y.35.5][10011] t � 1/4\s „ gr I i 1 l f (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , "" - A2) TNIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENS IONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L 2400f-2.OE 120 mph wind, 33.14 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L 2400f-2,OE anywhere in roof, CAT II, EXP 8, wind TC DL=6,0 psf, wind BC DL=6.0 Webs 2x4 DF-L #2 :W1 2x6 OF-I_ #2: psf. Special loads End verticals exposed to wind pressure. Deflection meets L7180 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) criteria for flexible wall coverings. TC- From 118 plf at 0.46 to 70 plf at 5.57 TC- From 70 Of at 5.57 to 70 elf at 34.90 Calculated horizontal deflection is 0.23" due to live load and 0.2 BC- From 20 plf at 0.00 to 20 plf at 34.90 due to dead load. Wind loads and reactions based on MFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. ionive Calculated vertical deflection is 0.81" due to live load and 0.92" due factortfor deadstoad60 is11.50and L/240 total load. Creep increase to dead load at X = 14-9-7. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE, 1! 3X5= 3X5- 3X5= 3X7= 3X10= 1,5X4111 4_6_ W1I _ 3X10—= 0-37 _ 4X5= 0 5X12= 7 x 31-0-0 3X7 III 4X12= H0514= 3X5= 3X5= H0514= 5X5= 6X8(R) III 8"14 4-1-12 5-0-5 5-0-5 5-0-5 5-0-5 5-0-5 4-8-13 1"112 L . 4-10-9 m 5-0-5 5-0-5 5-0-5 5-0-5 5-0-5 4-10-9 !I f 34-10-12 Over 2 Supports >I R=1654 U=585 W=5.5" R=1578 U=602 W=5.5" RL=251/-234 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2°6(096)/4(0) 15.02.00.1 - QTY:10 OR/-/1/1/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)'57-111 B ••WARNING I••REAP Ars FOLLOW ALL ACNES W THIS ORMNIG! ��► (je A25 M 4th Ave,Cornelius OR 97133 "! FURNISH THIS gRAWING TO ALL CONTRACTORS INCLUDING THE IHsrAklEfB. ow `�L TC LL 25.0 PSF REF {27175- 3115 Trp require ertrgW re,n fabricating,handling. shipping, installing and b �.+ • . the latest edition of BCSIc(Building Component Safety Information, by TPI and WTCA)rfor"safety practicesfprior ``..�� Cly ryA TC DL 10.0 PSF DATE 12/23/15 o performing those functions, tlnstallers Snarl provide tt+nPeraYy bracing per SCSI. Unless anted otherwise. '/Vt� 1 4659 k% '9 -... - -� top noM shall new properly attached»trlxtdrel sheathing and bottom Cll.,'shall n a properly attached ..f., �. gid penn9. ti'-'="7:=71:1:7"71=lateral reztr i�t of wpbs.non nice bras,ng BCSI BC DL 10.0 PSF DRW cAusR7175 1535 ,4 np` cion.BsooPlatae en ea<n r.ew�f be a w paa.e ron ae.1r4:::11:=7;ns an 701 4 jinn_ 11tJ1 ILC_r tap Joint Details. „n1o66 noted otherwise Refer t drawings 16M-2 fr standard plots positions. " Alpine. a division of IFf Building C»mpam.nta Croup Inc. sawn n responsible for any deviation from tela BC LL 0.0 PSF CA-ENG PBC/CWC AN ITW COMPANY drawing, any failure to build the truss In conformance with ANSI/TP1 1,or for handling,snipping, • ...,:A �+tallatlon A bracing of trusses, sc » A..al en tile drawing Sr sowf pegs listing this drawing. indleates acceptance or profes ionai engineering TO 1gBg r TOT.LD. 45.0 PSF SEAN- 244723 reapon•lbnity salary for the design room. The wltabiIity and ism of tills drawing for airy streep,re Is the ��(1� �. - 15351 Rovang[ircic r'sapsnslblilb of the r.ltaing Designer per AIISI/IPI 1 s.g.2, d/�A��.- ;I i hQ DUR.FAC. 1.15 Sacramem",CA95828 for mora Information spa til.,lob's general notes page and these web altos, ALPINE;www.elpineite,com:TPI:www,tpinst.orgl MA,esw.sbcindustry.coal ICC,sw,ices fe_erg _. 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Top chord 2x4 DF-L 2400f-2,OE The maximum horizontal reaction is 2499# Bot chord 2x4 DF-L 2400f-2,0E Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: 120 mph wind, 33.14 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :W4 2x4 DF-L Std/Stud: :W5, W7, W8 2x4 HF Std/Stud: :W6 2x4 HF #2: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 Special loads psf. psf, wind BC DL=6 0 (Lumber Dur.Fac.=1,15 / Plate Dur.Fac.=1.15) End verticals exposed to wind pressure. Deflection meets L/180S TC- From 118 plf at 0.46 to 70 plf at 5.57 criteria for flexible wall coverings. TC- From 70 plf at 5.57 to 70 plf at 34.90 BC- From 20 plf at 0.00 to 20 plf at 34.90 Calculated horizontal deflection is 0.23" due to live load and 0.25" Wind loads and reactions based on MWFRS with additional C&C member due to dead load. design. (a) Continuous lateral restraint equally spaced on member. Deflection meets 1/360 live and L/240 total load. Creep increase factor Calculated vertical deflection is 0,81" due to live load and 0.91" due for dead load is 1,50. to dead load at X = 14-9-7. Unbalanced snow loads have not been considered, SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. • 3X5 _ — —= 4X12— 6X8 3X5= 0.37 = 3X10= 1.5X4 III 4-6-0 WI 5X12= • 6X6= 4X5-.---• — • 3X7 a �, ---- --CD - (a) (a) al T 1 TM W4 W 8 7"-----------r'-s---..-C:-\,o----.-..,, - 2-8-1 31-0 0 i 3X7111 4X12= H0615= 3X5= 3X5= H0514= 5X5= 6X8(R) III 6X8= 8"14 1-9-0 Cl- 4-1-12 >{L 4-8-15 } }c 3-6-11 Ic 5-0-5 5-0-5 }c 5-0-5 4-8-13 „2 4-10-9 4-8-15 1-9-0 3-6-11 5-0-5 5-0-5 5-0-5 -K 4-10-9 'I k 34-10-12 Over 2 Supports d R=1654 U=585 W-5.511 Rh=2499/-2499 RL=2823/-2823 R=1578 U-602 W=5.5" Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. 9ROp :2 OR/-/1/1/-/R/- Scale =•1875"/Ft. Truss Components of Oregon (503)357-L118 •*WARN IMGI••wo Axa FOLLOW ALL NOTES ON THIS ORAVINCI ,` F R25 N 4th Ave,Cornelius OR 971]3 ••11 MT•• ISN This 6IWINO To All,orrrlrACTolls IrlctwlxW ME INSTAuaes, TC LL 25,0 PSF REF R7175— 3194 _ Trusses ryucrd owero.,e care In fabricating, hantlling,shipping, installing and bracing.Refer[o and follow k"• tnd .t .an of.E:,(6lmllalrg Component Safety 1 ions by TPI and wipe)for safety practiced prier std o/l/ 1 46 5 $ TC DL 10.0 PSF to performing these functions.attached structural shall provide temporary bracing per BCSI.have noted otherwise. CDATE 12/23/15 top sherd 1 have properly st uctur .neathing and bottom choral shall h a proly a [� rigid ceiling. Lr.tions hewn for por,Onont!eters/ estralf,, f.abs shall hove bracingtt a RCS! y'�t 1• BC DL 10,0 PSF tw sec ons 63 In r 6,6, s applicable. Apply pietas to each face or truss are position ALIF)0^ Details, t shown above a on en , PSF CA R 5 53 7092 ' v the join unlews noted otherwise. Ndror m drawings tson_z for standard lace as a a DRW CADS 717 1 5 pOS� BC LL A,pine. tl l ,of ITM&ma,ding Ecmpon.nt.group Int.aha,l oat be r.apon Ible ter ae..r.tlan tram telt •�•� _ CA-ENG PBC/CWC AN ITw COMMNv arwing.any;;"41,11-7..r.dal la the truoa In conformance with ANSUTP1 1.or for handling. shipping, -�,' +V ».tel lf trpah. C.•j TOT.LD, 45.0 PSF . A seal onteledreeing ear ever pogo Il.ttng 1111•drawing. Indl....00eptenu of proM"looAl oeglrn.ring f I ,gal q SEAN- 244992 respenslbl l Ity solely for the design down. The matsbl l lty and In.of dela drwel.N for pay sengtur.Is the ��f g�wa�1y AQ 5351 RacmaCirck r..p.,,.lbll lty or the Sol Ming O..Ierr.p..-AN6//IPI,sae.:. K {T DUR.FAC, 1.15 Sacrammlo,CA 9iR2R Far,e 1»mr�eldn a nil:,len n gen.ral Tao e•page ar.a[iia web. ALPINE;nww.elpi eltw.com: TPI....tpmst-erg;MA,www.sbeinaustry.con, MG!ltwww_Icesafe.org EXP,12-31-15 SPACING 24.0" JREF- 1 VM07 1 75203 NWy°Ni♦n282»Ommvm..,—. ♦OmmmwAw N.04 ." 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Ws-,g8M _ x8i_e�.ssX 1 x88--y sgu 88$ el88W — 88__mg88_ - x8a_---ss- gs s88 ^a 'a [ALPINEI[TPI 20071[92X][45175/11 [Paye 21 -50 PLF a 16.4 to -50 a 31.4 L[y=33.5][100%] 12 PLF 4 31.4 to 12 0 34.9[y438.51[ 0%) -50 PLF 4 31.4 to -50 a 34.9 L[ye33.61[100%1 -8 PLF a 0.0 to -8 a 9.5(y:31,01[10051 -8 PLF a 9.5 to -8 a 24.8[y=31.01[100%1 -8 PLF a 24.8 to -8 a 34.9 [y=31.01[100%1 ry 12 PLF a 0.0 to 12 4 34.9[y26.01( 0%) -45 PLF 0 34.9 to -45 a 34.9 L ty=33.4][100%1 -63 PLF a 0,0 to -63 a 0,0 L[y.35.51[10051 -45 PLF 4 0.5 to -45 0 0.5 L[y=35.5][100%1 (12&C ASCE Wind Lt--)[0C 24.00](0F 1.60][NM 7] Repetitive Factors Used: No -50 PIP 2 18.4 to -50 a 34.9 L[y=33.6][100X] 12 PLF 4 0.5 to 12 4 3.9[y=38.5][ 0%] -50 PLF a 3.9 to -50 a 18.4 L[y=33.11[100%1 12 PLF a 3,9 to 12 0 34.9[y-38.5]( 0%) -50 PLF a 0.5 to -50 a 3.9 L[y=32.71[700%1 8 PLF a 0.0 to 8 2 9.5[y431.0][100%1 8 PLF a 9.5 to 8 e 24.8[y=37.011100%1 8 PLP a 24.8 to 8 e 34.9[y=31,01[100M 72 PIP 0 0.0 to 12 a 34,9[ye26.0][ O%] ry 63 PLF 0 34.9 to 63 a 34,9 L[y33.41(100%] 45 PLF 2 0.0 to 45 0 0.0 L[y=35.61[100%1 50 PLF 0 0.5 to 50 a 0.5 L[y=35,51(100%) [C&C ASCE Wind Rt--][0C 24.001[OF 1.60][58 1] Repetitive Factors Used: No -50 PIP a 0.5 to .50 a 78.4 L[y.33.1][1005] 12 PLF a 0,5 to 12 a 31,4 [y=38.51( 051 -50 PLF 4 18.4 to -50 2 31.4 L[y=33.51[1000] 12 PIP a 31.4 to 12 4 34.9[y-38.03( 0%1 I 1 -50 PLF it 31.4 to -50 4 34.9 L[y-33.6)[l00%] 8 PLF 0 0.0 to 8 2 9.5[y=31.03[700%1 5 PLF a 9.5 to 8 0 24.8[y=31.0][100%] 8 PLF 4 24.6 to 98 34.9(y=31.011100%1 12 PLF 0 0.0 to 12 a 34.9(y=28.011 0%1 -45 PLF 2 34.9 to -45 a 34.9 L[y.33.4][1005] -63 PtF 0 6.0 to 63 a 0.0 L[y-35.9][100%) -45 PLF a 0.5 to -45 a 0.5 L[y=35.511100%3 [-/1/1/7 i l � -4 THIS ORG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A3) Top chord 2x4 DF-L 2400f-2,0E (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 DF-L 2400f-2.0E degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: :W14, W15 2x4 HF #2: 120 mph wind, 33.13 ft mean hgt, ASCE 7-05, CLOSED bldg, Located 7D :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.q psf, 1 Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Calculated horizontal deflection is 0.22" due to live load and 0.23' TC- From 118 pif at 0.46 to 70 plf at 5.57 due to dead load. IC- From 70 pif at 5.57 to 70 pif at 28.13 TC- From 70 plf at 28.13 to 118 pif at 34.40 (a) Continuous lateral restraint equally spaced on member. BC- From 20 pif at 0.00 to 20 plf at 34.40 Deflection meets L/360 live and L/240 total load. Creep increase Wind loads and reactions based on MWFRS with additional C&C member factor for dead load is 1.50. design. Calculated vertical deflection is 0.80" due to live load and 0.84" due Left end vertical exposed to wind pressure. Deflection meets L/180 to dead load at X = 14-9-7. criteria for flexible wall coverings. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 3X5= H0308^3X50.37 _ 5X5= 1.5X410 5X12 2IX4= 4-6-0 W1 5X12= 5X5= 3X5= re a 32-9-14 T 1 — ��I—_,i�_�� 1 W1 31-0-0 2-714 3X7111 H0312= H0514= 3X5= 3X5= H0514= 5X12= 1.5X4 III 8"14 I ..1., .c I' 4-10-92 }I{ 5-0-5 5-0-5 �Ic 5-0-5 >I� 5-0-5 5-0-5 ' ` 5-0-5 I� 3-11-5 -517:4 k 34-4-12 Over 2 Supports 31 R=1633 1.1=644 W=5.51' R=1704 U=667 RL=203/-204 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP, 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. 115q(m. TY:3 OR/-/1/1/-/R/- Scale =.1875"/Ft. MIARNrNNI H•helm AND FOLLOW ALL CWINA REF R7115- 3117 Trnss Components of Oregon (503)357-..I 18 EN THIS WAVING_ �, 825 N 4th Ave,Cornelius OR 97113 "I "Nr' FURNISH This WAV INa Tg ALL m"'a^cruVs INCLWINa THE INSTALLERS. �� TC LL 25.0 PSF Treaeps require extreme care,,,rabrlceti,g,haaal,ng, sh.ppirg, lnsuila�g and bracing. Refer to and roue.. c. • ' DATE 12/23/15 the lata.. ad,t,en ar.5, te.,dlnq ,,,,,,ant saraty Inra saclan.by TP: rRu,far aaroty practftea pr,ar 4, 14659 fi4 ` TC DL 10.0 PSF chord shall properly install structural sheathing and ry tom chord per shall have apr pored attached �.. top aigYtl sM1afl have properly attached ser ural whaatM1ing and tetrad crord stall h e prapaYly attached c y, rigid ceiling Location shown for permanent lateral restraint or webs shall hove bracing installed per OCSi 5 BC DL 10.0 PSF -DRW CAUSR7175 15357016 �� s B1,B]or 1310.as applicable, Apply places co each fat or truss and position as sr..above and n N sections a lainc aero t,apinas mtaa ornarwiae Re ror w arew.a teoA. P paslt,ons BC LL 0.0 PSF CA-ENG PBC/CWC � (] gs Y ror standard late - Alp'ne a division or 11',i guild lrsi Canyanents Gr ll ' draw- e c crus map I"wi hhon not b ropfor hon ror any awing Ian rraa ch a r•i- day failure a f trusses, the b a conformance alt,.ANSI/1Pi°,,a,for handling.shipping, .coA Lv•` TOT.LD. 45.0 PSF SEN- 244731 AN DW COMPANY installation A bracing of trbeaes. A*al an tials drawing or ewar page listing Slits drawl,., ladlaata..ep.ptanb.of prof a.ian.i anai...ring �/ C 7 19 Qv SEQN- aalely for th.design.roan. Tb.suitability aro,me or anis drawling for any.nwaasv..Is ah. 1351 Rstena Circle ranpanalblflay of Vow Building 13aalglmv par ANmi.,pi I Saa.Z. .--...Mitt W.CH1`� DDR.FAC. 1.15 Sacramento,CA 95121 For more Is.......ie.se chi.Job's gana.a .Page and t int site. SPACING . 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NOOmm O'D OAu.OnA. tnOOmm0Nbb0aR ao- s� 6p p a0000aoa000M 000e000coaoa?' r00000ca000'm F oU gO'000000v ooaoo'w ' PoC' ::o 2 ',6mr.'e 00o'w.NOnR ao'rr'ommmorooroocni 'n mmmeNON nR. e'.�i O.Z.ie.w.N$nR .NeN.oNn N'ne NN.$. c.R� of. 0006 o 4060 m••6 6 ' 0o6104o6f6o0a. 66640400 ss6600m :6666 0• N OAabanaw+ t'p u OP!Lnwam m##wpQg' am wu 00PPbeuep aP poo w aop TOAP OO ma iP aoy'ii 0 A 8 0 61A6,wAAau 7 8 _ NOAmmsAOOaO. NOAPmmA PTAOA. - r^r7,PKN7rS.VrKr ^ rr7�7KrVrKrrr7757rXrtlr ^ rrL.TFFur. rKra ^e^ rrro KIMe •wKi _ OCKwjit 5um O� - � se00� O : Ypas � �WW weW _r _N-, I r-----228 . 8 ggo . 7 -RgSgg9 g\---cs 8g -s� � ysg C6 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A3X) Top chord 2x4 DF-L 2400f-2.0E The maximum horizontal reaction is 2499# Bot chord 2x4 DF-L 2400f-2.0E Webs 2x4 DF-L #2 •W1 2x6 DF-L #2: (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 :W6, W7, W9, W10 2x4 HF Std/Stud: :W8 2x4 OF-L Std/Stud: :W18, W19 2x4 degrees Rotational Tolerance, and/or zero Positioning Tolerance. HF #2: :Rt Bearing Leg 2x4 HF Std/Stud: 120 mph wind, 33.13 ft mean hgt, ASCE 7-05, CLOSED bldg, Located ( :111 - 11;) Special loads anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) psf. TC- From 118 plf at 0.46 to 70 plf at 5.57 TC- From 70 plf at 5.57 to 70 plf at 28.13 Calculated horizontal deflection is 0.23" due to live load and 0.23" TC- From 70 plf at 28.13 to 118 plf at 34.40 due to dead load. BC- From 20 plf at 0.00 to 20 pif at 34.40 (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total toad. Creep increase factor for dead load is 1.50. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. Calculated vertical deflection is 0.80" due to live load and 0.83" due to dead load at X = 14-9-7. Unbalanced snow loads have not been considered, SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE, I 3X5= 5X12(1)-== I 6X$= 5X5= 1.5X4111 4-6-0 W1 ' 5X12= 5X5= 3X5= 6X6'==-6X8--: X6= 3X5= H0308- 0.37 _ 2X4= 1 {}'i_____ —'� 7'..14V; -W10 r W1: W19 2-7-14 3X7 III H0312= H0514= 6X83k--- 3X5= H0514= 5X12= 1.5X4111 3X5= 3X5= 8'141 4-'1-12 � 5-0-5 4 -3-1 -9-°c"11 �„ 1- 4-10-9 I,1-‹ 5-0-5 -3-1011_9_ptll•• �` 5-0-5 s 5-0-5 3-11-5 q 34-4-12 Over 2 Supports ]� R=1633 U=644 W=5,5" Rh=2499/-2499 RL=2844/-2844 R-1704 U=667 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. D18Rap TY:2 OR/-/1/1/-/R/- • Scale =.1875"/Ft. Truss co 4th Av is of rregon (503)357- fib •'NARNIMGI••REPO Axe FOLIO.w TOTES ON n11s WANING! �'� s TC LL 25.0 PSF REF R7175- 3192 825 N 4th Ave,Cornelius OR 97113 a'wpwrANr•s RAWIPSN MIS ORAWIM1 Tg Act OONTRACTOIS INCLYUIRG THE INSTALLERS. Trusses require ostrama care in fabricating,herMling,shipping, Installing anti bracing.Refer to and follow /.� � ,..r DL 10.0 PSF the utast edition or BCSI (Building Component Safety Inreenetion,b TPI and RICA)for safety prase/des prior �f / TC DATE 12/23/15 to performing these Functions. installers she,/ provide temporary bracing per rSl.have noted.therwlse, Qs - top r erd shall have properly attached structure. sheathing and bottom chord shall ha a properly attached :l�j��' rigid ceiling. Locations shown for per lateral restraint of webs shall have bracing installed per BCsi wiiJ':--1� BC DL 1 0.0 PSF "' soceiens Ba.BT or Bin, permanent A L��N as applicable, e. R places to each f160 or trusstand rd plaen as stews abnva a�end DRW CAUSR7175 15357090 uneasy noted otherwise. Refer co drawings 160A_ a p positions. BC LL Q rho Joint 3,BTdetails. Z for standard lata AIp.e,a i of ITri Bw ltling Cenponents Group Ina.shall hat as rrypw.sibie far any dMiatlan from t0.0 PSF CA-ENG PBC/CWC yawing any failure co bu,id the truss in conformance with ANSI/TP1 1,er for howling,shIpplog, wr AN ITW COMPANY instal lesion a bracing of crud's., ¢ 'Fe T,%9%' <ss' TOT.LD. 45.0 PSF SEAN- 244986 A Seel en this drawing or aaywr page listing tale drawing, lndlostw acceptwea ar profeealwsl A glnssring rmspensleiilry solely for Ow aoslgn shown. Ti.,sultwbllity snd oda of this arming for any setrpewre Is the ` $1 1351 Roma Circle respanelbt tiny of tn.snrdl,g Designer par Af61/TPl T s.t.z. '!AN .G, QUR.FAC. 1.15 $1Cf MOM CA 9SON For nor.inforwation sae dnls Jo.'.general notes page and those web sites: AtPIWE:wen.aipineita,taa:TPI:ww.npinst.erg.!TCA:ww,.secnndusery.comi Ice:ewe.iccsafe.org EXP.12-31-15 SPACING 24.0" - J REF- 1 VM07 1 75203 7 --- too paymw:wN ++ a�enAwN+on wNNmvw -7 u•a ~ m ooAwm 'mmmem..�,o-N..: � mNmm.n mi. X11 M1_ -omm,.m NawNmm" :�w�-,+mNw om "hm No ?n+o mw� wwwww NN ' va.,--N-o„ NNY mromawe2t1...t8 N..o,:.w N t8:q a -v ' )1 aaaxaaoOwagpOmmmwNgau,,-348 mN..0...0 + = "� 'PM oo . ?,'AaAof.raa>Ww.z6i., �a-,4-2—mpW88,, 8%?A,Zig5iRZENNAVi 9.iEl oNww°,mdw'Saopm'wt-a.m,100.. 1p.mm'm+'o`i% 88mNo°'oii, o," �� 00000 wtto 000003_+ NNNNNNn oo pp ,ate 5L. , k �$ d , r rrrL. "�ij 4 wON�,Nyv. Omclm,+x.WO .+i.x. mOam T.muuw MP,�,'.,,'EEpD OO ANm v , .2 �NN,ui ". . r w ti. l- pww NOVNmv�ooum+03 +pw m'84N� . . r !. 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Botchord 2x4 DF-L 2400f-2.0E chord 2x4 DF-L 24DOf-2,OE 2 COMPLETE TRUSSES REQU 1 RED i ' Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min. nails 10' ' :W12, W13 2x4 HF Std/Stud: :W15 2x4 HF #2: :W16 2x8 DF-L #2: Top Chord: 1 Row a 9,00" o.c. • :Rt Bearing Leg 2x4 HF Std/Stud: Bot Chord: 1 Row 0,12,00" o.c. '` Special loads Webs 1 Row W 4" o.c. Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 118 plf at 0.46 to 70 plf at 5.57 b' TC- From 70 plf at 5.57 to 70 plf at 28.13 (++) - This plate works for both joints covered. TC- From 70 plf at 28.13 to 118 plf at 34.40 BC- From 20 plf at 0.00 to 20 plf at 34.40 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 IC- 1550,00 lb Conc. Load at 27.06,33.73 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 120 mph wind, 33.13 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Wind loads and reactions based on MWFRS with additional C&C member anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 psf. design. Calculated horizontal deflection is 0.16" due to live load and 0.15" Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. due to dead load. Deflection meets L/360 live and L/240 total load, Creep increase Calculated vertical deflection is 0.59" due to live load and 0.55" due factor for dead load is 1.50. to dead load at X = 14-9-7. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. Unbalanced snow loads have not been considered. • • r 5X5= 3X5= 4X5= 3X5= 0.37 1.5X4 ill 1.5X4111 H0615(1)(++) = 3X5= 4-6-0 W1 5X73X5= _ .,1.. 11s—....�. = ` � ZW1 W13 wiiE _- W15 W1632-9-142 �:74 T 4_31-0-0 1. 3X7111 3X10= H0508= 3X5= 3X5= H0514 ER 5X12= 2X4 III • 8"14 I � ?. el_ 4-1-12 } 5-0-5 5-D-5 f4 5-0-5 I, 5-0-5 ^I -0-14 _I_2-11-7si 3-9-7 1 4-10-9 5-0-5 5-0-5 i 5-0-5 5-0-5 5-0-5 1 3-9-7 j • Er: 34-4-12 Over 2 Supports R=1982 U=865 W=5.5" R=4455 U=2173 RL=203/-204 Design Crit: CUSTOM/TPI-2007(STD) PIT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00,1 QTY:4 OR/-/1/i/-/R/- Scale =.1875"/Ft. Truss Components of Oregon 1503)357-2118 "Wawn"mT"READ AND FOLIAR ALL SEs ON THIS DRAWING/ ��# �F� TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 971 i3 "1sL aWRnwr•• FURNISH rxls OWING TO ALL caNTNRULONs INCLUDING TTIE INSTALLERS. ScREF 87175- 3200 Trunsec r e In fa Df lea[,n9• Nntlling, snipping. ,nx[allln9 and brae,ng RCTer tt antl folltw the test edition of RCS1 Milian-0 Component Safety Information,by TPI and WITS)for safety practices prior ,/... r TC DL 10.0 PSF DATE 12/23/15 o performing these fyn[tmMs, otails shall era temporary braaing Per WCSI• Unless,w[ca etntrw,se, '4i 14B9� t provide c chord hall haw properly attached structural sheathing and bottom chord shall have a ptrlY ached rigid...Ina. Locations shown f enc lac restraint a a salol nava bracing P installed per TICS1 Q. r. BC DL 10.0 PSF DRW CA0587175 15357098 A Lr l N E coin ai n 010, as ted othe^ Ape. Ry plafer to'dor each faceofcru tato tions this I`IJ JI1`f'f the Joint Details. loss noted otherwise. Refer tlrawings 1.60A-Z Per standard plate positions. �e and ' Alpon•.y fro lar of ITIN Building t uss in Group Inc.snarl not be rOr for hit for any deviation from c "'` BC LL 0.0 PSF CA-ENG PBC/CWC dnstal 1. ion fail.,.tg build the s conformance with ANSI/TPI�.Or far hentlling, snipping, s e:�. h AN ITW COMPANY instal lotion&Draa;rg of tr,.ytet. legs`"` -, v. TOT.LD. 45.0 PSF SEQN— 245025 A seel on tills drawing or op.,.r page listing this dr.oi,g, Indlon0...nmptsn..or professional engineering ' 4 PCC 7.10� 044 responelelllty solely for the design shown. T e.vltabrtIty end.es or sol.drawing ref-any o[,[st0r.rs the . 8351 RmNW Circle e..rae lbllrty of 00*Wul ldlmg Designer qr ANSI/TPI T S..s, �P/ R►y� /�`�,t�1'! 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""' GaaaC:44 P KKr uwwX ,K'WK krr,Y T 7.'qT �rNr "7'7'77,7,7'5' rK "+Y =4. " '"— AA YYF AA rr :' "'- aaa ,�.� ,..,I m 4K't a .c _ YY[ •O„+++, m O, M«0.1'1+ iTart + K•G>:+ «m :-.svfw t+«8Km« 7. ,SKoK,1. KKK- 'tl.['[w + KKKw ooOYmuu u D:,00,po..ou� p2 Y'rrNo000u�W Ei O�uNWwVw 8' dD d:"uw g'Iy QO^OK27[ Oae:-:o^ at -'11= e=^� •y 1 :�5.8-'o'p:p-, :y_ ; '^O"..ne* ^u S sq - i mt 4"4 ^ liEE .u. rt u •w pu:u-' ^K83 O# 2+al+ T.7,-. :-, TO ,w-,:".r==0 r-':.TT r..7.....--' ,...uu Vs.. & sR4e,.-. . §.-.8 n §V-. .-8.-.84i 888s� SM $x gg - (1115063--FREDFEST -B2IRNHAM-ASN, BLDG #2 -- 12770 SW Ash Ave " - A4) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 32.83 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT Il, EXP B, wind TC DL=6.0 psf, wind BC D1=6.0 Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: psf. :W6, W7 2x4 HF Std/Stud: x Special loads End verticals exposed to wind pressure. Deflection meets 1/180 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) criteria for flexible wall coverings. ,f TC- From 118 Of at 0.46 to 70 plf at 5.57 (a) Continuous lateral restraint equally spaced on member. �,..._/ IC- From 70 pif at 5.57 to 70 plf at 9.76 TC- From 70 plf at 9.76 to 118 plf at 15.58 Deflection meets L/360 live and L/240 total load. Creep increase BC- From 20 plf at 0.00 to 20 plf at 15.58 factor for dead load is 1.50. Wind loads and reactions based on MWFRS with additional C&C member Snow loading based on an unobstructed roof. Complete drainage design. required. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. W1 0.38 1.5X4 III 4-6-0 4 3X5= 3X7= 5X5= -01 j4 W6 W7 2-0-13 4X5= 3X5= -- 131-0-0 3X7 III 6X6= "1 4-1-12 5-0-5 5-6-6 1"12 4-10-9 5-0-5 5-8-2 I15-7-0 Over 2 Supports ,- R=793 U=293 W=5.5" RL=203/-226 R=840 U=304 W=5.5" Design Crit: CUSTOM/TPI-2007(STD) PIT TYP. Wave FT/RT=296(0%)/4(0) 15.02.00. .vrTY:5 OR/-/1/1/-/R/- Scale =.5"/Ft. TINS&Components of Oregon 1503)357-2118 •VARNINGIwa REM AND MUDS Au morns ea THIS DRAWING! TC LL 25, PSF 825 N 4th Ave.Cornelius OR 97113 ../ TAKTww FURNISH ISH THIS DRAWING TO ALL CONTRACTORS INCLCDINB HE INBTALLEA$. j� REF R7175- 3118 Trusses require estreme care In fabricating. handling,shipping installing end bracing.Serer to end follow 4` ON the West edition of BCsl (Building Component Safety Information.by Irl an DTCA) for safety practices prior 1 0.0 PSF 12/23/15 to performing these f"nations.tInstallers shall provide temporary',racing par DOST. Unless noted otherwise. 1 46 5 9 9 y TC DI DATE op chord shall have properly attached structural sheathing and bottom chord snail have a properly attached f rigid ceiling =orations shown for permanent lateral restraint of webs shall have bracing installed par SCSI 1 0.0 PSF ,4 Sections Ba.81 or B11o. as applible.wApply plates t n race of truss tand position as shownaboveand bon Y BC DL DRW CAUSR7175 15357017 L�DJ E the Joint Details. less noted otherwise. Refer o drawings 160A-2 for endard plata positions_ Alpine, alvision or ITN Building Components Group Inc.shell lot be responsible for any deviation from this BC LL 0.0 PSF CA-ENG PBC/CWC drawing,any failure to build the[ conformance with ANSI/TPI 1.or far Fondling.shipple AN ITW COMVANY inert, etion A bracing of tresses truss'" '' ri 0 ;" TOT.LD.LD. 45.0 PSF SE . A seal on this drawling or savor pogo listing this dr.wI g. Indicate.ads peahp.of eratasslggl engineering 4'�JAC,1e.‘11 IVO QN- 244740 rwaponsiel lett'solely for the design sham. The sultdellity and new of this drool,,for any strutter.I.ohs s / 051 Ravens Circle rsepeMlbl I lty of the Building b..lgner per AM$1/ipl 1 Be..2. /VVY.CC{A- � OUR.FAC. 1.15 Sacramento.CA 95A28 der more Information a tills job's general notes page and these web sites: NK SPACING 24.0" J REF- 1 VMO7 1 75203 ALPINE:wmw.alpinelcw.can:TPI:Ir w.tplirst.org:MA:ww12-39 1 5.sbcindustry,cael; ICC:www..vs,orw.nrg EXP. N1'BmwVmmauN.on ';' ;",Aa m9w00,�VTV.TWn 'To' r 2 n',m.-;. 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Aommmm4nlmomO m9WOmommmm0momomomoOno000 _ 000O O °_ I „,,,,00,,._T , OOOoHpOOONoAO^"DOOOOe ^' 0000c^^p^Qi Oppga00 00 ' „OO N , Owo0 'il ,NNL82g447jmfl8 VN+NAWNZ'o4OO NNNWmt4.4,7;mn ==2,t2- 17;14n avemNVViN6 .ymro-4.iWAmOrfRB"o ~ Mair N46s0044r4 A ssrf ar''r rrf fra mr 'tlalfrarar a'itlr'WZ,,;D:k',' u Ro aonnm. oovm0mu8.1uomuKNo,ma9yo, _ aooCwmom0oOim �. 1. 000 41o mo0 .. p; mv :7T-r.r-r57:77 gr4Cr^rKrTc 8 r5rV-,rTT 8 rK mpK ' "TTL-„1 ' [ S xI4ur[ 1L-„I u. 1 . ci .a, Nuw1m.u — Iw14. ,:- OO ' WumrbNm2O!, u 2- ''.2.:'"N -2. .2..: 4., N- my _ ; ,t,,-4g6.2:,7, C, m _ O�.-mm _ri -m.!n-r.0� 2 .im—,4u.mo^o2L^_.. ^. _ ZiaouuX �^O .-7. 493 ^ �- s .-i � 2_$s 22-gap rXsg$ � s � '_§ 3� . . = slsso.s _ ssssWss _ u; 5zuu 1 s 5. 0115053--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A5) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS s DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 32.98 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT II, EXP B, wind IC DL=6,0 psf, wind BC OL--6.07....-D, r Webs 2x4 OF-L #2 :W1 2x6 DF-L #2: psf. :W10, W11 2x4 HF Std/Stud: End verticals exposed to wind pressure. Deflection meets L/180 Special loads criteria for flexible wall coverings. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) IC- From 118 plf at 0.46 to 70 plf at 5.57 Calculated horizontal deflection is 0.16" due to live load and 0.15" IC- From 70 plf at 5.57 to 70 plf at 18.44 due to dead load. TC- From 70 plf at 18.44 to 118 plf at 24.78 BC- From 20 plf at 0.00 to 20 plf at 9.76 (a) Continuous lateral restraint equally spaced on member. BC- From 20 plf at 9.76 to 20 plf at 24.78 Wind loads and reactions based on MWFRS with additional C&C member factortiofor deadsloadfi0 isl1.5Oand 1/240 total load. Creep increase design. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. • SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 1 W1 3X5=°.37 — 3X5= 3X10= 1.5X4 III 4-6-0 5X7- 3X5= 3X5= _ —7E - r- -1 - 3. -. 1-F1 W10 W11 2-4-5 3X10= -- ----" +31-0 0 3X7 III HO51 O= 3X5= 3X5= 8X8= 8"14 _1 4-1-12 y 5-0-5 }L 5-0-5 5-0-5 1•'12 4-10-3 5-0-5 I 5_0_5 u 4-8-1 5-0-5 4-9-13 24-9-6 Over 2 Supports rJ R=1208 U=440 W=5.5" R=1265 U=4156 W=5.5" RL=227/-230 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gau.e HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. 1 _ �TY:5 OR/-/1/1/-/R/ Scale =.3125"/Ft. Truss Components of Oregon 563 357-?I I8 '*sARNI RNi N Apo NG TO ALL NOTES RA gM S IN LUDING 1 TC LL 25.0 PSF Nr 825 N 4th Ave,Cotnehus OR 97113 ...IMPORTANT** 1IN1151 THIS DRAWING TO All wglleaclogs INCLUDING me INSTALLERS. C7 REF 87175— 31 19 erlaie sxretll cleneefrlN:g lc Builtllre in fahCocating,nantllyn9• shipping. lnxtallirg ane bracing.Refer to and roll. �, 1 4659 9 n t ng Component safest Io tempo ar by TPI and grCSI for Ins n ted otherwise. Prior $ TC DL 10.0 PSF DATE 12/23/15 to performing than rnnei,ans Installers shell prov,tleoscanpoC temporary treeing per SCSI. broc nlesa noted otherwlsa, r top chord hell hove properly attached s [ural sheathing and bottom chord shell n a Properly attached rigid ceiling Locations sham r pormanont lateral restraint of abbe shelf hove ave Installed per BCSI W0 ,...„,,,E. 0 0 DRW CAUSR7175 15357018 A ��1 1 w clo^B3d B)o, BID.as applicable Apply plates to eachface or trues end position as sham n eyes ala on v. BC DL 1 t/.tJ PSF (llt� JU I t::,::-..::::7. he: t Hotu,ls,--::;.-:::::::-7.--- micas rata:etberw,za Re1or w dre.ingz 160A-2 a ''''''rd plate pbs,t;ms•° BC LL Al pins.a shin of ITw Bulldlag ce,aponmts Erovp inti sh r.aponelble f r anY tlev,tion ram tb •.Tele i 0.0 PSF CA–ENG PBC/CWC any failure to build the truss In conform..with ANSI/TPI 1, or for hontll,rg, h17;:rg. :/ AN ITW COMR&Ny ",°etaIrat,an A bracing of traces, •g Fc.7 1i9%� �v..– TOT.LD. 45.0 PSF SEQN- 244738 • +ege1.on1�i•draelng or sever pig.listing tills drawing. Indicated aseept*ng.of Professional nI,a.ring �_.A ty solely for the d..lgn mean. The suitability and dee of tilts dreading VV '-' I) responsibility of the Buildingng ler a^y structure Is the "- _T`J j�W. ^UA.. LUR.FAC. 1.15 8351 Rove.Circle Designer Per ANSI/111 +3ao.z. Nil YL! Sterammio,CA 93828 For more Inrnr.atlon see tills _ ALPINE:..e.alpinelte.cod:TPI:snr t Job's general notes page and t so aro "' pens°.erg,gTCA:e�e.`.sPcintlustry-'gin, ICC:we.iccsafe,org EXP.12-31-15 SPACING 24.0" JREF- 1VM07175Z03 mmmmaWm-,avDm _Rr A .10_1N:o.emmmawN,OF M:, +di oomWP ,, az _v. N9 m " A mammamaowwmN0mmNNOm! VVmumam� Va; wmbmAN6N � ca mm Wn f 0 0 bµ+�O�000amJmOmm+il pmmNNo80mwma vohamm emmVao 6 w, gpae 7.p a'''.: 0 • : KKu5HK O%o V 2q OOOOoOOY OOOOomOOOOOOOPY u V a22274228+' :8282;,228828227.r p+IO 000 OPO: OOO Oa +"-,- +4nPn"n°""000do0000000OOm unt!te 7.0 pW0m mmWm w AaaaA aAW 1,1555S01-'''-'9'-'9'-49'' w 6';8 d ... 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ZR*mLT. ^ _ i7. -- - OmN, - " 1 !,==01,87.5..7g-,, - j1Z; - 1Ti $ - P F - -51 P H - §Sx-%21s. s- -sMl1/g' '1- - §121-14 '' 212� s-2wx sa �gs §,- §w - s 'tirAtIOLai7:77.5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A5D) Top chord 2x4 HF #2 120 mph wind, 32.98 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 :82 2x4 HF #1&Bet,: anywhere in roof, CAT II, EXP B, wind IC DL=6.0 psf, wind BC DL=6.0 .` Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: psf. :W2, W5, W6, W10, W11, W15, W16, W19 2x4 DF-L #2: :W20 2x4 HF #2: • End verticals exposed to wind pressure. Deflection meets L/180 Special loads criteria for flexible wall coverings. 9 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 118 plf at 0.46 to 70 Of at 5.57 Calculated horizontal deflection is 0.14" due to live load and 0. TC- From 70 plf at 5.57 to 70 plf at 18.44 due to dead load. TC- From 70 plf at 18.44 to 118 plf at 24.78 BC- From 20 plf at 0.00 to 20 plf at 9.76 Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF BC- From 20 plf at 9.76 to 20 plf at 24.78 cladding load one face, and 24.011 span on opposite face. Top chord must not be cut or notched. Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. See DWG GBLLETIN1014 for gable wind bracing requirements. Snow loading based on an unobstructed roof. Complete drainage required. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. Unbalanced snow loads have not been considered. i , , W1 3X5=0'37 — 3X5= 3X10= 4-6-0 3X5= 3X5= 5X7:-=- �._.— I I - -9'— Q � _ I r_ D W20 1 III ' I I W51 .W10 yy11'i f�€ W151 i W19 2-4-5 3X10----- B2 3X7 IIIH0510=— 8X8= 3X5= 8-14 3X5= 1"12 _I.1-11-2_ 2-2-9 1-9-7 3-2-14 2-1-2 2-11-3 5-0-5 -4- 3-3-10 2-8-0 I` 7 2-2-9 1-9-7 -4-0 1-10-14 2-1-2 -4-1 1-7-3 2-4-13 -4-t' -3-• 2-8-7 2-1-6 I'- 24-9-6 Over 2 Supports }1 R=1208 U=498 W=5.5" • R=1265 U=517 W=5.5" RL=231/-229 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(O%)/4(0) 15.02.00. RC1 ;r .TY:1 OR/-/1/1/-/R/- Scale =.3125"/Ft. TmcsComponents ofOrepon (503))357-2118 a•WARNINGI••READ AND Falls.ALL MOMS ON MIS LIMING! 25.0 PSF REF R7175- 3193 825 IV 4th Ave,Cornelius OR 9711:1 "I"Iv°eTA"T" Amiss THIS MAIM 7o ALL WIfItRAara.s I.C4pa1Na TIIE IMSTAIlFAy. `ej� TC LL Trusses require e„t Ane ere In hbricwtng, hnntlling, sh,ppy,g, ,nata,lng a.w bracing. Refer t .ntl fottowI/l'_ the,.tent..hien efrelm (auudmg co.p....,safety i„,,, atlon. by TPI and.rte„rer safety pr,,t,<,.Pr,mr ,C6 14859�rY " TC DL 10.0 PSF DATE 12/23/15 to performing these functions. Installers`chat,provide temporary bracing per BM. unless noted other... nii. top chore.I.n,1 have properly atG 611061 scr tw a!Sheathing and bots..chord shelf have a Properly attach. ' n ,a r,g.d staling. Lacot s snows for permanents latoepll nc raint of webs s have an..nt+ed per heels BC DL PSF DRW CAIJSR7175 15357091 LUFo17 N ae�t,ens R,.h,nr pia,at app,Inaalp. Appy P,ntea to © o ...— the Jo„rc Neta/l,,unless noted :9horwl so Refer,to drawVngs:a A..2 for standard atp positions. Alp^••»d,.inlen of,T.ppila, ,:anmamfn Shell ngt be re BC LL 0.0 PSF CA-ENG PBC/CWC drawing.any failure to build the truss in beaten.me with ANSI/TP,I.or for handling reshipping. - ' — AN ITW COMPANY ants .tion t br.c„g or trunaes ,4) FLt 7, 1q$9 „Sir TOT,LD 45.0 PSF SEAN- 244989 - A...l aw this drwlnp Sr movmr peg.little0 till.drwing. ,ndle.ew eeeeptenom at prat eslenal wpl„wring r.apona,bli lty tai.Iy re/.th....en ehaen. The sahib,Ploy end,see ar this drawls.far Bey structure 1.the E --_ —' es Roma Circle rwPenelall lb of the 11.IId„y Rw,pnar per A/61/'IPI I Seca. /4�W.CA lit• OUR.FAC. 1.15 Sazramm(o,CA'bP2N .ere,nfe,w.t,ota thl„rt.t i IITCA n a Page and t_eo mal,eats.: SPACING 24.0” JREF- 1VM07175Z03 ALPINE:ham,e,Pineitw,e,n;TPI:aw.tpl,gt.ard:NTCA:w.w.sbe,na ry on; ICC,www.,ctsar.,nr9 EXP.12-31-15 �'W„uT 0-0..hA-B”N"2i•Nnm &u$oJWWwoaNm•. ao.am.,.mA11A��mwe.�wroN.. 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Top chord 2x4 DF-L 2400f-2.OE :T2 2x4 HF #2: (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #2 :B2 2x4 DF-L #1&Bet.: degrees Rotational Tolerance, and/or zero Positioning Tolerance. :63 2x4 HF #1&Bet.: Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: 120 mph wind, 33.18 ft mean hgt, ASCE 7-05, CLOSED bldg. Located :W2, W12, W13 2x4 HF #2: anywhere in roof, CAT I1, EXP B, wind TC DL=6,0 psf, wind BC DL=6,0 :Rt Bearing Leg 2x4 HF Std/Stud: psf. �( Special loads (a) Continuous lateral restraint equally spaced on member. ` (Lumber Dur.Fac•=1.15 / Plate Dur.Fac.=1.15) TC- From 118 plf at 0.00 to 70 plf at 6.52 Deflection meets L/360 live and L/240 total load. Creep increase TC- From 70 plf at 6.52 to 70 plf at 14.41 factor for dead load is 1.50. TC- From 70 plf at 14.41 to 70 plf at 24.10 TC- From 70 plf at 24.10 to 118 plf at 30.37 Calculated vertical deflection is 0.61" due to five load and 0.62" due BC- From 20 plf at -0.46 to 20 plf at 5.74 to dead load at X = 19-9-13. BC- From 20 plf at 5.74 to 20 plf at 20.82 BC- From 20 plf at 20,82 to 20 plf at 30.37 Snow loading based on an unobstructed roof. Complete drainage Wind loads and reactions based on MWFRS with additional C&C member required. design. Unbalanced snow loads have not been considered. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. I 4X12(1) 0.37 3X5= 1.5X4111 W1 3X5= - 4X5= 3X5= 4X5= 2X4= 4 6-0 5X14= T2 _ �' - i^= W12 n 2. - r :::..:I:42 7-14 3X7111 H0619= 3X5= B2 3X5= H0510= 5X12= 1.5X4111 5-6-11 + 5-0-5 5-0-5 5-0-5 5-0-5 3-11-5 _j 6-4-1 5-0-5 5-0-5 5-0-5 5-0-5 3-11-5 ` F- 30-9-15 Over 2 Supports >1 R=1501 U=679 W=5.5" RL=194/-197 R=1548 U=706 • Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(O%)/4(0) 15.02.00.1, .- OTY:1 OR/-/1/1/-/R/- Scale =.25"/Ft. Truss Components of Oregon ((503}357-:,118 ammYm itto1 as READ AND FOLLOW AFL NOTES ON THIS atANINOI 825 N 4th Ave,Cornelius OR 97113 ••INpomANr•• FURNISH TNts DAMN To ALL wNrNAeroAs ItKLWtNW THE INSTAp$. ��4�� OF TC LL 25.0 PSF REF R7175- Trusses rogdiro extreme care In fabricating,handling,snipping. installing a,N bracing.Rorer to and follow /,' ,�`'`~ 3120 the latest edition of RCS, (Building Corpemont Safety Information.by TPI end WT[A)for soTety practices prior F ' TC DL 10.0 PSF DATE 1 2/23/1 5 to performing these(Inlet Ions.tInstaller'uohall provide temporary bracing per BCSI. lInlass noted otherwise. �.WI.� 1 4659 9 Hy ,Aiggibh, top rhora shalt have properly a tachod st rural sheoteing and bottom r Ord shall have a properly a tabled ` r rigid tolling. Locations snow.for perms t lateral restraint oT webs shall have bracing,nstaneetper gee BC DL 10.0 PSF DRW CAUSR7175 tions 03 07 or 610.as applicable. Apply plates to each fare or tr and position as shown above and t 15357019 the Jelnt Details unless,meed otherwise. Refer to drawings 160A-T for standard plate Des A ��N� Alpine. n d.vision of ITW eunle+ C o It.onc. ^B ap°.IntEraup Inc sMll n t pa raapon,Ele Tar any day a on tram t !I BC LL 0.0 PSF CA-ENG PBC/CWCdrwai•s anyfailure to build tee truss n conformance with ANSI/IPI 1 or fee handling ehlpp:ng. ,_ ,AN fiW COMPANY ns.lotion A bracing of trusses. V TOT.LD. 45.0 PSF SEQN-moil.on Shia dr ting or sever pogo IIn{IoD til.Wooing. Istituto.Abdapearp•of pnbh..lpn.l anpPwrtnp •' iC 7n 19 0 'C 244744 -- responsibility solely for the oasis,'Meeel. Tis suitability and law of Ohio drarinhg for e"Y etrwetu,m is the 'T V - 8351 RovanaCircle rwelwwylb11ley of Cho Wp11dIop Dealgn.r per ANyI/Ipl 7 Ses.z. ,416, ''..1_ V�� DUR.FAC. 1.15 SBCI'AMOTROXA95828 For more Information se this,len•s general n s pogo and rho web sites p ALPINE:wwm.alplmltw.cm TPI:rnm.tpinst.urg,'TCA.www•sbclnduatry-cam; ICC, www.hcesare.org "'m SPACING 24.0" JREF- 11/M07175203 - EXP.12 33-1 Ell: ryi,ruNNmH- 5:4„1 +OmmNmmaW..,-,,a� �Ia Elf-� muNaNaOmOmmrmNri mW"Nw+.g! ywwWnTmVoo2rt rvomi Wm #" '''''"-1..'""' 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Top chord 2x4 DF-L #1&Bet. :T2 2x4 HF #2: (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: degrees Rotational Tolerance, and/or zero Positioning Tolerance. :B3 2x4 DF-L #2: Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: 120 mph wind, 33.19 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :W2, W12, W13 2x4 HF #2: anywhere in roof, CAT II, EXP B, wind TC DI=6.0 psf, wind BC DL=6.0 --0/ :Rt Bearing Leg 2x4 HF Std/Stud: psf. Special loads (a) Continuous lateral restraint equally spaced on member. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) IC- From 118 plf at 0.00 to 70 plf at 5.97 Deflection meets L/360 live and L/240 total load. Creep increase TC- From 70 plf at 5.97 to 70 plf at 13.87 factor for dead load is 1.50. TC- From 70 plf at 13.87 to 70 plf at 23.56 TC- From 70 plf at 23.56 to 118 plf at 29.82 Calculated vertical deflection is 0.61" due to live load and 0.61" due BC- From 20 plf at -0.46 to 20 plf at 5.19 to dead load at X = 19-9-13. BC- From 20 plf at 5.19 to 20 p!f at 20.27 BC- From 20 off at 20.27 to 20 plf at 29.82 Snow loading based on an unobstructed roof. Complete drainage Wind loads and reactions based on MWFRS with additional C&C member required, design. Unbalanced snow loads have not been considered. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 3X5= 0.37 4X12 I s _ 4X5= 1,5X4 III { ) 4-6-0 wi 3X5= 3X5= 4X5= 12 2X4= 5X12_= _ _.�.. m; _.� q LJ at © W132 9-14 im11-/-2------------- .48),,_._ f = `�� I - W13 es 2-7-14 a0 131-0-0 3X7111 HO615= 3X5= 62 3X5 B3 H0514= 6X10= 1.5X4111 9"1 _I_ 5-0-7 af_ 5-0-5 .1.c5-0-5 5-0-5 5"4 5-0-5 _ 3-11-5 5'9`8 5-0-5 5-0-5 " 5-0-5 ' � 5-0-5 'I 3-11-5 >1!1 I30-3-6 Over 2 Supports ..1-1 R=1466 U=656 W=5.5" RL=192/-196 R=1521 U=695 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00.1 w N. P 1R QTY:1 OR/-/1/1/-/R/- Scale =.25"/Ft. TrussComponentsAve,of Oregon (SO7113-{l 18 •eWARNINcI"'loos Axe rounR ALL NOTES gH THIS DRAWING! .t,� TC LL 25.0 PSF R25 N 4th.Av,Cornelius OR 9711.1 "lip[rARraa SULA t THIS MINING TO ALL CONTRACIONS]NeLggiAS THE INSTALLERS. 5- 3121 Tru reditio ottre.o r.r.In ng Com.tleg Safety I,shipp;ng. y lift l ind and Craning.Refer r ace fol low li t REF R717 top latest edition of nett ns, Itllag�a,pe shall Safety Infaemporar by]PI and RICA, for safety practices prier w 14659 '9 y IC DL 10.0 PSF DATE 12/23/15 to performing ihowe Functions, Ilwta leer^hotllprooleo temporary bracing per BM. Unless noted otherwise. cop chord 11 haveproperty attached str tura choatbing end bottom chord.hall n a properly attached �" r r td...:,:' ,a alar ,o,.;a,own ra porilm t leceral r ra nx bf wet digit ne.,e broc;ng Instal lna par aesl 10.0 PSF DRW 0AUSR7175 15357020 s;479 R7 B O afi appy:::,:. Apply Plate;i stn Peep of truss and positlgn a;shoe„apawe ntl ]/.-'�' BC DL thetJoint Details, leas noted otherwise Rorer to drawings 169A-Z for scandare platy pea A�� D N Alpine. vision of ITW Ru*ding Cwaponencs Group Inc.shall not be responsible for any de ation from tan BC LL 0.0 PSF CA-ENG PBC/CWC drawing,eny failure to build conformance with ANS,/TPI t, 'y ANIrW COMPANY :natal lotion a bracing of tr.,5.aes, r or for handling. shipping. r=:-� A eget an tnra droning or sorer peg.rifling this drawing. indlaates gea.pt.nee ar profession.,engineering 97 fiC'7 19�g Alit TOT.LD. 45.0 PSF SEAN- 244747 responsibility solely far Pt..design sheen. 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I � rr (1115063--FREDTEST —BURNHAM—ASH, BLDG #2 -- 12770 SW Ash Ave , ** THIS nils PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR, A8) Top chord 2x4 DF-L #1&Bet. :72 2x4 HF #2: (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 -- Rot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: degrees Rotational Tolerance, and/or zero Positioning Tolerance. :B3 2x4 OF-L #2: f Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: 120 mph wind, 33.20 ft mean hgt, ASCE 7-05, CLOSED bldg, Located - pC if :W2, W12, W13 2x4 HF #2: anywhere in roof, CAT II, EXP B, wind TC DL=fi.O psf, wind BC DL=6.0 :Rt Bearing Leg 2x4 HF Std/Stud: psf. Special loads Deflection meets L/360 live and L/240 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 1.50. TC- From 118 plf at 0.00 to 70 plf at 6.43 IC- From 70 plf at 6.43 to 70 plf at 13.25 Calculated vertical deflection is 0.56" due to live load and 0.56" due TC- From 70 plf at 13.25 to 70 plf at 22.94 to dead load at X = 19-9-13. TC- From 70 plf at 22.94 to 118 plf at 29.21 BC- From 20 plf at -0.46 to 20 plf at 4.57 Snow loading based on an unobstructed roof. Complete drainage BC- From 20 plf at 4.57 to 20 plf at 19.65 required. BC- From 20 pff at 19.65 to 20 plf at 29.21 Wind loads and reactions based on MWFRS with additional C&C member Unbalanced snow loads have not been considered. design. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 4-6 0 W1 5X10,'---- 4X5= 3X5= 3X5 0.38 4X5— 1.5X4 ill 4X12(2)_ 4X5= = T2 2X4= W1 "' 32-9-14 111 - --- 4.---- 1---------11 1 W13 2-7-14 63 _ RJ +31-0_0 3X7112 6X10= 4X5= 62 3X5 H0514= 6X10= 1.5X4111 B"11 c — 4-5-8 5-0-5 5-0-5 ti 5 2_2 5-0-5 0 5 y-c 5-0-5 5-0-5 3 11-5 5n4 am 5-0-5 5-0-5 5-0-5 '� 3-11-5 29-8-0 Over 2 Supports _1 R=1447 U=657 W=5.5" RL=190/-195 R=1495 U=687 Design Crit: CUSTOM/TP1-2007(STD) PLT TPP. 20 Gauge HS,Wave FT/RT=2%(O%)/4(0) 15.02.00. BAp�rc� TY:1 OR/-/1/1/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-7.118 ••Yens MIMGI••READ P O FOLLOW ROTES ON MIS INNW 825 N 4th Ave,Cornelius OR 9711? "I M" ISN•THIS DRAWING CONTRACTORS INCLgD iw;,,E Trusses require extreme care in fabricating, handling. shopping, install log and bracINSTALLERS. Apo fear co t�� the latest edition of BCSI (Bullaing Component Safety rnformaeien by TPI and WICA) for safety preetIces or., �tl�r R7 to performing these functions. Installers shall provide temporary brecing per BCSI Unless noted otherwise, Imo., - 1 2/23 toy chola shall have properly atcarned structural sheathing dna boccom mora snarl have a p 6 _ 25 0 PSF REF 175 3122 14 59E`�. TC DL 10 0 PSF DATE /15 el„ng �aeatiena dna n far pm nanent lateral a*aralnt of properly attached ALP -e< enw BT s^CS� ppr.e bl , npply F.•� <a e n Foca pF trusRoamnpax,c znotwme laena par 8es1 BC DL 10.0 PSF DRW CAUSR7175 15357021 [I the Joint Octal ls,u noted otherwise. Re o drawings 160A-drawin dove dna on Z Per standard plate positions. Alne.a yl..•%::.-7„9-„==.---- ; �' �, , LrOninfumei Int.,Hall sat be resyenslala f y dt .an rrow ihra .!,-:. BC LL 0.0 PSF CA-ENG PB AN ITW COMPANY ?nseal7leaien A breeing of truadan. ^ee wise ANSVTpI 1,or lar naoal .shipping. V;� PBC/CWC 051 Rama Circle reape"siblIMy solely Toil or I vo I p' I�ltabIlo a. Impost..taro this or .y 1110 eet r».rlrq .9< fair.)•19a9-Q f TOT.LD. 45.0 PSF SEQN- 244750 reepenalbllr leablllty dna taro of Mle drearinp for dry etrueturo Is the J W —_ Sacramento,CA ircle95521 1 See,2. ��JL fit,CN�'� DUR.FAC. 1.15 For mere information a cols Jobs general notes s Page eM those ape.altos: NSC ALPINE= .alpineitw.com.TP1:owww.tprnst.org:MAI rune.bclndustry.em; ICC:mma,lcemare.org EXP.12-31-15 SPACING 24.0” __—__ J REF- 1M/7175203 I-7- ',, m.ImmawN�om'm Et.,;:Z4=omW.,mmawN-''5' "-om' .T .naommw� -”I.t.a A om .. nNwmm".omI mS"NT ,o.m.naomW.n m•.mm-IWw .wwma..ra.oWW'8,--. 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(1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A9) Top chord 2x4 DF-L #1&Bet. :T2 2x4 HF #2: (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 ( (kcit--)/ Bot chord 2x4 HF #1&Bet. :B2 2x4 DF-L #2: degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 •W1 2x6 DF-L #2: :W2, W12, W13 2x4 HF #2: 120 mph wind, 33.21 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind IC DL=6.0 psf, wind BC DL=6.0 psf. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/360 live and L/240 total load. Creep increase TC- From 118 plf at 0.00 to 70 plf at 6.48 factor for dead load is 1.50. TC- From 70 plf at 6.48 to 70 plf at 12.64 IC- From 70 plf at 12.64 to 70 plf at 22.33 Calculated vertical deflection is 0.51" due to live load and 0.51" due TC- From 70 plf at 22.33 to 118 plf at 28.59 to dead load at X = 19-9-13. BC- From 20 plf at -0.46 to 20 plf at 3.96 BC- From 20 plf at 3.96 to 20 plf at 19.04 Snow loading based on an unobstructed roof. Complete drainage BC- From 20 pif at 19.04 to 20 plf at 28.59 required. Wind loads and reactions based on MWFRS with additional C&C member Unbalanced snow loads have not been considered. design. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. -r-• - 3X5 W1 4X5= 0.37 - 4X5= 3X5= 4X5= 1.5X4111 4X12{t 2X4= 4-6-0 6X8= 12 _ �I gh _432-9-14 0 W2_.. _I � i' l- W1 W13 2-7-14 3X12= 4X5= 3X5= 82 3X7111 5X10= 6X10= 1.5X4111 8"4 5"4 _t_. 3-10-8 >F! 5-0-5 }Ic 5-0-5 ,,, 5-0-5 :(< 5-0-5 3-11-5 r 4-6-12 5-0-5 5-0-5 5-0-5 t 5-0-5 I 3-11-5 >lwf -I 29-0-10 Over 2 Supports R=1420 U=647 W=5.5" R=1468 U=677 RL=188/-193 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.02.00. s1pRp1e TY:1 OR/-/1/1/-/R/- Scale =.25"/Ft. _ True Components of Oregon 503)357.2118 •'WARN ING!"Pm AND FOLLOT AU_NOTES ON THIS Divot=I '�*.' RQ TC LL 8z5 N 4t15 Ave,Cornelius OR 97113 "11PONtANr• FIADISN THIS DRAWING TO ALL CONIRACTOBS INCLUDING TN INSTALLERS. �C, ' 25.0 PSF REF 87175- 3123 Trusses require extreme care,n fabricating.handling,shipping. Installing and bracing.Refer to and fellow �� -, �`t I� '[' e iiwet edition or BCS1 (Building Component Safety Inferna 1.,by FPI and DTCA)for safety erect cos Prier ,4659 • TC DL 10.0 PSF DATE 12/23/15 to performing those Functions Installers shall pm:1,de temporary bracing per r BCS1. Unless noted otherwise. { top sherd shall have properly attached structural sheathing and bottom c Isbell have a properly attach'' 0.0 PSF urged tailng, L°-'. i=es�sewn for pormanenb l terel r'atralnaG oTesocs cnsrl nava b lg lain',"71-SCSI pt,000"- BC DL 1 DRW CAUSR7175 15357022 ,a ri i� `r,N E ens 91e 87si�B4O. pplicabte. 0.PPIY➢lakes to eacm f ce f ru t^d yosit ev�i anti bnyTr nd on Y _ A iI I�^�JIIIVItI na eiec Rata,lIs. nlaaIs hetes ata.,aa. AeT'r to'Tewin ,coA- BC LL 0.0 PSF CA-ENG PBC/CWC IJ gs Z for s ander'pl t ti - Atpin.,a i or Ibu&ii he t eesp to con Green int.'heli not na responsible 1 y a Ria CM1is f-� e drawing.10 any failure to Wire The trees in conformanre WIkM1 ANSI/Tel ,, or for handling. Shipping, AN ITW COMDApJ notal lateen A brae',g'f trusses, /� FA b°1 (,�vr TOT.LD. 45.0 PSF SEQN-seal en!ht.Browing er cover page listing Leis Browing. Indica*..eespe.nee of pret0eelonel engineering e ' r•7.1� Q, 244753 ,esponsibi l ity solely for the Aestgn sheen. 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Top chord 2x4 DF-L #1&Bet. 'T2 2x4 HF #2: (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 HF #1&Bet, :62 2x4 DF-L #2: plot details for special positioning requirements. Webs 2x4 :HF Standard or HF Stud: :W1 2x6 DF-L #2: 120 mph wind, 33.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Special loads anywhere in roof, CAT II, EXP 8, wind TC DL=6.0 psf, wind BC DL=6,0 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) psf. TC- From 118 pif at 0.00 to 70 pif at 6.42 TC- From 70 pif at 6.42 to 70 pif at 12.34 End verticals exposed to wind pressure. Deflection meets L/180. 1/4.....—,.."/ TC- From 70 pif at 12.34 to 70 pif at 22.03 TC- From 70 pif at 22.03 to 118 plf at 28.29 Truss designed to support 1-0-0 top chord outlookers and cladding toad BC- From 20 pif at -0.46 to 20 pif at 3.66 not to exceed 3.00 PSF one face and 24.0" span opposite face. Top BC- From 20 pif at 3.66 to 20 pif at 18.74 chord must not be cut or notched. BC- From 20 plf at 18.74 to 20 plf at 28.29 Wind loads and reactions based on MWFRS with additional C&C member See DWG G$LLETIN1014 for gable wind bracing requirements. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Snow loading based on an unobstructed roof. Complete drainage required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. Unbalanced snow loads have not been considered, 4X4= 3X4 III a 6 o W11 4X4- 0.37 -- 3X4= T2 I T I — - n D - 1° fl o o �a i . 1 III 3X4 III 1 1 1 2-7-14 r /7 7/////////7///////////////7777/7/////7////77/73X4 MB . . :2 / ///////I ® 31-0-0 3X6(R) Ili 2X6111 Ic 2-2-8-1_ 26-6-8 28-9-0 Fc 28-9-0 Over Continuous Support al R=99 PLF U=46 PLF W=28-9-0 RL=10/-9 PLF Note: All Plates Are 1,5X4 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.02.00.0: _1: QTY:1 OR/-/1/1/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 **WARNINGI"WAD an FOLLOW ALL ROTES BN THIS COMM! 4�tf. tip TC �L 25.0 PSF REF R717S- 3124 825 N 41h Ave,Cornelius OR 97113 '{MPekrlNt • FURNISH This Dimino Tg ALL mammon mamma TME INSTALLERS. TrasalK regdlyd esermr�re In r.br,eae,ng,Handling, xh•pp,.y, inat.,nng ana ar.eLg,Re rer co ana ml:w J•� Ino,.race edition of NC51 (Building Component Snfety Infarmatlon, by 72,1 and RIGA) for safety practicos prior ,5:/ TC DL 10.0 PSF DATE 12/23/15 to pchord ingshe l ese have attached structural erers tura provide temporarydPo era r all dueapr nerdy attache se, .5I 14659 'Q _.._ lop error snail Haw unctions a Instal err to a adeltg and aattomocnorp shall n e Unless actor, attached,411116 n rigid coiling Lac t ns shown f ...anent latero) restraint f wane l have bracing Installedtt r DCSI r f{ , sections B3. B]pm-610,as applicable. Apply plates to wch face of trim.and Pa A I( 1 ch.Joint Recalls.unless otherwise. Hafer drawings 160A-2 for ed plate gu xtIon.dove an �7L2 ,]/f..a� BC IL 0 0 PSF CAOSR7l7S 15357909 I( BC DL 10 O P5F DRW IG�..N , Hood " ...deed plata dos ldtVons. ,w... . Alp nog a.„ ,_ n of ITR Building Coo onpnts Group loot shall be reanonelnae for any d ration fCA-ENG PBC/CWC AN ITYV COMAAiJY drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, rem c is d' -g .I la[lon 6 dram ng of Ira era — TOT,LD. 45.0 PSF SEQN- 4272 REV A awl an this drawing or eeydr pogo listing this drawing, am{lathe wdaptane.of yroM.lm,.l*Mt...leg 4,7 r.span.lall l ey acidly tor the design show. 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SmS0 9 0" SmS 0 0 0 05L,8 4, 11p SAm mA A'Sa'mNVJ 61l �LmNVVJmAu u A6641• .041Oap l-O-•a•••0n0• -9.4.11400.041.41-!.4b a•aaa •a604e44111 ' ;a A p p w a m s m ''x m+� u A a a w m w u +N+ u u u : ::a 'Ain'Pr8 i:.'aa:e!!!:$S iAAAAmPm m8� o>w.waor�!!!'18 !V!!: ar.7.+..888.-... v ar P m Vii"-.7767'''.7.7�ti �.. �y�+r rr7�N$ Hk.e ri"o .e�Kw ��KL. N96 45c6L'L'1 o .W.,o� woou Y'i.wy W"�� (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A10) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS d DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #1&Bet, :82 2x4 HF #2: degrees Rotational Tolerance, and/or zero Positioning Tolerance. ' Webs 2x4 DF-L #2 •W1 2x6 DF-L #2: :W2, W12, W13 2x4 HF #2: 120 mph wind, 33.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located -1, :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT 11, EXP B, wind IC DL=6.0 psf, wind BC DL=d 0ip41: T psf. Special loadsI . •.� (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/360 live and L/240 total load. Creep increase\ TC- From 118 plf at 0.00 to 70 plf at 5.94 factor for dead load is 1.50. TC- From 70 plf at 5.94 to 70 plf at 12.02 ._, TC- From 70 plf at 12.02 to 70 plf at 21.71 Calculated vertical deflection is 0.5111 due to live load and 0.51" due IC- From 70 plf at 21.71 to 118 plf at 27.98 to dead load at X = 19-9-13. BC- From 20 plf at -0.46 to 20 plf at 3.35 BC- From 20 plf at 3.35 to 20 plf at 18.43 Snow loading based on an unobstructed roof. Complete drainage BC- From 20 plf at 18.43 to 20 plf at 27.98 required. Wind loads and reactions based on MWFRS with additional C&C member Unbalanced snow loads have not been considered. design. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 1 3X5= 4X12(1)= I 0,37 1.5X4111 4-6-Q W1 6X8------ 4X5= - 3X5= 3X5= 4X5-- . 2X4= T Wit la - 32-9-14 1 �.� _ ,a------------ : • V` -1 - 1 W13 2-7-14 g, B2__ - ' L 31-0-0 3X7 411 3X12= 4X5= 3X5= 6X8-= 6X10= 1.5X4 ill 7"14 S,.g 3-3-8 5-0-5 5-0-54. 3-11-5 u 5-0-5 5-0-5 3-11-6 5-0-5 '� 5-0-5 5-0-5 5-0-5 3-11-5 5.4 al28-5-4 Over 2 Supports R=1382 1J=624 W=5.5" R=1438 U=664 RL=186/-192 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=296(0%)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- 1mssComponents of(h'egon 50';57-?116 IaGt"READ AlmpouaALL ImIE5l1N MIS DRAWING! 11 0 Scale =.25"/Ft. 825 N 4th Ave,Cornelis OR 97113 "wormer.. ISN TNu WADING To ALL CONTRACRNIR INCLUDING 711E INSTALLERS, TC LL 25.0 PSF REF R7175- 3125 Trusses r afire extreme care in fabricating,handling, sh ppmng, installing and bracing.Refer to and follow the latest edition of BGSI (Building Component Safety 1nfornatlun,by TPI. ARCA)for safety practice.prior /.Es TC DL 10.0 PSF DATE 12/23/15 ..performing these Tensions. Installerrs shall provide temporary bracing Dor gest. Unlessied otherwise. v�- 1 4Ej5g�-T BC _._ top chard shall have properly attached structural s eathmng and bottom chord shall have a properly attached , r DL rigid ceiling Locations shown for permanent lateral restraint ofwebs.hall have bracing installed per Bcesn _ 10.0 PSF DRW CAUSR7175 15357023 ,4 rrryryry sections Bg, BT r Bio,a pp Icable. Apply plates to u f t d pneitlen a shownabove and II the Joint Details,unlesssnnted otherwise. Refer o drawingsf160A-Z fors standard plate positions, x II PONE Alpin,a division of ITA Building Components Group trio,snail not be responsible far any deviation from this BC LL 0.0 PSF CA-ENG PBC/CWC drawing.any failure to build the t onforwance with ANSUTPI l orpfer handling, shipping, - B. AN ITW COWAN,' installation A Orating of t.....s, cuss In c e . .� A aaat on this drawing or cover page listing til.drawing. Indicate•*montane*of prsMelmnel engineering At 419 vv' TOT.LD. 45.0 PSF SEQN- 244760 responsibility felly ler the design sheen. The suitability and pea or this drawing for any structure I.to. .f�/ 7.�9 Qt4. - - 1051 Rovana Circle r..pammslbillfy of a,.Building Designer per NltIflPI 1 s.g,2. '' 1AMWr 0�A@., DUR.FAC. 1.15 SammmO CA950t Dor amara Informaelmn so.this Job's general notes pose end these web sites: SPACING /� -- ALPINe:ww.alpineltw.cw: TPI;wwa.tptnst.org:ARCA:w,m.sbclndwtry.com: ICI:www_Icesafe.erg ss -y- ��.I SPAC I NG 24.0" JREF- 1 VMO7 1 7 5203 EXR," 7 1-5 P\\' OA! ^ 741.1! . ilEE oo ss 7 o!J1 .!me:IrWrmA eer$omPs uOO7 : k_uTTJuwTl onuyr?rmrlss 7 IFF: o.oi gi 471.?.ruE'•"I v�rya^ ! " ! h"mo � �� m�o � ��o � h_ ' � o "' : n e.rv _ ^ Jb^T NT ` ^ ,,,, : TTT $ MTT ! ^ nyyTT ' $. 611 2 ' .: Tis,a,i zu.: y,TM T,. 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Nm,d~mn 2Nu,mOmO2rvmbOmn>-�rmm�mN2'mvNQ0mm2 mM83083832 83 h J h,, n.• 1F.-.4272. anUm JnZZ'-" 777^N" m778a A:.:4. + Er I . rr r , rr r r „ r . , 8r , m.,,-7,--,-,-,7,7-gMm•mmmMmM = N^ ^mhbmbp.pt7n;: 2b.M 2rOO� 0 MrOOY m.m..1'. 74.q- • CO � i1-NNN' mmy2^ N,2.M 2'4' .. X 8383 ^o.. NNNNrOmngMYM<oN - ommY. 7 ,;, C pOrNMvmmhmmOM4^mnNNNN¢P1u w2m0m'mOn - =ryNN .u�gInWNMbhNNX, ¢ N__-___ (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SSR Ash Ave . .e - All) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 •W1 2x6 DF-L #2: :W2, W12, W13 2x4 HF #2: 120 mph wind, 33.23 ft mean hgt, ASCE 7-05, CLOSED bldg, Located t .1 :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 Special toads psf. ,.__ (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Left end vertical exposed to wind pressure. Deflection meets L/180 TC- From 118 plf at 0.00 to 70 plf at 5.54 criteria for flexible wall coverings. IC- From 70 pif at 5.54 to 70 plf at 11.41 TC- From 70 pif at 11.41 to 70 plf at 21.10 Deflection meets L/360 live and L/240 total load. Creep increase TC- From 70 pif at 21.10 to 118 plf at 27.36 factor for dead load is 1.50. BC- From 20 plf at -0.46 to 20 pif at 2.73 BC- From 20 plf at 2.73 to 20 plf at 17.81 Snow loading based on an unobstructed roof. Complete drainage BC- From 20 pif at 17.81 to 20 plf at 27.36 required. Wind loads and reactions based on MWFRS with additional C&C member Unbalanced snow loads have not been considered. design. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 3X5= 0.38 1.5X4 III 4X12(1)= 4-6-0 W1, 6X8= 4X5- - 3X5= 3X5= 4X5= 2X4= �� - 'g000W12 w 401_22-9-14 W2 I + W13 2-7-14 NIA -1 4_31-0-0 3X711{ 4X8= 4X5= 3X5= 6X8= 6X10= 1.5X4 HI 7"8 5"4 2-8-8 5-0-5 5-0-5 5-0-5 5-0-5 3-11-5 ` 3-4-0 5-0-5 5-0-5 5-0-5 5-0-5 3-11-5 I- 27-9-14 Over 2 Supports R=1346 U=605 W=5.5" RL=184/-191 R=1409 U=652 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- Scale =.25"/Ft. Truss Components O of regon 503)357-2118 ••*ARMING!••READ Ain M UDN ALL NOTES ON This pennucl Qp R25 iv 4 tf i Ave, rems OR 971 l3 '•'SANE•' FINNISH//HS DAM AO To ALL COMfRACTORS nhfulphNs/HE INSTALLERS. ,[Op e TC LL 25.0 PSF REF R71 75- 3126 Trusses r n fabricating.handling,shipping, installing and bracing.Refer to and follow `he test edition oorrRCsie(Building Cemponont Serer,Information,by Tnl any MCA)for safety practices p ' TC DL 10.0 PSF DATE 12/23/15 op performing thee.(unctions tlnstaelorf shall provide temporary bracing per BCSI. Ainiess noted otherwise CC 1 rn 46 um�', co chorda shall have properly attached s urtteral sheathing and bottom'chord shall N properly attached �r rigid ceiling, Locations how,for r lateral restraint of b shall have bracingInstalled per AcSI s BC DL 10.0 PSF DRW CAUSR717s ALM A ,E sections s oted,other. plates lie each race.r(nose and rd plate as anion aneva and on 1 b35702a I\VI the JointDetails,unless nootherwise. Rorer t drawings 1spA-2 antler.plete pos,clons. Alpine a division or ITA gadding Components Group Inc shall not be responsible far any deviation f BC LL 0.0 PSF CA-ENG PBC/CWC drawing,any failure t wild the truss In conformance with MSI/TPI 1. or Tor handling, shipping, from this e. AN rfw COMPANY a b _ nstallati�n A brae of trpaaea. TOT.LD. 45.0 PSF SEQN- 244763 ArOM!on this drawing.r ewer P.O.I lstIna chim drank,. endio.tea acceptance of prbfasapaM,engineer roe A/ !Et.1. S ....z.,', ry solely for tale demean Shoim. no auIt.bl Icy had ume of ties drweny for any strvawre es vie 741.'141/1.. n I QUA _... r..pmn.e bili of tale.IwhldlY� �_ A�•., DUR.FAC. 1.15 A7$E ROfgna(lnfle ey ng°Wendy per ANSt/TPI I Sec.2. 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(1115063--FREOTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - Al2) Top chord 2x4 HF #2 The maximum horizontal reaction is 2499# Bot chord 2x4 HF #1&Bet. :82 2x4 HF #2: Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 :W2, W6 2x4 DF-L Std/Stud: :W6, W7, W9, W10 2x4 HF Std/Stud: degrees Rotational Tolerance, and/or zero Positioning Tolerance. ,`'1 :W14, W15 2x4 HF #2: • :Rt Bearing Leg 2x4 HF Std/Stud: 120 mph wind, 33.24 ft mean hgt, ASCE 7-05, CLOSED bldg. Located p. anywhere in roof, CAT II, EXP B, wind TC DL.=6.0 psf, wind BC DL=6.t d� Special loads psf. (Lumber Dur.Fac.=1,15 / Plate Dur.Fac.=1.15) P IC- From 118 plf at 0.00 to 70 pIf at 5.20 Left end vertical exposed to wind pressure. Deflection meets 1/180 TC- From 70 plf at 5.20 to 70 plf at 10.79 criteria for flexible wall coverings. IC- From 70 plf at 10.79 to 70 plf at 20.48 IC- From 70 plf at 20.48 to 118 plf at 26.75 Calculated horizontal deflection is 0.14" due to live load and 0.14" BC- From 20 plf at -0.46 to 20 plf at 2.12 due to dead load. BC- From 20 plf at 2.12 to 20 pIf at 17.20 BC- From 20 plf at 17.20 to 20 plf at 26.75 Deflection meets L/360 live and 1/240 total load. Creep increase factor for dead load is 1.50, Wind loads and reactions based on MWFRS with additional C&C member design. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 4X12(I)Er. i 0.38 _ 6X10= 6X8 1.5X4111 2X4= i:° W1` 5X7-3X7= 3X5= 3X5=G • 17. 111111H15IW2 _ I Ws W7:: 7----"------Ill mi-W8 _. ow 0 l 31-0-0 3X7111 5X7= 3X7= 3X5= 5X7= 6X8= 62 4X12- 1.5X4111 7"2 • 5.,4 L..1_2-1-8 IK 5-0-5 > c 3-9-12 1;1 -9-Q 4-5-15 + 5-0-5 >< 3-11-5 2-8-10 1 5-0-5 3-9-12 1-9- 4-5-15 5-0-5 3-11-5 4 • • I 27-2-8 Over 2 Supports R=1311 U=586 W=5.5" R=1381 U=640 Rh=2499/-2499 RL=2903/-2903 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(046)/4(0) 15.02.00.1` .o '`.0 QTY:1 OR/-/1/1/-/R/- : Scale =.25"/Ft. Truss Components ofOregon (503)357-2118 ”WARNING V"READ AND FOLLOW ALL NOTES ON THIS OwwINEI 4r R R25 N 4th Ave,Cornelius OR 97i 13 ^INroaTANTmm FURNISH THIN**!WING TT/ALL caNTRAet*ns INCLUDING THE INSTALLERS, rt F TC LL 25.0 PSF ' REF R7175- 3127 Trucses require est raw era.n faar.pting.handl.ng zn.pp[ng. �nnralling amu praninB•*afar[p and cellon cM,.cast ed,r.lon or BCSI (Boild,.g Cowpape,.t safmt Infernat,.a•by TPI and eeA]Ter safety prace,cns pr,or y le,.-' • 14559 TC DL 10.0 PSF DATE 12/23/15 to performing those.functions.t ached of ntora sheathing and bo tOn chord par al l e Rev noted attached �.1, top chord shall have properly attached stryeturel sheathing end item chord atoll Nov.a properly attached r Leeetmza.hewn roc perm. t 1 t tr.me of wam an.,,b n.cooing,natal,adtpnr Bcsr BC DL 10.0 PSF DRW CAUSR717S 15357025 ALPINE secC,ns 89 Bl B4O, s applicable, Apply p[atosto oathfaceof trussand position as sheen above on G trio.lain Details•unless noted otherwise. Refer co drawings,g1A 2 for standard plata pos,c,ans. BC LL 0.0 PSF CA-EN PBC/CWIi Alpin,a division of In Building Components Croup Inc.shallnot bo responsible f any deviation from this f_,`R drawing.any failure t6 f tru ten truss in conformance with ANsf/TPI r, or ter handling. shipping. n 0(' : TOT.LD. 45.0 PSF .SEAN- 244980 AN fTW COMn4NY installation 6 bracing 6f trusses. C A tool oo Ohio drool,*or...or pogo Ilton*this drool,*. IWla to&omeop0.no•of prof...1mM.11ln..rIng 9/ �.7,IS Q r sponsl.111ty nobly f tlio elsig..ane.,., TM Sultabll,ty and e..of thio droning for arty.truoture IC the ].a - 1351 RomaCircle r.apo.slbIIlam of V.wilding D..l*p.r per ANSI/TPI 1506.2. •'4N CHa�." OUR.FAC. 1.15 and those web sites: Sacramertto.CA SSK2R For arm-.information,aa this st.or general aataa gaga SPACING 24.0" iJ REF- 1 VMO7 1 75203 ALPINE:www.sip,nel tw.c.wl:TN:www_tpinst.era:NrCA:ww,spnlnaustry.wm: teC:waw.,ocsafe..rg EYP.1 7-91-1 VmmawN+OmmVm1"AwN=8...00.--•On NpmrqaWNN6bm4ma wg4u+,Nu 'ITI' m.uOWT.ommu" n. mPW9mmVmnar.eNamWNAa2P8oWm4m18P-mmg r- ▪ ana00Nioi00mmmm°•PO0V4VV4 <. . . . - . . . P4mW4mma1° .., 0t111-,1;t- 0r"aaONN mmxbO OOfNo409GQMmmmmWmmmOWVpTTTPw'g ;i.0+- mOa"8-'n3 "'"NT'" "' """^"..-.."3 i ^- .7z mwol�' m 81. • NEE•uWWWwW WEwWw wEW a :Ei ' • J d pppp wmbmVmoumummm'2$8J mmmWuomM° - m1.. 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"' •"' a:,� " � a ......, ., s4.441284§ 44,-. e. , s§s§ "' ;§§§ 8 ' m ssm Rsssse 2.1 - gsgs� - 8s884 .. ;Nsse - sssse _ X88884 3 .x V [ALPINE](TPI 2007][Al2][45175/]] [Page 2] -45 PLF a 7.6 to -45 a 7.6 L[y35.5][100%] ___________ [C&C ASCE Wind Lt--][0C 24,001[OF 1.601(54 11 Repetitive Factors Used: No -50 PLF 0 18.9 to -50 0 34.4 L[y=33.63[10011] H 12 PLF a 7.6 to 12 m 10.6[7=38.51( 0%1 ~nom N -SO PLF v 10.6 to -50 a 16.9 L[y=33.1][100%j 12 PLF m 10.6 to 12 v 34.4[y=38,57[ 0%] -50 PLF v 7.6 to -50 m 10.6 L[y=32.97[100%7 8 PLF a 7.2 to 8 m 24.8(y-31.01[100%] e PLF 4 24.8 to 8 m 34.4[y=31.0](1006] 12 PLF m 7.2 to 12 a 34.4[y=28.0]( 011j 1 45 PLF a 7.2 to 45 6 7.2 L[y=35.51[100%1 50 PLF a 7.6 to 50 a 7.8 L[ye35,5][100%] [C55 ASCE Wind Rt--][0C 24.00][0F 1.60][59 1] Repetitive Factors Used: No -50 PLF m 7.6 to -50 m 19.9 L[y=33.11[100%] 12 PLF a 7.6 to 12 v 31.4[y=38.5][ 0%] -52 PLF m 18.9 to -50 m 31.4 L[y=33.5][100%] 12 PLF a 31.4 to 12 m 34.4[y43S.511 0%) -50 PLF m 31.4 to -50 m 34.4 L[y=33.6][100%] 8 PLF m 7,2 to 8 v 24.8[y=31.0][100%] 9 PLF a 24.8 to 8 e 34.4(y=31.07(1000 r, N 12 PLF a 7.2 to 12 m 34.4[y-26.0][ 0X1 -63 PLF a 7.2 to -63 m 7.2 L(y35,5)(100%1 -45 PLF m 7,6 to -450 7.5 L[y=35.5][1009] ____ 1 • 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A13) Top chord 2x4 HF #2 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: :W2 2x4 HF Std/Stud: :W12, W13 2x4 HF #2: 120 mph wind, 33.25 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC 01..=6.0 psf, wind BC DL=6.1' AV5 ' psf. :/ Special toads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Left end vertical exposed to wind pressure. Deflection meets L/180' IC- From 118 plf at 0.00 to 70 plf at 5.34 criteria for flexible wall coverings. IC- From 70 plf at 5.34 to 70 plf at 10.31 TC- From 70 plf at 10.31 to 70 plf at 20.00 Deflection meets L/360 live and 1/240 total load. Creep increase TC- From 70 plf at 20.00 to 118 plf at 26.27 factor for dead load is 1.50. BC- From 20 plf at -0.46 to 20 plf at 1.63 BC- From 20 Of at 1.63 to 20 plf at 16.71 Snow loading based on an unobstructed roof. Complete drainage BC- From 20 plf at 16.71 to 20 plf at 26.27 required. Wind loads and reactions based on MWFRS with additional C&C member Unbalanced snow loads have not been considered. design. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. T 4X12(1)- 4-6-o W1 5X7=5X5= 3X5= 0.37 — 3X5= 3X5= 3X5--=-= 1.5X4111 2X4= m ----.— $ - 32-: 42 ±14 -1 W12 W13 171 _ 82 3X7111 5X7= 5X5= 3X5= 6X8= 4X12= 1.5X4 lit 6"1....LI 7- 5-0-5 5-0-5 5-0-5 5-0-5 3-11-5 5n4 2-2-13 5-0-5 '� 5-0-5 I '5-0-5 5-0-5 3-11-5 ' k26-8-11 Over 2 Supports R=1292 U=581 W=5.5" R=1359 U=632 RL=181/-189 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RTn2%(0%)/4(0) 15.02.00. QTY:3 OR/-/1/1/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 •.WARMINGt"READ MD FOLLOW ACL MES ON MS WANING! <CP 7F TC LL 25.0 PSF - 825 N 4th Ave.Cornelius OR 97113 "ItpDRnwr•' FURNISH ruts DRAMS TO ALL COMMODES 1NnwlFgi THE 1xsTAetEes. eo fi REF R7175- 3128 Trusses reyu.rn..trema c e In rabr.c.T...,M1.71.Ing shipp,. . installing and bracing.Refer to a.follow Me f BC.(SSol Wing Component Safety Information,by Tel a.BTU)for agitate Practic.Pei.r CO 14659 9 TC DL 10.0 PSF DATE 12/23/15 to performingshall functions. (ached ers shall structural ral sheathing eats temporary braten eb9 per SCSI. Unless noted atnarwlsa, Q,. n (� tap rigid coi shall h oa iens el..tfar man re rat restr crud of webs ora shave ha.bbrrac a pinstall. nstal l atper SC 1D.V PJF coiling. I-p,:at mx: . restrain,of shell hams. ally,n p>�ea per SCSI � .r BC DL DRW CAUSR7175 15357026 Ar ^� t nng B;,BT ma.ax applicable. Apply plaice toaw ch fecnaof truss a tl position , shim bovertl �I LU IIsi hji he Joint Doti l.,-mess n tom otnarwlso. 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CO'J WmaolO O;PJOr,y2,pil +J r�r O rr'.'..-.r•-I rJaamr ^ :A JAAANT ...,..-4.4.tlN - . 1111 G - .9 , ,,,.77 ,7e,-, it rr4V r7 T .C.C.c Ie��crc.Cr III ,,Tql rgr,r V ri—ggqCr•�r•.r rrrr� rrrr, oAlAirrrr,7 AArr�r AAaJPPa ..1 I.[Kl�I T'IT.+•[ ..IK.Ei..u .Gmnpn G+. wfluK + .1 .1.'i1[ TTM,.. g .C.CKK.I .[KKKu µ..[KW •TOT•• �I 171.7 �; .'.O+�Luvw:pW i'N.wi10�o`p1 N'N+w.{w.. p OO:u om N.O+uulN.�iW inw flggs W.f i. _2 !1,!3;Nuul a W...y pO. Ww•wi13!:1to ~I ^Goy-m--I= 3 �O7-7,8-1 r--f ;I I_100 ^ ^ C' ^pGr S.4^ I i,21.,:.+.•.°i" 3 28 +r4- 21 1l mCC0,.u^ i Oi xuu .%S S v ^ araC M^ ^ u T.T. = .. .. ."-.T5. 3=ae^H^ aW �a7...`.'_' s I_uuu'-' ^ ss. p you 188” eple8 8gLIL'Ll-§-8 - i§--.;-a-8 - §;88- " X858" RNs - asst- - X§M- " /' " INI THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , W. - A13DP) Top chord 2x4 HF #2 2 COMPLETE TRUSSES REQUIRED 1 2 t Bot chord 2x4 HF #1&Bet. :62 2x4 HF #2: Webs 2x4 HF Std/Stud 'W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min. nails :W3, W4, W5, W6, W7, W8, W9, W12 2x4 DF-L #2: :W13 2x4 HF #2: Top Chord: 1 Row a 7.75" o.c, df^° :W14 2x8 DF-L #2: Bot Chord: 1 Row #12.00" o.c, .,f :Rt Bearing Leg 2x4 HF Std/Stud: Webs : 1 Row e 4" o.c. ‘4,.. PA Use equal spacing between rows and stagger nails Special loads In each row to avoid splitting. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 118 plf at 0.00 to 70 plf at 5.34 (++) - This plate works for both joints covered. TC- From 70 plf at 5.34 to 70 plf at 10.31 TC- From 70 plf at 10.31 to 70 plf at 20.00 (I) - plates so marked were sized using 0% Fabrication Tolerant-071 TC- From 70 plf at 20.00 to 118 plf at 26.27 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 8C- From 20 plf at -0,46 to 20 plf at 1.63 BC- From 20 plf at 1.63 to 20 plf at 16.71 (*") 1 plate(s) require special positioning. Refer to scaled plate BC- From 20 plf at 16.71 to 20 plf at 26.27 plot details for special positioning requirements. TC- 1550.00 lb Conc. Load at 18.93,25.60 120 mph wind, 33.25 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Wind toads and reactions based on MWFRS with additional C&C member anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6,0 design, psf, Left end vertical exposed to wind pressure. Deflection meets L/180 Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF criteria for flexible wall coverings, cladding load one face, and 24.0" span on opposite face. Top chord must not be cut or notched. See DWG GBLLETIN1014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total toad. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 1.50. 7" - SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 4X5= H0714(1)(++) 4X5- 3X5= 0.37 - 3X5= 35W1 T4-6-0 5X5= _ 1 IQ 01744444.1:11:41:1o,11 D 32-9I:4214 - 1 W3 WS W7 W9 : W1 W1 W14 -7- W44 D f U W6 = W8 ; 1 1 '�r1 1 U P........] _L 62 T 3X7!11 4X5= 4X5= 1.5X4(**) III 5X10= 4X12= 2X4111 3X5= 6"1 „2 L 1-1-7-1 1Y 5-0-5 3IY 5-0-5 k 5-0-5 0-14_1- 2-11-7 3-9-7 �� 2-2-13 5-0-5 5-0-5 ' 5-0-5 5-0-5 3-9-7 I'- 26-8-11 Over 2 Supports i • R=1742 U=822 W=5.5" R=4010 U=2055 RL=186/-188 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- ' Scale =.25"/Ft. Truss Components ofOregon (503)357-2118 ...WARNING'••READ AND sguw ALL pores ON Ails INCLUDING !MALLOWS. �4 TC I L 25.0 PSF REF 87175- 3199 825 N 4th Ave,Cornelius OR 97113 ••1Tµ'1•" FUPN ISN'MIS mAN)gg To ALL egNTRAerma IxcEwlNg Thi Trusses require extreme re in fanrlcatibg,handling. shipping. Installing and bracing.Refer to and faller, j' p fi TC DL 10.0 PSF DATE 12/23/15 the latest edition of SCSI (Ow loins Ccopon ne safety Inferwacfan. by TPI and g1CA)far sarety eracucas prior 14659 to performingha these functions.attached , ural provide temporarydbo tom chs d per have laic,mind otherwise, aye. p Cap herd shall have properly a eNmd s sheathing and porton Nord a properly attached BC DL 1 0.0 PSF rigid ceiling Location shown for permanent lateral reser int of webs shall have bracing Installed per KM DRW CAUSR7175 15357097 )� applicable. Apply places co each face of truss and position as shown above and on ./If' A ^ ' the Joint unless noted otherwise. Refer to drawings TaoA-z Tor standard plate positions. n e BC LL 0.0 PSF CA-ENG PSC/CWC - .w_._yf I `�J Alpine.a division or ITw Building Components creep Inc, span not be responsible for any deviation fres c - drawing. any fehiure to build mile truss In conformance With ARSI/TPI 1.or for handling,shipping, ='-'•t AN ITW COMPANY installation A break, of trusts f1 V TOT.LD. 45.0 PSF SEQN-A wool on We drawing or wryer pogo'Isola.this drawing. Indlaatw.a pLTa.of profminn.l.aglilaarlro OP F0.T 'i +4' 245020 ro.p.n.lbllley aol.ly for oho daslgn shown. The saltabllity and use of this drawing for any otruature Iv the , toQ 8351 Roma Circle rwpanalblIThy of the gill/ding g..Iglw per ANs1/wi 1 s.r.R. /f�4 .gtM�t`� OUR.FAC. 1.15 FROM FP Sxrarngile,CA 95828 ser more ln.ss5;TM:on this Jobs general eros Dasa elle t orb �6 Y SPACING 24.0" JREF- 1Vfi107175203 ALPINE:aWw. p eic._cm:TPI;wvw.tpinse,nfg:gICR:ww.sbclndustry con, ICC GwWw.Iccsafe.orR - EXP 12-R1-15 , [ALPINE]M1 2007](A73DP][45175/1] [Page 1] (TCLL 25.01(7CD4. 10.0][BCOL 10.0718CLL 0.01[00 1.15][0C 24.0][66 2][50FFIT 2,0] [STO.Al9T9.LOA01[OC 24.001[00 1.157[171 2] ==Bearings==[X-Loc1[React][Min Size Req]== Repetitive Factors Used: No [7.671[ 1742][ 43351(0.131 (34.15][ 40101(5.00) 48 PLF 0 8.1 to 0 C.13.5[y=38.5311005] 11!---4 b 0 PLF 0 28.1 to 28 0 8.4[y=38.51(1001 ;,�M EndPts Max7en MaxConp AX001_ BND 051 GLC S Grade Length Pitch Brace 20 PLF• 8.1 to 20 0 18.4[y.38.5][ D%14] 3-6 1196 -2246 0.08 0.03 D.11 5 4 HF 42 19.13 1.39 Plywd 20 PLF 0 18.4 to 20 0 34.4[y.38.5][ 0%] 4 h 6-8 1187 -2225 0.08 0.06 9.14 5 4 HF 82 8.65 0.38 Plyod 50 PLF 0 8.1 to 50 0 18,4[y=38.5](100%] 8-12 2503 -5535 0.19 0.06 0.25 5 4 NF 42 39.38 0.38 Piped 50 PLF 0 18.4 to 50 0 34.4 [y-38.5][100%] 12-14 2502 -5535 0.19 0.03 0.22 5 4 N0#2 20.97 0.37 Plywd 20 PLF• 7.7 to 290 9,8[y=26.01( 0%1 14-18 3259 -7128 0.25 0,04 0.28 5 4 HF#2 27.05 0.38 Plywd 20 PLF 0 9,8 to 20 0 24.8[y=26.0][ .0%] 40-21 3259 -7128 0,19 0.11 0.30 1 4 HF#2 13.40 0.37 Plywd 20 PLF 4 24.8 to 20 0 34.4(y=26.0][ 0%1 19-23 3258 -7126 0.19 0.09 0.28 1 4 HF#2 2.67 0.38 Plywd 1000.00 Lbs. a 27,1, 36.5 Angle-270 1\7' I 23-25 3259 -7129 0.25 0.03 0.27 5 4 HF#2 17.29 0.37 Plywd 550.00 Lbs, 0 27.1. 38.5 Angle=270 6 1- ui 25-29 3482 -7365 0.26 0.04 0.31 5 4 HF 02 30.73 0,38 Ptywd 550.00 Lbs. 0 33.7, 38.5 0ngle=270 29-31 3483 -7365 0,20 0.12 0.12 1 4 HF 02 16.01 0.37 075004 1000.00 Lbs, 8 33,7, 38.5 Angle=270 \m 31-32 3482 -7365 0.26 0.03 0.29 5 4 HF 02 11.86 0.38 Plywd Erg.#1 Vert.R= 1742.0#Nor.R= -0.00 32-36 3463 -7366 0.26 0.00 0.26 5 4 NF#2 4.14 0.37 Plywd Arg.#2 Vert.R= 4009.6 0 Hor.R. -0.0# 36-40 3461 -7363 0.26 0.03 0.29 5 4 HF#2 20,76 0.38 Plywd --------------- 40-44 2221 -4652 0.17 0.04 0.21 5 4 HF#2 27.26 0.38 Plywd[Roof Snow Load](OC 24.00][DF 1.151[52 2] 44-45 2197 -4504 0.17 0.02 0.18 5 4 NF#2 8.18 0,37 Plywd Repetitive Factors Used: No \� 45-47 2199 -4507 0.17 0.02 0.18 S 4 HF#2 7.83 0.38 Plywd 20 PLF a 6.4 to 20 a 18.4[y=38.51[ 0%] 47-50 2197 -4505 0.17 0.03 0.20 5 4 HF#2 16.01 0.38 Plywd 20 PLF•18.4 to 20 0 34.4[y-38.5][ 0%] _ 50-54 2202 -4513 0.06 0.38 0.45 1 4 HF#2 25.32 0.38 Plywd 4 PLF 0 5.2 to 0• 5,6(y.38.511100%] /a 1-7 520 -753 0.01 0.04 0.04 1 4 HF 414Bet. 25.08 -0.00 Diaph 0 PLF a 28.1 to 48 0 34.4[y=38.5](100%] / y=38.5](100%] nf/ 7-9 2475 -1290 0.19 0,04 0.22 1 4 4W 015Bet. 10.85 -0.60 Diaph 42 PLF a 6.4 to 42 0 18.4(y=36.51[10051 9-13 2476 -1292 0.19 0.07 0,25 1 4 130#14Bet, 49.46 -0.60 DiapS 42 PLF 0 18.4 to 42 0 74.4(y=38.51[100%] /' 13-15 5673 -2571 0.43 0.07 0.50 1 4 HP#1&5et. 14.54 -0.00 Diaph 20 PLF r 9.0 to 208 9.8(y-26.0]( a%] e(/// 15-24 5673 -2673 0.43 0.06 0.52 1 4 140 01&Bat. 45.79 -0,00 Diaph 20 PLF• 9.8 to 20 4 24.8[y=26.0]( 05] 24.26 7150 -3294 D,55 0.08 0.63 1 4 HF#118.et. 18.21 -0.00 Diaph 20 PLO 0 24.8 to 20 0 34.4[y=26.01( 0%] 25-34 7181 -3296 0.55 0.09 0.64 1 4 HF#1&set. 43.86 -0.00 Diaph Brg.0 1 Vert.R= 1105.3#000.R.. 0.0# 33-39 7093 -3436 0.75 0,09 0.84 1 4 HF#2 20.14 -0,00 Diaph Brg,#2 Vert.R. 1245.8#Hor.R. -0.001- 39-41 7093 -3433 0.75 0.09 0.84 1 4 HF 42 16.00 -0.00 Diaph - ----- -------- - 41-46 7092 -3435 0.75 0.07 0.82 1 4 HF#2 24.18 -0.00 Diaph[Min.Roof Snow Load][0C 24,001[OF 1.157[64 2] 46-51 522 -272 0.05 0.23 0.28 1 4 HF 02 23.82 -0.00 Dfaph Repetitive Factors Used: No 51-53 522 -272 0.05 0.29 0.34 1 4 HF#2 16.00 -0.00 Oiaph 20 PLF 0 6.4 to 20 0 18.4 [y=38.51[ 05] 53-56 348 -184 0.04 0.29 0.32 1 4 HF 02 9.25 -0,00 Oiopb 20 PLF 0 18.4 to 20•34.4 [y=35.51[ 051 55-60 0 8 0.00 0.00 0.00 1 4 HF 02 3.50 -0.00 Diaph 4 PLF 0 5.2 to 0 0 5,6[y=38.51[1005] MI 2-4 14 -16 0.00 0.17 0.18 18 6 DF-L#2 35.50-Bending web- 0 PLF 0 28.1 to 48•34.4[y=38.51(100%] 0-4 833 -7733 0,02 0.20 0.22 19 6 DF-L#2 16.82-Bending Web- 40 PLF 0 6.4 to 40 0 18.4 [y.38,51[100%1 4.5 2579 -1208 0.66 0.45 0.81 1 4 HF Std/Stud 24.69-Bending Web- 40 PLF 0 18,4 to 40 0 34.4[y=38.5][100%] 5-7 2602 -7214 0.66 0.15 0.81 7 4 HF Std/Stud 24,69 -Bending Web- 20 PLF a 6.0 to 20• 9.8[y=26.0][ 0%] L \-- 4 8-10 3229 -1398 0.31 0,02 0.33 1 4 OF-L#2 58,97-Bending Wee- 20 PLF 0 9.8 to 20024.8 Cy-26.01[ 0%] 10-11 3234 -1415 0,31 0.15 0,46 1 4 OF-I_42 56.91-Banding Web- 20 PLF•24.8 to 20034.4[y=26,01[ 0%1 \n 11-13 3202 -1391 0.31 0.15 0.45 1 4 OF-L#2 86.97-Bending Web-Brg.#1 Vert,R= 1074,1 0 Hor.R. 0.0# 74-16 1563 -731 0.15 0.06 0.21 1 4 DF-L 42 59.50-Bending Web-erg,#2 Vert.R= 1214.2 0 Hor.R. -0.04 I /n 16-17 1563 -743 0.15 0.14 0.29 1 4 OF-L 02 59.50-Bending Web--------- ------ - 1 17-22 1542 -726 0,15 0.14 0.29 1 4 DF-L#2 59.50-Bending Web- [Gable Total Load][0C 24,00][DF 1.157[14 21 02-24 1526 -718 0.16 0.11 0.25 1 4 OF-L 00 59.50-Bending Web-Repetitive Factors Used: No 25-27 421 -728 0.02 0.08 0.10 1 4 OF-L#2 60.09-Bending Web- 56 PLF 0 8,1 to 56 0 18.4 [y.38.5](1005] 27.28 411 -715 0.02 0.16 0.18 1 4 DF-1#2 60.09-Bending Web- 56 PLF 4 18.4 to 56 0 34,4[y=38,5](700%] 28-30 430 -750 0.02 0.18 0.17 1 4 DF-L#2 60.09-Bending Web- 23 PLF 0 8,1 to 23 0 16.4[y-38.5][ 0%3 30-35 432 -755 0.02 0.10 0.11 1 4 DF-L 42 60,09-Bending Web- 23 PLF 0 10.4 to 23 a 34.4(y.38.51( 0%] 35-37 853 -416 0.22 0.08 0.29 4 4 H0 Std/Stud 32.03-BendIng Web- 6 PIF 0 B,1 to 8 0 34.4[y=38.5]( 0%] 37-38 875 -429 0,22 D.06 0.30 4 4 HF Std/Stud 32.03 Handing Web 10 PLF 8 7.7 to 10 a 24.8[y 26.0][ 0%] se 38-40 879 -427 0.22 0.04 0,27 4 4 HF Std/Stud 32.03-Bending Web- 10 PLF 0 24.8 to 10•34.4[y.25.0]( 0%] /,..., 40-42 1531 -3185 0,26 0.15 0.41 1 4 HF Std/Stud 40.31 -Bonding Web-Brg.#1 Vert.R= 1224.7#HOr.B= 0.0# 42-43 1518 -3190 0.28 0.26 0.52 1 4 HF Std/Stud 40,31 -Bending Web-9rg.#2 Vert.R= 1288.0 4 Hor,R= -0.00 43-46 1557 -3230 0.27 0,26 0,52 1 4 HF Std/Stud 40.31 -Bonding Web-_ -- --- -------- 46-46 4577 -2210 0.48 0.04 0.52 1 4 HF 02 47,00-Bending Web-(MWFRS-STO.AUTO.L0A0][OC 24,001700 1.60](X14 2] 48-49 4573 -2208 0.48 0.11 0.59 1 4 HF#2 47.00-Bending Web-Repetitive Factors Used: No /"' iv 49-52 4399 -2091 =-=Flct1o0s Member=-o-N •F#2 0.02 9.91 -56 PLF 8.1 to 0 0 13,5[y.36,5][10051 52-54 4611 -2231 0.48 0.11 0.59 1 4 NF#2 47.00-Bending Web- 0 PLF 0 28.1 to -56 0 34.4(y=38.5][100%7 54-55 128 -210 0,00 0.17 0.17 1 8 OF-L#2 6.64-Bending Web- 12 PLF a 8.1 to 12 0 18.4(y=38.5][-0%1 55-57 128 -210 0.00 0.17 0.17 1 8 OF-L#2 21.65-Bending Bob- 12 PLF a 18,4 to 12 0 34.4(y=38.51(40%] 54.59 113 -196 0.00 0.20 0,20 1 4 HF#2 3.50 0.37 Plywd 58 PLF 4 8.1 to -58•18.4 [y^38.5][1005] 3-4 2239 -1192 -o-=Fictious Member.-n-HF#2 0.00-Vert- .5B PLF 0 18,4 to -58 0 34,4(y=38.51[100%] '''."------------g; 20-21 7126 -3256 -Fictious Member--.-HF#2 0.00-Vert- 12 PLF 0 7.7 to 12 0 9.8(y=26.01[ 0%] 19-20 7126 -3258 =FI t ous Member----HF#2 0.00-Vert- 12 PLF 0 9.8 to 12 0 24.8(y-28.01[ 0%7 34-36 7181 -3296 -F: taus Member.---HF#1&Bet. 0.00-Vert- 12 PLF 0 24.8 to 12 0 34.4[y=26.0]( 0%1 33-35 3435 - loss Member.---119 42 0.00-Vert- 1161.89 Lbs.a 27.1, 38.5 Angle-270 .. 0.00-Vert- 330.00 Lbs. 8 27.1, 38.5 Ang18.270 56-57 Member=---Of-L#2 0.00-Vert- 330.00 Lbs. 0 33.7, 38,5 Angle=270 -1161.99 Lbs. 0 33.7, 38,5 Angle-270 F.�'t =•oC XI- Length Brace 8rg.#1 Vert.R= -822.5#Son.R= -0.0# �` ,-142 1.06 ) •#2 15,77 Brg.#2 Vert,R--2055.0 0 4or.R= -0.04 18-1 0 7 .os #2 17.65 -- ------ ---- 2102 ' ' A :.:.6%,,,,, 0/ii 11'a #2 19.54 [51WFR5 ASCE Perp/L•«1[0C 24.001€OF 1.601[NM 2] L )/// 3P{-13 n `� 95�.a.l 0 4 'Pd '2 21,42 Repetitive Factors Used: No 4604 59 .Otn 1 , 02 23,31 14 PLO 8 5,1 to 14 0 34.4(y-38.51[ 05] /^ {'5 Q 2 ' :OW d/Scud 10.74 -8 PLF 0 18.4 to -8 0 34.4 L[y433.6111000] 1 18 1 0f+ i 01 , tl/Stud 12.40 -8 PLF 0 8.1 to -8 0 76.4 L(yn37.17[400%1 714312 9 07 {_-1P-td/Stud 10.88 69 PLO 0 7.7 to 69 0 7.7 L[y-35.5][10051 15-16 < 0.11...AT 'Std/Stud 12.94 20 PLF 0 34.4 to 20 0 34,4 L[y=33.41[100%1 In 17-78 n ' I Std/Stud 8.07 Brg.#1 Vert.R= 52.3 4 Hor.R. -188.24 22-23 ''4.l -50 04. HF Std/Stud 13.48 Brg.#2 Vert.R= 98.1#Hor,R= -0,00 26-27 61 -42 0.1711 . 4 HF Std/Stod 13.23 -- -28.29 70 -r. ..n 5 4 HF Std/Stud 10.33 [MWFRS ASCE Perp/L.-][OC 24.00][OF 1.601[11 21 30-31 18 -37 0.00 1 4903[0/Stud 16.33 Repetitive Factors Used: No "----------.___In-- 06-37 59 -89 0.01 5 4 NF Std/Stud 18.41 14 PLO 8 8.1 to 19 0 34.4 [y=38.51[ a%] 38-39 28 -6 0.01 5 4 HF Std/Stud 16,85 -8 PLF 0 18.4 to -8 0 34.4 L(y=33.6][100%1 41-42 32 -3 0,01 20 4 HF Std/Stud 13.81 -8 PLO I 8.1 to -8 a 18.4 L[y=33.1](100%] 43-44 61 -74 0.01 5 4 HF Std/Stud 17.88 69 PLF• 7.7 to 69 0 7.7 L[y=35.61(100%] 47-48 18 -35 0.00 4 4 HF Std/Stud 18,74 20 PLF 0 34.4 to 20 0 34.4 L[y.33.47[100%] 49-51 235 -350 0.04 5 4 HP Std/Stud 12.55 Brg.#1 Vert.R= 50.4#Hor,R= -188.1# 50-52 282 -430 0,05 5 4 NF Std/Stud 9.44 156,4 2 Vert.R= 96,1 A Nor.R= -0.04 `v 53-54 561 -263 0.14 1 4 HF 104/Stud 22,36 s-- -- - l 54-58 2526 -4640 0.48 1 4 NF Std/Stud 6,87 [MFRS ASCE Perp/L-4][0C24.001[00 1,601[14 2] 55-58 14-.-.Plate Member.-_-PLATE MEW 6.97 Repetitive Factors Used: No 58-58 693 -400 0.18 1 4 HF Std/Stod 6,97 14 PLF• 8.1 to 14 0 34.4 [y=38.5][ 0%] -57 PLF 8 18.4 to -57 0 34.4 1[y.33.61[100%] Node 0-Loc Y-Loc Plate Cq JSI Method def1V(L) deflV(7) doL dxT -57 PLF a 8.1 to -57 8 18.4 L [y=33.1][1005] 0 7.67 31.15 3X7 0.98 0.83 N 0.00 L/999 0.00 L/999 0.00 5,00 69 PLF 0 7.7 to 69 0 7.7 L[y=35.5](1005] 1 7.67 31.15 --------- --------- ---- ---- 20 PLF 0 14.4 to 20 0 34.4 L[y-33.4](100%] 2 7.90 35.50 --------- --------- ---- ----Brg,#1 Vert.R= -579.6 4 Hor.R. -147.6# 3 7.75 32.55 505 0.98 0.69 N 0.00 L/999 0.01 L/999 0.05 0.09 Brg.4 2 Vert.R= -569.5 0 Hor.R= -0.04 4 7.75 32.56 _________ ____ _____ ____ _ _____ ___-_ - 5 9,15 31.57 1.504 0.98 0.46 N --------- --------- ---- ---- EMIRS ASCE Porn/L1[0C 24,001[DF 1.60][104 21 / 6 9.33 32.73 1.504 0.98 0.51 N 0.06 L/999 0.12 L/999 0.05 0.10 Repetitive Factors Used: No 7 9,76 31,15 405 0.98 0.91 N 0.08 L/999 0.15 L/999 0,00 0.00 14 PLF 0 8,1 to 14 0 34.4(y=38.51( O%] 8 10.05 32.75 405 0.98 0.74 N 0.09 L/999 0.17 L/999 0.05 0.10 -57 PLF 0 18.4 to -57 0 34.4 L[y.33.61[10051 r- 9 10.67 31.15 1,504 0.98 0.52 N 0.12 L/989 0.23 L/999 0.00 0.00 -57 PLF• 8.1 to -57 078.4 1[y=33.71(100%1 10 10.73 32.52 1.6%4 0.98 0.37 N ---- ----- --------- ---- ---- 69 PLF a 7,7 to 69 0 7.7 L(y=35.5][100%] 11 13.28 31.66 1,5%4 0,98 0,37 N ---- --------- ---- ---- 20 PLF 0 34.4 to 20 a 34.4 L(y*33.41(10051 .-_____-- or 12 13.33 32.85 1.5X4 0.98 0,52 N 0.22 1/999 0,42 L/767 0.05 0.09 Brg.#1 Vert,R= -579.6 0 11or,R= -147.6# . 13 14.79 31.15 465 0.98 0.73 N 0.26 L/999 0,49 L/653 0.07 0.01 Brg.4 2 Vert R. -569.5 0 Hor.R= -0.04 14 15.08 02.91 3X5 0.98 0.50 N 0.26 L/999 0,50 L/636 0.04 0.08--- ---------- - - ----- 16 16.00 31.16 1,504 0.98 0.52 N 0.29 L/999 0.55 L/583 0.01 0.02[MOM ASCE Perp/R.+][0C 24.00][2P 1,607[54 2] 16 18.07 32.54 1.504 0.98 0.37 N --------- --------- ---- ----Repetitive Factors Used: No 17 17.29 32.08 1.524 0.58 0.37 N --------- --------- ---- ---- 14 PLF 0 8.1 to 14 0 34.4[y-38.5]1 O%] 18 17,33 32,98 1.504 0.98 0.52 N 0.32 L/999 0.60 L/530 0.04 0.07 -8 PLF 0 18.4 to -8 0 34,4 L[y=33,5](100%] a 19 18,44 33,01 305 0.98 0.66 N --------- ---- ----- ---- ---- -8 PLF 0 8,1 to -8•18.4 1[y=33,111100%7 20 78.44 33.01 -------- --------- ---- --•- -46 PLF 8 7.7 to -46 0 7.7 L[y=35,5][100%1 21 18.44 33,01 --------- ---- ----- ---- ---- -31 PLF 0 34,4 co -31 0 34.4 L(y=33.41€100%1 22 18.60 31.60 1.5%4 0,98 0.37 0 --------- --------- ---- ----Brg,#1 Vert.R= 87.3 0 Hor.R. 145.84 23 18.66 33.02 1.504(01 .98 0,52 N 0,33 L/957 0.63 L/503 0.03 0.06 8rg.#2 Vert,R= 59.3 0 Hor.R. -0.0# s.� 28mJ24224L222.tipl.Pilamli+Omm.4p•2t12 ommymm.> A apy4wwi5Nl4222022"Naw,mmN CCGGOO.� mtl O O m 0 0 0 8 W GG0 0 0 8 wV W' Lai.Nm 8 m J N W•O N b m 8>m u 9 u p N _ D N+2ln•..4122WA22t.41;i42.20N22—•n nrWWW2wHrti•p . 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LT.7• . o I, + WyIL a . 1 3OP4o�Ooy . Spo� SSBS' ��Wppzi "mm mm A R s Ni�w'sm nN�•Aa��vm wm�Y:•••n yn" n.Ni.'a$ s�vy�a v+��n�1 r•1 T'�9� TTTTTT�L�i n'+T'rrtT YrITM' Tbbb a n o}1}9 m rt$Tm e 1 1 1 1 1 1 m`8 m m 1 1 1 1 1 1�` m 1 1 1 re zAaymmrvw� 10.412 m'm mTc a- :V.: mamp1 " :" mmBBAa�" o nBBBBB''TI BBBBBnt9 ;O' oA mm ..Ao a n��Hm w$. i i 1 M 1 1 1 1 a NA n i i,1 1 1 1 1 1 1 9 9 1 1 6 i i•I I m ;o J;>;AoBn wo8 SSP o8 xsa .17Q.O.P714 74 1G [ eiP�rK 4 7FT 5.771 8 o owlwil 8' 4394!: i888xga s iss20 *i888282t , §8%'' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS B DIMENSIONS) SUBM I TT£D BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A13P) .. Bot chord 2x4 HF #1&Bet. :82 2x4 HF #2:Tochord 2x4 HF #2 2COMPLETE TRUSSES REQUIRED t t " Webs 2x4 DF-L #2 :W7 2x6 DF-L #2: Nail Schedule:0.131"x3", min. nails e.' :W2, W10, W11 2x4 HF Std/Stud: :W13 2x4 HF #2: :W14 2x8 DF-L #2: Top Chord: 1 Row @ 7.75" o.c. :Rt Bearing Leg 2x4 HF Std/Stud: Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 118 plf at 0.00 to 70 plf at 5.34 TC- From 70 plf at 5.34 to 70 plf at 10.31 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 TC- From 70 plf at 10.31 to 70 plf at 20.00 degrees Rotational Tolerance, and/or zero Positioning Tolerance. TC- From 70 plf at 20.00 to 118 plf at 26.27 . BC- From 20 plf at -0.46 to 20 plf at 1,63 120 mph wind, 33.25 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 plf at 1.63 to 20 plf at 16.71 anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 BC- From 20 plf at 16.71 to 20 plf at 26.27 psf. TC- 1550.00 lb Conc. Load at 18.93,25,60 Wind loads and reactions based on MWFRS with additional C&C member Left end vertical exposed to wind pressure. Deflection meets 1/180 design. criteria for flexible wall coverings. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 1.50. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. I 4X16(I) 4X5= 1.5X4 NI 3X10= W1 4X5= 3X5= 0.37 — 3X5= 3X5= 1.5X4 III 4-6-0 [%5X-517-C-1---- -- X5= —. J21 — 32IIL42i14 9 W1 aa✓ 10TH W11 W14 - - -� -- � 62 Y! _ 13_1310 • 3X7111 4X5-= 4X5= 3X5= 5X10= 6X10= 2X4111 s 14.-7-1 5-0-5 5-0-5 5-0-5 -0-14 2-11-7 3-9-7 7'2 2-2-13 5-0-5 5-0-5 5-0-5 5-0-5 3-9-7 26-8-11 Over 2 Supports :-1 . R=1742 0=822 W=5.5" R=4010 U=2055 RL=181/-189 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. SAOFF :2 OR/-/1/1/-/R/- Scale =.25"/Ft, Truss Components of Oregon _(503)357-111S • RA101t NM ee READ Ale fou9R ALL IpTFs co THIS ORARINGl TC 825 N 4th AYO,Cornelius O 97�l3 ..IMPORTANT.IMPORTANT'[ FURNISH/HIS ORM=TO ALL CONTRACTORS IweLWHA THE INSTALLERS. �� w LL 25.0 PSF REF R7175- 3198 Trusses require extreme are In fehrioating,handling, shipping. installing and bracing. Refer to s _, R the latest edition fBGS1e(BuildingC safety practices reties v, 1 4859 9 t vers shC l Prov de temporary Information. by TPI and NOnt far s sty pea s prier /ton Til DL 10.0 PSF DATE 12/23/15 d perform{ng'those rgr,gt ns. Installers shat,provide twiiporary bret,ng per Best, Unless nates e<hcrwiso, �w r cep chord stall have properly attached structural sheathing and bottom chord shall have a properly attaches e rigid ceiling. Locations tions shown for permanent letora restraint ofwebsshell hove bracing installed per acs, BC DL 10.0 PSF DRW CAUSR717S 15357096 A ILO EI N s B3, al Unless as applicable.other Apply plagofer es toto wenn face o P or s and position sheen above r M en " Joint Retells,boldos n[etl otherwise. Refer to er..inga,con-z f �r,d.ra plata positions. BC LL 0.0 PSF CA-ENG PBC/CWC Alpine.e division of ITR Building Components Group Inc.shall not be responsible for any deviation P this _ !�� drawing.any failure to build the truss In conformance with AHSI/TPI 1,or for handling...:aping, �I AN ITW COMPANY .n.tarlation A bracing of trusses. �/ RFC,7 1g%� '' TOT.LD. 45.0 PSF SEAN- 245017 A seal on tills Nswing Sr wooer page Plating this drawing. Ilmlgatee wb.ptatite of prsfessionel engineering responsibility solely for the design sU*sn. The suitability end use of this drawing rm.-n structure is the - r/4 6.. DOR.FAC. 1.15 FROM FP R351 Revue Circle responsibility or the Suflwing Resigner per ANSI/TPI 1 S.a.e. ��e sx mna.CA')$RZR for mora ALPINE:wwr,aiDinaite.cm;TPI:wew.tbinat.org:PTCA: cmatian awe th,t,leb a geaeal www.shciodustry. m:ICC www.rcosafe.erg EXP.12-31-15 SPACING 24.0" JREF- 1VM07175Z03 2*1!~A -".m<"rAWN om7==Zmm..mo.AwN-.O° >gl"f"'aur: 11111111."-- (1115063--F12E1)TEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave "` - A13PX) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&set. :82 2x4 HF #2: 2 COMPLETE TRUSSES REQUIRED Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min. nails :W3, W4, W5, W11, W14 2x4 DF-L #2: :W8 2x4 DF-L Std/Stud: :W15 2x4 HF :Top Chord: 1 Row 0 7.75" o.c. #2: :W16 2x8 DF-L #2: Bot Chord: 1 Row 012.00" o.c. " :Rt Bearing Leg 2x4 HF Std/Stud: Webs : 1 Row 0 4" o.c. Special loads Use equal spacing between rows and stagger nails „P1c , , (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 118 plf at 0.00 to 70 plf at 5.34 The maximum horizontal reaction is 2499# TC- From 70 plf at 5.34 to 70 plf at 10.31 TC- From 70 plf at 10.31 to 70 plf at 20.00 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 TC- From 70 plf at 20.00 to 118 plf at 26.27 degrees Rotational Tolerance, and/or zero Positioning Tolerance, BC- From 20 plf at -0.46 to 20 plf at 1.63 BC- From 20 plf at 1.63 to 20 plf at 16.71 120 mph wind, 33.25 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 plf at 16.71 to 20 Of at 26.27 anywhere in roof, CAT II, EXP 8, wind TC DL=6.0 psf, wind BC DL=6.0 IC- 1550.00 lb Conc. Load at 18.93,25.60 psf. Wind loads and reactions based on MWFRS with additional C&C member Deflection meets L/360 live and L/240 total load. Creep increase design, factor for dead load is 1.50. Left end vertical exposed to wind pressure. Deflection meets L/180 Unbalanced snow loads have not been considered. criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES.NOT SHOWN HERE. 4X16(I) 4X5= 3X5=0.38 -- 5X7= 5X5--m 1.5X4111 4X5= 1.5X41f1 3X10= 4-6-0 WI 5X5= 7 P. ■Bp � W11 �- W14 r Wl =tu 32-9-14 • L Pk W3 W4 W5�_�- _ W2'6143-1-1 '6 2-7-14 MIMI 4)(5--- 61:„1.111-7-1 X5= 4X5= 3X5= 4X5= B2 3X711( 5X10= 6X10= 2X4111 6 1 7 2 I�11-7-15�� 5-0-5 3-9-12 `8-C�{ 4-5-15 }J 0-14_l, 2-11-7 3-9-7 2-2-13 5-0-5 �� 3-9-12 '11-9-0 I 4-5-15 1 5-0-5 I` 3-9-7 'I7j 1.' 26-8-11 Over 2 Supports -d R=1742 0=823 W=5.5" R=40100=2055 Rh=2499/-2499 RL=2904/-2904 Design Crit: CUSTOM/TPI-2007(STD) PIT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00,1QTY:1 OR/-/1/1/-/R/- ' Scale =.25"/Ft, Taus Components of Oregon (503)357-2118 ••WARRING!••REM AND Kum ALL HUES 011 OHS ORASIRG! 01. C9:4. 825 N 4th Ave,Cornelius OR 97113 ••IRPGRTANT•• Amiss'THIS SPARING TO ALL CONTRACTORS UNCLOTHE THE IRSTAU.EAS. TC IL 25.0 PSF REF R7175- 3191 Tru require extreme care In fabricating, handling, snipping, installing end bracing.Refer to ono relive r __ GM Iamst edition of sCSi (Building Component Safety Information, by TN and STCA)for safety era cm.prier AS 859 TC DL 10.0 PSF DATE 12/23/15 da to performing the'unctions Installers s ail provide temporary bracing per BCS).oUrners noted otherwise. Wv\� Pop mora shall have properly attached structural sheath/no and eta chore shall h a properly attached i fr rigid vel ng Locations shown for Permanent lateral restraint or acing IInstalaled per SCSI .0 PSF Art ��)p}N s cions as aT unieoss tel IcabApply Iacea feed. corse a rd PiPtn .awn bona ana BC DL 1� DRW CAUSR7175 15357089` Illi IIJ' the mint Details, noted otherwise. Rarer ca drawings 140A-z r ora Piave po.it,rns. y� f-� .,pine,a division or ITN Buiiddng Components Greve Inc.shall not be responsible for any deviation from this ,,. BC LL 0.0 PSF CA-ENG PBC/CWC AN lTW COMPANY awing,anY;.":,=74°. wi Imre to.,,,1,,:s:::,-.-rn conformance w{tg AASI/TPI 1.e. for garrdling, shipping, ,.i._a, a atallauen a br.gi g ag '� TOT.LD. 45.0 PSF, SEQN- test en thhls ep.ing er sever Pew listing this crash?. Indies..eeeeptehas of prpfe.le.I'glaring �C 7, - S- 245022 responsibility moiety for tae Peeler/Hawn. The suitability and we W ibis erwiep for are,structure Is the ,r../h 8351 Amass Circle few'"^p tY of La Wilding tAsl pier ver A1151/TPI 75..2. VV Stonmegb,CMiSio8 For more Information nee this Rebs general nates page and these map t/q� 1��►Q. 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ONwumWN . 588R 5R5 x888g” assn. sx3R. . 555^ S g .ggy W xSSS� 1 [ALPINE](7P1 2007][A13P8][4517511] (Page 21 -8 PLF 0 7.7 to -8 0 24.8 [y=31.07[1005] 12 PLF P 8.1 to 12 0 31.4[y036.5]( 0%1 -50 PLF•18.9 to -50 a 31.4 L(y=33.57{100%1 12 PLF 0 31.4 to 12 a 34.4[ye38.5]{ 010 -63 PLF P 7.7 to -67 P 7.7 L(y=35.5](100%] �` m -45 PLF a 8.1 to -45 0 8.1 L[y=35.5][100%] -8 PLF 0 24.8 to -8 0 34.4(y=31.0](100%] 12 PLF 0 7.7 to 12 0 34.4 Lo_26.O]( 015] -50 PLF 0 31.4 to -50 0 34.4 L(y43.51(100%) [CPC ASCE Wind Lt--][OC 24.50][DF 1.60][548 21 Repetitive Factors Use.: Yes -50 PLF 0 18.9 to -50 0 34.4 L[y-33.81[100%] 12 PLF 0 8.1 to 12 a 11.1 [y=38.5][ 0%1 8 PLF P 7,7 to 8 0 24,8(y=31.011100%] -50 PIP 0 11.1 to -50o 18.9 L[y=33.13[100111 12 PLF•11.1 to 12 P 34.4{y-36.5]( 0%] 45 PLP P 7.7 to 45 0 7.7 L [y=35.5][100%] 50 PLF P 8.1 to 50 P 8.1 L[Y=35.5][100%) 8 PLF 0 24.8 to 8 a 34,4[y=31.0]000%7 12 PLF 6 7.7 to 12 0 34,4[y-26.0]( D%] -50 PLF a 8.1 to -50•11.1 L(y=32.91[100%7 [C&C ASCE Winn Rt--HOC 24 001[OF 1.60](548 2] Repetitive Factors Used: Yes E -50 PLF 0 5.1 to -SO 0 10,9 L(yo33.1][100%] 8 PLF 0 7.7 to 8 0 24.8[y-31.07[1006] 12 PLF 0 8.1 to 12 0 31.4[y=38.5][ 0%1 -50 PLF 0 18.9 to -50 0 31.4 L[y=33.53[100%1 12 PLF 0 31.4 to 12 P 34.4[y=38.5][ 0%] -53 PLF P 7.7 to -63 P 7.7 L(y:35.51(100%1 -45 PLF 0 8.1 to -450 8.1 1[y=35.51[1001[] 8 ELF P 24.8 to 8 P 34,4(y=31.0]000%1 12 PLF 0 7.7 to 12 0 34.4[y=26.0]( 0%] -50 PLF a 31.4 to -50 0 34.4 L[y=33.6](100%] l / ti 1 3 C 6/ as (1115063--FREOTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A14) THIS DAG PREPAREDFROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR, Top chord 2x4 HF #2 Bot chord 2x4 HF #2 2 COMPLETE TRUSSES REQU 1 RED r z (9pi--:\ft....\t, Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min, nails :W2, W8, W9 2x4 HF Std/Stud: :W11 2x4 DF-L Std/Stud: :W12 2x8 DF-L #2: Top Chord: 1 Row @ 7.75" o.c. :Rt Bearing Leg 2x4 HF Std/Stud: Bot Chord: 1 Row 02.00" o.c. Special loads Webs : 1 Row @ 4" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15 Use equal spacing between rows and stagger nails TC- From 118 plf at 0.00 to 80 pif at 5.29 in each row to avoid splitting. TC- From 80 Of at 5.29 to 70 pif at 6.66 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 TC- From 70 off at 6.66 to 70 pif at 14.98 degrees Rotational Tolerance, and/or zero Positioning Tolerance. TC- From 70 Of at 14.98 to 118 pif at 21.24 BC- From 20 pif at -0.46 to 20 pif at 11.69 120 mph wind, 33.33 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 pif at 11.69 to 20 pif at 21.24 anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 TC- 1550.00 lb Conc. Load at 13.91,20,58 psf. Wind loads and reactions based on MWFRS with additional C&C member er Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Left end vertical exposed to wind pressure. Deflection meets L/180 Unbalanced snow loads have not been considered. criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. [- I W1 I l 4X5= 0.3X5 4X16(I) -- 4X5 R 3X5= O 1.5X4 III 1.5X4 ill 3X10= 4-B_0 M 3X5= 32-9-14 _LIN W2 W8 11 W12 2-7-14 fM U._.. 4X5= 100 4X5= - 3X7 III 5X10= 4X12= 2X4 III 6"13 I. 1-8-2 J� 2-2-14 '` 5-0-5 }f 5-0-5 k 2-0-14 -i 2-11-7 >{ 3-9-7 ,�y7."?� 5-0-5 5-0-5 I 3-9-7 -i7"21 Ec 21-8-7 Over 2 Supports :} R=1646 U=823 W=5.5" j RL=166/-179 R=3685 U=1923 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.1 t�r� ,.c44'1"w QTY:1 OR/-/1/1/-/R/- Scale =.375"/Ft. Truss Components of Oregon .({503)357- IIS NARNIMGt••t�lg tie FOLIAR ALL NOTES EN nos RRAAI Ng1 825 N 4th Ave,Cornelius OR 97113 •.iiPORfApf•• FURNISH 11115 RRANIN l To ALL COERNTRACTORS INCLUDING 117E INSTALLERS,a .`t4- I 4" TC LL 25.0 PSF REF R7175— 3130 Trusses require eaerane care,n fabricating.handling,sn ng , Rorer c latest oattlo.or BC51 (Rulyding Colipoe.0.Safety Inrorna[l by TP1 a gTLA)Tor safety practices prior Cy TC DL 10.0DATE n parrer.ing tnpseafunctions, Instellar.enell provide temporary bracing per SCSI Unica%nate.otherwise, 1 41259�'CI ` PSF 12/23/15 -- cap chord shall nave properly attached strllettdral sheathing and bottom chord shall have a properly attached rigid eelIng• Looe shown for perms latero restraintof eel..analI have +r BC DL 10.0 PSF s CO.87 B1O,as applicable, Apply places toe h race or crass m.d 'ain.-toile.lad per den„ position asanion above and ,4 ©�` Joint Details,unless peed.the wlaa Refer to ora I ,Tson- DRW CAUSR7175 15357028 w 09 Z for scananrd Plato positions. BC LL —•y Alpine. a l 1 or ITR Building Components Group Inc.shall not by drawing,•any failure to build the cruse In cenfernanca or has fpr why dopiatian from thla 0.0 PSF CA-ENG PBC/CWC AN ITW COMR4NY to llatlon a bracing or trusses. with ANSI/TPI t, or fpr handling.anlppl,g, .�: %.� ng 1: dr wl..r**"*0Dag.11.*Itg this drawl . laR7a......q.pr.,b. pf,.«algw.l-RIn...ln, >FC' a t9$°' IP' TOT.LD. 45.0 PSF SEQIU- 245012 Y aaImly Tar ill.d..7gn.naw,. to wltabll ley and ur of tots drwing fm as act avwr.la iia �/�(g a Rail Rmnna Cvele rawpStHbit ley or els Bonging&walgn.'par ANSI/TPI 1 S.,.2. 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'R'OO1..r.,, .O^ '=.I # .-.'u',uu^ sw- ^ , wR^T.T.T. , i#=',7,m^ w tiO 'Ay I�Ciissiis[i�sayOxpe x ,- 8§al. 8 , 31 u 8--§§&§--8 a, §84 §8884 - g 1 §388m t§§§§- §H§ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A14D) Top chord 2x4 HF #2 :T2 2x4 HF #1&Bet.: 2 COMPLETE TRUSSES REQUIRED 1 t t Bat chord 2x4 HF #1&Bet. :B2 2x4 DF-L 2400f-2.0E: , Webs 2x4 HF Std/Stud :W1 2x6 OF-L #2: :W7 2x8 DF-1 #2: Nail Schedule:0.131"x3 min. nails Top Chord: 1 Row r 7.75" o.c. 1 , Special toads Bot Chord: 1 Row 912.00" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row a 4" o.c. TC- From 118 plf at 0.00 to 70 plf at 5.68 Use equal spacing between rows and stagger nails TC- From 70 pif at 5.68 to 70 pif at 15.37 in each row to avoid splitting. TC- From 70 pif at 15.37 to 118 plf at 21.64 BC- From 20 pif at -5.08 to 20 plf at -3.00 (++) - This plate works for both joints covered, BC- From 20 pif at -0.46 to 20 plf at 12.08 BC- From 20 pif at 12.08 to 20 plf at 21.64 (**) 1 plate(s) require special positioning. Refer to scaled plate TC- 1550.00 lb Conc. Load at 14.30,20.97 plot details for special positioning requirements. 120 mph wind, 33.32 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Wind loads and reactions based on MWFRS with additional C&C member anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 psf. design. End verticals exposed to wind pressure. Deflection meets L/180 Truss designed to support 1-0-0 top chord outlookers and 3.00 PSF criteria for flexible wall coverings. cladding load one face, and 24,0" span on opposite face. Top chord must not be cut or notched. See DWG GBLLETIN1014 for gable wind bracing requirements.' Deflection meets L/360 live and 1/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 1.50. SEE CALCULATION PAGES FOR LOAD CASES:NOT SHOWN HERE. I 1.5X4(**) Ip 3X5_ 6X12(R)(++)-=-7 0.37 )(++) W1 3X5 4-6-0 T2 — MIR ..— 0—0 �i —� : '— — —$ PROM. I in \ 1 , — . _•. I W7 •2-7-14 /� /fl // U Ju / 0J—1 0 0 _1031-0-0 V ////////�///!l�//�/�//��///�////// / B2 3X10= 3X5= 5X5,----- 3X10 ill I` 12-4-12 '-i` 2-4-64-2-141-10-84-105-568 • I- 6 z1 22-1-2 Over 2 Supports � R=243 PLF U=119 PLF W=12-6-8 R=2301 U=1243 RL=19/-18 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=296(096)/4(0) 15.02.00. AIEtA"orcf :1 OR/-/1/1/-/R/- Scale =.3125"/Ft. Truss Components of Oregon 1503)357-!118 "MARNINGI**READ AM FOLLOW ALL NOTES DN THIS DRAWING! TC LL 25 114' .0 PSF 825 N 4th Ave,Comelms OR 97 13 rr INKSITAIR't FURNISH nils ORSTR IG TO ALL connucTD+s INCLUDING TIE INSTALLERS. S� REF 87175- 3129 Trusses require extreme care in fabricating, handling, shipping, installing a.bracing.Refer t `.� J� elle latete odltion of SCSI (Rol W.Component Safety Infwwatton.'by Tpil and NTC)for sofaty practicesprioryV / J to performing these function.. Installers shall provide temporary tossing per BC61.°Unto.noted otherwise, -4 TC DL 10.0 PSF DATE 12/23/15 top chord shall have properly attached structural sheathing and bottom chard shall have oily atta00FF rigid celllnp Loosciosa shown for permanent tat I restraint of.wob hall h�bracing tall.per SCSI A LPO` , ". ..Ions,DT, ai or plea w lloable. e I lett, ° "`nm from \\.4s\%::,..._..........) BC IL O.0 PSFCA-ENG 7 wa p _ ��1 DL 1O 0 PSF the Joint Detail., to each tape*f truss and ,t, .. 7s z hr unless not.eehorw,sepp Refer to drawings 160A-Z for standard plate,pos s ¢ pint a Alpine.a dirislon of ITS Building Components Group Inc.shalt not be responsible f* y devletlon this 153570 an . C — CA PBC 5 15AN ITWCAAAPANY drawing,any failure to build the truss In conform.with ANSI/Tal 1.or Per handl„q,shipping, 9Insta IIntl en a hr.i.of trusses.. A earl as tnls droopy or*poor pap.listing this ara.Irq. Inel*.t o.amp"r***or pr.f.s.l.n.l.nglnrrlret9j r 19g OT.LD. 45.0 PSF SEQN- 245014responsibilIb.flpry Nr t»e.slgn.noon. naw wplohllley.na w.dr e1,1.a.atn,.N rwr.,y.node*re rm�» ii is - 8351 Roamu Circler«pon.1b11Ity mr w Nuttatng g..INlor pmr ANSInpt t s.d.z. W.CidDUR.FAC. 1.15 Sacramento.CA95828 For more information see the.fob•.general.a Page ens thewoo sites: ALPINE:wrw.alp,neKw w.cew:TAT:w .tpina0.eror RTCA:mwr,sme ocindustry.e°m: ICC:www.,en.wfe.°rg EXP.22_31-15 SPACING 24.0” J REF- 1=7175203 yp OO aC :F \j'// q" � 4 I'� OoOP S" N OO O-Sry %Ossa i^ L. ^• S O ME'° o '4E'- :7;' ': 6p sno, :N g= 7:' 7" Wgiii ^.. 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[ALPINE7(TPl 2007][A146][45175/J] [Page 2] -45 PLF 8 34.1 to -45 a 34.1 1..[y=33.6][100%] -63 PLF 4 12.3 to -63 0 12.3 L[y=35.51[100%1 -45 PLF 0 12.8 to -45 0 12.8 L(y=35.5][100%J -8 PLF a 24.8 to -8 0 34.4[y=31.0)[10016] 12 PLF 0 12.3 to 12 0 34.4[3=26.0J( 0%] m -56 PLF 0 31,4 to -56 0 34,4 L[y-33.6][104%] io in Rn Lac ASCE Wind Lt--)[0C 24.005[32F 1.60][141112] \\w, Repetitive Factors Used: Yes -56 PLF 0 18.4 to -56 0 34.4 L[y=33.61[100%] r' "' 14 PLF 0 12.8 to 14 0 15.8[y=35.51( 0%] 8 PLF 0 12.3 to B 0 24.8[y.31.03[100%1 -58 PLF 0 15.8 to -56 0 18.4 L(y=33.1][100%] 14 PLF•15.8 to 14 0 34.4 [y=38.51( 0%] 63 PLF a 34.1 to 63 0 34.1 L[y=33.5][100%] 45 PLF 0 12.3 to 46 0 12.3 L[y=35.51[100%] 50 PLF 0 12.8 to 50 a 12.8 L[y=35.5][100%] 8 PLF 0 24.8 to 5 e 34.4 fy'31.0][100%1 12 PLF 0 12.3 to 12 0 34.4(y=26.0][ OSI -56 PLF 0 12,8 to -56 0 15.8 L[y=33.0)(100%] [CAC ASCE Wind Rt--][0C 24.00][0F 1.601[MM 2] Repetitive Factors Used Yes -58 PLF 0 12.8 to -56 0 18.4 L [y=33,11(100%1 8 P12 8 12.3 to 8 0 24.8[y=31.0][100%] 14 PLF 0 12.8 to 14 0 31.4[y=38.5][ 0%1 -56 PLF 0 18,4 to -56 0 31.4 L[y.33.5](100%] 14 PLF 0 31.4 to 14 0 34.4 [y=38.5][ 0%] -45 PLF 0 34.1 to -45 0 34.1 L[y=33.87[100X7 -63 PLF a 12.3 to -63 0 12.3 L[y=35.5][100%] -45 PLF 0 12.8 to -45 a 12,8 L [y35.5][100%] 8 PLF 0 24.8 to 8 0 34.4[y=31.01[100%1 14 12 PLF 0 52.3 to 12 a 34.4[y=26,01( 051 -56 PLF 0 31.4 to -56 0 34.4 L[y=33.61[100%] [HERS ASCE GABLEtt][00 24.001(0F 1.60][NM 2] Repetitive Factors Used: Yes V 14 PLF 0 12.8 to 14 0 18.4(y=38.51[ 0%] -8 PLF 0 12.3 to -8 0 24.8[y=31.0)(100%1 -27 PLF 8 12.8 to -27 0 18.4 L[y-=33.11(100%1 27 PLF a 34.1 to 27 0 34.1 L[y=33.6][100%1 -27 PLF 8 12.3 to -27 0 12.3 L[y=35.51[100%1 12 PLF 0 12.3 to 12 0 34.4 13=26.011 0%] -B PLF 0 24.8 to -8 0 34.4[y=31.01[100%) 14 PLF 0 18.4 to 14 0 34.4 [y 38.5][ 0%] -27 ELF 0 18.4 to -27 0 34,4 L [y=33,6111005] Brg.#1 Ver,R= -11,9 plf Hor,R= 1.1 plf Brg.#2 Ver.R= -66.5 t Hor.R= -0.0 0 = = FRSASCE GABLEr][0C 24,00]30F 1607[512]-= [MW Repetitive Factors Used: Yes 14 PLF 0 11.8 to 14 0 38.4[y=38.51[ 0%] 8 311 4 12.3 to 6 8 24.8 [y=31.01(10051 -27 PLF 0 12.8 to -27 0 18.4 L [y=33.1][100%] 27 PLF 0 34.1 to 27 0 34.1 L[y=33.6][100%] -27 PLF 8 12.3 to -27 0 12,3 L[y=35.5][100%] [ .... 12 PLF 0 12.3 to 12 a 34.4[y=26.0][ 0%] 0 �,_-1- 8 PLF 0 24.8 to 8 0 34.4[y=31.0][100%] 14 PLF 0 18.4 to 14 0 34.4[y=38.511 0%] lo -27 PLF 0 18.4 to -27 a 34.4 l(y=33.6][100%] 8784 1 Ver.R= 11.3 Of Hor.R= 1.1 pif 8rg.#2 Ver.R= 10.8 0 Nor.R= -0,0 0 I [MWFRS ASCE GABLE-F][0C 24.001(53 1.-60][01.4 2]_ I Repetitive Factors Used: Yes 14 PLF 0 12.8 to 14 0 18.4[y=36.5]( 014) -8 PLF 8 12.3 so -8 8 24.8(y-31.0][100%] -38 PLF 0 12.8 to -38 a 18.4 L[y=33.1][100%] w 27 PLF 0 34.1 to 27 0 34.1 L[y43.611100%1 -27 PLF 0 12.3 to -27 0 12.3 L[y=35.5][100%] 12 PLF 0 12.3 to 12 a 34,4[ya25,0][ 0%] -8 PLF 0 24.8 to -8 4 34.4[y=31.01[100X7 14 PLF 2 18.4 to 14 0 34,4(y=38.51( 0%1 -38 PLF 0 18.4 to -38 0 34.4 L[y=33.6][100%] Brg.#1 Var.0.= -26.8 plf Hor.0.= 1,7 pLF n ;• 8rg.#2 Yer.R= -117.7 0 Hor.R= -0.0# [MFRS ASCE GABLE--J(0C 24.00][DF 1.637[144 2] Repetitive Factors Used: Yes 14 PLF 0 12,8 to 14 a 18.4[2-38.011 0%] 8 PLF 0 12.3 to 8 4 24.8(p.31.0][130%] -38 PLF 8 12.8 to -38 0 18.4 L[y.33.1](100%] °' 27 PLF 0 74.1 to 27 0 34.1 L(y=33.6][100%1 -27 PLF a 12.3 to -27 0 12,3 L [y-35.5][100%] 12 PLF is 12.3 to 12 0 34.4[y=26.0][ OS] 8 PLF 0 24.8 to 8 e 34.4[y=31.0][100%] 14 PLP 8 18.4 to 14 0 34.4[y=38.5][ 0%] -38 PLF 0 18.4 to -38 a 34.4 4[y=33.5](100%1 Brg.#1 Verdi. -3.5 plf Hor.R= 1.7 pif ni Srg.0 2 Ver.B= -41.4 0 Hor.R= -0,0# L 13 (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A15) THIS Iwo PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED 1W TRUSS MFR. Top chord 2x4 HF #2 Bot chord 2x4 HF #2 2 COMPLETE TRUSSES REQU I RED I Webs 2x4 DF-L #2 •W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min, nails :W2, W8, W9 2x4 HF Std/Stud: :W11 2x4 DF-L Std/Stud: :W12 2x8 DF-L #2: Top Chord: 1 Row to 7.75" o.c, :Rt Bearing Leg 2x4 HF Std/Stud: Bot Chord: 1 Row 012.00" o.c. Webs : 1 Row # 4" o.c. j 14‘j!! ://///1 Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac,=1.15) in each row to avoid splitting. TC- From 118 pif at 0.00 to 83 plf at 4.64 TC- From 83 plf at 4.64 to 70 plf at 6.31 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 IC- From 70 plf at 6.31 to 70 plf at 14.33 degrees Rotational Tolerance, and/or zero Positioning Tolerance. TC- From 70 plf at 14.33 to 118 plf at 20.60 BC- From 20 plf at -0.46 to 20 plf at 11.05 120 mph wind, 33.34 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 plf at 11.05 to 20 plf at 20.60 anywhere in roof, CAT II, EXP B, wind TC DL=6,0 psf, wind BC DL=6.0 TC- 1550.00 lb Conc. Load at 13.27,19.93 psf. Wind loads and reactions based on MWFRS with additional C&C member er Deflection meets L/360 live and 1/240 total load. Creep increase factor for dead load is 1.50. Left end vertical exposed to wind pressure. Deflection meets L/180 Unbalanced snow loads have not been considered, criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. • / 3X5= 4X5(R) III 4X16 W1 a-6-0 4X5= 3X5= a 37 1.5X4 M 3X5= — 1.5X4 III ) 3X10= II I A .—. X32-9 19 w2� J � l W8 W9 W71 W12 2-7�14 mal■ berea 4X5= 3i-0-D _L 4X5= 5X10= 4X12= 2X4111 3X7 ill 1-0-10 1.6,"_9i_. 5-0-5 5-0-5 1-7 2 5-0-5 .1.c5 0-5 ".-1.c2-0-14 i5 0-5 2-11-7 '1` 3-9-7 Z 1 k 3-9-7 17112 I 21-0-11 Over 2 Supports • R=1627 U=814 W=5.5" RL=198/-231 R=3637 U=1901 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.1 ,a TmssComponents ofOregon 5033 ••u mu READ N. QTY:1 OR/-/1/1/-/R/- Scale =.375"/Ft. 57--I l8 Fo1,10�ALL NOTES de THIS WRING! K I331 825 N 4 h Ave,Cornelius O 97113 "Iw�Nn•• FURNISH THIS WANING To ALL CONI aelgRS INCLVD,iq RF INSTALLERS. Rte' TC LL 25.0 PSFREF R7175- Trusses require extreme care in fabricating,ha,al.ny, shipping, Installing and bracing.Refer to and followf Cho latest edition a �f"" er bCSI (building Component Safety information,by TPI and IITGA)Tor safety practices Prior irrty to performing those functions Installers shell proe tdo temporary bracing per$GSI. Unless noted otherwise. ,416618,, �p chord shall have properly attached structural sheathing1465 910 0 g r IC DL PSF DATE 12/23/15 rig ltl telling Locutions sheen fornm and bottom Chord shall have A properly attached �— sa DT or bid permanent latera!r taint of rae=es an hove pos bracing installed per"an `'� —. BC DL 10.0 PSF DRW CAUSR7175 15357029 A n P]^ !E the_Mint Detail..unless ated other apply Platte to eh face r forsd plate -stions.above dna 11� 1 v rested otherwise. Refer to drawings.160A-T for'standard pixie positions. �� Alpine.a division of ITw dl g Components creep Inc. ,hall not nor dspanslble far day are.ftlon from this BC LL 0.0 PSF CA-ENG PBC/CWC AN 7W drawing,any fa nuro to build the t une conformance.with ANSI/TPI 1, or for maiming, shipping. e lotion a break,of trusys. 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W9 2x4 HF #2: 120 mph wind, 33.35 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP 8, wind TC DL=6.O psf, wind BC DL=6 0 Special loads psf. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1,15) Deflection meets L/360 live and L/240 total load. Creep increase TC- From 118 plf at 0.00 to 86 plf at 4.03 factor for dead load is 1.50. TC- From 86 plf at 4.03 to 70 plf at 6.11 TC- From 70 pif at 6.11 to 70 plf at 13.72 Snow loading based on an unobstructed roof. Complete drainage TC- From 70 plf at 13.72 to 118 plf at 19.98 required. BC- From 20 pif at -0.46 to 20 plf at 10.43 BC- From 20 pif at 10.43 to 20 Of at 19.98 • Unbalanced snow loads have not been considered. Wind loads and reactions based on MWFRS with additional C&C member SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. design. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible waif coverings. I Il "s { W1 0.37 4X12(I)= 3X5 4-6-0 5X12= 3X5----- = 12 3X5= ^� 1.5X4 Ell ..— m ._–_--.—.. (ma -13. �• 2X4= � 'M 4_32-9-14 W2 W8 W9 2-7-14 I w ! " 31-0-0 4X12= 5X5= 4X12= 1.5X411! T 3X7 III • 5_3_9 5-0-5 5-0-5 5"4 3-11-5 6-0-2 5-0-5 5-0-5 3-11-5 FC "4 20-5-5 Over 2 Supports R=1024 U=492 W=5.5" RL=196/-230 R=1080 U=530 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.02.00. I3A0 TY:1 OR/-/1/1/-/R/- Truss Components of Oregon {503)357-1116 ••11ARNINOi••READ Mb FOLLOW ALL RUMS ON THIS MATING! /C(`, Scale =.375"/Ft. 825 N 4th Ave,Cornelius OR 97133 •1guo mparrr FURNISH THIS IR WIN To AL.CONTRACTORS mamma THE INSTALLERS. � TC LL 25.0 PSF Trusses regmre a e In fabricating, handling, snipping. Installing and bras Refer to and fano., REF R7175- 3132_ the lote,t edition extreme core lWing Compon.ne safety Information,ray TPI NrU)for"saf t practices prier �, , 1 4858 ala TC DL //� a performing these runcciona. Installers°snall provide temporary brat: safety° DATE 12/23/15 richord shall have structural hg per l e a ps pray otherwise,. Qe,-, 10.0 PSF we properly n for pe s lateral rete and or chord shall have a properly a caches rvgm ceiling_ lor:an ons moan far permanent lateral restraint or web,Shell Wane tracing installed per sect Ions 6367 or 816. as appi'cable Apply plates to each face or truss a.position as shown a er dG51 S TI BC DL the Joint 6ata,ls,unraas hated otherwise. Refer to drawings 16oA- a 03O A LL UNIAlpine. :far standard plate positions, a "" ^`'" BC LL 10.0 PSF DRW CAUSR7175 15357 AlP .A di..iaiwn of ITW Building Components Group Inc.,hall not be responsible for any deviation from this a,•,-.. 0.0 PSF CA-ENG PBC/CWC drawing.any failureto a"ld ruses,he ruse h conformance with AH51/7PI 1,or fen handling, shipping. y AN ITW COMPANY in,. ntl on p brae f t .— • A anal en tons drawing er grower page listing this arming, indieatee sa apt.nbe or professlonel engineering 9/ �l' Ti 19x9 Q4y�" TOT.LD. 45.0 PSF SEAN- 244781 responsibility solely f Ole d..rgn an..,.. The sultabn i and use of this drawing For any strutter.in the 8351 RovonaCircle reswo.iarolllsy of the Building Designer per.Ilsi/Tpl 1 Seca. A�iQ��,C��e. DUR.FAC. 1.15 SAWMel to,CA 95828 Par more information a 'him Jobs g heron page and these web Sites, - Al➢INE:wwm,alPinaitw.edn;Tp1:a se sbc www.tprn .org•`wrCA:mew. industry.com: IGO:w .ieesere.arg EXP.12-31-15 SPACING 24.0" JREF- 1VM07175Z03 - ^�-� t:18........-... .. ....1 ovmra...n.�om..,a 'mooFTTTi ,e.dw'm N'omr Y.;r-:.7 ^ Noow.', m ,14w WG mry -.owtlmZlw.Nmo•- . cgielmmni6 D.''m 'rr° - m i ry m t A A>a$O a w O b'W m m P A P 4.b x w W-4, -+w H.Ot ,, ,,N v...-?-6-1-.1. ^ O ooAm00002-waoNNOa.anoo2gr.m.8 n3,.�Nww ,P. 3 a a$'"'""-""°-'°--3 o" qq 41K _ , �x Sg 1taatN.Wa.a.tuatrs'n.OiltaaOmOAlts assa.0A0aWNO C'a,wi wOOJ'+':.',T,S.,1N,2.8,1JmnuNm Z2. 17 . 'a„KA'K 8 0O 3p OOOOO6d0D uni, ai. n � pp OOOOOOOOOOOOOOD ?ro Op A ^Nam m N '� 0 O.m vi:41.8 Ny, r- "4, O�+WSSM;;;vr71 IN O -.--- +� nnnnirnn00000OOOOOOOOOO¢ poodc PPP a o 9......Paw y°cgcn°g2°OmmmNo�= -., ?" 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Wo § 8§4-'1-§-§-8 §i� -V W � e'B'sWs LI wVi e , §a$$§- , i NElli 3 wi8s" (11150$3--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave ** - A17) TRIS DIME PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&Bet, (1) - plates so marked were sized using0% Fabrication Tolerance, 0 Rot chord 2x4 HF #2 degrees Rotational Tolerance, and/or zro Positioning Tolerance, Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: :W2 2x4 DF-L Std/Stud: :W8, W9 2x4 HF #2: 120 mph wind, 33.36 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.04:\•\71. . Special loads psf. (Lumber Dur.Fac,=1.15 / Plate Dur.Fac.=1,15) Deflection meets L/360 live and L/240 total load. Creep increase IC- From 118 plf at 0.00 to 88 plf at 3.41 factor for dead load is 1,50. IC- From 88 plf at 3.41 to 70 plf at 5.49 TC- From 70 plf at 5.49 to 70 plf at 13.10 Snow loading based on an unobstructed roof. Complete drainage IC- From 70 plf at 13.10 to 118 plf at 19.36 required. BC- From 20 plf at -0.46 to 20 plf at 9.81 BC- From 20 plf at 9.81 to 20 plf at 19.36 Unbalanced snow loads have not been considered. Wind loads and reactions based on MWFRS with additional C&C member SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. design, Left end vertical exposed to wind pressure, Deflection meets L/180 criteria for flexible wall coverings. W1i 3X5_ 3X5-,== 0.38 1.5X4111 4X12 I ) 4-6-0 5X10= 2X4= �=i —— C ---— �i n� 32_9_14 W2 8 W9 2-7-14 31-0-0 _ H0312= 3X5= 4X12 3X7111 1.5X4 III I- 5-4-114-8-7 7 >I; 5-0-5 I 5-0-5 5,.4 JJ II`` 5-0-5 5-0-5 + 3-11-5 3-11-5 ,L..5.1r 19-9-14 Over 2 Supports > R=985 U=468 W=5.5" RL=195/-229 R=1049 U=516 Design Grit: CUSTOM/TPI-2007(STD) PLT TYP, 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. ��G I11ipTY:1 OR/-/1/1/-/R/- Scale =,37511/Ft. Components I8 ...WARN INCI ea MAD Ino FOLIOS ALL gates ell-nits DRAgIRGI 825 N 4th Ave,Cornelius OR 97113 ^IBnrogrlMr-• PUBNuII ells gBArrng m ILL CONTRACTORS INCLUDING TOE IgsrILLEl6. y 4% TC LI 25.0 PSF REF R7175- 3133 Trusses require extrema care in fabricating.handling, shipping, Installing and bracing.Refer to and follow !,.. rl /% JI M1a,.cast..,tion rif BCA' (Bulldln Component Safety Information,by TPI and ITCA)for safety practices prior 41 14659 -r • TC DL 10.0 PSF DATE 12/23/15 to performing these fwmm:tions• Installers shall gravida temporary bracing per BCSI Unless noted otherwise, A„- may` trip chord shall have properly attached structural sheathing and bottom chord shall have a properly attachedr.I��t� rigid ceiling na Locations shown for porrwnt literal restralet of webs shall have bracing Installed per BCCI f�i�Il!.�IBC DL 10.0 PSF DRW CAUSR7175 15357031 ertten. 63,B)or BID,as applicable. Apply plates to each face of truss and position os shovel above a Ail I the Jelnt Details, unless noted otherwise. Refer to drawings 166A.E for standard pieta positions. AEI ,� I v Alwin. a d via;ern IT,1 Building ceaponenta group lee..hail not responsible for any deviation from dthis .:i..�'N BC IL 0.0 PSF CA-ENG PBC/CWC Ing, anyifa lure fariltl 17 truss n conformance with ANSI/TPI t, or for hendllna snipping, AN IrwroBnPnlw na.iianth A brad;ng er treae. 'CO O9 ry TOT.LD. 45.0 PSF SE N— 244784 A...l e,this drawing or tee page listing raid droving, Oldie...Of this ride of ofteolenn.ngin.ering * 7,1� �QV Q responsibility solely far tee design ahma,l. The.uitebllled end use of this drawing far any*vector*ie the - - „ 051 RrnaBBCicle ope+.ibilley of the Bundled malaris•per ANSI/TPI 1 Seo.2. ' ria/11Wr Mk DUR.FAC. 1.15 Satramemo.CA 95R28 For more information see this Job's general notes page and those web sic., ALPINE:www.alpineltw.com:TPI:wmw.tpinst,org:MA;wowspc;ndustry,oem: ICC:waw,iccsafe.org EXP.12-31-15 SPACING 24.0” JREF- 1 VM071 75203 (1115063--FREOTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , m* - A16) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS a DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #2 :T2 2x4 HF #2: (I) - plates so marked were sized using0% Fabrication Tolerance, 0 , Bot chord 2x4 HF #2 degrees Rotational Tolerance, and/or zro Positioning Tolerance. Webs 2x4 DF-L #2 :W1 2x6 OF-L #2: :W2 2x4 DF-L Std/Stud: :W8, W9 2x4 HF #2: 120 mph wind, 33.35 ft mean hgt, ASCE 7-05, CLOSED bldg, Located r' :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=60 psf. Special loads • (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/360 live and L/240 total load. Creep increase TC- From 118 ptf at 0.00 to 86 plf at 4.03 factor for dead toad is 1.50. TC- From 86 plf at 4.03 to 70 pif at 6.11 TC- From 70 pif at 6.11 to 70 plf at 13.72 Snow loading based on an unobstructed roof. Complete drainage TC- From 70 pif at 13.72 to 118 pif at 19.98 required. BC- From 20 pif at -0.46 to 20 plf at 10.43 BC- From 20 pif at 10.43 to 20 plf at 19.98 Unbalanced snow loads have not been considered. Wind loads and reactions based on MWFRS with additional C&C member SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. design. Left end vertical exposed to wind pressure. Deflection meets 1/180 criteria for flexible wall coverings. iI 1 1 ( )= 1 Wi 3X5= 3X5= T2 3X5= 0.37 _ 1.5X4 IU 4X12 I 4-6-0 5X12 _ — r —. M ---- w .—. €NN -fl . 2x4= r 32-9-14 Y W2 �8 W9 2-7-14 31-0-0 4X12= 5X5= 4X12= 3X7 N 1.5X4 Iq 118k_ 6_0_2 5-0-5 -g + 5-0-5 I� 5-0-5 'I{ 3-11-5 5 a 5-0-5 3-11-5 'W I` 20-5-5 Over 2 Supports R=1024 U=492 W=5.5" RL=196/-230 R=1080 U=530 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. Onmet1TY:1 OR/-/1/1/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-1,118 ••wwwnNGiaeREAD AND FOLLOW ALL NOTES ONTIM gtMINDI yiS. TO LL 25.0 PSF x25 N 4Th Ave,Cornelius O 97133 ae1111OL TANTar FURNISH TNIS DRAINING To ALL ceeRAerags INCLLOIN6111e INSTALLERS. REF R7175- 3132 Trusses require extr ee arc In fabricating. handling, snipping, installing g and bracing.Refer to and follow l,V � � the latest tion of RCglnlAullning ComPonene safety information.by TPI an NrCA)for aareey prancicea prior 4I 14659 '¢• TC DL 10.0 PSF DATE 12/23/15 o performing Sha mesa Corot ons. Installersshall provide ng and bo bY4tom c p per all h eaproperly attach. 4. ,441164, top snood shall have properly attached ntal ser tura)sheathing to end bottom chord shall have Unions properly a wis r- r gid c,ling Lora 1 s shonnor perm elle lateral strwint of wens sfimll",707,:=7.1L",'"'1=1.7.::-." evo brarug i stalled p°�pCsl }.4 BC DL 10.0 PSF DRW CAUSR7175 15357030 I7 — santIons 6],A7 or 910, a5 appilaable Apply pfatps to=.fere or truss and pe n . d ,'� �.re'�� A I� N F the Jeint Details•unless noted otherwiseRerer to drawings 160A-$for atandartl5plate pvsitlensabo a an on fl(`-�T l Alpine.w d.a,on of ITN Building Componentsur Inc.shall'not be responsible far any deviation from them .,: �• BC LL 0.0 PSF CA-ENGPBC/CWC drawing.anyfailureo build r In conformanee withnANSUTPI 1,o r'handling, hipping. �,:... AN 3TW COMr34t3Y ,natallatian.erre.,of trpaeee, r r`°' ..0 'FC, 1909 QI``' TOT.LD. 45.0 PSF SEN- 244781 A..el on this drawing or mover peg.listing this.owing, Ingle...meeoptone.of professional enginseriny 4 7a SEQN-wl.ry for the dselar.hon. The...allow and woo of wile drwrnp for any structure is tri. 8353 Ronna Circle r..Pr,.IbI l lty or to.a.l ldlrp geslgnar ow AIRIRPI 1 S.e.2. �t'�� .C��'Q DUR.FAC. 1.15 Sacramento,CA 95828 Fair moan information n` thle Job's genera,no pae and c so woo aIt°s $PACIN— 24.0" __y_.ALP/NE,F.aroineitw.comi TPI: sept .org:YMCA:www.shadustry, : ICC!ww.laeaare,or. 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OO.u4.OWw.n .4'1 W 72gSs. ^s= '• aT) s -4=255�a= 7_ -,- 887.7..-,-.- N n `3W-7" -� !` �m� 9 -; o�AW �4 � y �. §q - — ...P'§q ':',3R—�..PVi ; ;MR' ggN$S- YOO a8 tl x ssas 3 (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave ** - A17) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&Bet, Bot chord 2x4 HF #2 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: degrees Rotational Tolerance, and/or zero Positioning Tolerance. :W2 2x4 DF-L Std/Stud: :W8, W9 2x4 HF #2: 120 mph wind, 33.36 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT 11, EXP B, wind IC DL=6.0 psf, wind BC DL=6.0 Special loads psf. (Lumber Dur.Fac,..1.15 / Plate Dur.Fac.=1,15) Deflection meets L/360 live and L/240 total load. Creep increase TC- From 118 plf at 0.00 to 88 plf at 3.41 factor for dead load is 1.50. TC- From 88 plf at 3.41 to 70 plf at 5.49 TC- From 70 plf at 5.49 to 70 plf at 13.10 Snow loading based on an unobstructed roof. Complete drainage IC- From 70 plf at 13.10 to 118 plf at 19.36 required. BC- From 20 plf at -0.46 to 20 plf at 9.81 BC- From 20 plf at 9.81 to 20 plf at 19.36 Unbalanced snow loads have not been considered. Wind loads and reactions based on MWFRS with additional C&C member SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. design, Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wail coverings. 1 1 I 0.38 _ 4X12 I W1 5X10= 3X5= 3X5= 1.5X4 III ) 4-6-0 (1 2X4= • c;114_32-9-14 jillIltill21111111 g W9 2-7-14 1I 431-0-0 H0312= 3X5 T 3X7 HI 4X12= 1.5X4 lel 4-8-7 5-0-5 5-0-5 5n4 5-4-11 3-11-5 5-0-5 5-0-5 3-11-5 _ 5 19-9-14 Over 2 Supports CJI R=985 U=468 W=5.5" RL=195/-229 R=1049 U=516 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gau.e HS,Wave FT/RT=2%(0%)/4(0) 15.02M0. cl-,, sTY:1 OR/-/1/1/-/R/- Scale =.375"/Ft. Truss ComponentsofOregon (503)357. 118 ••RARNINGI••READ Mo FOLLOW ALL morns oNMIS BRANINGI 825 is 4th Ave,ComeLus OR 97 13 •.IMPORTANT•• PBRRISX THIS DAMNS TO ALL CONTRACTORS INOLwINc THE INSTALLERS, TC IL R7175- 3133 Trusses require extreme sato In fabricating,handling. shipping, Installing and bracing Refer to and roll"., ll,U,'� p�n 25.0 PSF REF oo iawst adltlea of.CSI (Rulldlag eonpen¢nt Safety Inror..,...,by TPI end./fCp) !or sa rosy pragefees prinr V 1 059 TG DL perroreing these function. Installers sshhalll provide temporary bracing par BM Unless noted otherwise. .,[ JO 10.0 PSF DATE 12/23/15 ,4011164, t chord shell hove properly attach structural sheathing and bottom chord shell have a properly attached rig.ceiung oneatonna:noon for r Tal restraint f ambo anal) a orating Insc"Ilea per ecse BC DL 1 0.0 PSF AF �rl sections BaBT r BIO. `applicable. Apply Plata no each r.aeonr crus end ooaloon as moan dna n `�1 DRW CAUSR7175 15357031 'Lim I'JI the inl t',AMOR. unless n otherwise. Refer to drawings vsoa_z ref sta.wara p to positions. Maine. Y failure fel build Components group inc.shod!n t a,p,nalbla for any deviation from this BC LL 0.0 PSF CA-ENG PBC/GWC AN IYW COMPANY drawing, A bracing r conformance with ANSIiTP1 r, or far panallrg shipping. c N g or eluates, A eea1 en thl•drool.*of aster P.M.I l.tlfe tel.dr..Ing, lnsiest.m a.a.pt.nas of prODesad.n.1 engineering ` '9j ,�•„7... 7,1��9 w�. TOT.LD. 45.0 PSF SEAN- 244784 responean1t Icy..req for vis design shown. The wlt.hlllty and me er this drwl.N few e.y etn.atw.v is the • — v51 RovangCirtle n-.Pn^a yy of the Irrl laing Designer per IwsviDI I Dec.2. Sr�M W �,1>,A$. DUR A FAC. 1.15 — Sxromenlo.CA 951528 For more Information see chis dabs general motet Page and chase web sites: ALPINE:."rw.elpineltr.com:TPI:eww.tpmet.org:MICA:aawsbcind¢stry.com; ICC:.wx.,ccsa fe.org EXP.12-31-15 SPACING 24.0" JREF- 1 VMO71 75203 i` --..-....--ori a, �r m �eomJmm� a wmwNwAJaoJm+bm 1://::;;1\ OO saopO442281 us uW +"+apNK OOmoog A6, O n =v. -0-.---t Nma ww»OV+u-+mm pguww %CC www+ub . m IO.,OwwwbACC a!1 i °'� m PmN pmmNmJm00lw mmn �A iavb TtO.mi+iw..a w mNn.N mOmmau+ma 3 p� of h v o$o 000o Qo Q0000a aa "E-- N 0 J6 ofammm$m$ar T .,83 88$.8.,8ANw2$$' o-°n `4'"A" % v n nnnp0004o40000000m11! _,\ o.+ooaoo 0 92 a"aaaaaaAAte g°a c o�ll'il =NNwmo r,, +o.- "Smmmmmm m a ; 000 ++mmaw o." oa0000 0 0� l'�"" s z4000poo ooapoon .,w' w '^ xr4-rr�Li I ii3a�ig4884 wm822888s> N — ...-a-..N,.tiw mmwsa" LIT PI a Ma m , , AAaPAaayaai w a o o p ! 000O4000 0o o =TTTWil-T,%jliTll"=jTTT- u u 8 8 1 8 m 8 w W t w p O 0 w + N i i i s x s s q m bIs N\\\\r \ C' J J J m W N b a m N:1 N N N N N N Nt m� .4. u8:828E88. 0 um V 51' . . 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' rrr, " rrr� 1K11KKu '"" " Kw q"FL1KKNTFFI • KFF" 1. KKKK °Wwm t7H m06u ^ 8' ylOiwu Ow;,m-•,c-,,, ""5'^ g ^5 ^w^ ; 6',-t _ _ .411m" l4pu4,4^" g aiNtu�+..u: aiP. '-' THIS DWG PREPARED FROM COMPUTER 1 NPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (111 5063--FREDTEST -BORNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A18) Top chord 2x4 HF #1&Bet. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #2 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 1 Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: :W2 2x4 OF-LStd/Stud: :W8, W9 2x4 HF #2: 120 mph wind, 33.36 ft mean hgt, ASCE 7-05, CLOSED bldg, Located \,.. „,' :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B. wind TC DL=6.0 psf, wind BC DL=6.1 Special loads psf. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/360 live and L/240 total load. Creep increase IC- From 118 plf at 0.00 to 96 plf at 3.23 factor for dead load is 1.50. IC- From 96 plf at 3.23 to 70 plf at 6.91 IC- From 70 plf at 6.91 to 70 plf at 12.92 Snow loading based on an unobstructed roof. Complete drainage TC- From 70 plf at 12.92 to 118 pif at 19.18 required. BC- From 20 plf.at -0.46 to 20 plf at 9.63 BC- From 20 plf at 9.63 to 20 plf at 19.18 Unbalanced snow loads have not been considered. Wind loads and reactions based on MWFRS with additional C&C member SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. design. Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. 1 I 0.38 _ 4X12(1) W11 3X57.--- 1.5X4 III 5X10= 3X5= 4-6-0 - - 2X4= W W2 WS 9 2-7-14 • H0312= 3X5= 4X12= 1.5X4111 3X7 III "�I_ 4-6-6 3 c 5-0-5 dc 5-0-5 3-11-5 s'4 5-2-8 5-0-5 5-0-5 3-11-5 5"4 19-7-11 Over 2 Supports R=1003 U=495 W=5.5” R=1049 U=522 RL=194/-229 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=246(0%)/4(0) 15.02.00. $TY:3 OR/-/1/1/-/R/- Scale =.375"/Ft. ••wAw+t4Dl••Rem AND MIMI ALL runs oN IRIS DRAWING/ PSF Truss Components of Oregon 503)357-E1 l$ .��.' p`� p ( ••IYPORTNII• rTawrsx THIS gNA.rxg TO All caNTRpsTaRs INCLUDING THE IIpSfA11ER3. TC LL 25.0REF R7175- 3134 825 N 4th Ave,Cornelius OR 97113 Treates nodule<trema Care n fabricating,Safety i snipping.ermatIon.by installing and bracing.Refer to and follow Q !b TC DL 10.0 PSF DATE 12/23/15 ahe latest eel<ie,or heal(Ba in 1I e.-4.n<Safety Inreroatlon,by iPl any WWI)for safety tedpractices,the. prior ' o performing these runctions, lnatallers shallprovide temporary bracing per BCSI Onleas mated otherwise. es, top chord shall have properly attar..structuralsheathing and t chord shall have a properly attached ,411164, rlgltl Ceiling. ,xatle4S shown for permanent latera,restraint of webs shall have bracing ins-celled per BCSI ,,�jr BC DL 10.0 PSF DRW cAUSR7175 15357032 A L )Il L1 V E sections 83 B]or unless as appinoted other Apply plates to each face ont Cresstand position as dawn above and on I� the levet Ddivisi neves noted otherwise. Refer drawings,BOA_:for standard pieta nyalefens. BC LL 0.0 PSF CA-ENG PBC/CWC Afp,ne, a division of ITYI Building Components Cropp Inc.she!!not be responsible for any devlat,on from this r.:!,_ drawing.any A brava to fbuildtrusses, the truss in conformance with ANS)/TPI ,.o for handling. .M1.ppl g, r a9 ' TOT.LD. 45.0 PSF SEAN- 244787 AN RW CO MR4NY cawing. ny A eluting of dathe . A...r en 111114 droving or.aver pegs IIstInp tn,..reelog, hella.....et.pt ne.of PPM...lon.l umlb.erlb0 g/"e 4 71 14 1 x?st Rmuaeirce responsibility solely*the design*hewn. The sult..l Ity end use of Si.,.dr ming fel.ahy.rrwma,r.Is the r�da�.G��Q OUR.FAC. 1.15 — r.wdv.mlblll of the Building Designer per ANSIITPI I S...2. 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Top chord 2x4 HF #1&Bet, 2 COMPLETE TRUSSES REQUIRED I < Bot chord 2x4 HF #2 2 Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min. nails :W2 2x4 DF-L Std/Stud: :W6, W7, W9 2x4 HF Std/Stud: :W10 2x8 DF-L #2: Top Chord: 1 Row 0 7.75" o.c, :Rt Bearing Leg 2x4 HF Std/Stud: Bot Chord: 1 Row 012.00" p.c. '1`%� Webs : 1 Row 0 4" o.c. Special loads Use equal spacing between rows and stagger nails 1 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. IC- From 118 plf at 0.00 to 96 plf at 3.23 IC- From 96 plf at 3.23 to 70 plf at 6.91 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 TC- From 70 plf at 6.91 to 70 plf at 12.92 degrees Rotational Tolerance, and/or zero Positioning Tolerance. TC- From 70 plf at 12.92 to 118 plf at 19.18 BC- From 20 plf at -0.46 to 20 plf at 9.63 120 mph wind, 33,36 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 plf at 9.63 to 20 plf at 19.18 anywhere in roof, CAT 11, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 TC- 1550.00 lb Conc. Load at 11.85,18.52 psf. Wind loads and reactions based on MWFRS with additional C&C member Deflection meets L/360 live and L/240 total load. Creep increase design. factor for dead load is 1.50. Left end vertical exposed to wind pressure. Deflection meets L/180 Unbalanced snow loads have not been considered. criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. , W1 0.38 3X5= 1.5X4 III 5X14(I) 3X5= 1.5X4 ill 4_6_0 5X7= — —` ; = —7 its 0 I 1 3X10 f Wg +32-9-14 W2 W6 W7 W10 2-7-14 f l 3X10= 3X7= 5X12 .- .• 2X4 III 3X7 III 4-6-6 5-0-5 2-0-14 2-11-7 3-9-7 7" ]� 5-2-8 5-0-5 5-0-5 3-9-7 "2 (` 19-7-11 Over 2 Supports R=1616 11=824 W=5.5" R=3536 U=18591 RL=194/-229 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(096)/4(0) 15.02.00. 4 r•'04- Truss OR/-/1/1/-/R/- Scale =.375"/Ft. Tmss Components of Oregon `SU3)357•_118 ••WARNtMOf•'READ NO FOLLOW ALL INDIES d TENS ORNING, 825 N 4Eh Ave,ComelmsOR 971 t3 "IgP01rr MINIM THIS TAMING TO cverRAcrgls INCLUDING THE 116TAt1.Ew, /4,000,1r . REF R7 75IC LL 25.0 PSF 1 3196 Trp rogpiro extreme r.rc In rabrlcet,ng,na.Wling. xnlppl.g, Insutlina anus bracnng.Refer t and follow the,_..,etlltlan of acs, (&llltllng eaepanent safety,nTarnatlon, by TPr an ITTCA)for safety practices prier [G� 1 46 59�7 '• TC DL 10.0 PSF DATE 12/23/15 to pchord'. these hav Tproperls attached Installers ru`tural sheathing nand ry bracing per DM. Unless noted otherwise. 1/Yyw. Cop M ],ail have properly attachotl sir thing antl bottom chortl xnarf have a properly ettaEMtl ` e ,40164, rigid coiling. Locations shown for permanent I restraint of webs shall h bracing Installed per ecsi �� .a sa aT gap s noted cable. Apply r t Papa of ror s ana x 111"k�' BC DL 10.0 PSF position a spawn above and _.,mai DRW CAUSR7175 15357094 unless noted ncherwiaa. R t drawings abPA- p poalu ens. � BC LL p I the Joint Details. z lar standard late 0.0 PSF CA-ENG PBC/CWC raw nen division of Ibu gd teklie t Coricsoussinen s omen Inc shall not be ror fee lble for any tlpping.on drawing,nny Aorooi to build Me tnlzs in conformance with AN51/T91 1,or Per Paneling,shopping, ran nls ,, AN ITW cOIr1ASNY ;nstal,atlan A proc mg or traeaea' T SEAN- 245005 A.»I en thin drawl.or th erpeg.listing this crawl.. Indio.t..sesepters.Sr...mime'.lolh..rrng ' 9j fF•/ •- cr TOT.LD. 45,D PSF r..penolelll y design S, ,,. The suitabilityend use of this crawl _ E351 RotanaCiltle rseps,elbll ley of the eI ISinp Dwls,wr per AN5I/1Pl 1 s.o . ^g for any structure r.fin. �— SaWrammlo.CA 95828 par sora Infornatla..sop tnlx�nb s garwral,.ares page ana Lhasa wpb a,tex: .,.'71d��,C111�Q DUR.FAC. 1.15 . AtPINE:reWi.elpinaltw.caw;TPI;m w,tpinst.org:RTCA:www.xbc,ntlustr wwa.icesafe.n.g SPACING JREF-- 1 -- Y.aae; Ice: EXP.1�-31-1 K 24.0" VM07175203 147":"—;) ��55 �f !_ 9 ssis ;7 ii7 ? 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Top chord 2x4 HF #1&Bet. 2 COMPLETE TRUSSES REQUIRED I t Bot chord 2x4 HF #2 ; .• Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: Nail Schedule:0.131"x3", min. nails :W2 2x4 DF-L Std/Stud: :W3, W9, W12 2x4 DF-L #2: :W14 2x8 DF-L #2: Top Chord: 1 Row a 7,75" o.c. \ �' :Rt Bearing Leg 2x4 HF Std/Stud: Bot Chord: 1 Row 012.00" o.c. V Webs : 1 Row 0 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 118 plf at 0.00 to 96 plf at 3,23 IC- From 96 plf at 3.23 to 70 plf at 6.91 The maximum horizontal reaction is 2499# TC- From 70 plf at 6.91 to 70 plf at 12.92 TC- From 70 plf at 12.92 to 118 plf at 19,18 (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 BC- From 20 plf at -0.46 to 20 plf at 9.63 degrees Rotational Tolerance, and/or zero Positioning Tolerance. BC- From 20 plf at 9.63 to 20 plf at 19.18 IC- 1550.00 lb Conc. Load at 11.85,18.52 120 mph wind, 33.36 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Wind loads and reactions based on MWFRS with additional C&C member anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 psf. design. Deflection meets 1/360 live and L/240 total load. Creep increase Left end vertical exposed to wind pressure. Deflection meets L/180 factor for dead load is 1.50. criteria for flexible wall coverings. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. Unbalanced snow loads have not been considered. T W1 4X5(R) ItI 0.38 _ 5X14(I) 5X7— 3X5=== 5X5= 1.5X4 In 3X5:-7-- 1.5X4 III a-s-o _ 0.. "—~ 3X10= MP *32-9-14 IW2 W3 W9 W12 W14 2-7-14 !� Z f n 31-0-0 � 3X10= 3X5 4X5= 3X7= 5X12= 2X41}1 3X7[II "21, 4-6-6 • 1-5 3 . 1-9-0 1-10-2 ' = 2-0-14 .j_ 2-11-7 }_c 3-9-7 5-2-8 1-5-3 1-9-0 1-10-2 5-0-5 3-9-7 7"2 19-7-11 Over 2 Supports =+ R=1616 U=824 W=5.5" R=3536 1.1=1859 Rh=2499/-2499 RL=2906/-2906 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. p16flpk TY:2 OR/-/1/1/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-'.118 "'WARNING!'"READ AMO FOLLOW Mt MITES IM MIS IRANINCI 825 N 4th Ave,Comelms OR 97113 + A"F•• FVRnisx THIS WAITING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. R7 — Trusses require extreme care In fabricating,handling,shipping, installing and bracing.Rorer co and follow yrs 4- TC LL 25 0 PSF REF 175 3197 the latest edition of BC51 (Building Component safety Info...e'en,ay TPI and MTCA)for Safety Praetieew prior .. i 4659 9 • TC DL 10.0 PSF DATE 12/23/15 1,. to performing meso Functions Installers shall prnv,de temporary bracing per SCSI. Unless noted otherwise, 4 r top chord sown have properly attached structural sheatnlre and batten¢ Snell have a properly attached rigid roiling. Locations stow.for permanent lateral restraint of webs shall have bracing(metalled per Besl 1 _ ,q ©� sections B3 87 or B10,as applicable, Apply plates w oath face of fs Y BC DL 1 O.O PSF - ]7(JII and rd plate shown above and a D CAl1SR7176 15357095 the Joint Dotal is, unless nota otherwreo. Refer t Ings 160A-2 for truss plat¢posiclows. I Alpna,a div A or ITM euuai g Tempo a es croup Incur snail nae eerrespons.bie Tor a y aevravan Tran tills •I `eY- BC LL 0.0 PSF CA-ENG PBC/CWC drawing.any failure to build the truss In confermanoe with ANSI/TN 1. or for handling. snapping, V AN ITW[OMR4plY Imetal lotion Fabrec irg of trusses, A r "- • r.p on this solely.or U,.r page chest. this drwllgi 1 and ups Cr[bee of sr for.alpn ctira.it �i{�'1.'�� a C AQQti.. DUN.FAC. 1�15 PSF SEQN- 245008 r sponsnili y solely for the.sign epl. The Pruett', and ups dr thea dr.wing t r any structureengineering is the 8351 Row=Circle responsibility Cf the heilalns Designee p..AM91/TI"1 t s.a.z, Saclametib,CA95828 For more Information son tills job's general notes page and mase web Altos: - -- ALPINE:awe.elprneitw.com:TF1:ew.tpinst,erg:11TCA:wee.sbcindustry.com: ICC:wee-lecsafe.org EXP.12-31-15 SPACING 24.0" JREF- 1 VM07 1 75203 7,2 oporNNw»NommJmN'� 57t �o . NnN -army NJN »mr l ,m.,ir rj VJrir pr 3 ^, wa'a� u'r" m m N mh N ",:,72, ^0: paN >� omm'ammdWOm^ ^ "w'q Am�m',va'ONmJWaawmm-NrW4 u=.1,,1gt N 4ar r m , , , X 4:-.. O-m -O,yrP -5 O,HIEn'g,.2O111,.;r. 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G-0�'OAuu4ium O o'O.mi dNw �� ,,, , IL N y8=' 'k i +bO^, ; .:L.L.: b i mi.0 'i .A..N.,�i:^ x39 :u�'' r el.a.,u- :O ze..,u'.�j"-' ##Au�,u- "r Rt Om o wti. .-�,'4"' ss�`I§ Px 4. g `; MI5- gJ§§ ", a $a§ x I g - H §§35- x, ss - Li ..n„- 3 .. 5 LI ��„ {ALPIN61[TP1 2007][A18P4][45175/1] [Page 2] [CRC 45CE Wine Lt--J(OC 54.001[OF 1,60](N8 2] Repetitive Factors Used: No 12 PLF a 15,2 to 1E a 18.2{y=38.51( 081 -50 PLF a 18.2 to -50 a 34.4 L[y43.67(1005] 12 PLF a 18.2 to 12 a 34.4[y=38.5][ 0%] -50 PLF a 15.2 to -50 a 18.2 L(y=33.11[100%1 8 PLF a 14.8 to 8 e 34.4(y=31.0][100%] 12 PLF a 14.8 to 12 s 34.4(y.=26.01( 0%) 45 PLF a 14.8 to 45 a 14.8 L [y=35.57[1005] 60 PLF 0 15.2 to 50 is 15.2 L[y=35,5][100%1 [C&C ASCE Wind Rt--](0C 24 00)[OF 1.80][8111 2] Repetitive Factors Used; No 12 PLF a 15.2 to 12 a 31.4[y-38.5I[ 0%] -50 PLF s 31.4 to -50 s 34,4 L(y.33,6](100%1 12 PLF a 31.4 to 12 t 34.4 [y-38.5)[ 0%] -50 PLF s 15,2 to -50 a 31.4 L[y=33.57(100%1 8 PLF a 14.8 to 8 e 34.4 [y=31.01[1001] 12 PLF n 14.8 to 12 a 34.4[y.28.0]5 0%) -63 PLF a 14.8 to -63 a 14,8 L[y-35,51(100%1 -45 PLF•15.2 to -45 e 15.2 L[y=36.5][100%] 4 1 1 4 ..77777 0 THIS DeS PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A19) Top chord 2x4 HF #1&Bet. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 Bet chord 2x4 HF #2 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: :W2 2x4 HF Std/Stud: •W6, W7 2x4 HF #2: 120 mph wind, 33.43 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT li, EXP B, wind TC DL=6.0 psf, wind BC DL=610 psf. Special loads `: (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Left end vertical exposed to wind pressure. Deflection meets L/1:"► IC- From 70 plf at -4.73 to 70 plf at -1.50 criteria for flexible wall coverings. IC- From 118 plf at 0.00 to 70 plf at 6.27 TC- From 70 plf at 6.27 to 70 plf at 8.19 Deflection meets L/360 live and L/240 total load. Creep increase TC- From 70 Of at 8.19 to 118 plf at 14.45 factor for dead load is 1.50. BC- From 20 plf at -0.46 to 20 plf at 14.45 Snow loading based on an unobstructed roof. Complete drainage Wind loads and reactions based on MWFRS with additional C&C member required. design. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. W1, 3X5= 0.38 4X8(1) 1.5X4 III 5X5= �' 4-6-0 _ E 2X4 i 44_32-9-14 I W2 6 W7 2-7-14 i CI 1 31-0-0 r 4X5= 3X10= 1.5X4 III • 3X7 II# 8.,1 s s is-0 0 'I` s-0-s -5 '1 `3 -11-5 3-11-5 ›i541 I-, 14-10-15 Over 2 Supports >I R=777 U=400 W=5.5" R=834 U=439 RL=183/-225 Design Crit: CUSTOM/TPI-2007(STD) • PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00, WRop :1 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (SOi`[i57-.118 "R 1 1'a REAo AND FOLLOW ALL NOTES nN TRIs DRAWING! REF R7175— 3135 &25 N 4th Ave,COrnelllTs OR 97113 "1 RTAIMT FURNISH 11411 DRAWING To Art 49"mAG INIS INCLUDING TME INSTALLERS. GJ TC LL 25.0 PSF Trusses require aatrano care in Fabricating.handling, sM1lpping, installing and brao,nq. Rater to and follow p 4.:„014* TC DL 10.0 PSF a latest edit Ion of SCSI (Building G or 1 485 t t ° shall Safety Ie temporary by cin pe YTC$I r safety practices Pse, to performing these functions. (natal ears ah 1 protide t�pmra�Draal,g r BGS1. Unless n t�otherwise, '� DATE 12/23/15 top chord shall how properly attached structural sheathing and WW1,*chordshall have a properly ottaohed r.gld IliM, Locution shown lateral res a,nt of wee sM1ell have hroclnU'Installed per SC51 1 mnuona B3,BT er Rio. ez appl t:°.';,,`.71.;:73,`plates m osch race of c and s'' BC DL 10.0 PSF DRW CAUSR7175 15357033 _,Odilihk5 s ALP N I the Joint Details,unless noted of hmrwl Refer to drawings be standard pform positions. tevfromdtns s G r Alpine.n division or ITR Building Components Group Inc.shallresponsibleany elation �;::..- BC LL 0.0 PSF CA-ENG PBC/CWC 0 drawing,any failure to build the truss In conformance with ANSI/int Z.or for handling.shipping. l,j, -' / AN ITWCOMPANY inatarlation a erari„B or treas.., 9 FC,7 %SO9 4i~ TOT.LD. 45.0 PSF . A owl on N1*drawling or never pogo'tool,*Shlw droving. Indicate.eeeptsnoo of prof w renal glnsoring / 4 SEQN- 244790 roaponslbl l ley solely ter the design sheen. 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Aa 0u OawNr+ o rt,C�„ , ,,77 rCv„, ,,77,7,7Orr [rC-[ 0Ylbrrrr ,IAA,-rf T' Arc -,IT,,,,tz 1AA r `l'lw.t + [TNw7—:T36;1. :1; Ki1.2'7m4 `CKyKuSTT-Ii. i'I 17Fsi- ' ^C •Kw e'i V.4raEW O _ ,0- y40 A:!4'4.2 _ ';''. -'',, PPE -' 2ylV+-4.^ ^ ---2, ^ Tzff- w ri - z 2I4” ' el � ZI O6' - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , we - A20) Top chord 2x4 HF #1&Bet. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 • Bot chord 2x4 HF #2 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: G :W2 2x4 HF Std/Stud: :W6, W7 2x4 HF #2: 120 mph wind, 33.44 ft mean hgt, ASCE 7-05, CLOSED bldg, Located 1 s y :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6. Special loads psf. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Left end vertical exposed to wind pressure. Deflection meets 1/180 TC- From 118 plf at 0.00 to 70 plf at 5.65 criteria for flexible wall coverings. IC- From 70 plf at 5.65 to 70 pit at 7.57 TC- From 70 plf at 7.57 to 118 plf at 13.83 Deflection meets L/360 live and 1/240 total toad. Creep increase BC- From 20 plf at -0.46 to 20 plf at 4.28 factor for dead load is 1.50, BC- From 20 plf at 4.28 to 20 plf at 13.83 Snow loading based on an unobstructed roof. Complete drainage Wind toads and reactions based on MWFRS with additional C&C member required. design. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 1 1 0.3$ 4X8(I) W1 1 1.5X4101 5X5= 3X5= —— i 4-6-0 — ii _.—.._ - — —71 2X4= num - O 32-9-14 I W2 W6 W7 2-7-14 4 I • - 31-0-0 4X5= 3X10= 1,5X4M 3X7 m "121- 4-10-104-2-14 5-0-5 + 3-11-5 p11l,3-11-5 4d 14-3-8 Over 2 Supports >1 R=739 U=377 W=5.5" R=802 U=424 RL=181/-224 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. of ' ”MARNINGI••RCIm Aro FOLLI M ALL NOTES ON PUS OWINGS ti (rl Truss Components4thAve,Cornelius {971137• t l8 a. INSTALLERS. .i�,�� fiF• TC LL 25.0 PSF REF R7175- 3136 R2S N 4th Av,Colnehus OR 971113 ••IMPONN.rr FURNISH THIS uwNN6 To ALL CONTRACTORS INCLUDING 711E' r Trusses require extreme nares In Fabricating.handling,shipping. Installing and erasing Refer to and follow •fy;�e', . TC DL 10.0 PSF DATE 1 c Iden o£8051 (hounding Component Safety Information. by TPI and WTCA)for safety practices prior V�`. Coaperlb Ming theseacb„ctlens. Instal lora shell provide t Mang better,fern Ing per MSS. homes,noted otherwise, ��+ 1 4899 ', 2/23/1 5 op snail have properly attachedtebetbral sheathing an chord shall have a properly attached BC DL 10.0 PSF rigid ee „g ions shown f e permanent lateral restraint f hal hove bracing Installed per DCS$ DRW CAUSR7175 15357034 s M3.M1 r 810,as applicable. Apply plates t0 each taco or truss andponition shown above T r. N Ery" ions Mektla, unless noted otherwise Refer to drawing,s.<,_Z for standard pl.ta positions. BC LL 0.0 PSF CA-ENG PBC/CWC ---- ALF: L� Rapine-a division of ITIV Building Components Group Inc.shall net a responsible P any deviation from this drawing, any failure to build the cross in conform.,with ANSI/Tela1.r or for handling,shipping. ��-'., � -- AN ITw COMPANY Instal lotion A bracing of traaata. V A e..l on this armor,.or saver pope listing.1,1.dr«ing. Indlo..e..ee.pt.nes o h.a K gII,.r:� . .4j� f0 7,Sy8°+ 'cf.re TOT.LD. 45.0 PSF SEAN- 244793 rsapansibltlry safely far a,s deal.,show,. The su,tabrllty mad was or tills arawr any 051 Rove,Circle r.pw elbl lty Of St.s ll Im g Designer per A RIRPI 1 Sea.z. JJ4��. M�@ DUR.FAC. 1.15 Saoasttlo,CA9i52N Soy micro infortw. matlon, M1laJob's general 11/M0717520307175Z03 elver..:aMw.alalne,tw-com,tars see wt'cA:wnotes page and Cheam wee a,<a:: SPACING 24.0" JREF- 1ww.aheinenscry.nam; let:www.lcasafe.arg EXP.1 2 34 1-5 S wOWm+,m°.aT Auv+mwm tot,.8m0 NNwNmr..% Td b N ammmN N+Aamto+mn c ; mN a :nAooN: .r E; i ..'--.--E, � �92 AAAwaOpp . YAo WOOA mj NN=wNma6"cmma _ 27, 8' K ' 4aIf4 t , , en udi24o wn w mv.m[mit0 u�tmNwwwawtyit fi mro me Emn0i uwiJ3 ra.,q tan OiJ t4naO°arO .,p3 n py O a m K J"u w w V O i 0 0 d O O d P it ppO O O 6 O p O O O O O O O a p y a 0a� ym � ga,pnba;'_ tit;M;;;N,O.,+ONr O^ CIVAI _ p v -----n tAMOOOO9090OOOOm ut 09-9999 9 92 JnA H S888,8m>otp ° �"936 8888 m +si�TTnanxemi o^ �� 08888888 W O� m SA 'nom iii NN .000.µ0.N m ro m N-1 rma ®330 r4"S' "11 F3; h`'. $nzmg.nm m'a'„ -+o8om - " gm Al 1013 "' _t azzzzxz z xn _ ,m. S 6 n¢ T ...4.......:::. N' O pO ..... 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K K 0i011 a m-, ,7.-.%1-,...1 -1" . m ' 7. 111% 4141 41 W WK.[ -,1 .1.G u ^r•..-.r. s Y^•."[KK YJi 16-.4. . .m0.. 8006tH O e�u'_ O 1wh PLT.rw.,� I ONwwWWu ' Ww:"M i�I ' wuw,99!'m g 97' 9O ..==.87.7-7. .^7:Z .M-.O 2 '',-77 rtOZ^ i .t4"^^4^ ^ i =.'2'.^O.V.^ ^ i a .'�'.r"+.Lir'_'•.^ c eLM lI et±M!'_'..L.^ i St4tE-t222.0 i v ,,a.....' a� M et K O O ss 4V1i ss.. g s .. ehel4 = n 1,a41., — Wg nwt �nn,n — <;me -- ase 1O `tl , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY T: MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 12770 SW Ash Ave , .e - A21) Top chord 2x4 HF #1&Bet. Negative reaction(s) of -303# MAX. (See below) from a non-wind load Bot chord 2x4 HF #2 case requires uplift connection. :)-2\ i Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: :W3 2x4 DF-L #2: :W6, W7 2x4 DF-L Std/Stud: :W9 2x4 HF #2: The maximum horizontal reaction is 1249# :Rt Bearing Leg 2x4 HF Std/Stud: (I) - plates so marked were sized using 0% Fabrication Tolerance, f Special loads degrees Rotational Tolerance, and/or zero Positioning Tolerance. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) , TC- From 48 plf at 0.00 to 44 plf at 0.61 120 mph wind, 33.45 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 114 pif at 0.61 to 71 plf at 6.95 anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 TC- From 71 plf at 6.95 to 71 plf at 7.11 psf. TC- From 71 plf at 7.11 to 118 plf at 13.22 BC- From 20 plf at 0.16 to 20 plf at 3.67 Left end vertical exposed to wind pressure. Deflection meets L/180 BC- From 20 plf at 3.67 to 20 plf at 13.22 criteria for flexible wall coverings. Wind loads and reactions based on MWFRS with additional C&C member Deflection meets L/360 live and L/240 total load. Creep increase design. factor for dead load is 1.50. �- Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. W1 0.38 5X7(R) III 4X8(1) 4X5(R) Ill 3X5= 6X6 III _- Mom 4-6-0 --------------- �� _ 32-9-14 2X4= �W31 W6 W9 2-7I 14 I 11 MR W 1 31-0-0 4X5= 3X5= 6X8= 1.5X4111 3X7 III 4-3-4 2-6-12 -12 I< 4-7-14 4-7-14 'IS 1-9-0 T 2-6-12 5`"41 (= 13-8-2 Over 2 Supports al R=779/-303 1.1=487 W=5.5" • R=783/-227 U=426 Rh=1249/-1249 RL=1454/-1454 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00,1 QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon 503 357-2118 •'WARNING I••READ AM FOLLOW ALL MOTES ON THIS DRAWING' �� OPE �D Trusses '•IMPdlrlglyd• care FURNISH THIS DRAWING m AU.CONTRACTORS INGlw1116 THE IASfALI{Rs. and f S� TC LL REF R7175- 3137 825 N 4tL Ave,Cornelius O 97 13 25.0 PSF require e n fabricating handling shipping, ing s d bracing.Refer[ follow �(�r Urn f RCS((But ding Corpo ewe Safety Infermetion by tpl and RTGA)for safety practices prior ,� l' TC DL 10.0 PSF DATE 12/23/15 to performing[hewerfunctions. installers shall provide temporary bre.lag per BCS'. Vnlesa ne .4 otherx.e, /// 1463U R. PSF ap chord shell have properly o trod structural ahoothing arta bottom chord snail have a property.tecrgd '` BC DL 10.0 rigid coiling Locations shown for perm out Vetere. restraint of webs shell have nr !ng instslled nor IICSI DRW CAUSR7175 15357035 sections B3. B7 or B10as applicable Apply plates to each fact n d position as shown above and onry A -)11 N F elle Joint Details,unless noted otherwise. Refe,.tIOWA-z truss plata positions, to a BC LL 0.0 PSF CA-ENG PBC/CWC l-�_ Alpine.a division of ITW Bu Iden Co oneocs Grouplne.'shell not be responsible far arty deviation from wing,any failure to build the MISS lin Conformance with ANSITIPI 1.or for handling, shipping. •;t- AN ITW COMPANY ru instal;lotion A orating of trusses. % ... . TOT.LD. 45.0 PSF SEQN- 244974 A seal on We drawing or cover pap,'toting*Alla droning, heliostat wooeeter.ow of professional englneerl .74.C, reepunslblllty solely for the deolgn Shown. The meltability and wee of tales dnearwg for any atry.etvre Iswthw �� I t 4°+8 , . --- /s %i51 Rossano Circle feaponalblllty of to 0thldlns Oesioner per ANSI/TPI 1 Sec.2. in, DUR.FAC. 1,15 Sacramento.CA!i�R2R Far wore te.Information see .tpinshis Job's general have page and those win sites: .. ��•c�A SPACING 24.0" JREF- 1VM07175Z03 ALPINE:www.a lP V.eicw.eemi Tp1=mmr.[pinst.org:MICA:wsw.se.lnevzery•tom; ILC:waw.tecsaPe_erg " EX-P.22 31-1 (//1 —ii) Case = .7Usib 7 541ai 7 oases = xaasa nag. xaa!4 ?PI offs�` E ' MIg t ,R osago! ' No ..o '1 ' Hr: o mo'i wo z ..aN novo I; <o E o I?, nu .-.'om r u P7rto 711 "MN4 "7, ^o ^ co a .+n torso �0 'oF',1, 4 :2t+o ouiI ..ion i CC t mn M TM Tn'N°TTI' h Ty TTn TAT W m J JJ Wn�, u '!.. 1$$ 4 r... 'JJJ n 0 'JJJJ n or T ,OJJJJn ry ....uu 2:.,,_,_," ' u _,..,... 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Nory •\\ ,m:\ „•fmrM#m ••r Y.. `' s\\\•«# m•r\sw# �BaoantiBory9N00vveRNon'I. 8NN0m44oHNmm . voNtieTl$ 00rao , . 2Nm• :O yp�N ao a' rvNMaoT :!.4V-..7,22, unm82:4 ;7..,12,2;;',,;v °° $°° m 1! $3° 1I^ 9mdi [ALPIN£][TPI 2007][A211[45175/1J [Page 2] -56 PLF 0 21.2 to -56 0 31.4 L(.y=33.5)000%1 8 PLF 0 20.7 to 8 0 34.4 [y=31.0][1000] 12 PLF @ 20.7 to 12 3 34.4 Cy=26,0]( 0%) -63 PLF 0 20.7 to -03 a 20.7 L(y-35.5)[100%1 -45 PLF a 21.2 to -45 v 21.2 L [y=35.5][100%] 1 1 1 • l \ 40 1 ] (1115063--FREOTEST —BURNHAM—ASH, BLDG #2 -- 12770 SW Ash Ave , ** — A22) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&Bet. Negative reaction(s) of -318# MAX. (See below) from a non-wind load Bot chord 2x4 HF #2 case requires uplift connection. Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: :W3 2x4 DF-L #2: :W6, W7 2x4 OF-L Std/Stud: :W9 2x4 HF #2: The maximum horizontal reaction is 1249# :Rt Bearing Leg 2x4 HF Std/Stud: ,t(1)." ' (I) - plates so marked were sized using 0% Fabrication Tolerance, Special loads degrees Rotational Tolerance, and/or zero Positioning Tolerance. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 118 plf at 0.00 to 71 plf at 6.34 120 mph wind, 33.46 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 71 plf at 6.34 to 71 pif at 6.50 anywhere in roof, CAT II, EXP B, wind IC DL=6.0 psf, wind BC DL=6.0 TC- From 71 plf at 6.50 to 118 plf at 12.60 psf. BC- From 20 plf at -0.46 to 20 plf at 3.05 BC- From 20 plf at 3.05 to 20 pif at 12.60 Left end vertical exposed to wind pressure. Deflection meets L/180 criteria for flexible wall coverings. 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. 1 Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. D.3s _ 5X7(R) ill 4X8(1)=. W1 6X6 III I 4X5(R) III 3X5= 4-6- 0 I -- -- —f ! L___1 (^ 2X4= i \ I I= 32-9-14 W3 W7 W9 2-7-14 W6 431-0-0 I 4X5= 3X5— 6X8=' _ 1.5X411! 3X7 III • 1,7"3,1- 3-0-10y 4-7-14 Y� 1-9-0 >K 2-6-12 ›1 "41 3-7-14 `T` 4-7-14 I 1-9-0 I 2-6-12 5"4 ( 13-0-12 Over 2 Supports .I R=817/-318 U=511 W=5.5" R=792/-264 1J=456 Rh=1249/-1249 RL=1454/-1454 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.02.00, p18RpeE,rTY:1 OR/-/1/1/-/R/- Scale =.5“/Ft, Truss Components of Oregon 1503)357-111& "WARNING'''.READ AM FOLLOW Au ROTES on min FNWINC! 825 N 4th Ave,Cornelius OR 97113 ..IVIN11TAV” FURl13o THIS DRAWING m ALL CONTRACTORS INCLUDING THE INSTALLERS. �` TC LL Trusses require extreme cars,n fabricating. Farling, shipping. Installing and brac„y.Reror to and follow d • �Fry%. 25.0 PSF REF R7 1 75— 31 38 the latest edition or BCS' (Building no,nt 1 4659 l •n—. performing a ng Amps Safety Ie temporary by TPI end'Gam fpr teas mead dcOther Prier �t ` TC DL 10.0 PSF DATE 12/23/15 to per r%!thorn functions 'ached Sts snarl provide ng and bracing per all Int properly ate rwld¢, rig,miiihk, top chord snail neva progeny attached eanootulal sheathing restg end bottom chord shell have a r ly r SC r. nodi coiling. Locations a zapplhown fpr permanent lateral o each nt a Reba shall save bracing a,i r 8031 I;�Jh1 «tions es,GT or Gm. as applicable. Apply PlaCeS[o each face of truss and position a,sheen show BC DL 10.0 PSF DRW CAUSR7175 15357036 A 1J N IE <rae,ngs,00:_$e{or standard plata pogiecV s- and on BC LL — 7.J:7'.°:7::::::::7:::7.„7,77-....::'.7.::oInc.sM,l n esPonsible for any d lotion£ram this , _. 0.0 PSF CA-ENG PBC/CWC draw,ng,any failure to build the trues In con£ornnnce with ANS1/Tplbl,ror for handling, shipping. _ \. AN ITW COMMNY ,netai lotion a bracing or trusses- A...I on this arming Sr eea.r pays I itt u,.this Priming. Indlaatss eoaapteilae„Pra.es.leesl.npinerrl 470, .4.0.7.19W'. Qk,''' TOT.LD. 45.0 PSF SEAN- 244971 responsibility solely ter tn,.design shown. The meltability and use or nil.drawing for any structure la the .. — 535)RocaolaCircle raspuielblllty et nn.a.11dlnlp Aalgwr per AIaI/TPI 1 s.e.z. rflQ��,C1;Q'g DUR.FAG. 1.15 Sacramento.CA 9582% For more information ow this Job's generar notee page and these web sites ALPINE:aww.elp;neltw,cmm,TOl:wwa.tp;nst.ory:RICA, ww.sbcindustry.00m: ICG wwa,lccsafe-erg EXP.12-31-15 SPACING 24.0'1 JREF- 1X/11107175203 i ro---)-2...• 1 .\,,__\,,,,,,,,,.‘./' RIM �- M M i t 'Jiff M T X X .-. .-. RISS$ ; y ,= o §,§7 ^ O ^ n x aa p ; OM ��ss xa�sg _ OM � Mil � gsx^$� � 44-147 �..$r,^��' neb tp^° $ `^ " " p"'o i ma i no i w,o'ig mo 'N �n'o'z -,„7-7.,:-.17,7,.`•$S _F-17,m-,77 i _F,:80.rr $ K8M Tri, ,'-:::: ::; ,Y me o0 fop nNo r;No 87 .;oo, rm' '°7'1,71"2 TTT TTT~ mmm 3 mm,N Mmm N - y Nbv'y?Tfl TJJJJ u, ';O TuuuT 0 '---- A.6- `.' 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F r mAy ., �,�' - Sm°'N r r - r � r N r r X ry N N N N N N N H m n m M M nmm m 2-----.:--""7 "-77-4 r OOrNmv mOrNmd- g mmm..- .r r "- r gd-b,.m 7;— mm,.m bh [ALP INE2[TPI 2007]fA22]€45175/11 (Page 21 -68 PLF a 21,8 to -58 a 31.4 4(y.33.51(100%1 8 PLF 8 21.3 to 8 a 34.4 [y=31.01[100%] 12 PLF a 21,3 to 12 a 34.4 (y=26.01[ 031 -63 PLF 4 21.3 to -63 0 21.3 L(y45.51(100%1 -45 PLF 2 21.8 to -452 21.8 1 [y=35.51E100%1 • r _ 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A23) Top chord 2x4 HF #1&Bet. (I) - plates so marked were sized usin 0% Fabrication Tolerance, 0 Bot chord 2x4 HF #2 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Webs 2x4 DF-L #2 :W1 2x6 DF-L #2: :W2 2x4 HF Std/Stud: W6, W7 2x4 HF #2: 120 mph wind, 33.47 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Rt Bearing Leg 2x4 HF Std/Stud: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.I . Special loads psf. i • (Lumber Dur.Fac,=1.15 / Plate Dur.Fac.=1.15) Left end vertical exposed to wind pressure. Deflection meets L/181 IC- From 118 plf at 0,00 to 81 plf at 5.83 criteria for flexible wall coverings. TC- From 81 plf at 5.83 to 83 plf at 7.57 TC- From 83 plf at 7.57 to 118 plf at 12.10 Deflection meets L/360 live and L/240 total load. Creep increase BC- From 20 plf at -0.46 to 20 plf at 2.55 factor for dead load is 1.50. BC- From 20 plf at 2.55 to 20 plf at 12.10 Snow loading based on an unobstructed roof. Complete drainage Wind loads and reactions based on MWFRS with additional C&C member required. design, Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. I W7 0.38 1.5X4111 4X13(1)-7-=- 4X5(R) III 3X5= _ ______7_ _ 4-6-0 ___... - [i 2X4= Q� 4_32-9-14 W2 W6 W7 2-7-14 31-0-0 3X5= 3X10= 1.5X4111 3X7 Ill I_7n_1� 2-6-13 ,.c5-0-5 7 3-11-5 5"4 II�� 3-1-13 5-0-5 3-11-5 n.5'4 ( 12-6-11 Over 2 Supports 1 R=689 U=380 W=5.5" R=742 U=415 RL=177/-222 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. 1fOF TY:3 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-.,118 "WARNING'"READ an FOLLOW ALL AWES d 7NI5 OVAglNGI R h Ave,Cornelius OR 97113 "11P0 + FvwlRsx THIS 1 nAA,A To ALL �y�ti r TC IL 25.0 PSF REF 87175- 3139 625 N 4t r wNrxACTOP5 INQLAIIN INBTALtEAs_ _— Trusses require extreme care,n fabricating,handling. snipping, installing and bracing. Refer 2 and follow �y the latent oditlan.. Besl me{iding component 5ar¢ey Information,by 7171 a ARCA)for safety practices prier , „ 144859 '9 - TC DL 10.0 PSF DATE ' 12/23/15 o performing those functions, 'ateliers shall provide temporary bracing per BC51. UUnit s noted ocherwso.cap chord shall a properly attachedstructural eacn,ng dna bottom chord shall have properly attached .r.,YIgI�'rigid calling, Locations snon r p at restraint of webs narl have bracing Installed per BG51 > UI BC DL 10.0 PSF DRW CAUSR7175 15357037 ALFA NE the Jel Bad e's.610.as to n. Ry plaror to dr each race of trufor am position as shown above anti Chin 11111-•=-' `'�fll the�n,t o '1 unless n d nt.,.ise Neror a drawl,hgg 160A-z ftrs�tenddra creta p, _ BC LL 0.0 PSF Alpine. m i of env haild'ing Components Gro Inc. not es responsible fir any devinntion rrom t . �.:� CA-ENG PBC/CWC drawing. �P .Hall rg.airy failure to bu iid the truss �n conformance with ANSI/TP,1,ar for handling, 'shipping, AN ITW COMPANY installation a bracing of trun5ec, fE. �9 TOT.LD.LD. 45.0 PSI SEQN-...I an 91.le dr..Ing or an....peg.Elating thin drUllog. Indiana...otlePte ire of Profes.I.n.I ehOlneefllw 9.. 7,1g $Q1'. 244802 re.p.n.lbl,It solely for the design*boron. The.Atmel l lar and use of thl.drawing fan �}1 y� resp.n.l bl,I of the�.I Ed, B..i "'"""""r•'."" �"frQN 4f1.��►.. RUR.FAC. 1.15 351 Roma CiRlc ti ng gwr per ANSI/TPI 9 5.t.z. Sacramento,CA 95828 For more Information w en Hie Job..macro'n e c page and these,we SPACING ALPINE:www.alp,neits.t ; : this Arcwbe A:w .sinm,sery.com. ICCewww.,ecsare.org EXP.12-31-15 24.0" JREF- 1VMO7175Z03 mrwww maw-. 0,...,mmPwN-.p, o.nmJ to 7.ow,0ommfilum.,. JO,w n Pv W..tommmm5 Nom. =84..g17;mmm., mi' 2r"':41 "8'1'2' ,.,x m m N .ar Nm m'owo,wmn wmm m - Do-+mmmpmmo '7'4"'''i' "''''''''''''''''2 ' 'nl��fv.mpp pmor''2 O C vNi 6 o a o++u P w A J a a n N a w t a m �� o= w K 9 m P "X 0 0 r? +gip m rr g iia WLl .-. __O m..mmmmammN.nmmomm N2 WN�wNm� a +p.NH �b+Jam am9 p� -,X85 w` X V9 OIoOp000D n I appo00.o0ooab On .-. 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Trf 51, ",,,,, urrrf, . rrrr, r wd - w .1- atew rpK Ta IkKu FT5'55m CKw � KwKCCm -77.171 6, F.` w6 ," $ Aom..nuum _ wf4 .,?, wuO+Ji :?.!;.!. -i''4 znT,u °3- ; uu' r - 3,4=-3.1--„r Ruc,, E ai^^uT" m, u - YsVt..„ ^ h m^oxe^e (1115063--FREDTEST —BURNHAM—ASH, BLDG #2 -- 12770 SW Ash Ave , ** — A24) THIS GING PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&Bet. 120 mph wind, 33.48 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT II, EXP B, wind TC DL=6,0 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: psf. :W3, W4, W5 2x4 DF-L #2: End verticals exposed to wind pressure. Deflection meets L/180 Special loads criteria for flexible wall coverings. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) —2-..,"/ TC- From 118 plf at 0.00 to 70 plf at 7.57 Deflection meets L/360 live and L/240 total load. Creep increase TC- From 70 plf at 7.57 to 70 plf at 12.60 factor for dead load is 1.50. BC- From 20 plf at -0.46 to 20 plf at 2.55 BC- From 20 plf at 2.55 to 20 plf at 12.60 Snow loading based on an unobstructed roof. Complete drainage • required. Wind loads and reactions based on MWFRS with additional C&C member design. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 0.38 W1 1.5X4 111 4X5= 1 4X5(R) 111 3X5= 4-6-0 TW3T W2-8-1 _w --- -- - ---- - -1601-0-0 i /07.411 3X5= 3X10= 3X7 III 3X7 III ` .7" I_ 2-6-13 'lc 5-0-5 `c 4-10-9 f 3-1-13 5-0-5 f 4-10-9 k 13-0-11 Over 2 Supports Y1 R=696 U=366 W=5.5" R=683 U=271 W=5.5" RL=225/-252 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=296(0%)/4(0) 15,02.00.1 7, QTY:5 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 "11ARIgINGI••Raw AFn FOLIOS ALL tuTEs ON Tits DOMINO! ,`Q,� DFF 825 N 4th Ave,Cornelius OR 971 t3 — s•IMPORTANT.. FURNISH THIS DRAWING TO ALL CON1AMfpLS INCLUDING THE INSTALLERS., TC LL 25.0 PSF REF R7175- 3140 Tru require extreme cera In rabrleat,ng.handling, snippi,g, instaffing ane tweeted_ efer ao and forte. � } the;stoat edition ofrPCS. (Building Component Safety Information, by TPI and NFCA)farsafetyopr practices prior ,; j. 1 4658 t` r TC DL 10.0 PSF DATE 12/23/15 o clw.rdsr a those rproperly attached ers immature provide sheath ng oho r bottom ho per SCSaall Unless noted attache c —...... top dtl 11 levo properly a tarb<d str Wrar sheathing and [m ehortl shall novo a properly attached rigid coiling. Locations shown for permanent lateral restraint of webs snail hove bracing installed SCSI • DRW CAUSR7175 15357038 .4 R �01�� sections e9e1or s'aaGto. as applicable.vrnisPly Plaits to each race of e<3��d Po,It.Pa as S as above and BC DL 1Q.Q PSF I[L� J the Jol t Details.unlecg noted otn a Refer to dreeings 160A$f plate posktlo rs. • Bl, LL Alpine, of ITS Building Components Croup Inc-shell„a esponalbI for any tleciatnan cram n a 0.0 PSF CA-ENG PBC/CWC drawing y f lure to build truss in conformance wit.ANSI/TPlbi,ror for needling,shipping, •'':�' AN ITW COM NY installation A ores.,of trusse=s .f"� 8A �y"• TOT.LD. 45.0 PSF SEQN-..el MIs drawing or ewer page listing this drawing, Ingla.t.a.an.ptanae or ProfeAsIonal engineering e!,,,- C 7�' A`/; Q 244805 w r.sponslblllty solely for the d..Ign show,. Thr suitability own use or this dram,'for any structure is ' DUR.FAC. 1 15 Si$)RotT,*1 Circle rsspanslbl Irty of the Nun ld lrg assignor per A1141/rvI 1 See,2. W.Aft w.C�A C Sanamemo,CA 99626 For mare...formation see chis Jab's goner..nates page and these wee sites: 47/' S` $PAC I NV 24.Qri ._.,_ ALPfNE:mew.alpineitw.coa: TPI:yew,tbinst.org:wTCA:wwo.sbcinedstry.com; ICC:www.lcasafe.er9 IREF- 1 VMOl 1 75�Q3 FXv 12-Ry15 J Y111 6k asg x o T :sZ-gg T 077ggi _ JR-iii = xsM:ii sx oaa 7 7iWiF U $o 77ii -=-6-Lnao � -� �mo z Wa P=ma � . �_ _..o .. nsom n00 OPMn"rn C :74! :.:7, r MOOm mm0' pp nOQm p u,.f i.o �uoye y'-`j p^N7 o Ti rS mn ''' 7,7a m lag I.= O S , MOOM�m,, , If T �N em'e hNmTNTN .m+r f.Je nTmrmh TT� ,$ nTrvmTT Tn r nTNn TT`,Ir M :mMmm mhMaoM�,m� gym,'D m m T r 37T3 1Z77... r ewy.vnu - el N I.. m, A,;...�'.T. r n�T J, Im)t,uT.minrNr.T.ruT' 3JJ .a a 3J3..JmJ,a r Q ,.' 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NnnO rvatl(p[P.tn Y0 0 D e” � tPiO A O0000 _ EOPODOOeee V 1J�•U Jr • r$ m fC p - c> r'N� nn ✓�• _x17, 880 x07-0 vmi xo <O a'm . . -e 'P 0 . rp'� ii ,tid do de '-� K ameX'�x% X un m o,nnmT2M2I,1 d✓Ni.PCO C2C- g, beNPIOIrTTFNm'4Imn,Mnmm UmPAmrm- yuni 8U 4r iItr rMmnnmmnmm�mnm 48 Se SOaaa '4-67mmHOP.' -,%.,mbOO a HO 'xtem mmOv %m m m xP m ry N ry N N N N N M n n m DmnPmm k...... 48 n u w m n In m av O O A O N' 14AJ,n m y'''''''''"'''''"!2::n THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ww - A25) Top chord 2x4 HF #1&Bet. 120 mph wind, 33.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: :W3 2x4 DF-L #2: psf. f € Special loads End verticals exposed to wind pressure. Deflection meets L/180 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) criteria for flexible wall coverings. TC- From 118 plf at 0.00 to 70 plf at 5.46 • TC- From 70 plf at 5.46 to 70 plf at 7.10 Deflection meets L/360 live and L/240 total load. Creep increases`. BC- From 20 plf at -0.46 to 20 plf at 7.10 factor for dead load is 1.50. Wind loads and reactions based on MWFRS with additional C&C member Snow loading based on an unobstructed roof. Complete drainage design. required. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 0.38 3X5(R) Ill W1 4X5(R) III 1.5X4111 4-# 0 1t — II W3 2-7-15 i 411\1111114114— • mom I -- 31-0-0 i 3X7= 3X7 ill 3X7 III 6"151_ 2-6-11 4-5-1 3-1-10 ( 4-5-1 7-6-11 Over 2 Supports R=401 U=215 W=5.5" R=420 U=194 W=5.293" RL=212/-247 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-L118 ';NARNINGI••Rel"Aro mum.ALL terms ON 7RIS DRAWING!' eyA !� TC LL 25.0 PSF REF R7175- 3141 ••11P1RTANT•• FURNISH MIS CRANING TO Au CONTRACTORS INCLUDING 711:INSTALLERS. 825 N 4th Ave,Genelabs O 97 13 _ � Trusses require extreme care In ng Conating, GorotYhandling,shipping. installing and bracing,Rorer t follow r " _ TC DL 10.0 PSF DATE 12/23/15 the latest nglt es of acts (Buns. Installers llers,antsha Seprov Iertempola., br TPI a WBC51 rot ssoty ted o cos e rt v opperfureihall haveCprcoerns.attached ser shall P a temporary bratom chordsg per all have Unlesspr noted ochdrwlso. ///•c. YV 6- Cbei shall Loc Properly a forlpe ser carat sheathing end Mite.chord snail brae n properly a[taehetl BC DL 1D.0 PSF DRW CAUSR7775 15357039 Yield ceili.g Locations shown for pot nc lateral restraint of webs shall nave bracing,ns[alled P r RCS' �j!l�� BIO A J�11 the lois 1De aY or unless as applicablenewt, o. R plafer ts to each o drawings Crus and position as shormtion aboveandd an b e Joint Ovtoils,unless natM otherwlsc. Refer t cage T6Ap_Z for truss Pieta positions. -� - • BC LL 0.0 PSF CA-ENG PBC/CWC om I ' Alpine,a ,vlalnn of ITW Building components Group Ina. n b respensibie r any deviation r drawing any failure to build Cho truss In conformance with ANSI/TPI Z,or far handling shi PPi,g, _ 0,!,..,41 '—' AN rrW COMPANY inetanatio..b bracing of trussesal ..:.7,' TOT.LD. 45.0 PSF SEQN- 244808 . A seal en this drawing or cover pale'feting this drawing, Indleetes aw.epeane*of profeeeienel engineering u aeC 7m S'3 y — respenslbtlmry solely Inc the design shown. The solubility and use of Nl,drawing for a7.trootwre I.the / ... @4 OUR.FAC. 1.15 Ri5lRrnana Circle respenelblltey or w sliding ILslyner per ANSI/TPI 1 Sac.Y. 1#W_-_ (�; Sacramento.CA 9SR28 For J page P. W.-• . more information dee eats en's I„Dees, and tad web alma: ALPINE:wwn.alpineltw.coe;ver,:wee.toinzt.era:WMA:www.abelndurtry.com ILC:www.lbtaare.arg SPACING 24.0" J REF- 11/M07175203 CVDCVD t 45 1 /7"."1:NIIV- / _o 7 •- msoseg,_,_ - gKep_, - xeg . ggacn=77g-W7 WWWxass FiFF i -. g17o"g8 .7 szzs _ r4-""""'" 1"""'": %.-..,7;!_ ,1 mMW " ' MW M ..0 e""" :,.7,,.5:,:::,,;: M0Oi tM �nnnPO0ntp ^,i5_,-„ u MONr4'''';''''7' n d72:'"""''''i m: ^ s M "SMTNnmuM 764. 11 _ m „ , frz3, �TT - STMmNTTh Ti�HnTm �TTT1'1' dF TT N : TnTT 1n6:J1,_'.; n:- 4: u.,2.. 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FRE�am88; o8t 8 ;888181 O a0006 a`'mmY�y�� m ,000 P 3<gvoRMoS.8888 ;,S ] 55] 5 B ��ro',� 000 m88 6,6-8 8 8 e, 'o o eioo 0 . «� .'+« w $;; J .. � N-:�aaa rmlr� iS S SSS 22 o I,x •"xV.��1.xJ1“ HG ✓P d8 8 '008 8 m tl i e g 0 S o i l. 1'"N N 4"O O O O O O O y O O " 7 tp . r-, < d"N'''' L L E L \N\ px b 222 -' Ou - W1oiggii .13'3 m rb G V-o S m m q a L.'"8-' " wrvNe$. mm""""7... a c>a o moo 0 00000000u'�r '✓ -SID m JS8`o88tloR -- "«RN N a o -000ue e - .Mlmx„ M �o �c " 1 1 nn a o 'M ,.,000PnM Uv 8 cS o ""m�� ,�; IMaaee amity n.M-,nnM n NU 2 ' ,um 40 '- S.2. en' n N'Rv Juu,�nn { Im .aR XNrvrvNNMnMmnn �Cwv, 1 90rN rmP6 r n u O m .n m g THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A26) Top chord 2x4 HF #1&Bet. 120 mph wind, 33.56 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT II, EXP B, wind TC 01=6.0 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud :W1 2x6 OF-L #2: psf. \P. ix Special loads End verticals exposed to wind pressure. Deflection meets 1/180 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) criteria for flexible wall coverings. 1" TC- From 118 Of at 0.00 to 70 plf at 6.19 TC- From 70 plf at 6.19 to 70 plf at 6.48 Deflection meets 1/360 live and 1/240 total load. Creep increase BC- From 20 plf at -0.46 to 20 plf at 6.48 factor for dead load is 1.50. Wind loads and reactions based on MWFRS with additional C&C member Snow loading based on an unobstructed roof. Complete drainage design. required. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. • 0.38 W1 3X5= 3X5(R) til II 2-7-15 It *31-0-0 / Wr7a 3X7(R) 111 3X7 III I-. 6-11-5 -I l 6-11-5 Over 2 Supports R=376 U=209 W=5.5" R=392 U=188 W=5.293" RL=210/-247 Design Crit: CUSTOM/TPI-2007(STD) PIT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 •M INDE**Rua me FOLLar ALL rams ON Tills DRAWING! �� Q��, 71 I�97113iiman a NMMISN TNls DRAWING TO ALL CONTRACWAS Muslim 825 N 4t Ave,Gemellus O IG ME IWSTALLETS- y.�$� _ TC LI 25.0 PSF R7 _ 42 Trusses require extreme care,n fabricating.handling,shipping. Installing and bracing.Refer c and follow 1�[�-- EF 175 31 0 oeitlom of SCSI (Building Component Safety Information,by TPI and a cA) for safety practices prier .. - .. ' TC DL 10.0 PSF DATE 12/23/15 n pert•TMing'hose functions 'last...pro shall provide temporary bracing per PS!. Unless noted otherwise, -,mow 1 4659 9 t a tip chord . have properly attached structural sheathing and Cotton chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint r webs shall have bracing installed per BCSI �yL� •. sections BS B7 or BIB,as app„cablo. Apply plates to each face of t and position as shown shrive and en l{1 DL 10.0 PSF DRW CAUSR7175 15357040 A —1�� Ns "ls ._ the Jnint Details unless noted ntherw,sa Refer to erawlegs 160A-2 for standard place positions. BC IL 0 0 PSF CA-ENGPBC/CWC ,,,- Alpine,a division Ron sf hill Building Co.Ronmcs Gro Inc.I,nc.shall not Do responsible r any...lath:.Bran drawing,any fellure to hulls the truss in conferments with ANSI/TPI 1.or for handling-snlpp ng. Fi:l.L i AN IT COMPANY ,natal Ration A bracing er crp,wee. . Is A% w � TOT.LD. 45.0 PSI SEQN- 244811 A...1 on ehla drawing Sr ewer peoe listing%hie drawing, Indicate.a eeptanca of professional engineering .t1' f6 7 1 p L. respensibilley solely far a..design*hen. TM suitability and pee of this drawing for shy.5m wn-s Is the 7 A L- 4 V x351 Roam Circle responsibility sf Ws"Building Oealen.r per ANsI/Ipl I s.b.z, VT/� W.C�Q� DUG.FAC. 1 75 • Sazromenlo,CA 95x26 For more tem Ron this yob's general notes page dna these web sites: SPACING 24.0" J REF— 1 VM07 1 75203 ALPINE_wxw.elPine,in ramcion csew cis Job's g:RFCA:www,sbc,nduscr thom,ese ICL.ww.icesnf<.erg EX-P71.2 3-1-IS _ f)';'*1-A9rr o d s7 sgW ii ", FiFW s^ Wioigss xsotnn= .ns mnn o s ^ ; x7sig7 ^0-1V ^ sx ,ndp°$ Moan°;.ridP 1 uJ CGc mT ^�mTn � n MN^T'My Mmm,.T�oN am�rTI;oTfT ".- 'TnT_T ' ppi ,?`7,70 �:, .�....^ 77 ^u_'n mII��Ou p., md000, m�P ��nMmM �'�roo° d., ' h^200^mN�mv TN TTuJNn wT.JuTvmJaK,p' uJ�hJJJa ^ TJ TuJJJti[C,G uJ ULT+JJJ mv2; u TJJ 't nJ TJ TTTu T � TTT t nTTTTTrT�, tl C r J J II�, T J 'q �J uJ uu J J J n 2 , i dv rvrvzS Y ax,d,Xmmn 1T i o=H�inp r Oi O27 dvv o vsevvN e S' mM Ad. 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TJ Cs ^ '�' Jou JN vJ.�1�'J _oN�cQ"'k'=aHaNV amNm4arN�V.j'¢nm✓"¢M'1'VC"aB 4iHaiV°ai aV t1sn4`�`,j4ie4^o4>A"N}0 i 0-L_LLn��8NWr.JMV;WaiMB�V 6OV�^aV>�xs># N"&''�w«N�40m 4N0V4nN0b"N,•°.>_aCY>Ya*se�',a¢D9N3y>q LL�.�e 6dm 6`2 4wWn nW am}}�}}a,iI�u,VcL"gnbLj''��m_g'a�m4^N�aV�s�nmi`nmB9�,8dV�,'V.m,��obLf Ywaaaa;N}0ot„,I'�U°�a.a^L''N✓j u tO4''iOV,�,BnLL�mB,NdV aMNm ammNm.>^,YYzm�k1 N#¢sxm"N nI�QQQa"`'w:tvV++`JN,OmB'-�4NDtrmLLaNNBi1amm6iatiLLeBB'imLLmVeiWmmmvtr,>'"�a$4".a"�}d4'l��k1""8J'.tYy=_irBiiOt,e�pY^�amN•m�4mNmmm4�^emmm4aO,mmmtryJ.aNOmmb``Nv_BnBT',iN,�meB,T avMmnBPNimmry4kimNm3•Ntr�}>iN, a�re®�4,mmduMy,aryBmdLl, LLBJNmdW2z 'd'nmi$ em z$ :27618 8eopoP:}Ii;ooevdN$oal;moti .eoEPPm4BWrmm# xN^;mno## - mbrmnmm}n •NB�.nMWmeuBNI a $= $ m^ = N q ON'p39° Z2323223332, Y°«i ,22, J 1 222222✓ ' 2.2223212232dy« ' 2$«M2YYY422322223 a203222y°Pm O .- r0pYV,; 'N: NNiOrvv VVmm N¢c2oN ,tisiNPeoew$koma,? oN Poarv�QmPiiENmh,kr^,..mmmm m • , , i 0 �0 �0 , N Vn6IIII uY✓Y YO ' Oio igi 0.p�mm mB}'Js'�7 oA88SS BE IF 00000 O O O Y--V :8 S 8, 'd 00 .3.,; m mm mS V 3 3 Om m ,m a ^ m !4 2 2�D Y J OJ iS 1 4":" "--e"--e" a 8 8 818 8 x S O C Y x O S W O O i p m v g ° _ 2 U O d O O J ON P P up - m m 0 v 0N,p°°OO� Nd0 VO O EPd 'J dp - am o 0 ^� 8080^ goo 2a z Cc QCCPOOO P`I 4n n m m RO mPv J a mN J r S p "7"7X . T M m M M n m M M m "12 v TPG-7,147,Z ~ry ^NVMm'Ym r C M 3 W^N RVj 2m ene.-mm W„'i^NOm�%,Puf,� ZG O�Nm+mmnm � 1,.+ 6 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS A DI NIERS IONS) SUBMITTED BY TRUSS MFR. (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** - A27) Top chord 2x4 HF #1&Bet. 120 mph wind, 33.57 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: psf_ Special loads End verticals exposed to wind pressure. Deflection meets L/180 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) criteria for flexible wall coverings. TC- From 118 plf at 0.00 to 70 plf at 5.87 ) BC- From 20 phf at -0.46 to 20 plf at 5.B7 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Wind loads and reactions based on MWFRS with additional C&C member design. Snow loading based on an unobstructed roof. Complete drainage required. Unbalanced snow loads have not been considered. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. i 1 0.37 3X5(R) Iii W1 3X5= 4-6-0 �- -� - IIS PII I 2-7-15 i Em11 ,?.. __ _..... -. 4_31-0-0 __L.... 3X7(R) III 3X7 III r 6-3-15 I= 6-3-15 Over 2 Supports R=341 U=189 W=5.5" R=362 U=184 W=5.293" RL=209/-246 Design Crit: CUSTOM/TPI-2007(STD) PLY TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.1.. . t QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)3571,118 ...minINGI••READ MOFOLLOWNTRI ALL NOTES ' F TC IL 25 0� REF R7175- 3143 825 N 4th Ave,Cornelius OR 97113 ..IMroRTANTf. RgwISR THIS DRAMA To ALL cormu ws MIMING TUE IBSTALLERS. e' .D PSF Trueees require a tram.mare In fabricating,handling• slipping. installing and bracing. Refer t and r r r he latest edition of SCSI (Building component Safety Information, bysTP1 an NrAA)far safety practces prior W� 14659�'Y TC DL 10.0 PSF DATE 12/23/15 cAra perform, these functions. Installers provide ng and ry tier chord per aCSI. Unlessproperly otherwise.t top tlwrvr 11 have properly attached structural sheathing and Pottier chortl shell have a properly attached r rigid tolling Locations sheen for permanent rests mobs heal hove bra t Iroa BC51 [� " sections BS. B7 lacers,al ,t of c as pc A LM N E of division l unl at noted letter. Apply plates dr each fact not era and position as positions. above an ;,,,� BCDL 10.0 PSF DRIN CAt15R7775 15357041 the Joint Bata unlace n ted mthera sa Refer to dra.l s,Boa- BC LL 0.0 PSF CA-ENG PBC/CWC � © ns z foe place pas; ens. ... Alpine.nof ITN Building Components Gaup Inc, shall no b responsible for any d ion from this a r 11 F AN ITWCOMp4NY °e;a"°Ata"on;"„racing build the cruse In t"nfermanm.mitt AN51/TPI,.or far handling.snipping, F•` 0 TOT.LD. 45.0 PSF SEAN- 244814 t r g or trusses. �t V A seal on this<dewing or ewer page lifting{this draelop. insioet.e sooni.t nae of pref...i.nsl engineering 7 - C.7,1"+ f responsibility solely Tor the design shown. The waleabllity and use of tare drawing for din.etrooter.I.the $ 8351 Rosana Circle responsibility of the Building Designer per ARSI/TPI 1 5n..2. T/4A+�t GO*• . DUR.FAC. 1.15 Sn=amt�g.CA ging For more Infera�ac1o"see this Job's general nates page and these.en Site., AR. - . SPACING 24.0 r ALPINE:mm..alpinelt •tpm:Tpi:aw..tpinat.arp:BMA:eme.sbeindnstry-coin: ICC:irem.lte.are.erg EXP.1 7-1]-1 4 J REF- 7 VM07 1 75203 m 9OPJmPaw rv-O c �q - ^OwPON-wTd 1 ony`� N N Wm .AAWPm N z % ; .A ....w,41 . I 96Wra �= a6AaNN#r�g Na9mWNrm wwww< 49mwYoNR El va�Pr ' ws1 F,-,F., -, w P v^ Pi n 08888 m, v ..n c __ o r r� n.,n 909992 0 0 0 02 mn 280m0v o-' a m .. 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TF.T I.Ts •'^ w`p4,pq Np�uu, _ twi,4,w0Ow p�,w.1 p� S", p,9-,u wP p �:s: u�W� O ',"1 wuyoum , !4141 ouG -�9r , Pw ` 'w P-. ,•'70.41 wu Nwm ' mw ^uyr ^ i ^0L.-n- it ^: ^W^ i00� ^ ?,T="t..^ E gs ^ 3i RmPV,a ^V,� 2* OPOUN, m.+ I o y ,'--r. 41.44 � 2,-,^,-.77n-..-,- .Zi .-.,-..-,pr^or w".. :me .r,�m �� ^ Z �Y.u.ru-, r^u 2';�,wi,41,'.01 ,O uy y Pc* 8 88 ir ^8^ y i 4444..^xry ssW s s sues� s� s � R � "�s� § �s �$ (1115063——FREDTEST —BURNHAM—ASH, BLDG #2 -- 12770 SW Ash Ave , ** THIS OMG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&Bet. - A28) Bot chord 2x4 HF #2 120 mph wind, 33.58 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC OL=6.0 psf, wind BC DL=6.0 • Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: psf. Special loads (Lumber Dur.Fac.=1.15 / Plate Our.Fac.=1,15) End verticals exposed to wind pressure. Deflection meets L/180 TC- From 118 plf at 0,00 to 78 plf at 5.26 criteria for flexible wall coverings. BC- From 20 plf at -0.46 to 20 plf at 5.26 .....////// Wind loads and reactions based on MWFRS with additional C&C member Deflection meets L/360 live and L/240 total load. Creep increase design. factor for dead load is 1.50. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 0.38 W1 3X5= 3X5(R) III II 2-7-15 II IIt 31-0-0IIIII 0 3X7(R) 10 3X7 Ill 5-8-9 -1 lc 5-8-9 Over 2 Supports------ . • R=310 U=184 W=5.5" R=332 U=180 W=5.293" RL=207/-246 PLT TYP. Wave Design Crit: CUSTOM/TPI-2007(STD) FT/RT=246(0%)/4 0) 15.02.00. TtussComponents ofOregon (503)357-1118 '•MAIWINGI••REPO AD FOLIOS ..?.� 9 re TY:1 OR/-/1/1/-/R/- 825 N 4th Ave,Cornelius OR 97113 "11POIRAN' FURNISH THIS DRAWING m ALL ONTRACTORS NOTES ON THIS awiNsl _ Trusses ream...extras.,care in febriacterg, handling. shipping, lling lnd THE INSTALLERS. tNm.start aaitien of BC51 in,tallaln a.d brr TC LL 25.0 PSF Seale — Ft (Aulld iig Component Safety lnfornation, by 7P1 and WIG)for rger r c a folios r• REF R7175— 3144 to performing ha lthesehaV fproperly attached ersstructural starl provide;eath ng and bracingsafety property watpractices prier AS,-- 14659 4, N'• - /� top mora shall Naw properly a t eNad Pt.utters.AM1aetteing aiy bottnb Chord shall rr s rsl so, -we,.. 1 0 0 PSF IC DL DATE 12/23/15 ,l I'Z rigid coiling. Locations sheen far permanent laurel restraint of abs shell have o PtaseriY ac etwa y r- __ A 11_,I ©l sections Ka. unless applicable. Apply Plata%to Paco of truss and r'== installed per,.fl BC DL 1 0.0 PSF lu_ J `V' the cut Details.L, atio a .•+,+.� • 1 tea otherwise Refer to a z for standard piece a `Norm abere dna en DRW CAUS "'"�ISDA PoStnnns. R7175 15357042 drama,.nny'falio.t.IEuiBClittaiing treponeme croup Inc.an 11 not be BC LL AN 1TW COMPANY installation a bracing of trusses, In conformance mita gN51/TPI,,or for nnMling, shipping, ••�'•;:�• 0.0 PSF CA-ENG PBC/CWC responsible for bio for any d.viatlon from this , r A...1 us nolo manlypforr H;• ipg`i Ili aeMy this i '�use monotones of g osoy st uccure.I.t / �,19$9 ��v TOT.LD. 45.0 PSF SEAN- 244817 Aaspens lblll -- R351 Rev,,o CiitlC r.fpenelbllley of the Sullair.Designer per AN51/WI 1 see a. 1 drO`l"�for•^y etruatlip 1•Om ...._. SacTAMW,CA M2R Per me information a thisJob's '��w.��. OUR.FAC. 1.15 '` *LPI NE re e' .1 general notes pa swr.AlPilrolts.can:TPI:.xrx,tpinst.erg:YRCA: 90 ono these web sites: �iai,,pclndlietry.rom: ICC,aN..le.,eafa.erg EXP.12-31-15 SPACING 24.0" JREF- 1VM07175Z03 _ O D < F441- M NOOn,Ormir' 8 x^"rv8 nrryng0 xsoornns,NmtnM" Ore '"vog ;_Mr,s" nOemOsa' mu:�i o= sWHJ�.x.T.r xTT_ qA.rB-r 8 0070W:= x , V 4 ,O eeapM 6nN.^ 21.%4 C1),.._._.---7/f- pa ala . . m: :O w „4.-i, YWG aun..4,4gu ' ,,: 8. " i V2.,MamT71MMr mmSnMTT ' MuhTVywi ! 411111s- _ ,Iw1Tm ATnT411 b OTmOryTTT ^ MTnTNMT mnT- mS•,:1•'4 't `TJ ¢ ' 4T nni2' ^ ua1rW uT',ur._InJCuJu2_,_,_ .',4J. JIW uJ JJJG y�Tw 'O vJ . laLJrvm=1'OZ ;mmT rviS S2QMTtlTR: ii OTMtlVTnnYx'e$;;;;;Aligi2;<TaT mZO 82NTY4 - l_ ??TTTTY` B.;;;; tlHntltlV,;V''mmiw....,�, bbsas.+eo.r bsrss^s.. vsoswsrewu obrbroba. 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Bot chord 2x4 HF #2 120 mph wind, 33.59 ft mean hgt, ASCE 7-05, CLOSED bidg, Located Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: anywhere in roof, CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=6.0 psf. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) End verticals exposed to wind pressure. Deflection meets L/180 TC— From 118 plf at 0.00 to 78 plf at 4.64 criteria for flexible wall coverings, . 8C- From 20 plf at -0.46 to 20 plf at 4,64 Wind loads and reactions based on MWFRS with additional C&C member Deflection meets L/360 live and L/240 total load. Creep increase design. factor for dead load is 1,50. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 0.38 W1 3X5= 3X5(R) III 4-6-0 O■ ;, I 2-7-15 J 1 it 31-0-0 —i • 3X7(R) III 3X7 oil 5-1-3 "1 5-1-3 Over 2 Supports .I R=272 0=186 W=5.5" RL=206/-245 R=300 11=178 W=5.293" PLT TYP. Wave Design Crit: CUSTOM/TP!-2007(STD) FT/RT=2%(OAWING! ) 15.02.00. (� ,,��Ty;1 OR/ Components of Oregon (503)357-211g '•ttMktkci•+READ MC rata au_ Sca 1 e =.5"/Ft. 825 N 4tli Aye,Cornelius OR 97133 ••I�OIRANr•• euxNlsx TRIS glwlxa TO ALL ""`�aN THIS DRAWING! Tru 'rc creme - ZBNIRRC ONS INCEWINO THE INSTALLERS, the latest care fabricating. handling, shipping. Installing bracing.Refer to and ria TC LI 25.0 PSF coition BCD! (Building Ca,r. nt Safety Information, by TP,and Si.RCCAfor 4 REF R7 75 to er ¢ raa - 3145 pear t co t ,w functions- ',tatters ant fetyprovIa ormation safety p tutee prior ��> 14659 1 '� TC DL 10.0 PSF Yap¢Dore snarl have properly attached structural sheathing and bottom chord per all h e ao td otherwise, DATE 1 2/ ,cis ceiling_ Locations.shown r permanent lateral restraint eDo,a snare nava praper,y attached f 23/1 5 A(j �ri ... sections B3, ai r BI to lother e. R pestes co each face oftrusstar posithave ion leg' ons pern9C41 �y� 1 .0 PSF DRW IIL[I=� IILIj) crit.lame Baca,Is,nr¢sa noted ecnor..lae. Rorer ca drawln s,son_ "a '"""`"s°a^abeam end a„ ,7�M`'�7�M• ` BC DL CAUSR7175 15357043 ss al vision f ITY Rallaln g 2 for standard place pas A,p ne,n c' death o d fallufeof of build'the Co Components Group Inc, shrill not be respf¢r'handling,"ydeviatlm free,this ,,4,,,,,.,r,_ e — AN ITw COMIWNY Inst.,int len a bran, conformance with ANSI/TPI,, shipping, ,�] /. .,., BC LL O 0 PSF CA ENG PBC/CWC Aseal ea an this agreeing i Infw the Marge listings %Me aleaeiiie,••llwc..swept..of nrofeselunel engineering TC_y'1969 (`�v TOT.LD. 45.0 PSF R">51 RovanG Circle rsspnelblllty of tris Nulttrng Designer ger NISI/Tel 1 s.c,i.sad us.of this arawing far any.arrea,.r I.the Al,/ SEAN- 244820 Sacramento,CA)iR2R Far more Information tri„ ZA/y Cr'�4 DUR.FAC. 1.15 _ see Job's genera,notes page and these web sites: ALPINE:www.alYineltw,rola:TPI:wer,tprnst.org.WTCA,www.sb:lnm,stry.eoh; ICC:awa.,c<safe.org ..- --EXP.12-31-1C SPACING 24.0” JREF- 1VM07175Z03 /"."------) , r g _L„...,,,,,/ $o ''l'.Cm'✓2N AoG,.s4 0.m.V..,m`V PC✓,1',l,�NV._O,•'._=, -naMJs1hv-0..eo 1LL1M1J,.'a`Jrva -gP'LLaim,n,1,:TT,`, '«I ✓JaVfi1 mnUJJmxs- ,mioms I!1I ! 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NobAOvir W o0.-Nnsln ml-m 2O (1115063--.FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , ** THIS DWG PREPARED FROM COMPUTER INAi1T (LOADS&DIMENSIONS) SUf1ITTE)EY TRUSS MFR. Top chord 2x4 HF #1&Bet. A30) Bot chord 2x4 HF #2 120 mph wind, 33.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 HF Std/Stud :W1 2x6 DF-L #2: anywhere in roof, CAT II, EXP B, wind IC DL=6.0 psf, wind BC DL=6.0 psf. Special loads (Lumber Dur.Fac.=1,15 / Plate Our.Fac.-1.15) End verticals exposed to wind pressure. Deflection meets L/1B0 TC- From 118 plf at 0.00 to 92 plf at 4.03 criteria for flexible wall coverings. • : --(i.! : ?/(°P1 BC- From 20 plf at -0.46 to 20 plf at 4,03 Wind loads and reactions based on MWFRS with additional C&C member Deflection meets L/360 live and L/240 total load. Creep increase design, factor for dead load is 1.50. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION.PAGES FOR LOAD CASES NOT SHOWN HERE. 0.37 W1 3X5= 3X5(R) Ill 4-6-0 M�_______ !M • 2-7-15 li0.1°1 ii t IIIIII �� .__._ +1-0-0 i 3X7(R) nil 3X7 AI 4-5-13 `I ---4-5-13 Over 2 Supports aj R=242 U=191 W=5.5" RL=204/-244 R=270 U=179 W=5.293" PLT TYP. Wave Design Crit: CUSTOM/TPI-2007(STD) TtussComponentsofOregon (593357-1118 •�saRMlNcI..IEADAN FT/RT=296(096)/4(0) 15.02.00. p1RROF :1 OR/-/1/1/-/R/- 825 N 41h Ave,Cornelius OR 97�13 ••ErPaRrANr•• FURNISH THIS OWNING T'uRnii°(offs on "'s°wvn + !c = Tru extRema CONTRACTORS INCLEAEIN THR ttISTALums. 6 the Trusses sempilen ofp care In fabricatinghandling. shipping. ,nstell,g and bracrng.Wafer t Mod follow ~ TC LL 25.0 PSF REF Scale 5' Ft BCS; (Building Componentgaiety Information,by TPI and%TCA)for safety ° `, R7 f 75— 31 1 5 o performing Those nction Installers shall provide temporary brat` oted otlees ime. fy 111111VVVVV::JJJ TC DL 10.0 PSF top chard hall have properly attached estructural s ho d s all a Unless ed o tachetic. `.; rigid ceiling. Locations shown fpermanent sheathing and bottom chord.hall have properly attached DATE 12/23/57 (� �--��n actions%3 117 or Wino.a r Per Apply tlateal m ai..t efof tr shell have b ins mato laud eea d ban .y/.R _ A II•—•,PI I(� Joint beta,la,a less note other is. R for to;°a°°h face f for s�n° at a BC DL 10.0 PSF DRW CAUSR7T ' y paai'�e hewn Ra to truss Ings MA-2 r standard plate positions. Alpine, a division of ITV building Components Croup Inc. BC $ 704 drawing.any fader.to build the In snail net be responsehan for any'hipping. LL 75 1 3 5 AN fTW COMPANY installation a aracln truss conformance with ANS,�,pI,, or far handl, from this •;�- . . 0,0 PSF CA-ENG PBC/CWC gar trusses, ng, an,op,�. -.. /f. iA.A.s`pemi onutOl°drwing or moor page slating the.dr %g, Inelenw esdantenes or rof..Ions'egln»rlp o �/ CCle� ;;;) TOT.LD. 45.0 PSFa snialy r the daalgn shown, nib wl ty and use or pd.crawl ° Q 244$23 R351 Rrnnnn CircleessPnnslbil,q or eta Dodding Designer par ANSI/OT 7 Sab.2, ng ref eny scn.cwr.Is a.s T•° - ..... 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AAOAa;;; C A�OPa Pa , OaPaPa$r, , • 00 0�o 'u u'C N mW'G " Y i1 N I � i Y u T wWu.P.Wyuy �' NN m'u. � + .w.j mw'ro ' K u,L w q « - �..� '_v^r^ ,� rr C bA�r Orraaaa u , O'p-w�W2 O O1uywy m-."mllm KY Wim« '<<c uir " ^ KK r« b „ AP AArr _ �mP °i $i O� N°iw �C y•r war.. y�t^'�X...« � � gl y ^ m^ ZIUNP^.. n. :^u^ pew OAN "WU P�W� _ OP wrwnj<OUN Ir -. m rr-CK0 ... «.c rC div`G iv �« a 91 p$�xg� .:r " � "N.r:`A'" �u ^o^."-. � ... ew..:�^.^°'^ € em No:,:o,: vi-.1:74 I o%c�u�.00w� Pm o"oinrW.,o;oo � � Aw ��`� .=.:3N042/2 11/213211-' �."m.. P 2."m.,M i ..,., '-N,:::~ er ."N..�A,'_'•-'"^ s s .,•�,u ...'-,o, ^ ",.o..o, .- o'I c (1115063--FREDTEST -BURNHAM-ASH, BLDG #2 -- 12770 SW Ash Ave , as - A31) THIS 0*0 PREPARED FROM COMPUTER INPUT (LOADS&DIMENS IONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #1&Bet• 120 mph Bot chord 2x4 HF #2 anywhere windroof,6CAT 1 tII,aEXP n gB, wind TC DE L=6LaSPDfblwwindLBCaDLd6.0 Webs 2x4 HF Std/Stud ;W1 2x6 OF-L #2: psf. Special loads End verticals exposed to wind pressure. Deflection meets L/180 pct: TC- Front 11Lumber 8 plf toate92up1faat=13141 criteria for flexible wall coverings. BC- From 20 plf at -0.46 to 20 plf at 3.41 Deflection meets L/360 live and 1/240 total load. Creep increase • Wind loads and reactions based on MWFRS with additional C&C member factor for dead load is 1.50. design, Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. • r 0.38 1 W1 3X5= 3X5(0) 0i 1 4 4 iii III 111 i 2-7-15 IVAli I c_ I I ,* 11-0-0 —I__ 3X7(R) Di 3X710 r 3-10-7 -1 --3-10-7 Over 2 Supports R=215 U=201 W=5.5" RL=203/-244 R=234 U=183 W=5.293" PLT TYP. Wave Design Crit: CUSTOM/TPI-2007(STD) FT/RT=2%(0%)/4(0) 15.02.00.1 ._ -,,, QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 ••RARNINGI.•REAR ANA FOLLOW ALL NOES ON NIS OWING! ��>y+ 0,6,- 825 N 4th Ave,enniehus OR 97113 ••t11PORTANT•• MAXIM/THIS AWING TO ALL CONTRACTORS INCLNRINR THE INSTILLERS S TC LL 25.0 PSF REF Tru roquiro extreme a n fabricating,handling,Thi Peig, install log and bracing,Refer to and follow the latest edit of BCS1 (Building 07175— 3147 o Performing those functions. rgab ha Sof ovIde temporary by TPI and RICA)for safety ted b. DL 1 0.0 PSF DATE ,01111114, top there shall have Properly at<acnod sro s.arelvs v tampnrary bra<•na per tic , doles moray practices TC 12/23/15 rigid coiling. tncat.an shown for u 1ntl of tomweb chore shell head a prapnrty d pyr OC r +63,R7 or 010, a applicante,r Apply later restrain,of rebs shall hove tracing instar Icy pen NCSI /�(� sections Apply plates rawanhsfacc or trussand position a ,NeMi above end an ]/� • BC DL 10.0 PSF DRW CAUSR7175 15357045 /t`i��l� the Joint Poteilw.unless noted otherwise. Refer c to each 160A-2 for standard plate pas tions. "�.' �+ ��N tlrtepine, a„division afoIT Gui,deogrGwiwan s Group Incshell/not responsibly for any devietlon f BC LL 0.0 PSF CA-ENG PBC/CWC AN ITW COMPANY f t fe t" -usa'n con Knee wit.ANSI/TPI 1. or for noneling, shipping, Tom tel•: tallnt len Aabracing of trusses. r a-' "1 '.Cppdnetb,I l'cy chewing d d solely w designe sitco. thisting e.i°iliwbIt Ftp and mow".or this arw+w%�..i`b°'eaer..,,Rvrf"�..til. /'MFC 72 19$g ..7 TOT.LD. 45.0 PSF SEQN- 244826 5351 Rovana Cireke rwspsns,athltp of tel.Building Raalgn.r per ANs1/TPI,s.g.z, .-Ij4,w. Q. 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Deflection meets L/180 elk TC- From 118 plf at 0.00 to 92 plf at 2.80 criteria for flexible wall coverings. BC- From 20 plf at -0.46 to 20 plf at 2.80 Deflection meets L/360 live and L/240 total load. Creep increasel..\%„,..:.......„..../. Wind loads and reactions based on MWFRS with additional C&C member factor for dead load Is 1.50. design. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required. SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 0.38 - 3X5(R) Ill W11 3X5-=--- 4_6_0 1 O■ II . — I 2-7-15 it • Illa -- +31-0-0 3X7(R) III 3X7 III i' 3-3-1 -1 1!c3-3-1 Over 2 Supports R=186 U=219 W=5.5" RL=202/-243 R=199 Rw=222 U=192 W=5.293" PLT TYP. Wave Design Crit: CUSTOM/TPI-2007(STD) FT/RT=2%(096)/4(0) 15.02.00.1 QTY:1 OR/-/1/1/-/R/- Truss Components o£Oregon {503)357-2118 "wMNINOt^w Am Aa Fauns ALL NOTES ON TOTS DRAWING! �' 825 N 4;71 Ave,Comelnts OR 97113 ...IMPORTANT.. FURNISH eels MARINO TO ALL CONTRACTORS Ixctwtsc THE Issrulns. OP �� • TC LL Scale = 5"/ft Trusses require o e In rabri.ating. handling, shipping. Installing and bran; 25.0 PSF the latest edition ofrIICSlr(BuildinSafety psa Rorer to and renew ..,: n REF R7175-12/23/15 2/ 31 48 o performing those functions Inatatlers Shellprovide teAptra, by bracing and WIGA7 for safety practices prior /mob l to chord[shall have properly attached structuralatthingmand bo tomc per all h Unload net.otherwise. "s., 14859 9` • TC DL 10.0 PSF DATE 1 2/23/i 5 rigid hell irg locations shorn far permanentletarol restraint�and battoA chord shall have a properly attached �.: rigid tie BJ, . ar ale as applicable. 1 o strta of we shell have bracing,nstolied per BCSI rl `l—� (((�� el I''� Apply plates[ or c� n aim rd pie n az Show aboveande,. DRW CAUSR7175 15357046 A 11 ��)— II I A cad ion.83,87 aonunlaca moped otherwise A aerar drawings li tier standard BC DL 10.0 PSF g BA-z r .nmra p ca hosmiona. Alp n i of ITN Building Components Group Int.shrill oneibie for tlrnwFnq, BC } /� AN ITW rAMPANY installation. Fry failure to build the crura in conformance with ANSI/TPmal.ror ^^s shipping, loon calx LL 0 y of trussed d for haml:ng.MrPPing, .,, ,, _ PSF CA—ENG PBC/CWC A...I.A Vola ar..pinp sr doss/.peg.Plating this growing, media...s a.C.pt.il.e or prof..atolsl..Bre.erl ,... C Cg v ` TOT.LD 45.0 PSF SEQN- 244829 r..pun.l Ell icy solely Tor RA.&p lgn shown. Th.Sint*.*ley nM a»of/.lira drawing fOr my aCfKdme is the �j �V 7,1�P Rt.` X351 Raara CiTdC �°w°'—I>ll ley Of At.!ul;dims Bn.l,Ill.r per AX51/tp,,sop.!. weppyy yep. DUR.FAC. 1.15 -` SacTameme,CA 95A28 For more Information see this fob's general page and thane Mab `ry/17 yq.rj� ;motes .ices: - ALPINE:www.alpineitw,eam:TPI:www.tpinst.org;MICA,ww,st<i,musvy.cos; ICC:aww.iccsefe,org SPACING 24.0" . 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Deflection meets L/180 b '� TC- From 118 plf at 0.00 to 92 plf at 2.18 criteria for flexible wall coverings, � 'f BC- From 20 plf at -0.46 to 20 plf at 2.18 Deflection meets L/360 live and L/240 total load. Creep increase Wind loads and reactions based on MWFRS with additional C&C member factor for dead load is 1.50. design. Snow loading based on an unobstructed roof. Complete drainage Unbalanced snow loads have not been considered. required, SEE CALCULATION PAGES FOR LOAD CASES NOT SHOWN HERE. 0.37 3X5(R) III Wi 3X5= 4-6-0 NI — , 2-7-15 1I N! . MI II *31-0-0 3X7(R) Ili 3X7 III 1- 7711 —1 2-7-11 Over 2 Supports R=155 Rw=196 U=250 W=5.5" RL=200/-243 R=164 Rw=255 U=212 W=5.293" Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. Truss Components of Oregon (503357,118 ••WARNING I••READ/INDF tom ' pop QTY:1 OR/-/1/1/-/R/- Scale =.5"/Ft. 825 N 4th Ave,Cf ius OR 97113 ' O 1D ALL MOTES BN TNIs INCLUDING R t •e eat .c• n fabricating. This BRhandl To Ash pping, Inst lling end traMHEcing. INSTALLERS. TC LL 25.0 PSF REF R7175- 3149 TnlOi�require ezt odic care in rabr�cat,ng,nawl„g,shipping, installing end bracing,Rorer to end yellow Co, /t-�� r TC the t edition of eC51 (Bulldlhg Componerm Serety Information, TPI and!RCA)ror s (4 f� DL o performiro chose functions. inncellers shall provide temporary by per SCS. Units.noted otherwise. ,� 1 46 59�97 0.0 PSF top herd snail have properly attached structural sheath) r. DATE 12/23/15 regia ceding Locations shown o ng and bottom chard shall have a properly attarhed le pgidce B3.B]or are,a applicable.permanent lateral restraint of webs shell have bracing installed per BC51 A{I lDo(7 A r s o Mother Apply platen to wing face of tors:and rd plate p5 inion awva ane on BC DL 10.0 PSF DRW CAUSR7T75 15357047 jiL pUl 1k\V, cl..Joint Details,unless noted otherwise. Rarer to drawings leap_=for standard plate position s. Alpine. a division of ITN Brueing components Gm.Inc,shall net be responsible f any deviation f this BC LL 0.0 0 PSF CA-ENG PBC/CWC AN ITW COMPANY ,rsta1r:,ca s"ilureboogie oaf ld try truss.n conformance with AN51/Wf y,dr for...ling,ng,3g;pP;ng, from •: .7 A newl on this ewer ` SEAN- 244832 responsibility 25.0or rev the dealt,shewn. The suitability end Me of thea erasers for any serrature 1.the - 5351 Rowua Circle responsibility wr ND*Building w.Ilpi r P.,.ANsvrpt a 5.e.2. ."!?;'41i1018 .ST/,4� _C5 55n ,. DUR.FAC. 1.15 Sacramenlo,CA 95Ra Far more infer at ion see thl3 boa general,metes page and these mob r ALPINE:www.alpinaixw.com;Tpf;eww.<Pinat.ore%IYfC0.:wam,sPdnaratry.com; ICC:sites: SPACING 24.0" J REF- 7 VM07 1 75203 nog EXP.17-31-1c PCL XL error Subsystem: xlparse Error: Input Stream EOF Operator: Parser Position: 3744