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Plans (9)
i i `i, rlI BUILDER/FRAMER WILL BE REQUIRED hL (AVON TO FURR DOWN OR FRAME IN THE HEEL STAND HERE IS SET TO CENTER AREAS WHERE TRUSSES CAN NOT THE RIDGE OVER THE WALL HERE FINISH OR FRAME OUT !! PONY FRAME WALL VER RAFTER FRRME ERE ASSUMED 1 ".:._;,.. FRAME END WALL AGE — IGE in G 1 BGE +IGE ' OE _. -- i:41--"____ cm i H —m 3} _�`�`��� NimE J3mmr � J4 N3. m V .41 ocnm '7 01 15 IomzN3 zCOO ``� I' �� i3\71 33 c `� F Ni m m rm \ \\\\ a T A m in \N ' ' ` i 0 CFI rcri 33 Z 2 m�1.0 F-la __ \� \ m m - __ . .._. Ron mo--i< .x.. Ls t - m L4 � m ti .... � I , CAC . . v ... ai m� m L3 Dl a '� -�Tm mo o Lz w o LI z .s- A2 H H L --a � Al cnmz _ z-I ti m. m a d ��� —°� — _ . -- ----_._ ------ ----- c,m m 1 mg cc nor ma 0 m cn m= m0 x 13• C o �� V mm2 HAND FRAMIk OR TIMEBER TRUSS „�Z BY OHTERS. NO TIMEBER TRUSS IS o --1 SUPPLIED BY TRUSS\ COMPANY � /�� S� �j� 74/ Bio BERM AND RAFTER FRAME FOR THE PATIO G • r o AREA MUST BE SET TO PLANE IN TO ALLOW 1 . Taj ik.. rCC. zm THE RIDGE TO MATCH THE MAIN HERE Z- -Cv � oma CiyofTigard m A@ :r•ved Plan BY�!.:,� �% , Date 24.14--- OFFICE COPY f-- oL. Customer: PARR LUMBER-HILLSBORO ID CO o Desc. : Ridgecrest Annenber roof 0 m 00 ADDRESS: VERIFY g Z N z Designed by: BILLY BREESE 0 0 .. vED . ITW Building Components Group, Inc. I 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 DocumentJUNryfl ID:1V6S7175Z1030131910 18 GU14 Truss Fabricator: Truss Conponents of Oregon CITY Of WARD Job Identification: 0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- , '1 altitile6 iv"'Model Code: IBC Truss Criteria: I BC2009/TPI-2007(STD) �f�EO PROSES Engineering Software: Alpine proprietary truss analysis software. Version 12.03. `meq I N Sf0 Truss Design Loads: Roof - 42 PSF @ 1.15 Duration O ‘IG Sip ti Floor - N/A 19575P f Wind - 100 MPH (ASCE 7-05-Closed) ailk Notes: 05 0/2014 OREGON 1. Determination as to the suitability of these truss conponents for the structure is the responsibility of the building designer/engineer of lit O` 2' .NSG record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 Renewal date 6IS0I2015 Garold W.Heal Details: BRCLBSUB-A1003005-GBLLETIN-GABRST05-A1001505-HIPFRAME- SSubmitted by OWN 13:17:59 05-30-2014 Reviewer: RTT # Ref$ Description Drawing# Date # Ref Description Drawing# Date # Ref Description Drawing# Date 1 10027--SDG 14150115 05/30/14 39 10065--K6 14150091 05/30/14 77 10103--P3 14150107 05/30/14 2 10028--SD1 14150032 05/30/14 40 10066--K7 14150114 05/30/14 78 10104--P4 14150108 05/30/14 3 10029--SD2 14150033 05/30/14 41 10067--K8 14150092 05/30/14 79 10105--A 14150109 05/30/14 4 10030--C 14150034 05/30/14 42 10068--K9 14150093 05/30/14 80 10106--A1 14150110 05/30/14 5 10031--SDG1 14150116 05/30/14 43 10069--K10 14150094 05/30/14 81 10107--A2 14150111 05/30/14 6 10032--SD3 14150035 05/30/14 44 10070--HGE 14150055 05/30/14 82 10108--A3 14150112 05/30/14 7 10033--SD4 14150036 05/30/14 45 10071--L 14150056 05/30/14 83 10109--AGA 14150075 05/30/14 8 10034--SD5 14150037 05/30/14 46 10072--L1 14150057 05/30/14 84 10110--AG 14150113 05/30/14 9 10035--SD6 14150038 05/30/14 47 10073--L2 14150058 05/30/14 85 10111--FG1 14150076 05/30/14 10 10036--SD7 14150039 05/30/14 48 10074--L3 14150095 05/30/14 86 10112--FG2 14150077 05/30/14 11 10037--SD8 14150040 05/30/14 49 10075--L4 14150096 05/30/14 12 10038--D 14150041 05/30/14 50 10076--L5 14150097 05/30/14 13 10039--D1 14150042 05/30/14 51 10077--L6 14150098 05/30/14 14 10040--E 14150043 05/30/14 52 10078--L7 14150099 05/30/14 15 10041--FGE 14150078 05/30/14 53 10079--K17 14150059 05/30/14 16 10042--FG 14150044 05/30/14 54 10080--K16 14150060 05/30/14 17 10043--GGE 14150045 05/30/14 55 10081--K15 14150061 05/30/14 18 10044--G 14150046 05/30/14 56 10082--K14 14150062 05/30/14 19 10045--IGE 14150079 05/30/14 57 10083--K13 14150063 05/30/14 20 10046--H 14150047 05/30/14 58 10084--K12 14150100 05/30/14 21 10047--H1 14150048 05/30/14 59 10085--K11 14150064 05/30/14 22 10048--H2 14150080 05/30/14 60 10086--K18 14150065 05/30/14 23 10049--H3 14150049 05/30/14 61 10087--K19 14150066 05/30/14 24 10050--H4 14150081 05/30/14 62 10088--K20 14150067 05/30/14 25 10051--H5 14150082 05/30/14 63 10089--K21 14150101 05/30/14 26 10052--H6 14150083 05/30/14 64 10090--K22 14150068 05/30/14 27 10053--J1 14150084 05/30/14 65 10091--K23 14150102 05/30/14 28 10054--J 14150050 05/30/14 66 10092--BGE 14150103 05/30/14 29 10055--J2 14150085 05/30/14 67 10093--BG 14150117 05/30/14 30 10056--J3 14150051 05/30/14 68 10094--MGE 14150104 05/30/14 31 10057--J4 14150086 05/30/14 69 10095--M 14150105 05/30/14 32 10058--J5 14150087 05/30/14 70 10096--NGE 14150069 05/30/14 33 10059--K 14150088 05/30/14 71 10097--N 14150106 05/30/14 34 10060--K1 14150089 05/30/14 72 10098--OGE 14150070 05/30/14 35 10061--K2 14150090 05/30/14 73 10099--0 14150071 05/30/14 36 10062--K3 14150052 05/30/14 74 10100--P 14150072 05/30/14 37 10063--K4 14150053 05/30/14 75 10101--P1 14150073 05/30/14 38 10064--K5 14150054 05/30/14 76 10102--P2 14150074 05/30/14 4141 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - SDG) Top chord 2x4 DF-L #2(g) :T1 2x4 DF-L #1&Bet.(g): Special loads Bot chord 2x6 HF SS :B2 2x6 DF-L 2400f-2.OE: (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15 �- Webs 2x4 DF-L Std/Stud(g) TC- From 72 plf at -1.50 to 72 plf at 7.94 TC- From 36 plf at 7.94 to 36 plf at 16.56 Connectors in green lumber (g) designed using NDS/TPI reduction factors. TC- From 36 plf at 16.56 to 36 plf at 24.50 BC- From 4 plf at -1.50 to 4 plf at 0.00 BC- From 14 plf at 0.00 to 14 plf at 7.95 (**) 1 plate(s) require special positioning. Refer to scaled plate plot BC- From 7 plf at 7.95 to 7 plf at 24.50 details for special positioning requirements. BC- 871.31 lb Conc. Load at 7.95 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 331.85 lb Conc. Load at 10.00,12.00,14.00,16.00 anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wnd BC DL=4.2 psf. 18.00,20.00,22.00,24.00 Wind loads and reactions based on MWFRS. (a) Continuous lateral restraint equally spaced on member. In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load OC. applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 5X5= 3X5= 5X5= T1 ' \11 6 6 4X8.1--- 4X8 1 .5X4(**) III � ` 1 .5X4111 5-2-12 T 4 (a) 1-3-2 (a) 1-3-2 -0 B2 6X10(R) III 6X8= H0508= 6X8= 6X8(R) Ill L1-6-00 3-11-10 11 3-11-10 >j, 4-3-12 8-7-8 4-3-12 3-11-10 -I- 7-11-4 3-11-10 7-11-4 ,I L- 7-11-4 8-7-8 ,L 7-11-4 J I' 24-6-0 Over 2 Supports R=2336 U=566 W=5.5" R=2706 U=694 Design Crit: IBC2009/TPI-2007(STD) ^ p PROp� PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.0 ' .4 - 44, OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-211$ a*WARN I NGe' READ AND FOLLOW ALL NOTES ON THIS SHEETI �U'N F 825 N 4th Ave,Cornelius OR 97113 'IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. y TC LL 25.0 PSF REF R7175- 1 0027 _ Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and 19575 P 9 follow the latest edition,of BCSI (Building Component Safety Information, by TPI and WTCA) for safety r TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. , �� Unless noted otherwise, top ed chord shall have properly attached structural sheathing and bottom chord r� _ shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 63, 67 or 610, as applicable. I BC DL 7.0 PSF DRW CAUSR7175 14150115 MENIAltikm 0 30/2014 - any.'failure'to Components truusssspIn"confo,conformance shall ANSI/7PI . e handling. sshipping,fInnmstthis lationnl:n OREGON BC LL 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details, unlesnoted otherwise. Refer to drawings 150A-2 for standard plate positions. A seal on this 9�"an,Yon 19ab TOT.LD. 42.0 PSF SEQN- 205079 drawing or cover page listing this drawing, indicates acceptance ofeprofessional engineering w ITW Building Components Group,Inc. responsibility solely for the design shown. rhe suitability and us of this doeign for may structure is OLD DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 notes lity of the Building cosigner per ANSI/TPI i Sec,z, For mare infornatian , This�ob•s general notes page; ITW-BCG: www,.itwbcg.cos; TPI: www.tPinst.org; WTCA www.sbclndustrY�com; ICC: `"*.iccsafe.arg Renewaldate8/SO12015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD1) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W5 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= 4X5= .7T2 C s 3X5 3X5 . WS . • 6 f 6-2-12 1 .5X4 III 1 .5X4 III II T 1-3-2 ,� 1-3-2 Iiiia 1 + -o X7(R) III 3X5= 3X5= 3X7(R) III L1-6-0J 3X7 4-11-109 1 4 4-11-10 >I.< 4-7-8 >I< 4-11-10 9-., 4 4-11-10 9-11-4 4-7-8 9-11-4 F24-6-0 Over 2 Supports R=1220 U=184 W=5.5" R=1110 U=161 RL=138/-148 Design Crit: IBC2009/TPI-2007(STD) . OPROpk. PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 0' '1, . "Alp OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357=118.1 FURNISH TH S•DESIGNT LFCOONTRACTORSO INCLUDING INSTALLERS. `� V INF 825N4th Ave,Comelius'OR97113 Trusses require extrema care in fabricating, handling, shipping, installing and bracing. Refer to and O1957513 F� y TC LL 25.0 PSF REF R7175— 10028 follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety 1 r , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless notal otherwise, top chord shall have properly attached structural sheathing a. bottom chordCNIImew) - BC DL 7.0 PSF DRW CAUSR7175 14150032 shall have a properly attached rigid ceiling. Locations shown forupermanent lateral restraint of webs shall have bracing installed per SCSI sections B3, B7 or B10. as applicable. 0/2- ALPINE anITfal&I,ildingure to Co tstGrouupruss n c..nformanCce shallwith Anot bel lsonsiblefor hfor ng,deviaation from t is design, EGBC LL 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as sham,above and on the.Joint TOT.LD. 42.0 PSF SEAN- 205083 Details, unless noted otherwise. Refer to drawings 1a0A-Z for standard plate positions. A seal on this0 drawing or cover page listing this drawing, indicates acceptance of professional engineeringITW Buildin Com nents Grou ,Inc. w alb"ityeely far the eeslgnahawn. The suitablllty and„aeof thisdesign Por any etruca,reis DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 P rasponals page of tlo guild .i Deslgnom per AN51/TP1 t $ac.z. For wore infornustry see: Tnla Job s ICCs general notes w-SCG:www.itwbcg.tam: WI; www.tpinec.arg: WTCA: www.ebolnduecry.tom; Renewal date 8!3012015 SPACING 24.0” J REF- 1 V6S7 1 7 5Z1 0 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD2) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IBC-09 section 1607. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5-=:-- 5X5= T2 /1IiI —, s 4X5 3X5 ito 7-2-12 3X3% 3X5- \lIl 14 —T 000000.* T 1-3-2 C=2 CZ ■■ 1-3-2 CZ 1.5X4111 3X5= 3X7= 3X5= 3X5= 3X5= 3X7I11 L--3-0-8 21-5-8 J 5-111_0 5-11-10 7" 5-11-10 3-3-2 I 8-8-2 711 -I-- 5-11-10 1_,... 11-11-4 °�7- ,J:-_1138-8-2 .I_ 3-3-2 11-11-4 ,1 F 24-6-0 Over 3 Supports >1 R=46 U=20 W=5.25" RL=149/-149 R=1365 U=185 W=5.25" R=991 U=134 PLT TYP. Wave Design Crit: IBC2009/TPI-2007(STD) ED PROP. FT/RT=2%(0%)/4(0) 12.03. P I. • F • �E `SS�O OR/—/1/—/—/R/— Scale =.3125"/Ft. Truss Components of Oregon (503)357-2 1 I "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! 825 N 4th Ave,Cornelius OR 97113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. /•• TC LL 25.0 PSF Trusses require extreme care in fabricating, handli g, shipping, installing and bracing. Refer to and 19575 P v REF R7175- 1 0029 — fellow the latest edition of SCSI (Building Component Safety Information, by TPI and MTCA) for safety r practices prior to performing these functions. Installers shall '� TC DL 1 0.0 PSF DATE 05/30/1 4 Unless noted otherwise, top chord shall have structural temporary bracing per chor shall nave properly attached s[ructural itaathing and bottom chord �— a properly aetaohad rigitl celliv Locations snhad for permanent lateral restraint of Sebe BC DL 7.0 PSF snail haoe bram„g installed per SCSI semens IU. ST or Sio, as applicable 0 30/2014 DRW CAUSR7175 14150033 now ALPINEmom ITN Building ComponentsBC LL tgiihGroup ncormanc,with not TP responsible1, and any deviationng from thislldesign. OREGON 0.0 PSF CA-ENG RTT/GWIi any failure to build the truss in conformance Sieh ANSI/TPI 1, or for handling, shipping, bracing of trusses. Apply plates to each face of truss and PP on installation& Details, unless noted otherwise. Refer to arae) position as shown above and the Joint drawingcover cat ssaccefor standardofprofessional phase positions. A seal this -r `L zo,yes" TOT.LD. 42.0 PSF SEQN— 205073 o r peg. listing this drawing. indicates acceptance or professional engineering O .N ITWBuilding Components Group,Inc. cn.�"eibilicy solely Per the design shoen. The suitabiilcY and use of �le design for any htrucwre is 1 C) W `• Sacramento,CA 95828 al notes page of the G: wa .l Dasig,or p.r ANwww.t T t.org; For re information mem: roil Jeb h DUR.FAC. 1 .15 FROM BB general Itas page. Iry_gCG: www.Itwbeg•Com: TPI: www.tpl nst.org; NTC: www.sbclndustry.com www.lccsafe.org Renewaldhre8lSorz016 SPACING 24.0" JREF- 1V6S7175Z10 ,...r unu •..r,--- .,.vm --v,r,• •,.,v. �r ,.ur u u.nw�.u•v,�/ uvun,.,iry u• �,..,vu n..,.. (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - C) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Studg ) :W4, W6 2x4 DF-L #2(g): psf. , Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X6(R1) 2 ., 6 � —16 3X5*- 3X5 7-4-10 p T112 3X3W61-3-2 ' V a mm IMI mm 6 9-1-0 3 X5= 1 .5X4111 3X7- 3X5= 3X5= 3X7 III L<---3-0-4 >i< 21-5-12 3-5-12 8-9-4 8-9-4 3-5-12 3-5-12 8-9-4 8-9-4 3-5-12 I, 12-3-0 J, 12-3-0 J is 24-6-0 Over 3 Supports R=28 Rw=61 U=50 R=896 U=131 RL=153/-153 R=1192 U=204 W=5.5" Design Crit: IBC2009/TPI-2007(STD) Eo PROFL� PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0 I.% a ,�re, `SS> OR/—/1/—/—/R/— Scale =.3125"/Ft. Trussann onentsof Oregon (503 357-9.11$, ""WARNING*" READ AND FOLLOW ALL NOTES ON THIS SHEETI N F p ) IPRANr•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. � 19575 P '� Off' TC LL 25.0 PSF REF R7175— 1 0030 825 N 4th Ave,Cornelius OR 97113 7 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and r TC DL 10.0 PSF DATE 05/30/1 4 follow the latest edition of BCSI (BuildingdingComponent Safety Information, by TPI and WTCA) for safety �r practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. r` Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 4 BC DL 7.0 PSF DRW CAUSR7175 14150034 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 '30/2014 shall have bracing installed per SCSI sections 63, B7 or 810, as applicable. — ALPINE Imin ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping, installation F. bracing of trusses. Apply plates to each face of truss and position as shoran above and on the.loin *9 'in.20 190 'f TOT.LD. 42.0 PSF SEQN- 205088 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this N rc�� J�� drawing or cover page listing this drawing, indicates acceptance of professional engineering ROC D W a DUR.FAC. 1 .15 FROM BB Il YY Building Components Group,Int. esponsibility solely for the design shown. The suitability and use of this design for any structure is g p0the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. sFor more Information see' tThis job's Sacramento,CA 95828 general notes page: ITW-BCG: wew.itwbcg.cw: TPI: wnw.tpinst.org; 'TCA: ww.sbcindustry.cw; Renewal date 8130/2015 SPACING 24.0" JREF- 1V6S7175Z10 ICC: ww.iccsafe.org (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - SDG1) Top chord 2x4 DF-L #1&Bet.(g) :T4 2x4 DF-L #2(g): Special loads Bot chord 2x6 HF SS :B2 2x6 DF-L 2400f-2.OE: 4. :63 2x6 HF #2: TC- (Lumber 7 2r. Fac,=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) :W5, W7, W9, W11 2x4 DF-L #2(g): TC- From 36 plf at 7.94 to 36 lf at -1.50 to 72 plf at 16.44 TC- From 72 lf at 16.44 to 72 lf at 33.06 Connectors in green lumber (g) designed using NDS/TPI reduction factors. TC- From 72 p1f at 33.06 to 72 plf at 41.00 BC- From 4 plf at -1.50 to 4 plf at 0.00 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 14 plf at 0.00 to 14 plf at 7.95 anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 BC- From 7 plf at 7.95 to 7 plf at 16 41.00 psf. BC- From 14 plf at 16.44 to 14 plf at 41.00 BC- 871.31 lb Conc. Load at 7.95 BC- 331.85 lb Conc. Load at 10.00,12.00,14.00,16.00 Wind loads and reactions based on MWFRS. BC- 365.62 lb Conc. Load at 16.44 (a) #3 or, better scab brace. Same size & 80% len th of web member. In lieu of structural anels use Attach with 10d Box or Gun nails (0.128"x3",min.) @ 6" OC. OC P purlins to brace all flat TC 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 HI 5X5 -- 5X5= 3X7= 3X5= 5X5= 3X5 1 .5X4 III 4X5 I ■ III N $ s 444 401. GW7 1 .5X4 III '��(a> (a),♦♦♦♦i♦♦♦♦,, ''W.?. (a) :7' 5-2-12 1-3-2 "-►= -7.' 6X8(R) III 4X8(R) III _ B2 I� B3 r 1-4-3-2 " 9-1- 8X8 4X12= 8X8= 3X5= 3X7 R III 1-6-0 ( ) �"‹ 19-6-4 �� 21-5-12 3-11-10 3-11-10 6-2-8 6-4-4 6-4-4 6-2-8 3-11-10 3-11-10 7-11-4 6-2-8 6-4-4 6-4-4 6-2-8 I. 7-11-4 -I_ 7-11-4 25-1-8 _L 7-11-4 J I41-0-0 Over 3 Supports R=1799 U=436 W=5.5" R=3201 U=771 W=5.5" R=853 U=136 Design Crit: I BC2009/TP I-2007(STD) EO PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ►_ F�' Truss Components of Oregon (503'057-:11$, "WARNING•• READ Alm FOLLa AV-NOTES(Ni THIS SHEETI r r_11NA tS OR/-/1/-/-/R/- Scale =.1875"/Ft, 825 N 4th Ave,Cornelius ( 03)3 IrP°RT"NT•• FURNISH THIS DESIGN To ALL CONTRACTORS INCLUDING INSTALLERS C1� TC LL fa Trusses threquire extreme care Ition of fabricating, handling, shipping, installing and bracing. Refer to and , 19575 P �' 25.0 PSF REF R7175- 10031 - ng tt Safety Inprotide, by or, �Gng for safety TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing �' Unless noted otherwise, top chord shall have properly per BCS1. shall have a properly ns shown structural sheathing and bottom chord �� attached rigid ceiling. Locations shown for permanent lateralrestraint ofwebs BC DL 7.0 PSF anal) have bracing installed per SCSI sections 63, 67 or Bio, as applicable. 0 '30/2014INIIWAkm DRW CAUSR7175 14150116 ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or Tor handling, shipping, installation& bracing of trusses. Apply plates to each face of truss and position as shown above end Details, unless noted otherwise. Refer to drawings 150A_Z for standard plate posinons.ceA`sseealoontthis 9�"�n.20 ts� G TOT.LD. 42.0 PSF drawing or cover page listing this drawing, indicates acceptance of professionalg V SEQN- 205102 ITW Building Components Group,Inc. rsp �;ilitylseely for the design shown. The suitablllty ane use of this desigroany structure is O l / W W. Sacramento,CA 95828 y of the Bunei,g Designer p.r ANSI/TPI , t.org: Par me. nfareutlon s T„„Jeb•s DUR.FAC. 1 .15 FROM BB general notes peg.: ITN-BCG:www.itwbcg.ce.; TPI: www t Instar RSA: www.ebcintluetr ICC:al sapa.org p g' y.cow: Renewal da1eR19N2o15 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD3) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Studg ) :W5, W8 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. (a) #3 or better scab brace. Same size & 80% length of web member. In lieu of structural panels use purlins to brace all flat TC M 24" Attach with 10d Box or Gun nails (0.128"x3",min.) @ 6" OC. OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X7(R) III 5X5 H0612= 3X5 6I— 3X5 .r - 3X5. 6 WS 6-2-12 1 .5X4 III 141111111N- W5 (a) 1 .5X4 III -1- �_ 1-3-2 •� l„ — II 1-i-$ 9-1- 3X7(R) III 3X10= 3X7= 35- 3X7= 3X7= 3X5(R) III 1-6-< 19-6-4 21-5-12 �J 4-11-10 4-11-10 7-1-15 6-11-11 7-3-7 4-8-2 4-11-10 9-11-4 9-9-12 11-3-12 9-11-4 9-11-4 _I, 21-1-8 -1- 9-11-4 -J 41-0-0 Over 3 Supports >1 R=955 U=124 W=5.5" R=2364 U=346 W=5.5" R=860 U=114 W=5.25" RL=146/-157 Design Crit: IBC2009/TPI-2007(STD) .EO PROP PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. ►' i Ors OR/-/1/-/-/R/- Scale =.1875"/Ft. ""WARNING"' READ AND FOLLOW ALL NOTES aN THIS TIM " 1 q REF R7175- 10032 Truss Components of Oregon (503)357-.11$.IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �� TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 19575 P Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety �" practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. // Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �� 4 BC DL 7.0 PSF DRW CAUSR7175 14150035 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 '30/2014 shall have bracing Installed per BCSI sections 63, 67 or M. as applicable. MIMI - ITN Building Components Group Inc.conformance anal) not be responsible far any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. installation e racing of tresses. Apply plates to each face of truss and position asshornabove and on the Joint '9 �.,,,so 19� TOT.LD. 42.0 PSF SEQN- 205118 Details. unless noted ge listinist. Refer to drawings acct tare of plate io al mine. n seal on this ROL W YV"N� drawing or cover page listing this drawing. indicates acceptance of professional engineering Y DUR.FAC. 1 .15 FROM BB ITV/BuildingComponents Group, esponslbllity solely for the design shown. rhe suitablllty and use of t%'1:17:19"7 his design far any structure is p p the responslblllty of tn.Bulltling Deslgnr per ANSI/TPI 7 ec.2. For mra InforsmCiom sea. This Job's Sacramento,CA 95828 general notes page: ITW-BCG: www.itwbcg.com: TPI: wwe.tpinst.org:WTCA: , w.sbclndustry.coe: f ICC: www.iccsafe.org Renewd dete6MWZ 15 SPACING 24.0" JREF- 1 V6S7175210 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD4) Top chord 2x4 DF-L #1&Bet. g 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W6, W8, W9 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MFRS with additional C&C member design. (a) #3 or better scab brace. Same size & 80% length of web member. In lieu of structuralpanels use Attach with 10d Box or Gun nails (0.128"x3",min.( R 6" OC. purlins to brace all flat TC 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. -7- 5X7= 3X5= 3X5= 5X7 —J w L 3X5 �� i� 3X5 7-2-12 6 ,— i /��� W9 3X5 W6 (a) �i0, W8/ice ) 6 (a + ��i� /,ce 3X5-..- Ai 1-3-2 �' 3X7 III 3X5= 3X10= 3X7---7,N . E� 1-3-2 l:; 9-1-0 3X5 1-6-0 3X5= 3X7111 in .19-6-4 3X7= ai< 3X 21— -s—o 21-5-12 > - 5-11-10 5-11-10 5-8-8 5-8-8 _19-3-125-8-8 4' 5-11-10 5-11-10 5-11-10 I, 11-11-4 17-1-8 ,I. 11-11-4 I` 41-0-0 Over 3 Supports J R=894 U=123 W=5.5" R=2205 U=344 W=5.5" RL=198/-198 R=963 U=135 W=5.5" Note: All Plates Are 3X5 Except As Shown. PLT TYP. Wave Design Crit: IBC2009/TPI-2007(STD) O PRO p .12.03. ` ': N. •R��s� OR/-/1/-/-/R/- Truss Components of Oregon (503 357-211$ ”WARNING". READ AND FOLLOW ALL NOTES ON THIS SHEET! Scale ..1875"/Ft. 825 N 4th Ave,Gemellus OR 9713 'IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. q TC LL Trusses require eatreme care ,n fabricating, handling. shipping, 19575/ 25.0 PSF REF R7175— 10033 follow the latest edition of SCSI (Building PP ng. ,nstalllrg and bracing. Refer to end practicesprior tos. Installers Safety Inl provide, by orI and bracing per safety {' TC DL 1 0.0 PSF DATE Perfaropnc these all haona. Instal lata shall structural temporary brad bottom _ �/' 05/30/14 Unless notatl otherrlse, tap chord shall have properly attac7etl structural sheatnl �per BCSI. rd shall nave a properly attached rigltl ceilng. Locations shoed for permanent lateral aresrraint ofoweebs �� ' BC DL anon nave bra9ing Inawnea per Rcsl a.ca9n:ea. DT 9r eto, as appncab,e 7.0 PSF DRW CAUSR7175 14150036 MW 111.1111. Iri a nding C9mponenta Group Int. priecG> anal) not m r 0 '30/2014 any fail"re i9 build the truss conformance with ANSI/TPI 1.orsfo�ehandl ng"s„at on fro.ibis aeaigl,AldilOREGON BC LL 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face oft s and position as shorn above installation b Details. unless noted otherwise. Refer to drawings truss Pos a on the Joint y drawing or cover 6for standard plate al nA al 9n this 9'0/1.29,19� page listing this drawing, indicates acceptance of professional engineering •�� TOT.LD. 42.0 PSF_ SEQN- 205128 ITW Building Components Group,Inc. `.7aeprnsibinty s7.1j'far 27=g1:7971- he aeaign:7971. The sdtabinty and use of Lhls design far any atrultjo is �b W Sacramento,CA 95828 notes page; f the G: rww.R Designer per Awee.t ,t.org; F9r m9re ,boindutlon sae: This lob's DUR.FAC. 1 .15 FROM BB g7neran9tes page: Iri-BCG: wvw.ltwbeg.wm; TPI: www.epinst.org; N'TCA: www.sbclndustry.eom; ICC: .Iccsafe.org Renewaldade B/90/1015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD5) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT 11, EXP C, wind TC DL=6.0 psf, wind BC DL=4.•2 Webs 2x4 DF-L #2(g) psf. :W1, W2, W3, W11, W12, W13 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. (a) #3 or better scab brace. Same size & 80% len th of web member. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Attach with 10d Box or Gun .lo (0.128"x3",min.) @6" OC. . Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X7= 5X7 1 .5X4 111 — 8-2-12 AW W11 ,����. 7 W12 1-3 3_ J h 1_ 2 � _ — -1-0 W1 { W13 3X7 III 5X5= 3X7= 3X7= 3X5= 5X5= 3X7 III 1-6-0 3X5= �c 2 -5-12 _1-s-o -- _‹ 19-6-4 3X' 6-11-10 6-11-10 6-6-12 6-6-12 6-11-10 6-11-10 6-11-10 6-11-10 6-6-12 6-6-12 6-11-10 6-11-10 L- 13-11-4 J, 13-1-8 13-11-4 J 1 41-0-0 Over 3 Supports R=1329 U=197 W=5.5" R=1200 U=191 W=5.5" R=1372 U=204 W=5.5" RL=223/-223 Design Crit: IBC2009/TPI-2007(STD) • - - . PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. '�`" •• ' 4',9 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-111$,UR'ORTANT"• FURNI THIS•DESIGN AD AND FOCONTRACTORSLALL °°INcwDITHIS INSTAETI LLERS. �� G%N�- 'O TC LL 25.0 PSF REF R7175- 10034 825 N 4th Ave,Cornelius OR 97113 �4' ?' Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and 19575 P P TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WICA) for safety ,I practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. _ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord / BC DL 7.0 PSF DRW CAUSR7175 14150037 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /� �J shall nave bracing installed per SCSI sections B3, BT or B,°' as applicable. 0"30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH - ALPINEmomITN Building Components Group Inc. (ITWBCD) shall not be responsible for any deviation frau this design, any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping. installation& OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint `f sJ TOT.LD. 42.0 PSF SEQN- 205138 Details, unless noted otherwise. Refer to drawings acce for standard plate positions. A seal on this 9 woo 20 19t drawing or cover page listing this drawing. indicates acceptance of professional engineering DUR.FAC. 1 .15 FROM BB Building Inc. responsibility solely for the design shown• The suitability 1 use of this design for any structure Is O1.D w- ITW Components Group,lnYne responslblllty of the Bulleing Designer per ANSI/TPI 1 ec.2. For mo a Information see: Tnls Job's Sacramento,CA 95828 general notes page: ITW-BCD: awe.itwbcg.caw: TPI: eww.tpinst.org: WICA: www.sbcindustry.co0: SPACING 24.0" J REF- 1 V9S7 1 7 5Z1 0 ICC: www.lccsafe.org Renewal dale 8/3012015 l 0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD6) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L #2(g) :W1, W3, W11, W13 2x4 DF-L Std/Stud(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Wind loads and reactions based on MWFRS with additional C&C member (a) #3 or better scab brace. Same size & 80% length of web member, design. Attach with 10d Box or Gun nails (0.128"x3",min.) @ 6" OC. In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00. Ce=1.10, CAT II & Pf=21.17 psf. SS0612(**) 4X5= H0508= 7- T2 I pR 3X5% ,,•�p $ I 3X5 �i 9-2-12 6 r- N. �I (a) g -- a �a 3X5 ♦,44 **''h •`•'•'� W3 '*q �i ; W11 3X5. (a) 4444444 1-3-2 _ 1 �_ I _� 1,I a— W1 "I 1-3-2 --- W13 J_ 10 9-1-0 3X7 III 3X5= 3X7- 3X5= 3X5= 4X8= 3X5= 3X7 III 1-6-0 19-6-4 �� y 3X7= 21-5-12 >1`s� Ec 7-11-10 7-11-10 7-11-10 3496122 5436122 'I` 7-11-10 7-11-10 7-11-10 I- 15-11-4 J, 9-1-8 _I_ 15-11-4 J I41-0-0 Over 3 Supports R=788 U=113 W=5.5" R=2319 U=347 W=5.5" R=873 U=126 W=5.5" RL=250/-250 Note: All Plates Are 3X5 Except As Shown. PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IBC2009/TPI-2007(STD) - _ Wave FT/RT=2%(0%)/4(0) 12.03. 0' •+-ie �• F,ss OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (5031357-2113.i URNISH INc•• REM AL FOLLOW ALL S INC UD THIS STALL F cli TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR tIPORTANT•• FURNISH THIS DESIGN 70 ALL OL1-"ALORS INCLUDING INSTALLERS. G I N Trusses require extreme care in fabricating, handling, shipping, InstallingF,p, y REF R7175- 1 0035 follow the latest edition of BCSI (Building Component Safety Information, bTPIeabracing.CCAfor safety 19575 P r TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chordA00'�shall have properly attached structural sheathing and bottom chord BC DL shall have a properly attached rigid cell ing. Locations shown for permanent lateral restraint of webs 601047.0 PSF DRW CAUSR7175 14150038 shall have bracing installed per BCSI sections 83. 67 or B10, as applicable. ITS Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. 0 '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation A OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint ./ TOT.LD. 42.0 0 PSF Details. unless noted otherwise. Refer to drawings 100A-2 for standard plate positions. A seal on this �o Q' SEQN- 205144 drawing or cover page listing this drawing, indicates acceptance of professional engineering 9R n.20,19 G ITW Building Components Group,Inc. responsibility solely for the a.slgn show,. the sultabl Ity and use of this design for any structure Is O/ D ...�V DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 •sponsibility or the Build ng Designer per ANSI/Tpl 1 seo.2. For mere Information sae: This Job s ` W `- general notes page: 11w-BCG: wew.itwbcg.com: TP1: waw.tpinst.org: RICA: wnw.sbcinduetry.com: ICC: w.w.iresafe.org SPACING 24.0" J REF- 1 V6S7 1 75Z 1 0 Renewal date 8150/2015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - SD7) Top chord 2x4 DF-L #2(g) :T1, T5 2x4 DF-L #1&Bet.(g): (I) - plates so marked were sized using a Fabrication Tolerance of 0% Bot chord 2x4 DF-L #1&Bet.(g) and a Rotational Tolerance of 0 degrees. Webs 2x4 DF-L Std/Stud(g) :W6, W8, W9 2x4 DF-L #1&Bet.(g): :W7 2x4 DF-L #2(g): (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 (a) Continuous lateral restraint equally spaced on member. psf. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. SS0612(**) = H0508(I) io 11. T 1 .5X4 III 1 .5X4 III 3X50 3X5 3X5. W7 W9 3X5 (a)(a) 10-2-12 6 T1— 6 T5 3X5� W6 WS 3X5 1-3-2 MI m 1-1-1 9-1-01-3- '61 11 filk 3X7 IN 3X5= 4X8= 3X5= 3X7= 3X5= 3X7 III 1-fi-0 3X7= 4X8 1-6-0 —< 19-6-4 21-5-12 y 5-11-12 >lc 5-11-12 4c 5-11-127 -8 5-1-8 9-31 11-12 >Ic 5-11-12 5-11-12 5-11-12 I, 17-11-4 _I, 5-1-8 _I_ 17-11-4 J 41-0-0 Over 3 Supports >1 R=708 U=100 W=5.5" R=2657 U=371 W=5.5" R=780 1.1=114 W=5.5" RL=279/-279 Note: All Plates Are 3X5 Except As Shown. PLT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IBC2009/TPI-2007(STD) p PRO Wave FT/RT=2%(0%)/4(0) 12.03.0' '�sSd' OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-211$, ""WARNING"" READ AND FOLLOW ALL NOTES BR THIS SHEETI �GIivq. �O TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 INPORrANr'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. #.1.T .41 � REF R7175- 1 0036 am Trusses require extrein fabricating. handling, shipping, installing and bracing. Refer to 195 P follow the latest edition ofSCSI (Building Component Safety Information, by TPI and MICA) for safetymand 57 e carer , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord *i iAppv BC DL 7.0 PSF DRW CAUSR7175 14150039 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 610, as applicable. 0 30/2(M4 EMI ALPINE ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& /t bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 'R TOT.LD. 42.0 PSF SE N- 205170 Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. A seal on this r'eN 19° Q drawing or cover page listing this drawing, indicates acceptance of professional engineering 1TW BuildingComponents Group, responsibility solely for the design shown. The suitability and u e of thio d«ign for any str��ture is ROL p Vi.�� DUR.FAC. 1 .15 FROM BB P P the responsibility of the Building Designer per ANSI/TPI 1 Sec.z. sFor mare Information s«: This Job's Sacramento,CA 95828 general notes page: ITW-BCG: wee.itwbcg.cem: TPI: www.tpinst.org: WTCA: www.sbcindustry.con: ICC: www.iccsafe.org RanawaldatnN30I2Ol5 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - SD8) Top chord 2x6 HF #2 :T1, 15 2x4 DF-L #1&Bet.(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L #2(g) psf. :W1, W3, W11, W13 2x4 DF-L Std/Stud(g): :W6, W7, W8 2x4 DF-L #1&Bet.(g): Wind Connectors in green lumber (g) designed using NDS/TPI reduction factors, desiiignoads and reactions based on MWFRS with additional C&C member In lieu of structural panels use purlins to brace all flat TC w 24" OC. Attach witha #3 ore10drBoxab orbGun enailse(0.128ze &x3",min.) @ 6" OC.80% length ofOember. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X12(SRS)(R) III 6X8(R) III Hon: T ■ 3X5 ; 7; 5X7 3X5 5X7 s 3X5% i W8 �. 0 ��� W6'I ' 3X5-. �0 6 r ,/. ���, 11.( ) 11-2-12 6 T1 ���� / T5 1.5X4 III I 4- I lo,,,t� ' 4/0/ 1 .5X414 4- 1-3-2 ,,,�, i�- 3X7(R) III 3X7= 3X5_ 3X7 W13 1-3- 3X5= 9-1-0 1-6-0 3X10= 3X5= 3X7(R) III 19-6-4-----,--->1<-.—____21-5-12 �s—o 6-7-12 6-7-12 1-1-8 _I_ 6-7-12 6-7-12 _I_ 6-7-12 6-7-12 9-11-10In( I' 9-11-10 9-11-10 ,1, 9-11-10 I, 19-11-4 1-.- (� —I-- — 19-11-4 —I I - 41-0-0 Over 3 Supports .J R=736 U=112 W=5.5" R=2647 U=335 W=5.5" �l RL=303/-303 R=847 U=126 W=5.5" Note: All Plates Are 3X5 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) p PROF, PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.• S Truss Components of Oregon (503 357-211$, "`WARNING•" Rego lva FOLLOW ALL rales aN TRIs SHEET) OR/-/1/-/-/R/- Scale =,1875"/Ft. 825 N 4th Ave,Cornelius OR 97113 INPORTANr'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. O� awive-, �w TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installingerto19575 P Y REF R7175- 10037 follow the latest edition of BCS1 (Building Component Safety Information, bTPI�and WTCAA� forsafetypractices prier to performingthese functions. Installers shall provide temporary bracing per SCSI. r , TC DL 10.0 PSF DATE 05/30/14 ir Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations sheen far permanent lateral restraint of Cabs i� -1.... BC DL 7.0 PSF soon have bracing instanced per BCsI seeaons ea. BT or Bto, as eppl Icabla. DRW CAUSR7175 14150040 — ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, 0 '30/2014 BC LL any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installationA 0 OREGON 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details. unless noted otherwise. Refer to drawings iCOA-2 for standard plate positions. A seal on this 0 4sn TOT.LD. 42.0 PSF $EQN- 205177 drawing or cover page listing this drawing, indicates acceptance of professional engineering .20,19 G'f 11W Building Components Group,Inc. i�ponsibinty solely for the design shoe,. The suitability ane use of this design far any strnctar. is Q� W a N Sacramento,CA 95828 rasponslspage oP iho Building ebcg.car p.r ANnsee.t , t.urg. Far more ibcindutlon Th,a,ab> W. DUR.FAC. 1 .15 FROM BB general notes page; ITN-BCG: www.ltwbcg.com; TPI: www.tpinst.org; IITCA: sae.sbclndustry.com; ICC' www.i"safe.org Renewaldatee13012015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - D) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 2x4 DF-L #2(g): 100 mph wind, 15.09 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L #2(g) psf. :W1, W3, W10, W12 2x4 DF-L Std/Stud(g): :W6, W7 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X7(R1) T2 W7 3 3X5% 3X5 3X7 3X7 W 3X5 ..41444,4414444,44:::: 444444.4444%44,4444.144444 11-6-2 -I- / 6 r �i/\ (a) � 11-3-2ea 1-,--, W12 -1-01-3- W1 3X7(R) III 3X5= 3X7= 3X5=— 3X5= 3X7— 3X5= 3X7(R) Ill 1-6` 19-6-4 21-5-12 >1-6-0 6-10-06-10-0 6-10-0 8_ 6-10-0 6-10-0 6-10-0 10-3-0 .I 9-3-4 '11_11_ 9-3-4 10-3-0 L- 20-6-0 _I, 20-6-0 ,J 1 41-0-0 Over 3 Supports R=705 U=105 W=5.5" R=2253 U=350 W=5.5" R=814 U=122 W=5.5" RL=312/-312 Note: All Plates Are 3X5 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) `as,D PROF$. PLT TVP. Wave FT/RT=2%(0%)/4(0) 12.03.f' � Om. OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-211$, `"WARNING"` READ AND FOLLaw ALL NOTES oN THIS SHEETI C� 0 1 �Fj, Cy TC LL 25.0 PSF REF R7175- 10038 825 N 4th Ave,Cornelius OR 97113 IMPORTANT" FLRHISH THIS DESIGN TO ALL CDNTRACTHiS INCLUDING INSTALLERS. 19575 P • 7 Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety %+ TC DL 10.0 PSF DATE 05/30/14 practices prior Co performing these functions. Installers shall provide temporary bracing per BCSI. Gerd shall have properly attached structural sheathing and bottom Unless noted otherwise, top herd i E BC DL 7.0 PSF DRW CAUSR7175 14150041 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0"30/2014 shall have bracing installed per BCSI sections B3, BT or 610, as applicable. BC LL 0.0 PSF CA-ENG RTT/GWH - ALPINE ITW Building Components Group Inc. (ITMBCG):7:11' not be responsible for any deviation from this design. OREGON any failure to build the truss In umrormance ANSI/TPI 1, or ror handling, shipping, insta list ion 8 mJ bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 9 Ven.as 19s! TOT.LD. 42.0 PSF SEAN- 205183 Details. unless noted otherwise. Refer to drawings IBOA-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering O`D W ITW BuildingComponents Group, t sponsibility solely for the design show"' The suitability and use of this design ror any structure Is DUR.FAC. 1 .15 FROM BB p p responsibility of the Building Designer per ANSI/TPI t Sec.2. For mare Information see: This Job's Sacramento,CA 95828 general notes page: ITW-BCG: www.itwbcg.cw: TPI: ww.tpinst.org: WTCA: www.sbcindustry.cw: Renewalda4a8130120/6 SPACING 24.0" JREF- 1V6S7175Z10 ICC: ww.iccsafe.org (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - D1) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 2x4 DF-L #2(g): 100 mph wind, 15.09 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L #2(g) psf. :W1, W3, W10, W12 2x4 DF-L Std/Stud(g): :W6, W7 2x4 DF-L #1&Bet.(g): Wind Connectors in green lumber (g) designed using NDS/TPI reduction factors, designoads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live load (a) Continuous lateral restraint equally spaced on member. applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00. Ce=1.10, CAT II & Pf=21.17 psf. 5X7(R1) #. 3X5 T2 T3 3X5 3X7 3X5 3X5 000° ..".°;;;°°°°...7::1444%4%%%%%%%%444%% 141Z5 3X5 6r (a) 6 11-6-2 11\\\' (a) (a) 1 .5X4 III W3 1 .5X4 111 1-3-2 W1. .. rn PI lu W12 1-3-2 3X7(R) Ill 3X7= • 9-1- ,..,:, 3X5= 3X5= 3X5= 3X7- 3X5= 3X5(R) 1-6-0 III 19-6-4 >c 21-5-12 J 6-10-0 6-10-0 6-10-0 6-10-0 6-10-0 6-10-0 10-3-0 9-3-4 1-11-8 9-3-4 10-3-0 20-6-0 I 20-6-0 41-0-0 Over 3 Supports �j R=704 U=100 W=5.5" R=2260 U=360 W=5.5" �I RL=288/-298 R=705 U=96 W=5.5" Note: All Plates Are 3X5 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) , O PRO PLT TYP. Wave FT/RT=2%(0%)/4(0) 12,03.E . E F _ Truss Components of Oregon (503)357-211$,u•oRTAwr•• FURNISIiNTry2`DESIR6nNTOAND F0LgRNppALL NOINCLUOING'SMSSHEET! S. ���,r�yyy ~..y7 V4' OR/-/1/-/-/R/ Scale =.1875"/Ft, 825 N 4th Ave,Cornelius OR 97113 A. TC LL Trusses require extreme care in fabricating, handling, /J�'�' 48575 p 'S'� 25.0 PSF REF R7175— 10039 _ follow the latest edition of SCSI (Building Component SafetyP Information, byTPI and and mWTCA) focing. rsafetyer to practices prior to performing these functions. installersshall provide temporary bracing per BCSI. �+ TC DL 1 0.0 PSF DATE 05/30/1 4 Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord -hail have a properly attached rigid tailing. Locations snows for permanent lateral restraint of webs 6" '' BC DL 7.0 PSF shall have bracing installed per SCSI sections B3, 87 or 810, as applicable. 0 30/2014 DRW CAUSR7175 14150042 _ anyITV B ilyditongrebuildme care i tGroupl nnc. (1TWBOG)shallANSI/TPI not be responsi lehfor any fotll iny,deviating, free,this dist ldesign. OREGON BC LL 0.0 PSF CA—ENG RTT/GWH bracing or trusses. Apply plates to each face or truss and position as shown above and on the Joint eef 41111. Detail , unless ted otherwise. Refer to drawings 1soA-2 for standard plate positions. A seal on this 7 20 io J TOT.LD. 42.0 PSF drawing or cover page listing this drawing, indicates acceptance of professional engineering -QOMW f N� SEQN— 205187 ITW Building Components Group, responsibi :bi solely ror Bul design show. Tho saheb l ty 72.'7: nd use of this eesign ror any structure is • Sacramento,CA 95828 P the ral notes s-B G: e .i Designer p.r Asl/PI , etrg; For.are information dee: This Jpb•e DUR.FAC. 1 .15 FROM BB general notes page; ITW-BCG: www.ltwbcg,cod; TPI: wvw.tpinst.org; W th, www.abcintlustry.cae; "� """" "nate'rg Renewal dale 8/9012015 SPACING 24.0" JREF— 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - E) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): 100 mph wind, 15.41 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Studg ) :W2, W4, W5 2x4 DF-L #2(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III -t Shim all supports to solid bearing. 3X5% , 'I 1-5-15 T 3X310001.1) : 4_18-11-13 .L T2 ..... 4X5 6 3X5 162 -J 6 3X51-- 11-4-12 1 W5 (a) 7-3-4 3X5 1— 1-3-2 M�7 _L = i.I © 9-1-0 ' 3X7(R) III 1 .5X4 III 3X5 L 14-6-8 5-8-12----›.1 7-6-0 7-6-0 >lc 4-11-12 148 P 15-0-01 5-3-4 20-3-4 Over 3 Supports R=612 R=963 U=259 W=5.5" RL=307/-79 R=184 U=39 Design Crit: IBC2009/TPI-2007(STD) ,ED PROF PLT TYP. Wave IWPORTANr�, FIRNISM THIS DESIGN TO ALL CONTRpCTOR FT/RT=2%(0%)/4(0) 12.03.►' ' `96% OR/—/1/—/—/R/— Scale =.25"/Ft. Truss Components of Oregon (503)357-211$, " wARNING"" READ AND Rucg ALL NOTES UN TNIS SHEETI c�h �401NEF, ty TC LL 25.0 PSF REF R7175— 10040 825 N 4th Ave,Cornelius OR 97113 19575 P 7 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety • i) TC DL 10.0 PSF DATE 05/30/14 practices prior to pe Ing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord /- BC DL 7.0 PSF DRW CAUSR7175 14150043 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B . 67 or BIG, as applicable. 0 '30/2014 Now ALPINE t_ ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGONBC LL 0.0 PSF CA—ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& l0 J bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint '9 Vsn.2o 19� • TOT.LD. 42.0 PSF SEQN— 205213 Details. unless noted otherwise. Refer to drawings 78OA-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering -OC D W N.le44 DUR.FAC. 1.15 FROM BB ITW Building Components Group,Ince responsibility solely for the design shown. The suitability and use of this design for any structure Is g Ionthe responsibility of the Building Designer per ANSI/TPI 7 Soc.2. For wo a Information see: This Job's Sacramento,CA 95828 general notes page; 11W-BCG: www.itwbcg.com; TP1: www.tpinst.org: WTCA: www.sbcindustry.com; �p Ito: www.iccsafe.erg Renewaldaleel3Un015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenbergroof -- """ " " ' " ""^-"•-•• •••• VERIFY VERIFY, OR - FGE) "' """"" " "•••~••"•"••"� ""--••••-- -• ••.""" Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.27 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 :M6 2x4 HF #2: psf. See DWGS A10030050109, GBLLETIN0212, & GABRST050109 for more Wind loads and reactions based on MWFRS with additional C&C member requirements. design. Provide lateral wind bracing per ITWBCG wind bracing details or per Truss spaced at 24.0" OC designed to support1-6-0 p ch engineer of record. 2X3 studs require reinforcement at 70% of the length outlookers. Cladding load shall nnot excd3.00PSF. Top chord may be tabulated for 2X4 studs of the same grade, notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No Deflection meets L/360 live and L/240 total load. Creepincrease factor knots or other lumber defects allowed within 12" of notches. Do not for dead load is 2.00. ottom notch in overhang or heel panel. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Botd applied checked for 10.00 psf non-concurrent bottom chord live pp per IBC-09 section 1607. Unbalanced snow loads have not been considered. 2X4111 End verticals not exposed to wind pressure. 6 I— ; 3X5(R) $ ; • Ili 8-9-2 3-7-6 t II Me p • ; •• 49-1-0 ' 4X5-E--- 2X4 III 3"1 10-0-7 1110-1-I- 8-5-7 E-- 10-3-8 Over Continuous Support --� R=136 PLF U=51 PLF W=10-3-8 RL=37/-5 PLF Note: All Plates Are 1 .5X4 Except As Shown. PLT TYP. Wave Design Crit: IBC2009/TPI-2007(STD) p PRO FT/RT=2%(0%)/4(0) 12.03.0 .4 ' FSS► OR/-/1/-/-/R/- =.275"/Ft. Truss Components of Oregon (503)357-211$, ••WARN I NG•a READ ANO FOLLOW Au.NOTES ON TH I s SHEETI Scale e 825 N 4th Ave,Cornelius OR 9713 INPORrANT' FURNIsx THIS DESIGN ro All CONTRACTORS INCLUDING INSTALLERS. 0 �� TC LL Trusses require extreme care In fabricating, handling, 19S P �t, 25.0 PSF REF R7175- 10041 _ shipping, installing and bracing. Refer to and follow the latest edition ofSCSI (Building Component Safety Information, by TPI and WrCA> for safety �' TC DL practices prior to performing these functions. Installers shallprovide temporarybracing � 10.0 PSF DATE 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cBCSI. hori- shal l have a Properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /�' BC DL 7.0 PSF shall have bracing installed per SCSI sections Ba, BT or Bio, as applicable, DRW CAUSR7175 14150078 0 '30/2014 IMIWAtkl ITW Building Components Group Inc. shall not be responsible for any deviation free this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/7P' 1, or for handling, shipping, A bracing of trusses. Apply plates to each face of truss and PP ng�installatlon& Ye Details, unless noted. otherwise. Refer to drawings160A- position as shown above and tJoint drawing or cover �for Plato positions. A seal en this 9R"•o.zo •te9N�•. TOT.LD. 42.0 PSF page therwg thisfewing, indicates acceptanceof standardprofesa{enal engineering SEQN- 205217 ITWBuilding Components Group,Inc. resp nssimuty solely for the design sheen. The suitability and use of this design for any structure is CD W Sacramento,CA 95828 Po""°"'ty of the Building Designer Par Axsl/TPI sec.:. For ase information see rhea jab a DUR.FAC. 1 .15 FROM BB general notes page; ITW-BCG: aww.itwbcg•com: TPI: wew.tpinst.org: WrCA: www.sbcindustry,com; ICC: aw.lccsafe.org RenewaldafeSl3O02015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - FG) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x6 HF SS (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) :W5 2x4 DF-L #2(g): TC- From 72 plf at 0.00 to 72 plf at 9.92 :Rt Bearing Leg 2x4 DF-L Std/Stud(g): BC- From 7 plf at 0.00 to 7 plf at 9.63 PLB- 612.23 lb Conc. Load at ( 1.67, 9.12), (3.67,9.12), (5.67,9.12) Connectors in green lumber (g) designed using NDS/TPI reduction factors. (7.67,9.12) 100 mph wind, 15.18 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Wind loads and reactions based on MWFRS. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Left end vertical not exposed to wind pressure. (a) #3 or better scab brace. Same size & 80% length of web member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Attach with 10d Box or Gun nails (0.128"x3",min.)) @ 6" OC. applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. 5X5(R) factor for dead load is 2.00. ►' 1-2-0 6 1— ig g16-5-14 J_ 4X5 3X5 11 3X5(R) III I 8-6-14 1 3-7-6 t�,I,, wommmimmoommommimm m■ I e9-1-0 3X5111 4X12(R) III 3X10(R) III 1"12 1"1-4-9-12 + 4-6-4--— 2 E-- 9-11-0 Over 2 Supports >1 R=1667 U=32 W=5.5" R=1567 U=40 Design Crit: IBC2009/TPI-2007(STD) •EO PRC1F� PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0' 04% OR/-/1/-/-/R/- Scale =.275"/Ft. Truss Components of Oregon (503)357-211$, "WARNING" READ AND FOLLaw ALL NOTES oN THIS SHEETI ?1G/Nt 4, y TC LL 25.0 PSF REF R7175- 10042 825 N 4th Ave,Cornelius OR.97113 IMPORTANT.. FURNISN THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 1957$P Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 follow the latest edition ofgRCSI (Building Component Safety Information, by or and acCA) for safety �1 practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord /- %. BC DL 7 D PSF DRW CAUSR7175 14150044 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 63. B7 or 810, as applicable. 0 '30/2014 - IT1Y Building Components Group Inc. (ITIMBCG)W7:11' hall r."1 ot be responsible far any deviation from rola design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure co build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation& bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 9, V+» 20,,e9e let�J TOT.LD. 42.0 PSF SEQN- 20524 1 Details, unless noted otherwise. Refer to drawings 160A-Z Tor standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering O •C D W• DUR.FAC. 1 .15 FROM BB ITW Building Components Group, esponsiblllty solely for the design shown. The suitability and use of this design for any structure is g P P the responsibility of the Building Designer per ANSI/TPI 1 Sec.z. For more information see: This Job's Sacramento,CA 95828 general notes page; ITh-BCG:ewe.itwbcg.cem: TPI: wn.e.tpinst.org: WTCA: www.sbcindustry.com; Renewaldaie 819012015 SPACING 24.0" J REF- 1 V6S7 1 7 5Z1 0 ICC:www.lccsafe.org (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - GGE) "".,......�.. .,. ...""" .teem Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2ganywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Truss spaced at 24.0" OC designed to support 1-6-0 top chord See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must requirements. not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Provide lateral wind bracing per ITWBCG wind bracing details or per load applied per IBC-09 section 1607. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5—= 1 .5X4 III 1 .5X4 III 1 .5X4 III ill LI1 .5X4 III 6 41_13-4-4 3X5 6 II 4X8(R) III 3X54.. 4-3-2 1-3-2 _ 1 .5X4 III 1.5X4 III ,_ 1-3-2 4X5 III 3X54% ____16 610-7-0 6 3X5 :.. 4X5I11 -1-6-0-- 5"81 15"8 --1-6-0—› L 1-9-8 _I_ 11-4-8 3"12 8-5-0 —I_ 1-9-8 6-0-0 4c 6-0-0 12-0-0 Over 2 Supports R=184 PLF U=50 PLF W=5-6-8 RL=32/-32 PLF R=144 PLF U=77 PLF W=5-6-8 Design Crit: IBC2009/TPI-2007(STD) _ PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ► •��' - � Truss Components of Oregon (503)357-211$, "WARNING" READ ANO FOLLOW ALL NOTES ON THIS SHEETI m FS OR/-/1/-/-/R/- Scale =.5"/Ft. 825N4th Ave,Cornelius OR97113 aroma.. FURNISH THIS DESIGN TO ALL CDNTRACTDRS INCLUDING INSTALLERS. G. "GINe. aP�c TC LL 25.0 PSF Tresses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and ,p REF R7175- 1 0043 follow the latest of ethe (Building Component Safety Information. by TPI and WfCA) for safety 19578 P TC DL practices prior to editionming Inese functions. Installers shall provide temporary bracing per gCSI. r 10.0 PSF DATE 05/30/1 4 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �r shall have a properly attached rigid cei l ing. Locations shown for permanent lateral restraint of webs BC DL 7.0 PSF shall have bracing installed per BCSI sections sat w or 61 0, as applicable.mow /- DRW CAUSR7175 14150045 ALPINE _ ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, 0 '30/2014 BC LL 0.0 P F S CA-ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation a OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise' Refer to drawings'GGA' v TOT.LD. 42.0 PSF SEQN- 205249 r cat I for standard plateial ngine. A seal on this resp drawing or cover page Hating this drawing, indicates suit acceptance of professional engineering ��V9j)•20 19� `` ITW Building Components Group, thegeneral pegs or w Wending Designer per ANesw.t t t.<.z. per moa inrormetion dee This fob's L D W, FROM BB I9e eral mesa page; 11W-Bi. www.itwbcg•com; TPI: www.tpinst.org; WTCA: wwe,sbcindustry.eom; wedm Renewal date 6180/2015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - G) Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= sF--- ---1s 4X5(8) $ 6X8— 4X5(8) /�/ 4-3-2 ____Is sL___ 1-3I-2 1-3I-2 Y — 10-7-0 Y 4X5 III L-1-6-0-- 4X5 III L-1-6-0--.1 6-0-0 6-0-0 6-0-0 >" 6-0-0 12-0-0 Over 2 Supports >, R=643 U=95 W=5.5" R=643 U=95 W=5.5" RL=113/-113 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. PA' ° a �' Fg OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-^-11$,It�m •FURNISH THIS Sw•DE51GIIEEAD AND ALLFOLLOW ALL NOTES ON THIS IIRSITALLERS. `y� GtNF ��p TC LL 25.0 PSF REF 87175- 10044 825 N 4th Ave,Comelius OR 97113 (� l�,�y ti Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 19575 P TC DL 10.0 PSF DATE 05/30/14 folios the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety `` practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF DRW CAUSR7175 14150046 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs allik shall have bracing installed per BCSI sections B3, 67 or 610, as applicable. — ALPINEIMMO ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation d OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint +/ TOT.LD. 42.0 PSF SEQN- 205244 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this a9 V drawing or cover page listing this drawing. Indicates acceptance of professional engineering 46 on.20,19 ` ITW Building Components Group,Inc. trespbtlsoyeoy tPoher te ldesg gn eshower pThr bPlY en.d u e oofmto s Idrgmnatfioorn a :stctujobis rO/`C ",•Wr DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 general notes page: ITw-BCG: www.ltwbcg.com: TPI: www.tpinst.org; WTCA, www.abcindustry.com; ICC: www.lccsare.org SPACING 24.0" JREF- 1 VGS7175Z10 Renewal date 5!502015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - IGE) Top chord 2x4 DF-L 2400f-2.OE 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" requirements. deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang Provide lateral wind bracing per ITWBCG wind bracing details or per or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5=-- 6 X5=6 /.\, -I 6 1 .5X4 III 1 .5X4 III .11 3X5 9 3X5. 3-3-2 41 1-3-2 ill _—_ --1011111111111 I. 1-3-2 I 111 +10-7-0 I r X In 3 5= 1 .5X411 3 5= L-1-6-0-- 3 711 �1-6-0—>J �I4_ 7-5-9 _ 3� 1 -9-3 �l` 4-5-9 �l 1-9-3 4-0-0 I_ 4-0-0 1 8-0-0 Over Continuous Support I R=168 PLF U=101 PLF W=8-0-0 • RL=17/-17 PLF Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0• -±"i . �• F& OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$ •'WARNING" READ ANO FOLLOR ALL NOTES ON THIS SHEETI REF R7175- 10045 825 N 4th Ave,Cornelius OR 97113 'IYPORTANr•• FORNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. aG I N F!� O TC LL 25.0 PSF Trusses require extreme care In fabricating,dingChandling, shipping, installing and bracing. Refer to and 19575 P y TC DL 10.0 PSF DATE 05/30/14 follow i the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety �.. practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. {- ��. Unless noted otherwproperise, top chord shall have properly attached n structural sheathing and bottom nt`herd BC DL 7.0 PSF DRW CAu5R7175 14150079-- 0.0 4750079 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �� r shall have bracing installed per BCSI sections 63, 67 or BIO, as applicable. - ITWWEE Building Components Group Inc. (ITNBCG) shall not be responsible for any deviation from this deign, 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation 8 OREGON racing of trusses. Apply plates to each Tau of truss and position as shown above and on the Joint v TOT.LD. 42.0 PSF SEQN- 205256 Details, unless noted otherwise. Refer to drawings 15OA-2 for standard plate positions. A seal on this 9�V•n'20,19� drawing or cover page listing this drawing, Indicates acceptance of professional engineering ��' ITW BuildingComponents Group, responsibility solely for the design shown, The suitability and use of this design for any structure is O/ , w•N DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 P the r spnotes lity of the Building Designer per ANSIRPI 1 sec.2. For me e information see: This Jobs ` general notes page: ITN-BCC: www.itwbcg.com: TPI: www.tpinst.erg; RTCA, www.ebclnduetry.tom; ICC: www.iccsare.org SPACING 24.0" J RE F- 1 V6S7 1 7521 0 Renewa)slate 1313012015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - H) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W3 2x3 HF #2: 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 1.5X4 III i T 1-5-14 I,% 16-2-0 3X5*- 5X7(**) IA 6 (— 1 3X5(R) 4X5(R) t. —J6 , 1-3-2 1 10-7-0 4X5 III L1-6-O 1'12 5-8-0 5-8-0 1+1 2 1 112 5-8-0 m 5-6-4 11-7-8 Over 2 Supports >1 R=634 U=28 W=5.5" R=500 U=135 RL=221/-96 Design Crit: IBC2009/TPI-2007(STD) • _ • PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0' •+"' • • FS, OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503))357-211$ ••wARN I Nc•• READ AND FOLLOW ALL NOTES ON THIS SHEET! 'C- 41, 825N4th Ave,Cornelius OR97113 'IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. ��� �G11YF�� pZ TC LL 25.0 PSF REF R7175— 10046 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 foil°w the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety /�. 10876 P r practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. {" �� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs fi DRW CAUSR7175 14150047 shall have bracing installed per BCS! sections 63. B7 or 010, asapplicable. MEW ALP I NE ITU Building Components Group Inc. (ITWBCG) shall not be respnsible for any deviation from this design, 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint %I A OREGON %I TOT.LD. 42.0 PSF SEAN- 205544 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this aQ V drawingror cover page listing this drawing, indicates acceptance of professional engineering /� aA.20,190 G' ITW Building Components Group,Inc. p"'is1° ;ty 5O'B'y for 1=°esIgn shown' The suitability and use oft Is design for a y etr,x:°: Is Q/ D 01 r�". DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 aspens shiny of tM G: m .i Designer per AIiwww.t 1 t.org: For a Information This job's ` Y' general rotes page: ITN-BCG: www.itebcg.com: TPI: wee.tpinst.org: WTCA: www,sbcindustry,c SPACING 24.0" IGC: wmw,iccsafe.orgJ REF- 1 V6S7 1 75Z 7 0 Renewal date 815012015 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - H1) Top chord 2x4 DF-L #1&Bet.(g) v-- Bot chord 2x4 DF-L #1&Bet.( ) (**) 1 plate(s) require special positioning. Refer to scaled plate Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x3 HF #2: plot details for special positioning requirements. Connectors in green lumber (g) designed using NDS/TPI reduction factors. annywherewindroof,O0 CATtII, EXPmean9C, wind TC DL=6LOSED psf, windLBCacated DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 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 Unbalanced snow loads have not been considered. for dead load is 2.00. 1.5X4 III i T 1-5-14 �1J 16-2-0 3X5 4X5(**) M� II 4X5 __._.... 10.i 4X5 T L' s 1-5-2 im 10-7-0 3X5 III 1"12 5-6-0 5-6-0 -1 'i2 1, 2 5-6-0 5-4-4 •3r+L�} II`_ 11-3-8 Over 2 Supports >1 R=497 U=3 W=1.525" R=497 U=133 RL=195/-71 Design Crit: IBC2009/TPI-2007(STD) W PRS PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 0' V - •FF Truss Components of Oregon (503)357-211 "'WARNING." REM AND FOLLOW ALL NOTES ON THIS SHEETI ss1 OR/-/1/-/-/R/- Scale e =.375"/Ft. 825 N 4th Ave,Cornelius OR 97113 $'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS �� N F INCLUDING INSTALLERS. r1 F� OZ TC LL 25.0 PSF REF R7175- 1 0047 Trusses require extrema care in fabricating, handling, shipping installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety 19575 P •y practices prior to performing thesefunctions. Installers shall provide temporary bracing �1 TC DL 10.0 PSF DATE 05/30/14 Unless noted otherwise, top chord shall have per SCSI. properly attached structural sheathing are bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint ofwebs 610114. BC DL 7.0 PSF DRW CAUSR7175 14150048 shall have bracing installed per BCSI sections 63, B7 or B10, as applicable, �r ALPINE 115 Building Components Group Inc. (ITWBCG) shall not be responsible foro 30/2014 BC LL any failure to build the trussin conformance with ANSI/TPI 1, or for handling, shipping, from this design, 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply places to each face of truss and installation N OREGON Details, unless noted otherwiae. Refer to drawingsposition as shown above and on the Joint drawingcover 160A-Z for standard prd a sio al engine. A al on this a9�('sn.20.19� TOT.LD. 42.0 PSF SEQN- 205274 or pagethen listing this Refer ng, indicates acceptance of aproresaional engineering A ITW Building Components Group,Inc. re sibility solely for the design shown• The suitability and use of this design for any structure is Sacramento,CA 95828responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For mare information see, rhea ob•s �L W.N� OUR.FAC. 1 .15 FROM BB general notes page; IPM-BCG: waw,Itrbcg.coml TPI: www.Cpinst.org; WTCA: www.abclntlustry.tole; ICC: www.IccsaTe,ofg ABnewal mteGaOnO1S SPACING 24.0" JREF- 1V6S7175Z10 ...... ...... ..._....�., sees.., .,..,....,_.. .,..... .__...... ,. ...._......,...., ......,....._.. .,. ......,.. .,.... (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - H2) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.33 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x3 HF #2: psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III • 1 6 r-- 1-5-14 3X5 101 +16-2-0 00000001110.1......:0308%H0308 • 3X50 10° 3X5 T 111110111111111.1177.'- 1-4I-13 V c. 11-7-5 L'l 3X5 III 1"12 4-6-0 4-6-0 �1 12 1"12 4-6-0 4-4-4 3"S I'c 9-3-8 Over 2 Supports I R=409 U=1 R=409 U=115 RL=162/-58 2PIPLT TYP. 20 Gauge HS,Wave Design Crit: IBC2009 %(0%)/4(0) D) 12.03.0, 8 1c'O4, OR/-/1/-/-/R/- Scale =.4375"/Ft. Truss Components of Oregon (503)357-211$*IMPORTANT•• FURNISH THIS*DESIGN TO LLFCONTRACTORSOLLOW ALLDTES INCLUDING1INSTALLERS. \ ,,,,,GINE-0vQ TC LL 25.0 PSF REF R7175— 10048 825N4th Ave,Cornelius OR97113 Trusses require extreme care in fabricating, shipping.handling, Installing and bracing. Refer to and 19575P Afellow the latest edition of BCSI (BuildingComponent SafetyInformation. by TPI and VITCA) for safety f TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. �t Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �- /- BC DL 7.0 PSF DRW CAUSR7175 14150080 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 63, 67 or 610, as applicable. ITM'Building Components Group Inc. (ITNBCG) shall not be responsible for any deviation from this design. 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. installation iii OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the.bent TOT.LD. 42.0 PSF SEQN— 205284 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this I qA r!0 197' drawing or cover page listing this drawing, indicates acceptance of professional engineering R4L p 1N W.N� DUR.FAC. 1 .15 FROM BB esponsibllity solely for the design shown. The suitabl llty and use of rhes design for any structure es ITW Building Components Group,Inc. the responaibi I Ity of the Building Designer per ANSI RPI 1 e .2. For mora Information sea: This Job's Sacramento,CA 95828 general notes page; ITW-BCG: ww..itwbcg.co.: TPI: www.tpinst.org; NTCA: wwo.sbcindustry.cuoI ICC: www.iccsafe.org RenewddNte6IBOMOIS SPACING 24.0" JREF- 1VoS7175Z10 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - H3) Top chord 2x4 DF-L #2 g) Bot chord 2x4 DF-L #2 g (**) 1 plate(s) require special positioning. Refer to scaled plate Webs 2x4 DF-L #2 g) plot details for special positioning requirements. Connectors ingreen lumber designedusing 100 mph wind, 15.83 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (g) NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 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 Unbalanced snow loads have not been considered. for dead load is 2.00. 3X3 III 1-5-14I s ,,/ +16-2-0 V 4X5(**) 4X5 1s 1 �� 1-4-14 I, 115 le 'C. 12-7-4 2X4 III 112 7-0-0 112 11112 6-10-4 r 7-3-8 Over 2 Supports >I R=321 R=321 U=97 RL=129/-45 Design Crit: IBC2009/TPI-2007(STD) R PR•F PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0, - F Truss Components of Oregon (503)357-211$ "WARNING"" READ AND FOLLOW ALL NOTES ON TRIS SHEETI Vr' OR/—/1/—/—/R/— Scale ..5"/Ft. 825N4th Ave,CorneliusOR97113 �IMPORTANr'• FURNISH THIS DESIGN TO ALL CONTRACTDRS INCLUDING INSTALLERS. �� ������ O TC LL 25.0 PSF Trusses require extreme tare in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P '�' y REF R7175— 1 0049 follow the latestiedition of ethe (Buildingio s. Insttallers Safety Information, by TPI and ng for safety TC DL 10.0 PSF DATE 05/30/1 4 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 1• Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shone for permanent lateral restraint of webs 441111 ' i BC DL 7.0 PSF DRW CAUSR7175 14150049 shall have bracing installed per SCSI sections sa, B7 or eco, asapplicable. mow ALPINE nom Building , and any deviation rens this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH Nomng Components Group Inc. (ITNBCG) shall not be responsible any failure to build te truss In conformance with t, or for handling, snipping, Installation s OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint r Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 1 v TOT.LD. 42.0 PSF SEQN—drawing or cover page listing this drawing, indicates acceptance of Professional engineering "�.20.�9� 205291 ITW Building Components Grou ,Inc. responsibility steely for the design shoes. The suitability and use or this assign ror any struotur. Is OL W.N� DUR.FAC. 1.15 Sacramento,CA 95828 P the responsibility or the Building Designer per ANSI/TPI t al. For more information see: This Job a FROM BB general pegs; ITN-BCG: www.itwbcg.com; TPI: www.tpinst.org; WfCA: raw.sbcindustry.com: SPACING 24.0" JREF- 1V6S7175Z10 ICC: (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - H4) Top chord 2x4 DF-L #2(g) 100 mph wind, 16.33 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III III 1 1-5-14 6 °� +16-2-0 3X5 H0308 T if _, 6 1-4-14 V ' , . 413-7-4 1 .5X4 III 1"12 5-0-0 '1 12 it 4-10-4 It F5-3-8 Over 2 Supports-E> R=233 R=233 U=77 RL=95/-32 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.0','c "� - ' c`SS OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Com Components (503)357-211$, ""uAil THIS " REM AND FOLLOW ALL NOTES ON THIS SHEET! GINE �Q TC LL 25.0 PSF p 1 IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. a REF R7175- 1 0050 825 N 4th Ave,Comelius OR 97 13 0 19575 P 9 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety , practices prior et.performing these functions. Installers shall provide temporary bracing per SCSI. �' Unless noted otherwisee, top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF DRW CAUSR7175 14150081 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 6011°' r shall have bracing Installed per SCSI sections 63, 87 or 810, as applicable. * Emmy ALPINE 1TW Building Components Group Inc. (ITMBCG) shall not be responsible for any deviation from this design, 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI ,, or for handling, shipping, Installation 8A OREGON 0 wn bracing of trusses. Apply plates to each face of truss and position as shoabove and on the Joint TOT.LD. 42.0 PSF SEAN- 205300 Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. A seal on this 9 ran 20,19� 4,IIV FROM drawing or cover page listing this drawing, indicates acceptance of professional engineeringDUR.FAC. 1 .1 5 BB esponsibillty solely nor the design shown. TM suitability and use of this design for any structure is 0&D W- 1TW Building Components Group,Inc. the responslDllltY of w Build ing Designer p:::-. ar ANSI/TPI , ec.z. For mr. Information see: This Job's Sacramento,CA 95828 general notes page: ITW-BCG: wee.itwbcg.cam: TPI: www.tpinst.org: WTCA: wew.sbcindustry.com; SPACING 24.0" J REF- 1 V6S7 1 7 521 0 ICC: wee.i ecsefe.org Renewal date 813012015 • 0514220--PARR LUMBER-H I LLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - H5) Top chord 2x4 DF-L #2(g) 100 mph wind, 16.83 ft mean hgt, ASCE 7-05, CLOSED bldg, Located j Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord jive load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III 6I 1-5-14 3X36 , l � 16-2-0 11111-1111 .-- 3X3 1-4-14 16 11111 4'I. 14-7-4 1.5X4 III 1'12 112 1 1I2 2-7-6 3-0-0 —1-6"g� I3-3-8 Over 2 Supports ={ R=145 R=145 U=56 RL=59 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.'1.%' ' • ' F +. SS OR/-/1/-/-/R/- Scale =.75"/Ft. TrussComponentsofOregon (503)357-214 ...WARNING..THIS • READ AND FOLLOW ALL NOTES ON THIS SHEETI ��5 aC,INF 'Q41 . TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 •INPORTANT.' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. REF R7175- 10051 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P follow the latest edition of BCSI (Building Component Safety information, by TPI and WICA) for safety . TC DL 1 O.O PSF Prattl=es prior to performing these functions. Installers shall provide temporary bracing per BCSI. I f , DATE 05/30/14 Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord ' BC DL 7 snail nave a properly attached rigid celung. Locatiorm shown ref permanent lateral restraint Of webs /- % .0 PSF DRW CAUSR7175 14150082 snail have bracing Installed per SCSI sato ons B3, B7 or 610, as applicable. * - ALPINE limi ITW Building Components Group Inc. (ITNBCG) shall not be responsible for any deviation from this design. 0 '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI TPI 1, or for handling, shipping, installation& OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the.loin TOT.LD. 42.0 PSF Details. unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. A seal on this V SEQN- 205313 drawing or cover page listing this drawing, indicates acceptance of professional engineering 9A �4.20,194b d. ITW Building Components Group,Inc. esporrslb111tY solely far the dealgn shorn. The suitability and use of rhos design for any structure Is O I D w.N`/ OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 ral notes l icy of It lw .i Designer per ANS n.t 1 e .2. Far mare Information sea: This)ob'a Wy general notes page; ITW-BCG: www.itwbcg.com; TP1: www.tpinst.org: WTCA: www.sbcindustry.com; ICC: eeee.Icesare.arg SPACING 24.0" JREF- 1V6S7175Z10 Renewal date 8130/2015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - H6) Top chord 2x4 DF-L #2(g) 100 mph wind, 17.33 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 6 I 1.5X4 III 3X3 1040 1-5-14 1-5-1411 11 .� _416-2-0 i 111 ill! 3X5(R) $ i 16 15-6-4 1 .5X4 III 1"12 1-0-0 j 12 "1 1-1-12 I 1-3-8 Over 2 Supports R=57 RL=23 R=57 U=33 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0 ,::`' - t 0,w, OR/-/1/-/-/R/- Scale =1"/Ft. Truss Components of Oregon (503)357-211$'INpoRTANT•• "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET I G 1 N 825 N 4th Ave,Cornelius OR 97113 FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �� EF OZ TC LL 25.0 PSF REF R7175- 10052 _ Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 19575 P 'Q q TC DL 10.0 PSF DATE 05/30/14 ow follthe latest edition of BCS1 (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. I' i, Unless octad otherwise. top chore shall have properly attached structural sheathing and bottom Chard, BC DL 7.0 PSF DRW CAUSR7175 14150083 shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs ��. shall have bracing Installed per SCSI sections B3, 87 or 810, as applicable. 0 '30/2014 - ALPINE ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation& OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 0 "J TOT.LD. 42.0 PSF SEQN- 205315 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering 9"'OLD 0"•20,1e� r FROM BB ITW Buildin Components Group,Inc. reaponalblllty solely fee ign shown. The suitability and use of this tleslgn ran any structure Is I D ,N DUR.FAC. 1 .15 Sacramento,gCA 95828 the rasponaibilicy cr clo.111:7g Designer per ANs1/Tpl 1 Sec.z. For,ore inrcrmatlon sae: Tnis Jabs ` general nates page, 11W-BCG: www.itwbcg.cem: TPI: www.tpinat.org; WTCA: www.ebclnduetry.tbm: SPACING 24.0" J REF- 1 V6S7 1 7 5Z 1 0 ICC:www.ltteere.org Renewal date 8190/2015 (0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — J1) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Studg ) :W2, W3 2x3 HF #2: psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III III T 1-5-14 3X511......000000000000011111 15-1-6 0308 s �— N ioep3X5 3X5 1-3-2 11115111111.11.11117: Iii n 10-7-0 4X5 II -0-30.1 1"12 4-7-6a.c 4-7-6 _ 2 ilii 4-7-6 T 4-5-10 13,.$ k9-6-4 Over 2 Supports R=543 U=25 W=5.5" R=410 U=113 RL=184/-83 Design Crit: IBC2009/TPI-2007(STD) • PLT TYP. 20 Gauge HS,Wave FT/RT=296(096)/4(0) 12.03.'-,% ii -/4(0) -k F OR/-/1/-/-/R/- Scale =.4375"/Ft. Truss Components of Oregon (503))357-)11$ ...WARNING.. READ AND FOLLOW ALL ROTES ON THIS SHEET! �6' TC LL 25.0 PSF 825N4th Ave,Comelius0R97113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 00 v031h 19575 P L''Ts Z REF R7175- 10053 Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and follow the latest edition of BCS! (Building Component Safety Information. by TPI and STCA) for safety TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. i, Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /- DRW CAUSR7175 14150084 shall have bracing installed per BCS! sections 67. 07 or 610, as applicable. * iir ALPINE Immi ITN Building Components Group Inc. (IT/BCG) shall not be responsible for any deviation from this design, 0 '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1. or for handling. shipping, installation A OREGON racing of trusses. Apply plates to each face of truss and position as shown above and ontheJointa �, .4 TOT.LD. 42.0 PSF SEAN- 205323 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this V drawing or cover page listing this drawing, indicates acceptance of professional engineering 9,QO n•2Cn 1S (�. ITW Building Components Group,Inc. siblllty solely far the design shown. The sultabn Ity and use of this design for any structure Is L D e' OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 ral ot.islllge oft-B Gul lding Designer per ANSI/TPI 1 t.org; Far mo a Information see: This Job's ICC: w notes page: I7M-BCC: www.ltwbcg.tw: TPI: www.wlnet.arg; rru: www.ebtlnd�evy.tem; SPACING 24.0" J RE F- 1 V6S7 1 75Z 1 0 ICC: www.Iccsare.org _ Renewaldale8MW2015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - J) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 :W1, W5 2x4 DF-L Std/Stud(g): psf. :W4 2x4 DF-L #2(g): Truss spaced at 24.0" OC designed to support 1-6-0 top chord Connectors in green lumber (g) designed using NDS/TPI reduction factors. outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IBC-09 section 1607. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Deflection meets L/360 live and L/240 total load. Creep increase requirements. factor for dead load is 2.00. Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record. 2X3 studs require reinforcement at 70% of the length ' tabulated for 2X4 studs of the same grade. 10 Unbalanced snow loads have not been considered. W5 1-5-14 N� /0011 3X5% i 10114 4_15-1-6 40, H0308 6i'11/ l 6-0-4 3X5% �' 1111111 3X5 T I 6 1-3-2 W1 , Ad 10-7-0 5 5H L-1-6-0-3J 1"12 1"12 4-7-6 4-7-6 1t 4-7-6 4-5-10 FC 9-6-4 Over 2 Supports >1 R=769 U=242 W=5.5" R=568 U=401 W=3.5" RL=460/-111 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.0, •4.-'se s' . OR/-/1/-/-/R/- Scale =.4375"/Ft. Truss Com`ponentsofOregon (503 357-211$ URWARNING•' READ AND FOLLOW ALL NOTES ON THIS SHEET! 5� �M c'90,, REF R7175- 10054 825 N 4th Ave,Cornelius OR 9713 'IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. a 0G �L•.� TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P follow the latest edition of BCSI (Building Component Safety Information, by TPI and WECA) for safety p,, 17 TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions, Installers shall provide temporary bracing per BCSI. I 4411511'Unl ass noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF DRW CAUSR7175 14150050 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs OAP shall have bracing installed per BCSI sections 63, 67 or 610, as applicable. - ALPINEmimITS Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. 0 '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TP] 1, or for handling, shipping, installation A ^ OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint V, .i TOT.LD. 42.0 PSF SEAN- 205328 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this aQ Va (r drawing or cover page listing this drawing, indicates acceptance of professional engineering •� 4.20,19 G s responsibility solely for the design shown, The suitability and use of this design for any structure is I Q W r "/ ITW Building Components Group,Inc. the responsibility of the Building Designer per ANSI/TPI 1 Sec,2, Far acre information see: This Job's O DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 general notes page; ITW-BCG: www,itwbcg.coe; TPI: waw,tpinst,org, WTCA: waw,sbcinduatry,com, ICC: www.iccsafe.org SPACING 24.0" J REF- 1 V6$7 1 7 5t1 0 Renewal dale 8190Y2015 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - J2) Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W2, W3 2x3 HF #2: psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III • 1 6 � 1-5-14I 3X52 �/. " 15-1-6 Y eiii 3X102 3X32 3X52 11111101101.111s 1-4-14 10-11-4 2X4 III I 1••12 4-1-6 4-1-6 112 1 "2 4-1-6 3-7-7 "11 8-6-4 Over 2 Supports R=375 R=375 U=104 RL=146/-53 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 0; -k"' . - ' F TrussCompponentsofOregon (503))357-:11$, "WARN ING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! �� OR/-/1/-/-/R/- Scale =.5"/Ft. 825 N 4th Ave,Cornelius OR 97113 IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �. NG t NFF� �p2 TC LL 25.0 PSF REF R7175- 10055 Trusses require extreme care In fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety 19575 P TC DL 10.0 PSF DATE 05/30/1 4 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. r a Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord Thal l have a properly attached rigid tai„ng. Locations shown ter pereanent lateral restraint of webs BC DL 7.0 PSF DRW CAUSR7175 14150085 shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. 6� '/ Imo - ALPINE ITR Building Components Group Inc. (ITNBCG) shall not be responsible for any deviation from this design, 0 30/2014' BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss in conformance with ANSI/TPl 1. or for handling, shipping, Installation b OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details. unless noted otherwise. Refer to drawings 1GOA-Z for standard plate positions. A seal on this ,9 "lin. TOT.LD. 42.0 PSF SEQN- drawing or cover page listing this drawing, indicates acceptance of professional engineering n.20,199" ‘86 205344 ITW Building Components Group,Inc. `hheeponsibilitysolely far the design shown. The suitability and use of this design far any structure Ia O/ ‘4*' DUR.FAC. 1 .15 FROM BB • SUCTBIIleutO,CA 95828 rasponsibl llty of cM Ba Halog Designer par ANSI/TPI 1 ac.2. For mo. Inrornmt ion sea This JOb's `D general notes page; ITN-BCG: www,itwbcg•com; TPI: eww.tpinst.org; WTCA: eww.sbcindustry.com; ICG: www.,cvsafe.arg SPACING 24.0" JREF- 1V6S7175Z10 Renewal date 8!90/2013 _ . (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - J3) To chord 2x4 DF-L #2(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #2plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 2X4 III P1 — 4k It 1-5-14 6r- 15-1-6 3X5 4X5(**) 1 r 1-4-14 6 i, IF ILS 4_11-11-4 2X4 III 1"12 1"12 c 6-2-12 i2 1' 6-1-0 � !•A Fc 6-6-4 Over 2 Supports R=287 R=287 U=83 RL=111/-40 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0' -,.- • �' Os. OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$ ••WARNING.• READ AND FOLLOW ALL NOTES ON THIS SHEET! GIN �e TC LL 25.0 PSF 825 N 4th Ave,Comelius OR 97113 .IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. FF 041 y REF R7175- 1 0056 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P �� TC DL 10.0 PSF DATE 05/30/14 Afollow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord /� BC DL 7.0 PSF DRW CAUSR7175 14150051 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �} /� i shall have bracing Installed per BCSI sections B3. B7 or B10, as applicable. 0 �JO/2014 ITM Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation a OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint +f TOT.LD. 42.0 PSF SEAN- 205356 Details, unless noted otherwise. Refer to drawings 160A-Z for standard place positions. A seal on this 9 ‘21n.20,199.6 drawing or cover page listing this drawing, indicates acceptance of professional engineering AWADUR.FAC. 1 .15 FROM BB iim���) esponsibility solely for the design shown. The suitability and use of this design for any structure la "-OLD r 11 Yv Building Components Group,Inc.Ithe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information sea: This job's w l� Sacramento,CA 95828 general notes page: ITW-BCG: sww.itebcg.com: TPI: wea.tpinst.org: RICA: www.sbcinduscry.com; SPACING 24.0" J REF— 1 VVS7 1 7 ST1 0 ICC: www.lccsafe.org Renewal data 81$0Y1015 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - J4) " -- "�" """ ---""' """' """"" "'" "' Top chord 2x4 DF-L #2(g) 100 mph wind, 15.47 ft mean hgt, ASCE 7-05, CLOSED bldg, Located " Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2A Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III g I 1-5-14 01111��J15-1-6 3X3 H0308 0► 16 1-4-14 12-11-4 1.5X4 III 1"12 1"12 1"121 3-8-12-12 -I_7'13 I 4-6-4 Over 2 Supports .d R=199 R=199 U=64 RL=78/-27 Design Crit: IBC2009/TPI-2007(STD) p PROF, PLT TYP. 20 Gau.e HS,Wave FT/RT=2%(0%)/4(0) 12.03. ► i Truss Components of Oregon (503)357-211$ a"WARNING" READ MD FOLLOW ALL NOTES ON THIS SHEET! ...1.41110.... tr OR/-/1/-/-/R/- Scale =.75 /Ft. 825 N 4th Ave,Comelius OR 97113 'IMPORTANT•• FURNISH THIS DESIGN TO ALL CTLRINCLUDING INSTALLERS. ...4., Cit TC LL 25.0 PSF REF Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and 19575 P R7 1 75- 10057 _ follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety `— practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. r , TC DL 10.0 PSF DATE 05/30/14 UnlesUnless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 41116 % /PP- s '� BC DL 7.0 PSF shall have bracing installed per BCSI sections 63. 67 or Bio. as applicable. DRW CAUSR7175 14150086 * - llikm. ITT Building Components Group Inc. (1TSBCG) shall not be responsible for any deviation from this design0 '30/2014 BC LL any failure to build the truss In conformance with ANSI/Tpi 1. or for handling, shipping, installation a OREGON. 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details. unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. A seal on this Its"s 46 �� TOT.LD. 42.0 PSF SEQN- 205369 drawing or cover page listing this drawing. Indicates n.20.19 esponsiblllty solely for tM design shown, sultab la accept ance of professional oral Eng lnaear^ng O ITW Building Components Group,Inc. sheY s. Rhea design Tar eaY atruotnre is 15() W e N DUR.FAC. 1 .15 FROM Sacramento,CA 95828 ral not s p ge oft-B Gu a n.i Designer p:',7ANSVTtI .z. FMA r mclndastry c This Job a BB general notes page; I7T/-BCG; www.Itwbcg.cam; TPI: www.tp Inst.erg; ■TCA; www,sbcl ntlustry.co.; ICC:wwr.Iccsafe.org Renewal date 813012095 SPACING 24,0" JREF- 1V6S7175Z10 MIS. (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - J5) Top chord 2x4 DF-L #2(g) 100 mph wind, 15.97 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 1 .5X4 III s IP 3X3 1-5-14 ipli 1111113 15-1-61-5-14X5(R) ��� , IliL.7.1111 1 613-10-4 1 .5X4 III 11i� 2-2-12 1 2-4-8 "c--- 2-6-4 Over 2 Supports R=111 R=111 U=44 RL=44 Design Crit: IBC2009/TPI-2007(STD) O PRO -L.,. OR/-/1/-/-/R/- Scale =1"/Ft. PLT TYP. Wave FI oRTAHT, FURNISH THIS DESIGN TO ALL FOLLOW ALL NOTES T/RTTH-2s%(0%)/4(0) 12.03. Truss Components of Oregon (503)357-211$, WARNING"" GNAT AAL FCONCONTR CTL ION THIS SHEET! Oly aG1NEF 'OZ TC LL 25.0 PSF REF R7175- 10058 825 N 4th Ave,Gemellus OR 97113 19575 P Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 9 TC DL 1 0.0 PSF DATE 05/30/1 4 follow the latest edition ofBCSI (Building Component Safety Information, by TPI and WTCA) for safety • 1 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottomchord 4011BC DL 7.0 PSF DRW CAUSR7175 14150087 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10, as applicable. O"30/2014 ow ALPINE ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON we, BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping. Installation& bracing of trusses. Apply plates to each face of truss and position es shown above and on the Joint TOT.LD. 42.0 PSF SEAN— 205371 seal on this Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A "V "en,20 108 • drawing or cover page listing this drawing, indicates acceptance of professional engineering RpL O 1N"N�I DUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. tehna pibny lsoyeoly tor he ldsg gDeshownr prhr e AsNusit/aTbPI y$aacne.eeoofms Idrgnnatfoonr aey stTctuJe bis Sacramento,CA 95828 general notes page; ITW-BCG: w w.itwbcg.com; TPI: www.tpinst.org; WTCA: www.sbcindostry.cw; ICC: www.iccsafe.org Renewal date SPACING 24.0" JREF- 1 V5S7175Z'I0 aw .. _...._ ... ., _ m.,. 0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.04 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W2, W9 2x4 DF-L #2(g): psf. :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors, design. Calculated horizontal deflection is 0.20" due to live load and 0.30" (a) Continuous lateral restraint equally spaced on member. due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4)(51% ice. 1 1-5-14 5X5=% (a V"' 18-11-14 J_ s r 00000. --2X4-:—.- 3X57,.......00000000000011 5X5 62 3X50 3X5 3X5 11114 M 4.11.11. 3X50 i H0312 4X8 1- 5X5 1-3-2 14 5 5111 49-1-0 11-6-d 1"12 17-----4-11-1 5-0-13 -. 5-0-13 >I'i 4-7-9-- 2 r 20-3-4 Over 2 Supports R=1005 U=42 W=5.5" R=894 U=228 RL=372/-152 Design Crit: IBC2009/TPI-2007(STD) PRO PLT TYP. 20 Gau.e HS,Wave FT/RT=2%(0%)/4(0) 12.03. !4 ) _FFS OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503 357- 11{; •*WARN I Nc" READ AND FOLLOW ALL NOTES UOND THIS SHEET! 11 lc `� �.� OZ TC LL 825 N 4th Ave,Cornelius OR 9713 'IMPORTANT." FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 25.0 PSF REF R7175- 10059 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 19575P follow the latent edition of BCSI (Building Component SafetyeInl•oreatian, by or and ifor safety 9r TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ,h Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs 4 �- % BC DL 7.0 PSF DRW CAUSR7175 14150088 shall have bracing installed par BCSI sections Ba. BT or Bto, as applicable. 0 '30�20I 4 714111Illikk ii. 11W Building Components Group Ino. (ITWBCG) shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/GWH nv heti urs ca bulla ave truss in<onformanoe rico AN51/TPI t, or for Handling. sol OREGON bracing of trusses. Applyppirg, Inst a atlon a J plates to each face of truss and position as sloven above and on Joint TOT.LD. 42.0 PSF Details, unless noted listinotherwls.. Refer todrawings160p_2 for standard plate positions. A seal on this 9�`en.20,19° SEAN— 205432 drawing or cover page listing this drawing, indicates acceptance of professional engineering O •�� ITW Building Components Group,Inc. responsibility solely for the design shown. The suitability and„s.of this design for may structure is LD w DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 general notes page, ITW-BCG: wrw.itwbc9•tom: TPI: w.tp Inst.org; MICA, mow.sb<IndustrY•c ICC: www.l«safe.org <m Renewal date 513012015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K1) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.52 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W2, W9 2x4 DF-L #2(g): psf. , :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Calculated horizontal deflection is 0.19" due to live load and 0.29" Connectors in green lumber (g) designed using NDS/TPI reduction factors. due to dead load. 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 2.00. design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 4X50.- applied per IBC-09 section 1607. w,�tI� 1-5-14 Unbalanced snow loads have not been considered. 5X5010010,10041; 18-11-14 3X5 M• 2X4 3X5 B2 5X5-0 �� 3X5 3X50 .00000.....„; 11� 3X5 5X5 .i J 6 H0308 1- iit. 5X5 1 1-4-14 ill i ' 4_9-1-13 3X5 III 1"12 4-5-14 4, 5-0-13 4c 5-0-13 4-7-9------7r `< 19-10-1 Over 2 Supports R=867 U=20 R=875 U=235 RL=351/-127 Design Crit: IBC2009/TPI-2007(STD) 0 PRO PLT TYP. 20 Gauge HS,Wave mpom .• FORNISH THIS oeslGN ro I1LL caNrRAcroRs N LFT/RT��=296(0%)/4(0) 12.03. ► ) . '�'5c, OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-211$, . WARNING•• READ AND FOLLOW ALL NOTES ON This SHEEFI f GINE �O 825 N 4 Ave,Cornelius OR 97113 Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and 19575P �� 2 TC LL 25.0 PSF REF R7175- 1 0060 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety r , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord all -'7,... BC DL 7.0 PSF DRW CAUSR7175 14150089 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections 83. B7 or 610, as applicable. Q '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH - ALPINE ITa'Building Components Group Inc. (ITBBCG) shall not be responsible for any deviation from this design. OREGON any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation b DDetails,°nless notedApotheerplates R Refer face drawingstruss 180A-Z forition as shown above standard plate positionns.°AA the Joint a9 "en,20,19db •;� TOT.LD. 42.0 PSF SEAN- 205447 ITW drawing or cover page listing this drawing, indicates acceptance of professional engineering _y`� 11 W BuildingComponents Group,Inc. responsibility solely for tine design armor. The suitability 721.'1: na use of this design far°":"71.17:11.!: ny structure Is •OL il W e •' . DUR.FAC. 1 .15 FROM BB Sacramento,Co pCA 9s 28 the responsibility of the Building Designer per ANSI/TWI 1 Sac.z. For more inforaution sae: This Job's general notes page: ITN-BCC: mew.itwbcg.com: TPI: wow.tpinst.org: MICA: wwe.sbcindustry.coe: SPACING 24.0" J REF- 1 VESS7 1 75Z rI 1 0 ICC: www.iccsafe.org Renewal date 81301200'15 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K2) Top chord 2x4 DF-L #1&Bet. g 100 mph wind, 16.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W2, W7 2x4 DF-L #2(g): psf. :W6 2x4 DF-L 2400f-2.OE: :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Calculated horizontal deflection is 0.12" due to live load and 0.18" Connectors in green lumber (g) designed using NDS/TPI reduction factors, due to dead load. 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 2.00. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 3X5(R) \\\ Unbalanced snow loads have not been considered. T 4X5-1-_____,00000001. 1-5-14 j1 18-11-14 i sl- 2X4= . 4X5 3X5 3X5 1;00000,00000000.0"---- 5X5l% l= J 6 5X5 1-4-14 +10-3-143X5 III 112 "II- 5-8-4 5-10-0 4c 5-4-12-112 r 17-6-0 Over 2 Supports >1 R=764 U=20 R=777 U=218 RL=317/-111 PLT TYP. Wave Design Crit: IBC2009/TPI-2007(STD) • PRop FT/RT=2%(0%)/4(0) 12.03. E FS OR/—/1/—/—/R/— _ TmssComponents ofOregon (503 357-211$ •"WARNING.• READ ANO FOLLOW ALL NOTES ON THIS SHEET! � G N S, Scale =.275"/Ft. 825 N 4th Ave,Comelius OR 97113 .IIIPORTIINT•. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. O TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 2 REF R7175- 10061 fellow the latest edition of ecsl (Building Component Safety Information, by TPI and WTCA) for safety 19575 P TC DL practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. �, 10.0 PSF DATE 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs i� i BC DL 7.0 PSF shall have bracing installed per BCSI sections 67, eT or 610, as applicable. DRW CAUSR7175 14150090 mir ALP I NE ITN Building Components Group Inc. (ITWBCG) shall not be responsible0 30/2014 BC LL any failure to build the truss in conformance with and any deviation fromithis design, 0.0 PSF CA-ENG RTT/GWH * bracing of trusses. ANSI/TPI 1, or for handling, shipping, installation& OREGON Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this TOT.LD. 42.0 PSF SEQN- 205465 drawing or cover page listing this drawing. Indicates acceptance of professional engineering 9R��n.20 19� — TTW Building Components Group,Inc. r.the sibinty solely for the daslgn shown. The'1;1:4llty ane"s.of this d.slgn ter any structure is Sacramento,CA 95828 noteseponmipage of the B lining Deeignow p.r ASI/TPI , .orgI Eor mora infaremtlon rule Jabs O1.0 w e'A DUR.FAC. 1 .15 FROM BB Ien:raal sappaage: ITN-BCG: aww,itwbcg,com; TPI: www.tpinst.org; WTCA: waw,sbcindustry.com; Renewal dale BI3iJ 16 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K3) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) - 100 mph wind, 16.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 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 2.00. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 1 .5X4 III applied per IBC-09 section 1607. Unbalanced snow loads have not been considered. 4X5 Ill1-5-14 (a) l/' 18-11-14 i 6r— X7(**) 3X5 3X5 111:0000000000000000 6 T5X7(R) $ 1-4-14 1 +11-3-14 4X8(R) = 3X5 III 12 5-0-4 5-2-0 5-0-4 1"12 1 2 5-0-4 5-2-0 4-10-8 • 15-6-0 Over 2 Supports >i R=682 U=21 R=682 U=199 RL=285/-97 Design Crit: IB PLT TYP. Wave T/RT/%(0%)/4(0)D ) 12.03.0, $ PR , Stb, OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-±11U„ `•WARNING•" READ AND FOLLOW ALL NOTES ON THIS SHEETI l. �GINE .ga � '% TC LL 25.0 PSF REF R7175— 10062 4th g 1INPORUNT.. FURNISH THIS DESIGN TO ALL CBNfRACTORS INCLUOINg INSTALLERS. 825 N 4 Ave,Cornelius OR 97 13 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 19575 P TC DL 10.0 PSF DATE 05/30/14 follow the latest edition ofrBCSI (Building Component Safety Information, by TPI and PTCA) for safety `' practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. �� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chard - shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 411 /. shall have bracing installed per SCSI sections 63, B7 or 610, as applicable. 0*30/2014 G ITS Building Components Group Inc. (ITNBCG) shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA-ENG RTT/ WH A any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 8 OREGON nd on the bracing of trusses. Apply plates to each face of truss and position as shown above aJoint Mid TOT.LD. 42.0 PSF SEQN- 205474 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 9 VOAI,2019� G• drawing or cover page listing this drawing, indicates acceptance of professional engineering �OL , a�v DUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. espensibi l icy solely for the design shaven. The suitability and use of this design for any.s rectors Is Building pothe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For moa information see iThls Job's Sacramento,CA 95828general notes page: ITS-BCG: own.itwbeg.com: TPI: wew.tpinst.org: WTCA: www.sbcindustry.coml SPACING 24.0" JREF- 11/657175210 ICC: waw.iccsafe.org Reneweldele6I3012015 (0514220—PARR LUMBER-HILLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K4) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W4 2x4 DF-L 2400f-2.0E: 100 mph wind, 17.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 1 .5X4 III • 1- 4 s I i1 18-11-14 3X5 5X7(**) 4X8(R) $ 4 I _.4401011.111.1°.°1111111 I'T 101111001000010!°°111° 1-4-14 \"J 12-3-14 5X5(R) 3X5 III 1n12 6-7-4 6-7-4 2 it 6-7-4 6-5-8 k 13-6-0 Over 2 Supports >1 R=594 U=19 R=594 U=181 RL=252/-84 Design Crit: IBC2009/TPI-2007(STD) , PR. . PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 0, '0 - , E',5+;, OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oregon (503)357-.11U "WARNING•" READ AND FOLLOW ALL NOTES ON THIS SHEET! s25 N 4th Ave,Cornelius 0R 97113 I RTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. c? O I N 6,-,.. OZ TC LL 25.0 PSF REF R7175- 10063 Trusses require extreme care In fabricating. handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety 19575 P practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. TC DL 10.0 PSF DATE 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord - shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 4140116' i BC DL 7.0 PSF DRW CAUSR7175 14150053 shall have bracing installed per SCSI sections B3, B7 or B10. as applicable. ALPINE lTB Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. 0'30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, installation a OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9R C'en zo 19� TOT.LD. 42.0 PSF drawing or cover page listing this drawing. indicates acceptance of professionalSEQN— 205485 engineering ITW Building Components Group,Inc. �onsibility solely for the design shown. The sudrabdlity and use of this design for any struttnre is �L O W a�� DUR.FAC. 1 .1 5 FROM BB Sacramento,CA95828 responsmiutr or rile Building Designer per ANsI/TPI 1 Sec.z. Por more Inronsetion saw This Jobs general notes page: ITW-BCC; www•itwbcg.com; TPI: www.tpinst.org; WTCA: www,sbcinlustrycom: I«:www.Ieesafe.erg Rene Walde(esrsol2o1s SPACING 24.0" J REF- 1 V6S7 1 75Z 1 0 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K5) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Studg ) 100 mph wind, 17.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 1.5X4 III Q 1-5-14 6 1 +18-11-14 i_ 3X50. 5X7(**) 2 10% 4X5(R) $ T # 1s T I. 1-4-14 i11. 13-3-14 4X5(R) \\\ 3X5 III 1"12 5-7-4 3.....0 5-7-4 1"12 1"i2 5-7-4 5-5-8 Ili 1 11-6-0 Over 2 Supports =1 R=506 U=16 R=506 U=162 RL=218/-71 Design Crit: IBC2009/TPI-2007(STD) . O PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0, .0, - Ss, OR/—/1/—/—/R/— Scale =.375"/Ft. Truss Components (503 357-211$ "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS SHEET! Ogg �V 1N$ TC LL 25.0 PSF REF R7175- 10064 pp 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 825 N4thAVe,CorneliuSOR97 13 Trusses require extreme care in fabricating, handling, n ng, snipping. installing and bracing. Refer to and 19575Pdil 9 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety r , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. _ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord /1 410.' � BC DL 7.0 PSF DRW CAUSR7175 14150054 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections ea, 67 or B10, as applicable. 0 '30/2014 i ALPINE IMIIII anyT Bufai Building buildmponetnte truss in (11WBCCce shall hat lAno be responsible nforIany.deviation.f from th�stdesign, OREGON BC LL 0.0 PSF CA—ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint q�men 20,19 i� TOT.LD. 42.0 PSF SEAN— 205497 Details. unless noted otherwise. Refer to drawings 160A-Z for standard plata positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibl I Ity solely far the design Shawn. The saitebll lty end use or(hie design for any scru<cu.re la �C D W. OUR.FAC. 1 .15 FROM BB ITN Building Components Group,Inc. the rasponslblllty of cue aullding Desi mer par ANSI/TPI 1 sec.z. For more inrormetlon see: rhes,f ob's Sacramento,CA 95828 general notes page; 115-BCG: www.itwbcg.com: TPI: www.tpinst.org: WTCA: www.sbclndustry.com: ICC: www.iccsafe.org Renewaldate6IS012o16 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K6) " ...... "" "�" """' ---""' """' ``" " " " " " '�� " Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 18.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located V """ ea Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2t Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III i T 6 1-5-14 o,� 4_18-11-14/ 3X5 0308 0- 3X3 ice" T 3X5 1 If 16 1-4-14III Mill L +14-3-14 3X5 III 1"12 4-7-4 4-7-4 1,12 1 '2 4-7-4 4-5-8 "e 9-6-0 Over 2 Supports >{ R=418 U=12 R=418 U=141 RL=183/-58 Design Crit: IBC2009/TPI-2007(STD) , 0 PROP PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.O3.�' �► FS. Truss COinponentsofOregon (503)357-211$ "WARNING•• READ ADD FOLLOW ALL NOTES ON THIS SHEET! 4V(h FF OR/-/1/-/-/R/- Scale -.4375"/Ft. 825 N 4th Ave,Cornelius OR 97113 •IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. /ZSIJ TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 16575 P41 9 REF R7175- 1 0065 follow the latest edition of SCSI (Building Component Safety Information. by TPI and YMCA) for safety 4f TC DL practices prior to performing these functions. Installers shall provide temporary bracing '. 1 0.0 PSF DATE 05/30/1 4 Unless noted otherwise, top chord shall have per Chord shall have properly attached structural sheathing and bottom chod s properly attached rigid ceiling. Locations shown for permanent lateral restrain of ba ''......:4111b. - % BC DL 7.0 PSF heli have bracing installed per SCSI sections 83, 87 or 870, as applicable. DRW CAUSR7175 14150091 ALPINE ITR Building C p (TWBCG) shall not be r 0 '30/2014 BC LL - g omponents Group Inc. 1 responsible for any deviation from this design, OREGON0.0 PSF CA-ENG RTT/GWH * any failure to build the truss In conformance with ANSI/TPI 7, or for handl) /� bracing of trusses. Apply plates to each face of truss andposition a ng, shipping, installation b Y, Details, unless noted otherwise. Refer to drawl 7bOA_ d plate above and thee Joint 671114.20.129" G TOT.LD. 42 drawing or covecaw Z for standard else.positions.engiA seal this `/ .0 PSF SEQN- 205508 r page listing this drawing, indicates acceptance of professional engineering O ITW Building Components Group,Inc. r'sponslbllltY safely for the design shown. rhe suliabllity and use of this design far any structure Is D W• •' DUR.FAC. Sacramento,CA 95828 rasponslbility of Cha Building Designer par ANSI/TPI 7 $ec.2. For ma a Information s this Jobs 1 .15 FROM BB general notes page; ITW-BCG: www.itwbcg.com; TPI: www,tpinst.org: RICA: eww.sbcindustry.com; ICC:ww,iccsafe,org Renewal date 6,30/2018 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K7) Top chord 2x4 DF-L #2(g) 100 mph wind, 18.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III 6 1 1-5-14 ; 3j ; 11 1 3X5 II __I6 1-4-14 L� \"l 15-3-14 2X4 III 1"12 1„12 3-7-4 3-7-4 1 ''2 3-7-4 3-1-15 ,. l< 7-6-0 Over 2 Supports R=330 U=7 R=330 U=118 RL=146/-45 Design Crit: IBC2009/TPI-2007(STD) , p PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ' - FS'S+ OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-21 I1} '*WARN 1 NG** READ AND FOLLGM ALL NOTES ON THIS SHEET! ��g G t N F 825N4thAye,CorneliusOR97113 'IMPORTANT'. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 0� y TC LL 25.0 PSF REF R7175- 10066 -37 Trussesrequire extreme care in fabricating, handling, 19575P shipping, installing and bracing. Refer to and follow the latest edition of BCS1 (Building Component Safety Information. by TPI and WTCA) for safety rig, TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord OAP' :. BC DL 7.0 PSF DRW CAUSR7175 14150114 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, 67 or BID, as applicable. 0 '300/201 4 A ITW Building Components Group A oup Inc. (ereBCG) shall not be responsible far any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to bud the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint J TOT.LD. 42.0 PSF SEQN- 205516 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9.C4-01110”. C D n.2019 L(� drawing or cover page listing this drawing. Indicates acceptance of professional engineering OW W.N DUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. thsPoaspbnsiby lsoyeoy for te ltldesggshwer. pThr eAsNuSit/abPi11 yeae.ufme tna s Idgmnaany.atTure bis Sacramento,CA 95828 general notes page; ITW-BCG: www.itwbcg.com: TPI: www.tpinst.org. WTCA: www.sbcindustry.com: Reweddate BIgOl2Olb SPACING 24.0" J REF- 1 V$S7 1 7 5Y1 0 ICC: www.lccsafe.org en (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K8) Top chord 2x4 DF-L #2(g) 100 mph wind, 19.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1.5X4 III 1 01.1111 1-5-14 3X5011011111- 1. H0308 1 � —' 6 1-4-14 I, 111 o +16-3-14 1.5X4 III V12 z c 5-2-8 'iz "1 1' 5-0-12 " t. 5-6-0 Over 2 Supports >.1 R=242 U=1 R=242 U=94 RL=108/-32 Design Crit: IBC2009/TPI-2007(STD) e0 PROS PLT TYP. 20 Gauge HS,Wave Fs, FT/RT=2%(0%)/4(0) 12.03 0, tz. ��ICl�n cri0 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$ "WARNING'* READ AND FOLLOW ALL NOTES ON THIS SHEET! .A" 825 N 4th Ave,Cornelius OR 97113 *IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 45 Zy TC LL 25.0 PSF Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 19575 P REF R7175- 1 0067 relics ine latest edition of SCSI (Building Component Safety Information, by WI and WTCA) for safety r TC DL 10.0 PSF practices prior toperforming these functions. Installersshall provide temporary bracing per SCSI. DATE 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord #41111114 '"' >�� _ shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs '� shall have ns bracing installed per SCSI sectioB3 B7 or B10, as applicable. 0 '30/2014 BC DL 7.0 PSF DRW CAUSR7175 14150092 _ll� kim ITN Building Components Group Inc. (1TWBCG) shall not be responsible forBC LL 0.0 PSF any failure to build the truss inconformance with ANSI/TPI 1, any deviation from thisldesign, OREGON CA-ENG RTT/GWH 'k for handling. snipping. installation ion s bracing of trusses Apply plates to each face of truss and position as sham above Mon the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this /Q `�'^.20.19��J TOT.LD. 42. SF SEQN- 205522 drawing or cover page listing this drawing, indicates acceptance of professional engineering p 0 P ITWBuildingComponentsGroup,Inc. sieilitT solely ror the design shaven, The selwellity 711.'70;f nd nse or this design rer a y structure Is �� DUR.FAC. 1 .15 Sacramento,CA 95828 svansibl my or cne&nl lamg h)asigner per ANSI/TPI 1 ec.z. poi acre mformaaon mis Jobs FROM BB general notes page; ITN-BCG: www.itwbcg,com: TPI: www.tpinst.org; WTCA: www,sbcindustry•corn: ICC:www.lccsare.org Renevaddate 8!80/1015 SPACING 24.0" J REF- 1 V6S7 1 75Z 1 0 M. (0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — K9) Top chord 2x4 DF-L #2(g) 100 mph wind, 19.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III ill s 1-5-14 3X3 ilk 1 +18-11-1 111 3X3 1-4-14 I6 ( ' .17-3-14 1 .5X4 III 1"121"12 11 12 2-9-113-2-8 16"10� F-- 3-6-0 Over 2 Supports R=154 R=154 U=68 RL=69 Design Crit: IBC2009/TPI-2007(STD) ED PROpkS PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0:_t l�• ir d'�O OR/-/1/-/-/R/- Scale =.75"/Ft. Truss Components of Oregon (503)357-211$, UR ISH THIS READ AND FOLLOW NTR ALL S NS ON THIS STALL C) 'y9 TC LL 25.0 PSF REF R7175- 10068 825N4thAve,CorneliusOR9'7113 �NPORTANTr. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575P ATrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to andrTC DL 1 0.0 PSF DATE 05/30/1 4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety ,00, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord / BC DL 7.0 PSF DRW CAUSR7175 14150093 shall have a properly attached rigid ceiling. Locationsshown for permanent lateral restraint of webs 0 '30/2014 shall have bracing installed per BCSI sections B3, B7 orr BIG, as applicable. ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to bund the truss In conformance with ANSI/TPI 1. or for hands ng. shipping, installation& bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 9 veil.20,19'a" 'f TOT.LD. 42.0 PSF SEQN- 205530 Details, unless noted otherwise. Refer to drawings IBCA-Z for standard plate positions. A seal on this Inc. rawing or cover page listing this drawing, indicates acceptance of professional engineering DUR.FAC. 1 .15 FROM BB ITW Building Components Group,llI responsibility solely for 271:117.1%71=:::11 he design shown. The suitability and use of this design for any structure is �OL O g p p the responsibility of the Build ing Designer per ANSI/TPI I Sec.2. For mo a Information see: This Job's Sacramento,CA 95828 general notes page: ITW-BCC: www.itebcg.com: TPI: www.tpinst.org: WTCA: www.sbcindustry.cum: Renewaldete5TB aMS IGC: www.iccsafe.org SPACING 24.0" JREF- 1 V6S7175Z10 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K10) " -- "' "�" """'"�"'""" """' ``""" " "'""'" "'" Top chord 2x4 DF-L #2(g) 100 mph wind, 20.10 ft mean hgt, ASCE 7-05, CLOSED bldg, Located "% "" ` Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 6 I 1 .5X4 III 3X3 11004111111111111111 1-5-14 4. 1-4-14 18-11- '1111111111111111 I6 3X32 18-3-14 1.5X4 III 1•12 1,12 1-2-8 .1 0-11-12 77ri 1.2-6-0 Over 2 Supports R=66 R=66 U=40 RL=29 Design Crit: I BC2009/TP I—2007(STD) E0 PROfi PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.►; �J A`S'S Truss Components of Oregon (503)357- 11$ `"WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEETI „3 «,► OR/—/1/—/—/R/— Scale =1"/Ft. 825 N 4th Ave,Cornelius OR 97113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Air .colli TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575p REF R7175— 1 0069 follow the latest edition of SCSI (Building Component Safety information, by TPI and WTCA) for safety , TC DL 10.0 PSF DATE 05/30/14 practices prior to Ing these functions. Installers shall provide temporary bracing per BCSI., Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord "hall ha a properly attached rigid telling. Locatlona show„fpr perean.nt lateral restraint of web" �� - BC DL 7.0 PSF snap Woos bracing installed per BCSI sections B3, w or Bto, as applicable. 0"30/2014 DRW CAUSR7175 14150094 mow ALPINE _ ITa Building Components Group In . (ITNBCG) shall not be responsibleBC LL any failure to build the truss in conformance with ANSI/TPI , and any deviation rine alla donign. OREGON bracing or trusses. Apply plates to each rane or truss and i�loorana$drn'ownngeeonapP'„e installation a CA—ENG * � 0 PSF CA EN RTT/GWH Details, unless noted otherwise. Rarer to drawl Pea s on the Joint VA drawing or cover page listingcat 160A-Z far standard plate positions. A seal n this e9 ,P.20.19 �� TOT.LD. 42.0 PSF SEAN— 205537 this drawing• indicates acceptance of professional engineering O ITWBuilding Components Group,Inc. treesponaibility solely ref tae design anown. rhe suitebinty ens use of this design for any structure is C� W Sacramento,CA 95828 ral notes of the Building Designer per ANSI.TPI , eZ. For a infe,dmtlon comm Tnla Jeb a DUR.FAC. 1 .15 FROM BB ICC: rlccs page: I7W-BGG: www.itwbcg.coe: TPI: www.tpinst.org; WTCA: www.sbc i,MuatrY.com; ICC: .loosafe.orgRenewal date 6130/2015 SPACING 24.0" JREF— 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - HGE) Top chord 2x4 DF-L 2400f-2.OE 2 COMPLETE TRUSSES REQUIRED I ` t Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Std/Stud(g) :W3, M1 2x3 HF #2: Nail Schedule:0.120"x3", min. nails Top Chord: 1 Row @11.50" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located in each row to avoid splitting. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord may be notched 1.5" 1 .5X4111 deep X 3.5" Al 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel . P. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load ii 1-5-14 applied per IBC-09 section 1607. 1 .5X4111 l/ 16-2-0 I Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 3X5!2.00. 3X70. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more requirements. ��; Unbalanced snow loads have not been considered. 6 i 3X5 # 1 .5X4 III 3X50 __J6 le 1-3-2 ■ PI' +10-7-0 3X5 III Lei-6-0 .1 1"121"12 5-8-0 5-8-0 _ 14i2 5-8-0 5-6-4 tt Inc 11-7-8 Over 2 Supports R=895 U=205 W=5.5" R=700 U=378 RL=462/-128 Design Crit: IBC2009/TPI-2007(STD) E0 PROA . PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0; aa ,�r-CF S'S;O OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503))357.11$ "WARNING'° READ AND FOLLOM ALL NOTES ON THIS SHEETI C9 46 2e TC LL 25.0 PSF REF R7175— 10070 825 N 4thssComp Ave,Cornelius on (503 13 'INPONTANT" FURNISH THIS DESIGN TO ALLCONTRACTORS INCLUDING INSTALLERS. 19575P Trus ses require eatreme care In fabricating, handling, shipping, installing and bracing. Refer to and . rTC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and UTCA) Tor safety �1 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF DRW CAUSR7 175 14150055 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 30/2014 shall have bracing installed per BCSI sections 63, 67 or B10, as applicable. MillgrAllIT/Building Components Group Inc. (ITNBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH _ any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation S. bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 1 `Ion,20,00%0: TT.LD. 42.0 PSF SEQN- 205561 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering OL.CO w DUR.FAC. 1 .15 FROM BB TMInc. responsibility solely for the design shown. The suitability and use oP this design for any structure Is 11Yv Building Components Group,Inthe responsibility of the Bending Designer par ANSI/TPI 1 Sec.z. For mare information wee: This Job's Sacramento,CA 95828 general notes page: ITN-BCG: www.ltwbcg.com; TPI: www.tpinst.org; MICA: www.sbcindustry.com; Renewal dateSf60l2D15 SPACING 24.0" J REF- 1 V6S7 1 7521 0 ICC: www.lccsafe.org (0614220—PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - L) Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.( ) (**) 1 plate(s) require special positioning. Refer to scaled plate Webs 2x4 DF-L Std/Stud(g) plot details for special positioning requirements. Connectors ingreen lumber designedusing 100 mph wind, 16.62 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (g) NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live load design. applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1 .5X4 III Unbalanced snow loads have not been considered. 5 1-5-14 � +19-0-6 4X0.5-- (a) 3X5 5X7(**) e0" ..p 6r- 1� 3X5 T 1 5x701) $ 1-4-14 I • +11-3-14 4X8(R) 3X5 III 1"12 5-0-9 5-2-5 1"12 14-10-13 . 2 5-0-9 5-0-9 15-7-0 Over 2 Supports R=686 U=22 R=686 U=200 RL=286/-97 Design Crit: IBC2009/TPI-2007(STD) s PREF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ,1 a __ .op., _ Truss Components of Oregon (503)357- 11 'OWARNINGOe READ AND FOLLOW ALL NOTES ON THIS SHEET! OR/-/1/-/-/R/- Scale 3125"/Ft. 825N4thAve,CorneliusOR97113 •IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. vtG Te.4` 0� TC LL 25.0 PSF Tresses require eatreme tare in fabricating, handling, shipping. installing and bracing. Refer to and /P REF R7175— 10071 follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety • 19575 P 9 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. r TC DL 1 0.0 PSF DATE 05/30/1 4 Unless noted otherwise, top chord shall have properly attached structural sheaths �� Wali need a properly attached rigid tailing. Locations shown for per anent iaterai�reestraint ofewedbs 400. BC DL 7.0 PSF �nall novo eraing insWllaa per gCsl sauons Ba, W or Bio, as applicable. DRW CAUSR7175 14150056 — ITP Building components Group Ino. (ITMBCG) shall of be responsible Tor any awiauan fro.ants assign. 0-30/2014 BC LL any fa lure to bund the truss in tenforeance with ANsl.TPI or for handling, shipping, instal laden a OREGON 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Applyplatesto each face of truss and position as moan Details. unless noted otherwise. Refer todrawingsTAOA_ posveit and on se Joint v TOT.LD. 42.0 PSF drawing or coverpage listing z tar standard plate positions. A deal this Q 205568 eapp„s�b�litthis drawing. indicates acceptance of professional engineering z0.99� SEQN—Building Components Group,Inc. res y solely for the design shown. The soiteblIity and use of this design Tor any structure ie Sacramento,CA 95828responsibility of u,e Bonding Designer per AN51/Tpl T Sets. For,are infermatlon sae• Tnis ob s Q�Q W•�� DUR.FAC. 1.15 FROM BB general notes pegs: ITP-(ICG:o w.icwbeg.ew; TPI: www.ipinst.org; ITTCA: www.sbclnduscr J ICC: aew.lccsafe.org y.<aw; Renewal tlete 6f3012015 SPACING 24.0" JREF— 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - L1) To chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet. plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W2 2x4 DF-L #2(g): :W4 2x4 DF-L 2400f-2.OE: 100 mph wind, 17.12 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 .5X4 III T 1-5-14 6 J ` 19-0-6 I 4X5 5X7(**) I� Ili 1� 4X5 4X51;11111111111111111111111161111111111 T 1; I 1-4-14 12-3-14 3X5 IN 112 3B2 6-7-12 6-7-12 "12 1 6-7-12 -I 6-6-0 1 13-7-0 Over 2 Supports R=598 U=20 R=598 U=182 RL=254/-84 PLT TYP. Wave Design Crit: IB FT/RT 2%(0%)/4(0) D) •12.O3. 0' 1 PR , ssli, OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oregon (503)357-2118. ••WARNING•• READ ARD FOLLOW ALL ROTES ON THIS SHEETI �., �G1N 'l�' X02 TC LL 25.0 PSF REF R7175- 10072 825 N 4th Ave,Gemellus OR 97113 IrPORTART.. FURNISH THIS DESIGN TO ALL COIfIRACTORs INCLUDING INSTALLERS. n Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and 11)5751, -1" 9TC DL 1 0.0 PSF DATE 05/30/1 4 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety 1I.- I practices prior to perfuming these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord r /! / BC DL 7.0 PSF DRW CAUSR7175 14150057 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 63, 57 or 510, as applicable. 0-30/2014 ow ALPINE IEEE IPM Building Components Group Inc. (ITWSCG) shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation A OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint wen. / ..p TOT.LD. 42.0 PSF SEAN- 205580 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9 en 20 OP- drawing or cover page listing this drawing, indicates acceptance of professional engineering ITW Building Components Group, resPomi°'lily so'''y for the deslg"sham'. rhe aultablllty and use of this design nor::::''717:7b!: ny structure is .rOC 0 W a�� DUR.FAC. 1 .15 FROM BB O P P the responaibllltY of the Sullding Designer ver.ARsI/TPI 1 Sec.2. For mo. inrormatlon sae: This Job's Sacramento,CA 95828 general notes page; ITW-SCG:waw.itwbtg.com; TPI: www.tpinst.org; %RCA: www.abcindustry.com: SPACING 24.011 J REF- 1 V6S7 1 75ZT0 ICC: www.iccsafe.org Renewal date 6130/2015 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - L2) Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet. (**) 1 plate(s) require special positioning. Refer to scaled plate Webs 2x4 DF-L Std/Stud(g) plot details for special positioning requirements. Connectors ingreen lumber designedusing 100 mph wind, 17.62 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (g) NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 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 Unbalanced snow loads have not been considered. for dead load is 2.00. 1 .5X4 III r T 1-5-14 s F-- Ilk +19-0-6 3X5 5X7(**) 0 oli ii 110 4X5(R) $T I _Js 1-4-14 , +13-3-14 4X5(R) \\\ 3X5 III 1••12 c 5-7-12 5-7-12 _11 L2 1`i2 5-7-12 5-6-0 I< 11-7-0 Over 2 Supports >I R=510 U=17 R=510 U=163 RL=220/-71 Design Crit: IBC2009/TPI-2007(STD) • PR.1 PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 0 . 10 - • FS OR/-/1/-/-/R/- Scale =,375"/Ft. Truss Components of Oregon (503 357-214 ”WARNING.* REM AND FOLLOW ALL NOTES ON THIS SHEET! v r� 825 N 4th Ave,Cornelius OR 9713 *ILIPORTAN7•* FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. l` �(31 N E. 6I TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping. Install) ` REF R7175- 1 0073 Installing and bracing. Refer to and 19575 P 9 follow the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety TC DL practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. r , 10.0 PSF DATE 05/30/14 Unless noted otherwise, top Gard shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /` 'a.... BC DL 7.0 PSF shall have bracing installed per SCSI sections 83, 67 or 610, as applicable.imrADRW CAUSR7175 14150058 A 1Tw Building Components Group Inc. (ITUBC1) shall not be responsible for any deviation from this design. 0'130/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation s OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 1608-z for standard plate positions. A seal on this TOT.LD. 42.0 PSF SEAN— 205588 drawinnggl or cover page listing this drawing, indicates acceptance of professional engineering 9� fin,20.19`� ITW Building Components Group,Inc. u,, esponslbTlitlely far the design anoan. Thw nobility and use of thea design fcr a y structure is OLD W w N� DUR.FAC. 1.15 Sacramento,CA 95828 t e oft-B G: www.g Designer per ANeen..t 1 t. ra; For wore Information nae: This fob's FROM BB general .i es page; ITW-BCG: www.Itrbc9.ca; 7P1: www.tpinst.or9; RfCA: www.sbcindustry.com; ICC: www.lctsafe.erg Reneweldete6/8012015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - L3) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 18.12 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Studg ) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III I T 6 r— 1-5I-14 � i 4_19-0-6 V 3X5 H0308 IP I 3X5=% 3X5 1111111111111111111111111111 q 1-4-14 I ,.', 14-3-14 3X5 III 1'12 1"12 4-7-12 4-7-12 1 •2 4-7-12 4-6-0 F9-7-0 Over 2 Supports >I R=422 U=13 R=422 U=142 RL=185/-58 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. j . ' FS+� OR/—/1/—/—/R/— Scale =.4375"/Ft. Truss Components of Oregon (503)357-211t I Nr, RTA • FUe SHTH SwDESIG GTO AALLLFINC CONTRACrORS LUDDINGI INSTTAL EERS. V/G%NEF �O� TC LL 25.0 PSF REF R7175— 10074 825 N 4th Ave,Comelius OR 97113 Trusses require extreme care in fabricating, handling. shipping. installing and bracing. Refer to and 19575 P 4 'ly TC DL 10.0 PSF DATE 05/30/14 Vollow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to pe ing these functions. Installers shall provide temporary bracing per BCS1. �, �� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ----- 0 BC DL 7.0 PSF DRW CAUSR7175 14150095 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �' shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. mom ITW Builal g Componenta Droop Inc. CITNBCG) ehell net be reeponalble far any ee latio from this design. o '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any ran pre to bulla the trans In conforwance with AN51/TPI 1, or for handling, shipping, installation o OREGON bracing of trusses. Apply plata to.with face of truss and position as shownplace above and m the Joint TOT.LD. 42.0 PSF SEAN- 205595 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this s9w rOn,ZO 19� G�1' drawing or cover page listing this drawing, indicates acceptance of professional engineering Ir V ITW BuildingComponents Group,Inc. esponsiDllity solely for the design shown. The suitability and use of this design for any structure Is QLD W m N DUR.FAC. 1 .15 FROM BB pthe reaponalblllty of Che Building Designer per ANSI/TPI 1 Sec.2. For more information see: This Job's Sacramento,CA 95828 general notes page: Inn-BCG; ewe.itwbcg.com; TPI; eww.tpinst.org; WTCA: www.sbcindustry.com: ICC: www.lecsafe.org Renewal date 819012015 SPACING 24.0" JREF- 1V6S7175Z10 .,,... ..nv �..r..x.rx .,,vin vxnn.,.r.• •...v. fir—,r— .. ,,.n�r,.r.x,w/ .,xu,n„,rx v. �„x.... m.... � (05'14220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - L4) Top chord 2x4 DF-L #2(g) 100 mph wind, 18.62 ft mean hgt, ASCE 7-05, CLOSED bldg, Located r Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III ill 1 1-5-14 3X5 �•/ 4_19-0-6 3X5 3X3 0.„.......000111111111,k T �► 3X5 1-4-14 16 e 15-3-14 2X4 III 1"12 3-7-12 3-7-12 2 1'12c 3-7-12 -r 3-6-0 n£ k7-7-0 Over 2 Supports >{ R=334 U=8 R=334 U=120 RL=148/-45 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.:.% � - k F OR/-/1/-/—/R/— Scale =.5"/Ft. Truss Components of Oregon (503)357-211$ "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! 0 , 1 N E'� 825 N 4th Ave,Cornelius OR 97113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. G Q `Gj 02 TC LL 25.0 PSF REF R7175— 10075 Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and 19575 P follow the latest edition of SCSI (Building Component Safety information, by TPI and WTCA) for safety , �n TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per GSCSI. I r , Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord /� BC DL shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �� j 7.0 PSF DRW CAUSR7175 14150096 shall have bracing installed per SCSI sections B3, 67 or B10, as applicable. * ALPINE _ ITN Building components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/Tp! 1, or for handling, shipping. ^ OREGON bracing of trusses. 1 9• pP n9• installation 6 V, Appy plates to each face of trues and position as shown above and on the Joint TOT.LD. 42.0 PSF Q 205611 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plata positions. A seal on this SEQN—— drawing or cover page listing this drawing, indicates acceptance of professional engineering �"1)1.000". v�A•20 19� ITW Building Components Group,Inc. tre sibility solely for the design snows. Tse suitability and use of�this design for any structure Is O I O "�`/ DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 responsibility of toe Sal lding Designer per ANSI/Tpl 1 Sec.2. For a information sea: This Job's ` general notes page; ITN-BCG: mew.itebcg.com; TPI: www.tpinst.org; WTCA: wee.sbcindustrcomi '" ICC: "'ictsere.arg y. SPACING 24.0" JREF- 1 V6S7175Z10 Renewd date Bf90Yt016 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - L5) Top chord 2x4 DF-L #2(g) 100 mph wind, 19.12 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III 1 eiloill 1-5-14 � 19-0-6 _i_ 3X5 H0308 T if ____I 6 1-4-14 IRI IL' +16-3-14 1 .5X4 III 1"12 5-3-8 1„12 1"12 5-1-12 F5-7-0 Over 2 Supports R=246 U=2 R=246 U=95 RL=110/-33 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. 20 Gauge ))HS,Wave FT/RT=296(096)/4(0) 12.03. P.,%!"' - R OR/-/1/-/-/R/- Scale =.5"/Ft. Truss 25N4gonen o1OreusOR971137-211$, URWARNING” READ Aro FOLLOW ALL NOTES ON THIS SHEETI afj9N���s9, TC LL 25.0 PSF REF R7175- 10076 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and 19575 P TC DL 1 0.0 PSF DATE 05/30/1 4 follow the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. �, 117111' Unless noted otherwise, top chord shorn have properly attached structural sheathing and bottom chord �� BC DL 7.0 PSF DRW CAUSR7175 14150097 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /1 shall have bracing installed per SCSI sections 83. 87 or B10, as applicable. O X30/GOI 4 - ALPINE ITR Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1. or for handling. shipping, installation s OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 205617 Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9A 'ten.20,199'M 4.2 drawing or cover page listing this drawing, indicates acceptance of professional engineering V ITt Building Components Group,Inc. responsibility solely for the design shown' The suitability ane use of this design for any structure is O�0 W. OUR.FAC. 1 .15 FROM BB O Y" P the responsibility of the Building Designer per ANSI/TPI 1 Sac.2. For mo a information see: This Job's Sacramento,CA 95828 general notes page; ITR-BCG:wen.itwbcg.coml TP1: www.tpinst.org; RICA: eww.sbcindustry.com. SPACING 24.0" J REF- 1 V6S7 1 7 5Z1 0 ICC: www.lccsafe.org Renewal date B/a0120'15 .. ...vox ,......w.a." ..vm su.w...ow v e a._..,,...,..., .....,a...._., —. ,.a... (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - L6) Top chord 2x4 DF-L #2(g) 100 mph wind, 19.62 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III s 1-5-14 3X3 �,� 19-0-6 �� 3X3 1-4-14 i ______] 6 i iii 17-3-14 1 .5X4 III 112 1"12 I.11< 3-3-8 I 1"12 2-10-9 —I-6"11'I •F 3-7-0 Over 2 Supports >1 R=158 R=158 U=69 RL=71/-20 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.',.% •� • k F Truss Components of Oregon (503)357-2I' ""WARNING"� READ AND FOLLOW ALL NOTES ON THIS SHEET! S� OR/-/1/-/-/R/- Scale =.75"/Ft. 825 N 4th Ave,Cornelius OR 97113 •IIroRTAxr•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. ��� aG N��� '0y TC LL 25.0 PSF REF R7175- 10077 Trusses require eecraeo care In fabricating, handling, shipping, installing and bracing. Refer to and 19575 P v TC DL 10.0 PSF follow the latest edition ofSCSI (Building Component Safety information, by TPI andMICA) for safetyDATE practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. O. i, 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /� DRW CAUSR7175 14150098 shall have bracing installed per BCSI sections Ba. BT or 810, as applicable. 0 '30/2014 imw ALPINE mm. ITW Building Components Group Inc. (1TWBCG) shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation a OREGON bracing of trusses. Apply plates to each face of trues and position as shown above and on the Joint '9 4.4n. + :u , ./ TOT.LD. 42.0 PSF SEAN- 205624 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering 9 99' G9 ITW Building Components Group,Inc. the resienity solely fur the design shaven. The seitaelllty 1.7:f this design for any structure is -1-01..0 W. DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 ral notisi l ige oT pe Gui lding ebcg.coe per ANwww.t 1 eTCA moa information see: This Joe s general notes page: ITW-BCG: www.itwetg.oe.; TPI: www.tpinat.erg: wrcA: www.ebcieduetry.te.; SPACING 24.0" ICC` aww.iccsafe.org RenewaldaleBf90/1O15 JREF- 1V6S7175Z10 (0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — L7) Top chord 2x4 DF-L #2(g) 100 mph wind, 20.12 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III 6 3X3 0 0111111 1-5-14 11014ilio 1-4-14 , , 19-0-6 li II 1 6 3X3 : 18-3-14 1 .5X4 III 1"12 1-3-8 11 12 i"17 1-0-11 —1-446d 11-7-0 Over 2 Supports R=70 R=70 U=41 RL=30 Design Crit: IBC2009/TPI-2007(STD) , 0 PRO FPLT TYP. Wave FT/RT=2%(0%)/4(0) FOR/—/1/—/—/R/— Scale =1"/Ft. Truss Components (503 357-211$• ..WARNING." Reno AND FOLLOW ALL NOTES ON THIS SHEET! -b G NF 'b REF 87175— 10078 p IrPORrnNr•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. F� y TC LL 25.0 PSF 825N41hAve,Cornelius OR97 13 Trusses and require extreme care In fabricating, handling, shipping, installing and bracing. Refer to 10575p 9 fallow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety r , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. Unless note otherwise, top chore snail have properly attached structural sheathing and bottom mord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs dillBC DL 7.0 PSF DRW CAUSR7175 14150099 shall have bracing installed per BCSI sections 63, B7 or 810, as applicable. 0 30/2014 ALPINE ITW Building Components Group Inc. cn'BcG> shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA—ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation b 00i/ bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint .9 V8 s- TOT.LD. 42.0 PSF SE N— Details, unless noted otherwise. Refer to drawings 1110A-z for standard plate positions. A seal on this R 17.20,1 Q 205631 drawing or cover page listing this drawing. indicates acceptance of professional engineering O ITW Building Components Group,Inc. r—pfnsibnicy solely far ine design shown. The a"'tabillty and"a.of Chis design Por any atr"cture Is W.0 DUR.FAC. 1 .15 FROM BB al notes page of the Building Designer per ANSI/TPI 1 w.2. For mo a information see Thls Job's Sacramento,CA 95828 general notes page: ITW_BCG: www.itwbcg.com, TPI. wee.tpinet.org, .WGA, .sbcindustry.com J REF— 1 V6S7 1 7 5Z1 0 ICC: www•iccsefe.org Renewal date 8!3012015 SPACING 24.0" (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K17) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): (**) 1 plate(s) require special " Bot chord 2x4 DF-L #2(g) :B2 2x4 DF-L #1&Bet. ) t ( ) q P positioning. Refer to scaled plate Webs 2x4 DF-L Std/Stud(g) :W2 2x4 DF-L #2(g): plot details for special positioning requirements. Connectors ingreen lumber designedusing 100 mph wind, 15.74 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (g) NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Calculated horizontal deflection is 0.19" due to live load and 0.28" due Wind loads and reactions based on MWFRS with additional C&C member to dead load, design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 1 .5X4 III Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. ;, 1-5-14 Unbalanced snow loads have not been considered. (a �� 18-11-14 5X5 T2 H0510(**) 3X5-0 3X50. r �� 62 6 I- 3X52 Ms •• � HO308 5X7 1- cos , 1-4-14 � ., 9-7-2 "l 4X8(R) 3X5 III 1"12 c 6-2-1 6-3-13 §2 11'2 6-2-1 �I` �I 6-3-1 .1.< 6-2 6-0-5 18-11-8 Over 2 Supports >I R=834 U=22 R=834 U=225 RL=338/-120 Design Crit: IBC2009/TPI-2007(STD) , p PROS PLT TYP. 20 Gau.e HS,Wave FT/RT=296(096)/4(0) 12.03. '. ��FS Truss Components of Oregon (503)357:11$ .41/WINING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! OR/-/1/-/-/R/- Scale -.25"/Ft. 825 N 4th Ave,Cornelius OR 97113 IMPORTANT•` FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. .,46 ' TC LL 25.0 PSF REF Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 19575 P • R7175- 10079 follow the latest edition of BCS1 (Building Component Safety Information, by TPI and WTCA) for safety (' TC DL 1 0.0 PSF practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. 'r DATE 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properlying attached rigid ceiling.sectiLocB3. B7 s shown for permanent le. lateral restraint of webs r- BC DL 7.0 PSF DRW CAUSR7175 14150059 shall have bracing installed per BCSI sections 63, W or B10, as applicable. ALPINE i,W Building 0 '30/2014 BC LL llllll_ ng Components Group inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON0.0 0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, bracing of trusses. Apply plates to each face of truss and position as shown above and oni the Joointo"R Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9i`"4/.20.1944 TOT.LD. 42.0 PSF SEQN- 205654 Building or cover page listing this drawing. Indicates acceptance of professional engineering ITW Building Components Group,Inc. resp=p ibi soleofthe iWalgDn Designer l 1,2* TeANsaSl1 tSy oand aofmto ha s Ierimgantfany stuctureb's OLD VOA OUR.FAC. 1 .15 FROM BBSacramento,CA 95828 general notespage; ITW-BCG: wew.itwbcg.cw; TPI: waw.ipinst.org; WTCA: www.sbclnausiry.cw:ICC: `sw.iccsafe.org Renewaldate&8012019 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K16) Top chord 2x4 DF-L #1&Bet.(g) Plates extending outside the truss perimeter shall be positioned Bot chord 2x4 DF-L #1&Bet.(g) within the tolerance specified on the plate placement polygon only, Webs 2x4 DF-L Std/Studg ) :W2 2x4 DF-L #2(g): without use of TPI 1-2007 section 3.7.2.2 alternate positioning. Steel extending above the top chord or below the bottom chord may be Connectors in green lumber (g) designed using NDS/TPI reduction factors. trimmed or folded along the outer edge of that chord. Steel extending elsewhere beyond outermost truss members may be folded. (**) 1 plate(s) require special positioning. Refer to scaled plate plot 100 mph wind, 16.24 ft mean hgt, ASCE 7-05, CLOSED bldg, Located details for special positioning requirements. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.12" due to live load and 0.18" due 1 .5X4 III to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 1-5-14 applied per IBC-09 section 1607. (a 01 18-11-14 I. Deflection meets L/360 live and L/240 total load. Creep increase factor 4X5.4% for dead load is 2.00. H0508(**) (a) Continuous lateral restraint equally spaced on member. 3X51% M Unbalanced snow loads have not been considered. 6i1-4:000100001000004 Yin II 5X5 s 5X5 1-4-14 M I i 4_10-7-2 3X5 III 12 1"15-6-1 5-7-13 5-6-1Z 5-7-13>Ic >I< 1*2 5-6-15-4-5 It 16-11-8 Over 2 Supports R=746 U=22 R=746 U=210 RL=307/-107 Design Crit: IBC2009/TPI-2007(STD) , p PRO# PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. 0i ,I, . FSS, OR/-/1/-/-/R/- Scale =.275"/Ft. Truss Components of Oregon (503)357-211$, "WARN!NG'• READ AND FOLLOW ALL NOTES DN THIS SHEET! ,,) ‘4011.4-4z. VZ REF R7175- 10080 825 N 4th Ave,Cornelius OR 97113 IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 41' TC LL 25.0 PSF Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and - 19575 P rTC DL 1 0.0 PSF DATE 05/30/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 411.' : BC DL 7.0 PSF DRW CAUSR7175 14150060 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 610, as applicable. 0 '300/201 4 — ALPINE ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation A J bracing of trusses. Apply plates to each face of truss and position asshownabove and en the Joint 1, TOT.LD. 42.0 PSF SEQN- 205670 Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this lis a10.20m 1st drawing or cover page listing this drawing, indicates acceptance of professional engineering OL D W m O� DUR.FAC. 1 .15 FROM BB .or ITW Building Components Group,Inc. theprof esponsibility thefor Buildingggne Desir per ANSI/TPIII Secn2.usForfwores informaation seaa:stThi_sujob's Sacramento,CA 95828 general notes page: ITW-BCG: ewe.itwbcg.com: TPI: www.tpinst.org: WICA: www.sbclndustry.com; Renewal date 8/30/2015 SPACING 24.0" J REF- 1 V6S7 1 7 5Z1 0 ICC: eww.lccsafe.org I •,.... rnv ,,,r.•n.r.. ....,n, vvn..,.r.. •...vi Irv.w.. v,n.r�..,•v..v� vv.m..,.r., r• �..v v., 0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K15) Top chord 2x4 DF-L #1&Bet.(g) Plates extending outside the truss perimeter shall be positioned f Bot chord 2x4 DF-L #1&Bet.( ) within the tolerance specified on the plate placement polygon only, Webs 2x4 DF-L Std/Stud(g) without use of TPI 1-2007 section 3.7.2.2 alternate positioning. Steel extending above the top chord or below the bottom chord may be Connectors in green lumber (g) designed using NDS/TPI reduction factors. trimmed or folded along the outer edge of that chord. Steel extending elsewhere beyond outermost truss members may be folded. (**) 1 plate(s) require special positioning. Refer to scaled plate plot 100 mph wind, 16.74 ft mean hgt, ASCE 7-05, CLOSED bldg, Located details for special positioning requirements. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 1 .5X4111 applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor il 1-5-14 for dead load is 2.00. 4X5 � J +18-11-14 _I Unbalanced snow loads have not been considered. 3X50_,.......000•0011115X7(**) i 6r �i, 3X5% 6 TIg 4X8(R) $ 1-4-14 II I +11-7-2 5X5(R) 3X5 III 1"12 4-10-1 4-11-13 �ii2 it4-10-1 .1..c4-11-13 1,: it I< 14-11-8 Over 2 Supports >1 R=658 U=21 R=658 U=194 RL=276/-93 PLT TYP. Wave Design Crit: IBC2009/TPI-2007(STD) 'E)PROPI�s,�, OR/-/1/-/-/R/- Scale =.3125"/Ft. FT/RT=2%(0%)/4(0) 12.03. E Truss Components of Oregon (503 357-111$ '•WARN I NG•• READ AND FOLLOW ALL NOTES ON THIS SHEET! C9. N c 825 N 4th Ave,Cornelius OR 97113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �1l 'fi TC LL 25.0 PSF REF R7175- 1 0081 _ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P p follow the latest edition of�I (Building Component Safety Information, by TPI and WTCA) for safety iT TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chordC') BC DL 7.0 PSF DRW CAUSR7175 14150061 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs.hall have bracing installed per SCSI sections B3. B7 or B,o. as applicable.ALPINE ITW Building Components Group Inc. (1TWBCG) shall not be responsible for any deviation from this designBC LL 0.0 PSF CA-ENG RTT/GWHany failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation a bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint42.0 PSFDetails. unless noted othecalms. Refer to drawings,BGA-z far standard plate positions. A seal en thisTOT.LD. SEAN- 205678 drawing or coker page listing this drawing. indicates acceptance of professional engineeringITW Building Components Group,Inc. �nsibility solely for the design shown. The suitability and use of this design for any structure isespnotes lity of the Building Designer par ANSI.TPI , Sec.2. For ma a informatlen see: This Job s DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 general notes page; ITW-BCG: www.itwbcg.com: TPI: www.tpinst.org; WTCA: www.abcindustry.com: IcC: .w i==safe•erg Renewal date 13/30/2015 SPACING 24.0" JREF- 1 V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K14) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W4 2x4 DF-L 2400f-2.OE: 100 mph wind, 17.24 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 1 .5X4 III II T 1- 4 s �/ 18-11-14 3:11;10111:1151:11-0111011001111.141-' X5% 5X7(**) ir il 4X8(R) �� I' 1.1 1-4-14 `� 12-7-2 1 5X5(R) 3X5 III 12"i2 6-4-0 6-4-0 �}1-2 1 6-4-0 6-2-4 3"k Fc 12-11-8 Over 2 Supports >1 R=570 U=19 R=570 U=176 RL=243/-80 Design Crit: IBC2009/TPI-2007(STD) O PROs PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0, ': ` i OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oregon (503)357-214. ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! 14 c 1 -F G 825 N 4th Ave,Cornelius OR 97113 IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. C7 41 1;:p, TC LL 25.0 PSF REF R7175- 1 0082 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and I 19676 P - follow the latest edition of BCSI (Building Component Safety information, by TPI and WTCA) for safety �t TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. _ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 411110L BC DL 7.0 PSF DRW CAUSR7175 14150062 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs } shall have bracing installed per SCSI sections 83, B7 or B10, as applicable. 0 30/2014 ALPINE any failure build ethetstOGroupin�co"n/ursancs' shell not be responsible, rnfcr ang.deviation from this desiion a. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as shawn above and on the Joint 1"-OLP �en.20 000 N4' TOT.LD. 42.0 PSF SEQN— 205688 Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing. indicates acceptance of professional engineering OL 0 ITW BuildingComponents Group,Inc. esponsmnity solely for the design shown. The suitablllty ane use of this design for any strpiture IsIN DUR.FAC. 1 .1 5 FROM BB Sacramento,CA 95828 �rasponalbilicy or the Build lrg Designer per ANSI/TPI 1 Sac.2. For wore Inro,autlon see: Tnls Job's general notes page: ITW-BCG: aew.itwbcg.com; TP1: www.tpinst.org:IRCA: waw.sbcindustry.cow: Renewaldate8TSDnot5 SPACING 24.0" J REF- 1 V6S7 1 7521 0 ICC: wew.iccsafe.org (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K13) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) Connectors ingreen lumber designedusing 100 mph wind, 17.74 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (g) NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 1 .5X4 III 1-5-14 s 4 % 11111141 ir IS 00 0 3X5(R) \\\ 3X5 III 1"12 c 5-4-0 5-4-0 2 1''12 5-4-0 5-2-4 _ I< 10-11-8 Over 2 Supports >{ R=482 U=15 R=482 U=156 RL=209/-67 Design Crit: I BC2009/TP I-2007(STD) ,EOPROp . PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03, ' ': Truss Components of Oregon (503)357-211$ "WARNING•• REAP AND FOLLOW ALL NOTES ON THIS SHEET! ss-. OR/-/1/-/-/R/- Scale ..375"/Ft. 825 N 4th Ave,Comelius OR 97113 'IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �` ' • 1 �Fij� Gy TC LL 25.0 PSF REF R7175— 10083 _ Trusses require extreme care in fabricating, handling, shipping, installing19575 tel follow the latest edition of BCSI (Building and bracing. Refer to and f TC DL practices sInstallers Safety Iprovide. by ori ando, forsafety �. 10.0 PSF DATE 05/30/1 4 prior to performing these functions. Insw n.ra shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigidceiling. Locations shown for permanent lateral restraint of webs ��` " BC DL 7.0 PSF shall have bracing installed per BCSI sections B3, w or B10, a applicable. 0 30/2014 DRW CAUSR7175 14150063 Em, ALPINE ITN Building Components Group Inc. (ITBBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA—ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation& J bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint V� D.talla, unless noted otherwise. Refer to drawings,soA-:for standard plate positions. Asea, on this '9�O n.20,1900,G TOT.LD. 42.0 PSF_ SEQN— 205694 drawing or cover page listing this drawing, indicates acceptance of professional engineering V ITWBuilding Components Grou ,Inc. prae'b"Ity solely Tor the de:ig^show^• The suitability 721.7:Lois design for any Structure Is �� W. DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 P the responsibility oI ine G:siding Designer par ANSI/TPI 1 t.org; more Iboiniatlon see: Tnis Job s general notes page; ITM-BCG: www.ltwbcg.com; TP1: w'w.tpinst.or9: NTCA: www.abclneuatry.eom; IgG: ww.i«aaf..org RenewaldrAeelga/2O1s SPACING 24.0" JREF— 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K12) r Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 18.24 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 .5X4 III T 6 0 i 1-5-14 3X5 //i 18-11-141_ H0308 N 3X3--) �j 3X5 • I6 1-4-141. i _1004-7-2 3X5 III 1"12 4-4-0 4-4-0 1 12 1 '2 4-4-0 4-2-4 "8 l 8-11-8 Over 2 Supports R=394 U=11 R=390 U=135 RL=173/-54 Design Crit: IBC2009/TPI-2007(STD) ,EO PROF$. PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. ► Oft OR/-/1/-/-/R/- Scale =.4375"/Ft. "WARNING""DESIGN TO AND FOLLOW ALL NOTES ON THIS SHEET! c " 1 $. Oy TC LL 25.0 PSF REF R7175- 10084 Truss Components of Oregon (503)357-211$,*IMPORTANT.' FURNISH THIS ALL CONTRACTORS INCLUDING INSTALLERS. $. 825 N 4th Ave,Cornelius OR 9711319575 P n . ' Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and aTCA) for safety i practices prior to performing these functions. Installers shall provide temporary rac Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord 4 �. BC DL 7.0 PSF DRW CAUSR7175 14150100 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 30�20I4 shall have bracing installed per SCSI sections 63, 67 or 810, as applicable. BC LL 0.0 PSF CA-ENG RTT/GWH - ALPINE ITN Building Components Group Inc. G) shall not be responsible for any deviation from this design, OREGON any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, installation 8 e4 bracing of trusses. Apply plates toeach face of truss and position asshownabove and ontheJoint '94 1'sn,Z0 �9�� TOT.LD. 42.0 PSF SEQN— 205708 Details, unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. A seal on this drawing or cover page listing this drawing. indicates acceptance of professional engineering OL 0 W FROM BB ITW Building Components Group, responsibility solely for iha design shown, Tho ZSItabIllty and use of this design far'"."7:7:71,!: ny structure Is DUR.FAC. 1 .15 g P p the responsibility oT cne Building Dealgner per AN51/TPI t Sec.2. For mo a Information : This Joe's Sacramento,CA 95828 general notes page: ITV-BCG: www.itwbcg.com: TPI: www.tpinst.org: WTCA: www.sbcindustry.com; Renewal date 8!90/2013 SPACING 24.0" JREF- 1V6S7175Z10 ICC: www.Iccasfe.org 0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — K11) Top chord 2x4 DF-L #2(g) (**) 1 plate(s) require special positioning. Refer to scaled plate . Bot chord 2x4 DF-L #2(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W2 2x4 DF-L #2(g): 100 mph wind, 18.74 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors, anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 3X3 III 1 1-5-14 s 1--- �'� �18-11-14 5X7 *) 2 3X5(R) III s T I. 1-4-1401 ile 15-7-2 2X4 III 1"12 1"12 6-8-0 111: 6-6-4 6-11-8 Over 2 Supports R=306 U=6 R=306 U=112 RL=136/-41 Design Crit: IBC2009/TPI-2007(STD) ,se PROp� PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ►• SS OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$ "WARNING•' READ AM)FOLLOW ALL NOTES ON This SHEETI 5 825 N 4th Ave,Cornelius OR 97113 'IMPORTANT.' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. a 875 P ' Vey 25.0 PSF REF Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and O 1as�b P 9 TC LL R7175— 1 0085 rollow the latest edition or SCSI (Building Component Safety Information, by TPI and WTCA) for safety ' f* practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. TC DL 1 0.0 PSF DATE Unless noted otherwise, top chord shall have properly attached structural sheathing and batt ' 05/30/14 hard � �� % BC DL en shall have a properly attached rigid wiling. Locations shown for permanent lateral restraint of webs 7.0 PSF DRW CAUSR7175 14150064 shall have bracing installed per SCSI sections 83. 67 or 810, as applicable. 0 X30/2014 — mw ALPINE _ IN Building Components Group Inc. (IT11BCG) shall not be responsible for any deviation from this design. 6") OREGON BC LL 0.0 PSF CA—ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling• shipping, installation A V• bracing of trusses. Apply plates to each face of truss and position as sham above and on the Joint Details, unles noted otherwise. Refer to drawings 160A-z for standard plate positions. A seal on this '94 `'Q.20 19e�G TOT.LD. 42.0 PSF SEAN- 205715 drawing or cover page listing this drawing• indicates acceptance of professional engineering V ITWBuilding Components Grou ,Inc. respms'bn'ty solely Tor cane design show^• The suiwmlity and use of this design Tor env atruoture is 0(,Q W BUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 P cn.respmsib'licy or the Building Desig car per ANsI/rPl 1 Seo.z. For mo a ince matim a This Job's general notes page: lTr-BCG: www.itwbcg.cm: TPI. www.tpinst.org; WTCA: wew.sbcindustry.cm; _ wwr.iccsar..erg Renewal da1e81s0n013 SPACING 24.0" JREF— 1 V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K18) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #2(g) :62 2x4 DF-L #1&Bet.( ) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W2 2x4 DF-L #2(g) : . 100 mph wind, 15.72 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors, anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Calculated horizontal deflection is 0.19" due to live load and 0.29" due Wind loads and reactions based on MWFRS with additional C&C member to dead load. design. (a) #3 or better scab brace. Same size & 80% length of web member. Unbalanced snow loads have not been considered. Attach with 10d Box or Gun nails (0.128"x3",min.) @ 6" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 1 .5X4 III applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor 1-5-14 for dead load is 2.00. T2 . � 18-11-14 1 5X51--- _. X5% ���� a) H0510(**) 3X5 3X5-% �'� p '% B2 s 3X5 Nilk �� H0308 J 6 , 1-4-14 p5:7. J `� 9-6-10 4X8(R) 3X5 III 1"12,'h2 6-2-7 6-4-3D4c 6-2-7 1"12 1,'h26-2-7 6-4-3 6-0-11Ilt 19-0-8 Over 2 Supports >1 R=838 U=22 R=838 U=226 RL=339/-121 Design Crit: IBC2009/TPI-2007(STD) ,so PROpF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. ►' - S'S+t� OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503 357-211$, "WARNING*" READ AND FOLLOW ALL NOTES ON THIS SHEET! �5 OGIN . TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 IMPORTANT*• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P V1;., REF R7175- 10086 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and r TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety /, practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. / ' — Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord f BC DL 7.0 PSF DRW CAUSR7175 14150065 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0'30/L014 shall have bracing installed per SCSI sections 63, 67 or 61O, as applicable. - mir ALPINE _ anynBuildingre to Components u po entsthe tGroupuss lnnc. (ITWance)wlGllAnot belresponsibler for for any handling,deviation shippingflnstthis ahlat sin gn, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint V Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this loci447.201e� (i/ TOT.LD. 42.0 PSF SEQN- 2057 25 drawing or cover page listing this drawing, indicates acceptance of professional engineering � ITW Building Components Group, responsibility solely for the aasign sheen. rhe°°I.,1":1'1%.11.7: uitability and use er this design ren any acruteurs is C L W t N DUR.FAC. 1 .15 FROM BB P° P the responsibility of the Building Designer per AI/TPI 1 S.c.2. For mare Information see: This Job's Sacramento,CA 95828 general notes page: iT1/-BCG: www.itwbcg.com: TPI: www.tpinst.org: WTCA: www.sbcindustry.cam; ICC: ewa.iccsafe.org RSPACING 24.0" J REF- 1 V6S7 1 7521 D enewaldaBoBISO12013 (0514220——PARR LUMBER—H I LLSBORO —R i dgecrest Annenberg roof -- VERIFY VERIFY, OR — K19) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W2 2x4 DF-L #2(g): Connectors ingreen lumber designedusing 100 mph wind, 16.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (g) NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Calculated horizontal deflection is 0.12" due to live load and 0.18" due Wind loads and reactions based on MWFRS with additional C&C member to dead load, design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IBC-09 section 1607. for dead load is 2.00. 1 .5X4 III Unbalanced snow loads have not been considered. T 4X5 1 1-5-14 (a �', „ 18-11-14 6r— 3X5 N�� H0510(**) 7,........0.0000001110111111111.1;. 3X5 it 5X5.4. 011111111111.1 J 6 5X5 1 • 1-4-14 M 410-6-10 3X5 III 1"12 5-6-7 5-8-3 5-6-7 1"12 12 5-6-7 5-8-3 5-4-11 i 17-0-8 Over 2 Supports R=750 U=22 R=750 U=211 RL=309/-107 Design Crit: IBC2009/TPI-2007(STD) ,sO PROF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. ' - �44b OR/—/1/—/—/R/— Scale =.275"/Ft. Truss OregonComponentsof (503)357-211$ "WARNING*e READ AND FOLLOW ALL NOTES ON THIS SHEETI �5 �6�t 825 N 4tAve,h Comelius OR 97113 'IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. C9 ,Q 9 TC LL 25.0 PSF REF R7175— 10087. Trusses require extreme care In fabricating. handling, shipping, installing and bracing. Refer to and 19675 P follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety r p TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shell have properly attached structural sheathing and bottom chordC..; ehalihaveaprogeyattachedrigidconing. Locationsshoe„farpermanent lateral restraint of websBC DL 7.0 PSF DRW CAUSR7175 14150066 shall have bracing ist.n.dperItis Ba. BT er 8,0, a applicable1imr ALPINE IT.Building Components Group Inc, (IT.BCG) shall net be respoonsible for any deviation from this design, NBC LL 0.0 PSF CA—ENG RTT/GWH any fanPre to build the truss in conformance with ANSI/TPI ,, or far handsng, shipping, installation abracing of trusses. Apply plates to each race or truss and position as shown above and on the Joint bariDetails, unless noted otherwise. Refer to drawings 160,,_2 for standard plate positions. A seal on thiseTOT.LD. 42.0 PSF SEQN— 205735 drawing or cover page listing this drawing, indicates acceptance of professional engineeringrITW Building Components Group,Inc. p:sIbllltysolelyforthedesignshown. Theeuitabnity andPaeofthisdesignforanystructureieDUR.FAC. 1 .15 Sacramento,CA 95828 sponslblllty of iM Buildi g Designer per ANSI/TPI 1 $ec.2. For w e Information This Job'sFROM BB general notes Page: ITW-BCG; ww.itwbcg.com; TPI. www.tpinst.org; .TCA: www.sbclndustry.com; ICC: www.lccsare.org Renewal dale 830/1010 SPACING 24.0" J REF— 1 V6S7 1 7521 0 M (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K20) To chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet. plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W6 2x4 DF-L #2(g): 100 mph wind, 16.72 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 1 .5X4 111 4X5%1„.,o0000000000000 1-5-14 11 .— 4_18-11-14 i g ::: 5X7(**) 3)(57_,..00000000000000" 3X5 II —Is T In 4X8(R) $ 1-4-14 II 11-6-10 5X5(R) 3X5 III 12 4-10-7 5-0-3 4-10-7 1"12 1 2 4-10-7 5-0-3 4-8-11 E15-0-8 Over 2 Supports >{ R=662 U=21 R=662 U=195 RL=277/-94 Design Crit: IBC2009/TPI-2007(STD) p PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0 ' o FS'tp OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-:.11$, a*wARNi ll** REM arm FOLLOW ALL NUTES oN THIS SHEETI 0 tkuiNL�F 'b TC LL 25.0 PSF REF R7175- 10088 825 N 4t6 Ave,Cornelius OR 97113 IMPORTANT FURNISH THIS DESIGN TO ALL CDNTRACTDRS INCLUDING INSTALLERS. 0 L1 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P _r follow the latest edition of SCSI (Building Component Safety Information. by TPI and RICA) for safety 1 onr , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. — : Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord # BC DL 7.0 PSF DRW CAUSR7175 14150067 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 133, 87 or B10. as applicable. 0 '30/2014 now ALPINE ITR Building Components Grow Inc, (ITwBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation A bracing of trusses. Apply plates to each face of truss and position as shown above and on the Jointv TOT.LD. 42.0 PSF SEQN- 205744 Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this I�"44.20,i944 (0 0. drawing or cover page listing this drawing, indicates acceptance of professional engineering 04. I N DUR.FAC. 1 .15 FROM BB ITW Building Components Group, esponsi bility solely for the design shown. The suitability and use of this design for any structure is g Y P :he responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see: This Job's Sacramento,CA 95828 general notes page: ITW-BCG: wew.itwbcg.com: TPI: www.tpinst.org; RICA: www.sbcindustry.cem: ICC: eew.iccsafe.org Renewaldate5l8Of2O15 SPACING 24.0" JREF- 1V6S7175Z10 I (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K21) " "^" ^�" "^ ""'" " """' "" " """'"'"""' """""''`" "'""" ^• Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 16.68 ft mean hgt, ASCE 7-05, CLOSED bldg, Located f ^ Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1.5X4 III il. T 6f1-5-14 j17-10-14 1 3X5 H03080 ,N 4X5 1-4-14 I 12-6-10 3X5(R) '\ 3X5 III 1'12 5-3-8 5-3-8 V12 1 '2 5-3-8 5-1-12 I 10-10-9 Over 2 Supports R=479 U=10 R=479 U=145 RL=199/-67 Design Crit: IBC2009/TPI-2007(STD) ^ O PROF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03. 0' .b S Truss Components of Oregon (503)357-21la. '•WARNING*• REM AND FCONTR ALL NATES oN THIS SHEETI O`g OV1tiFF Sb OR/-/1/-/-/R/- Scale =.375"/Ft. 825 N 4th Ave,Cornelius OR 97113 IYPORTANr•• FURNISH THIS DESIGN TO ALL CONTRACTORS IES ON TG INSTALLERS. 14. , TC LL 25.0 PSF REF R7175- 1 0089 Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and 19575P fellow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety �, TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �S ' Lural restraint of webs BC DL 7.0 PSF DRW CAUSR7775 14150101 shall have a properly attached rigid ceiling. Locations shown for permanent shall have bracing installed per SCSI sections B3, BT or Bio, as applicable. 0 '30/2014 - 115 B ilding ce.co encs croup Inc. (ITSBCG>shall not beresponsible for any deviation from ibis design. BC LL 0.0 PSF CA-ENG RTT/GWH any tailor.ru bulla the truss In conforms ce with ANSI/TPI T, or for handiing. shipping, installaeion s OREGON Y bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details, unlessvvnoted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9,Q`1/4.20,+94° TOT.LD. 42.0 PSF SEQN— 205752 drawing or cover page listing this drawing, indicates acceptance of professional engineering ITW Building Components Group,Inc. responsibility olely fer the dsign shown. The Suitability and use or this dslgn for any structure Is C4..10010; DUR.FAC. 1 .15 Sacramento,CA 95828responsibility of the Building Designer per ANSI/TPI T sec.2. For more information see: This Job'sFROM BB general notes page: ITN-SCG:www.itwbcg.com: TPI: www.tpinst,org: YTCA: www.sbcindustry.com: ICC: www.Iccsare.org Renewal date 6/30/2015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - K22) Top chord 2x4 DF-L #2(g) (**) 1 plates) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #2gplot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) 100 mph wind, 16.68 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IBC-09 section 1607. design. Deflection meets L/360 Iive and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 3X3 III 1 11 1-5-14 6 1°1,- 16-10-14 5X7(**) 3X5 _J 6 T 1-4-14 Ie 413-6-10 2X4 III 1"12 1"12 6-7-1 1'12 6-5-5e 1 6-10-9 Over 2 Supports R=303 R=303 U=98 RL=125/-42 Design Crit: IBC2009/TPI-2007(STD) 0 PROF PLT TYP. Wave FT/RT=296(096)/4(0) 12.03. 0, ,o - FS',p OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357 211$, ...WARNING." READ AND FOLLOW ALL NOTES ON THIS SHEET! �• ) wiNF1F 1) TC LL 25.0 PSF REF R7175- 10090 I IIPORTIWT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 825 N 4 Ave,Comelius OR 97 13 18575 P �W - Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and ' I follow the latest edition of BCSI (Building Component Safety Information, by TPI and WrCA) for safety ,, TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord /- i BC DL 7.0 PSF DRW CAUSR7175 14150068 shall a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 810. as applicable. 0 30/2014Mar BC LL 0.0 PSF CA—ENG RTT/GWH ALPINEITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint ui ' v TOT.LD. 42.0 PSF SEAN— 205764 Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. A seal on this �� -0.20.190 CD W.N� drawing or cover page listing this drawing, indicates acceptance of professional engineering ODUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. CheasPonspbonny lstyeoly tfher he ldea9gDeshownr:re st/an7tean2. oofmcohas Idrlgmnatfnr a :acThcJe bIs Sacramento,CA 95828 generaaw:Itespage; ITN-BCG: www.itwbcg.com: TPI: wwe.tpinst.org: WUCA: www.sbcindustry.com: ICC: RBnewBldal@8lSOnOtS SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - K23) " """ "� "`�" `"T ""�'.... """ ""'"" " """"'" "' """"`" "' ..--- ^' Top chord 2x4 DF-L #2(g) 100 mph wind, 16.68 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IBC-09 section 1607. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1.5X4 III s1 000 1-5-14 3X3 ii15-10- , 3X3 1-4-14 pariiii""'":" 14-6-9 1 .5X4 In 1"12 1"12 2-7-1 1"1� 2-2-14 —f 5"15.2.1 I< 2-10-9 Over 2 Supports ;] R=127 R=127 U=50 RL=51 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=296(096)/4(0) 12.03.°' •y PROFFS Truss Components of Oregon (503)3572-11§ "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEETI �`oj aV 1N FF S` OR/-/1/-/-/R/- Scale =1"/Ft. 825 N 4th Ave,Cornelius OR 97113 'IN TAm'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. (� Qy TC LL 25.0 PSF REF R7175- 10091 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19675 P T 9 follow the latest edition of BCSI (Building Component safety Information, by TPI and WTCA) for safety r TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.wJ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord _ /�' BC DL 7.0 PSF shall have bracing installed per BCSI sections B3, BT or B1o, as applicable. '30/2014 DRW CAUSR7775 14150102 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of weinstalled 0 =AK= ITW Building components Group Inc. urWashall net be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH 11''' any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. Installation i bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Y- It `4).2a,19� TOT.LD. 42.0 PSF SEQN- 2057 74 Details, unless noted otherwise. Refer to drawings 160A-z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering ITW Building Components Group,Inc. tslDlllty solely for the design ehewn. rhe suitablllty and nee of rola design for any stratture la 0[p W, DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 sponalbll page: of the B. wee.9 Designer per ANsI/TPI 7 Sac.2. For more Informetlon see: This joD's general notes page: ITN-BCG: aww.itwbcg.com; TPI: www.tpinst.org; WTCA: waw.sbcindustry.com: ICC: CC a"r'l""''erg Renewal date s,goeO15 SPACING 24.0" JREF- 1V6S7175Z10 111116. (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - BGE) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or requirements. notched. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IBC-09 section 1607. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5-- pi X5=pi 6 I— i : —16 6-9-2 3X5 3X5 il T AP T 1-3-2 U` Q Q 4 {} Q g B7 4 g I 9-1-0 1-y-2 iii5/iiiiiiiiii/iiiiiiiiiiiii///////iii iiiiiiiiiiiiiiiiiiiiiiii/////1 i/ ., X — 3X5---: 3 L1-6-0-1 L1-6-0J 3"1 3°°1 21-5-13 T41_ 20-4-3 -16-''14' 11-0-0 _I, 11-0-0 -J E< 22-0-0 Over Continuous Support R=146 PLF U=24 PLF W=22-0-0 RL=12/-12 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) �cp PROFF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ►;_ • .y�° ‘S's,_ OR/-/1/-/-/R/- Scale =.3125"/Ft. "WARNING'• REM AND FOLLOW ALL NOTES ON THIS SNEETI 0 , �F,Q �y7.. TC LL 25.0 PSF REF R7175— 10092 Truss Components of Oregon (503)357-.11 ,1 T ,• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. w 825 N 4th Ave,Cornelius OR 97113 19575 P ATrusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to andTC DL 10.0 PSF DATE 05/30/1 4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety �, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. JJ �. . Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord f� BC DL 7.0 PSF DRW CAUSR7175 14150103 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs 0 '30/2014 shall have bracing installed per SCSI sections 83. B7 or 810. as applicable. ITW Building Components Group Inc. (ITwBCG) =ill' not be responsible far any deviation frac this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss in conformance ANSI/TPI 1, or for handl ing, shipping, instal lot ion& w►1 bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 1R `011.20 19', : TOT.LD. 42.0 PSF SEQN- 205782 Details, unless noted otherwise. Refer to drawings 1GOA-Z for standard plate positions. A seal on this O `/ drawing or cover page listing this drawing, indicates acceptance of professional engineering L CO W DUR.FAC. 1 .15 FROM BB ITW BuildingComponents Group, responsibility solely for the design shown. The sultablllty and use of this design for any structure is P P the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, For more information see: This Job's Sacramento,CA 95828 genarel notes page; ITW-BCG: owe.itwbcg.com: TPI: www.tpinst.org; WTCA: www.abcindustry.com: Renewal date Bfaorm'IS SPACING 24.0" JREF- 1V6S7175Z°10 ICC: www.Iccsafe.org 0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - BG) Bot chord 2x6 HF SSchord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQU 1 RED I t t Webs 2x4 DF-L Std/Stud(g) :W1, W10 2x6 HF #2: Nail Schedule:0.120"x3", min. nails :W2, W9 2x4 DF-L #2(g): Top Chord: 1 Row 1912.00" o.c. Bot Chord: 2 Rows 19 5.00" o.c. (Each Row) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Unbalanced snow loads have not been considered. Special loads (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 72 plf at 0.00 to 72 plf at 11.00 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 72 plf at 11.00 to 72 plf at 23.50 anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 BC- From 14 plf at 0.00 to 14 plf at 2.50 psf. BC- From 7 plf at 2.50 to 7 plf at 14.00 BC- From 14 plf at 14.00 to 14 plf at 22.00 4X8(R) III Deflection meets L/360 live and L/240 total load. Creep increase BC- From 4 plf at 22.00 to 4 plf at 23.50 factor for dead load is 2.00. BC- 853.39 lb Conc. Load at 2.50 _ BC- 895.75 lb Conc. Load at 4.00, 6.00, 8.00 BC- 990.79 lb Conc. Load at 10.00 BC- 1110.00 lb Conc. Load at 12.00 6 1--- BC- 2705.71 lb Conc. Load at 14.00 3X5 Wind loads and reactions based on 3X50 MWFRS. 1 -1 6 6-9-2 6X80 5X7 0 1-3-2 W1 W2 W9 T 1-3-2 3X7(**) III 5X7= 4X8(R) III H0508= H0312(R) III 5X7= i 9-1- 3X10(**) III X1_6-0..1 _I_ 5-6-0 5-6-0 f 4-0-65-6-0 -1` 4-0-6 -I- 5-10-8 -l- 61- 5-6-0 >1 I_ 11-0-0 4-0-6 �I` 4-0-6 _L_ 11-0-0 J 22-0-0 Over 2 Supports >{ R=5635 U=993 W=5.5" R=4646 U=926 W=5.5" Design Crit: IBC2009/TPI-2007(STD) ED PROFF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.0.4.1b . !. ' .1> OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oregon (503)357-211U, ••wARN i HG•• READ AND FOLLor ALL NOTES aN TNI S sNEETI N 6",,e,.., 6 825 N 4th Ave,Cornelius OR 913 IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and 19575 P 9 TC LL 25.0 PSF REF R7175- 1 0093 Tel the latest edition of RCSI (Building Component Safety Information. by TPI and WTCA) for safety ' practices prier to perforating these functions. Installers shall provide temporary bracing per BCSI. _ j' TC DL 10.0 PSF DATE / 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord •� BC DL shall have a properly attached rigid ceiling. Locations shown Tor permanent lateral restraint of webs 7.0 PSF DRW CAUSR7175 14150117 shall have bracing installed per SCSI sections 63, w or Bio, as applicable. 0 30/2014 MEMAkkil. 1Ty Belding Components Group Inc. (ITwBCC) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation& bracing of trusses. Apply plates toeachface of truss and position as shown above and on the Joint e9"-OLD ('en.20,19# TOT.LD. 42.0 PSF Details, ,less noted otherwise. Refer to drawings 100A-Z for standard plate positions. A seal on this a�(�' SEQN- 205796 drawing or cover page listing this drawing. Indicates acceptance of professional engineering O/ O ITW Building Components Group,Inc. responsibility solely far the design sheen. Thesuitability and use of this design far any structure Is ` DUR.FAC. 1 .15 FROM BB Sacramento, G 8 p ch,e responsibility of the Building Designer per ANSI/TPI T Sec.z. For mo a Inforwetlo,see. This�eb•s general notes page; ITN-BCC: www,itwwwww.sndustry.com; Reeewd dde8l80@015 bcg.com; TPI: w ,tpinst.org; WTCA: bcl 1«:www.locsar..drg SPACING 24.0" JREF- 1 V6S7175Z10 MEW (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - MGE) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers. Provide lateral wind bracing per ITWBCG wind bracing details or per Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or engineer of record. 2X3 studs require reinforcement at 70% of the notched. length tabulated for 2X4 studs of the same grade. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more Unbalanced snow loads have not been considered. requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 11 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. End verticals not exposed to wind pressure. 4X5 6 r-- 1111111111111111 7-6-4 r 1 il ill 2-9-2 i 1 ■ ■ ■ ■ 9-1-0 3X5 L1-6-0>I 3"1 I_I_ 9-3-3 f -9-15 T 7-8-5 9-6-4 Over Continuous Support R=151 PLF U=68 PLF W=9-6-4 RL=45/-9 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) ED PROp PLT TYP. Wave I■PORTaaT�� FURNISH THIS DESIGN TO ALL CONT ACT FT/RT=2%(0%)/4(0)THI296(0%)/4(0) 12.03. :_ • .I r `sS� OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-211§. TARRIRG•• READ AND FOLLDW ALL NOTES aN THIS SHEEFI Se fe,Q pay TC LL 25.0 PSF REF R7175- 10094 825 N 4th Ave,Cornelius OR 97113 19575 P y Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety , �>' TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord dr* BC DL 7.0 PSF DRW CAUSR7175 14150104 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 302014 shall have bracing installed per SCSI sections D3, 87 or B10, as applicable. - ALPINE ITS Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss in conformance with ANSI/TPI 1. or Tor handling, shipping. Installation b bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 11,041/1.20.1074;NTOT.LD. 42.0 PSF SEQN- 205838 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on thisO drawing or cover page listing this drawing, indicates acceptance of professional engineering OLD W DUR.FAC 1 .15 FROM BB ITW BuildingComponents Group, responsibility solely for trio design shown. The suitability and use of this design for any structure is P P Ma responsibility oT trio Building Designer per ANSI/TPI 1 Sec.2, For mo a information sae: This Job's Sacramento,CA 95828 general notes page: ITS-BCG: ewe.itwbcg.com; TPI: www.tpinst.org; WTCA: eww.sbclndustry.cem; Renewaldate 8f80/2015 SPACING 24.0" J REF- 1 V6S7 1 7 5Z 1 0 ICC: www.iccsafe.org (0514220--PARR LUMBER-H I LLSBORO -R i dgecrest Annenberg roof -- VERIFY VERIFY, OR - M) , Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Connectors ingreen lumber designedusing Wind loads and reactions based on MWFRS with additional C&C member (g) NDS/TPI reduction factors, design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Left end vertical not exposed to wind pressure. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 3X5(R) \\\ 4, 1- lo' 15-5-4 1 3X5 2X4--7--- I 3X5% 7-6-4 ir 2-9-2 ■ 9-1-0 3X5= 3X3= 3X5 III Lel-6-0 -1 1"12 Tl 4-7-6 >I< 4-3-142 1< 9-6-4 Over 2 SupportsDI R=529 U=10 W=5.5" R=408 U=136 RL=155/-54 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.!;.% ' - k F =.375"/Ft.Components of Oregon (503))357-211$ '`WARNING•' READ AND FOLLOW ALL NOTES ON THIS SHEET! SS OR/ /-/-/R/- Scale 175- 825 N 4th Ave,Cornelius (97113 'IMPORTANT** FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �4P aG I N i`6. TC LL 25.0 PSF Trusses require extreme care In fabricating, handling, shipping, installingy REF R7 1 75- 1 0095 follow the latest edition of SCSI (Building and bracing. Refer to and 19575 P 'q s. nsta Safety Information,provide, bm TPI and acing for safety TC DL 10.0 PSF DATE 05/30/1 4 r. practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. f' Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations ache for permanent sh lateral restraint of crepe BC DL 7.0 D PSF shall have bracing installed per SCSI sections 63, 67 or 1110. as applicable. '- '� DRW CAUSR7175 14150105 ALPINE ITW Building for any deviation frau this design, O ' EGO 4 BC LL 0.0 PSF CA-ENG RTT/GWH - Components Group Inc, <ITWBCG) shall not be responsible any failure to build the truss In conformance with ANSI/TPI ,, or for handling, shipping, OREGON bracing of trusses. ApplyPp ng. InstallaU on& plates to each face of truss position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 4°44. TOT.LD. 42.l) PSF SEQN- 205809 drawing or cover page listing this drawing. indicates acceptance of professional engineering I-10/.01 ,00V" �A.Qp �9� `' ITW Building Components Group,Inc. r,ensibility solely for thw dealgn`hewn. The aeii„ility and nae ef.is design far s«y atru7:nre la Q/&D W- V" DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 al notls111ge of the Bui)ding Designer per Awww.t , c,org; Por w bcinduscry TMs Job's general notes page; ITV-BCG: www.ltwbcg.com; TPI: www.tpinst.org; WfCA: www.abcindustry.cow; ICC: www.lccsarw.arg SPACING 24.0" JREF- 1V6S7175Z10 Renewal date 8190/2015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - NGE) Top chord 2x4 DF-L #1&Bet.(g) Negative reaction(s) of -348# MAX. (See below) from a non-wind load Bot chord 2x4 DF-L #1&Bet.(g) case requires uplift connection. Webs 2x4 DF-L Std/Stud(g) :W2, W5 2x4 DF-L #2(g): :Rt Bearing Leg 2x4 DF-L Std/Stud(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Wind loads and reactions based on MWFRS with additional C&C member Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers. design. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. See DWGS A10015050109, GBLLETIN0212, & GABRST050109 for more 3X5(R) \\\ requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load lk] 1-2-0 applied per IBC-09 section 1607. J■ ■■ 4_15-5-4 Deflection meets L/360 live and L/240 total load. Creep increase factor 2X4— for dead load is 2.00. 6 Unbalanced snow loads have not been considered. 3X5o R=-349 Rw=122 U=90 W=3" 7-6-4 j 1 .5X4 III I 1-3-2 3X5 T —Ali ;MINIIMIlmems........___= ■ ■I 4_9-1-0 ' Pr 3X7 Ill 3X5= 3X7(R) III 1 .5X4 III Lel-6-0aJ 1 -12 1 1? 6-1-6 4c 5-9-14 -TT E12-6-4 Over 2 Supports R=176 PLF U=57 PLF W=12-2-12 RL=35/-8 PLF Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0'.% .' • ' 'E OR/-/1/-/-/R/- Scale =.375"/Ft. •'WARNING°° READ AND FUuGW ALL NOTES oN TRIS SIIEETI 9 GINS �p TC LL 25.0 PSF TrussComponentsN 4 hoes of Cornelius 971157-_11$,1 7 " FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. . c1 REF R7175- 10096 825 N 4th Ave, OR 97113 a +'Q 'Z� Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P rTC DL 10.0 PSF DATE 05/30/1 4 follow the latest edition ofma SCSI (Building Component Safety Information, by TPI and WTCA) for safety � practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. ) ;1 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord show // BC DL 7.0 PSF DRW CAUSR7175 14150069 shall have a properly attached rigid ceiling. Locations n for permanent lateral restraint of webs I shall have bracing installed per SCSI sections 63. 67 or 610, as applicable. 0 '30/2014 ALPINE ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA—ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, snipping, installation i OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEAN- 205986 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 9\14,.:/...:0/n14 Ven ZG 199! drawing or cover page listing this drawing, Indicates acceptance of professional engineering DUR.FAC. 1 .15 FROM BB espone lblllcy so laly nor the design shown. The suitability and use of this design for any structure is Rip/ e N ITW Building Components Group,Inc. she responsibility of the Building Designer per ANSI/TPI 1 Sec.2. sFor more Information tree: This Job's ` Sacramento,CA 95828 general notes page: ITW-BGG:eie.itebcg.oae: TPI: www.tpinst.org: WTCA: www.sbclndustry.com: SPACING 24.0" J REF— 1 V6S7 1 7 5Z 1 1 0 ICC: www.iccsafe.org Renewal date ed30/2015 (0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — N) ._,. . .. , Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located r Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W5 2x4 DF-L #2(g): psf. :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors, design. chord Deflection meets L/360 live and L/240 total load. Creep increase factor loadom applied percked IBC-09rsecctionpsf 1607on-concurrent bottom chord live for dead load is 2.00. Unbalanced snow loads have not been considered. 3X5(R) \\ �� 1-0 ••� . 15-5-4 ___L 2X4.----'4"- 3X5 3X5 1 6 I 7-6-4 3x50 T �i 1-3-2 Y iiu ►. -1-0 3X5= 3X5(R) III 3X5 III L1-6-0>i 1"12 1"12 6-1-6 5-9-14 '1Y 1 12-6-4 Over 2 Supports R=657 U=44 W=5.5" R=540 U=142 RL=197/-63 Design Crit: IBC2009/TPI-2007(STD) W P-* PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.x,,':" • 0 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-211$ ..WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! � � OA TC LL 825 N 4th Ave,Cornelius OR 97113 IMPORTANT^ ��, �G1 N FFURNISH TRIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, l Y 25.0 PSF REF R7175- 10097 Trusses require extreme care in fabricating. handling. shipping. installing and bracing. Refer to and 19575 P follow the latest edition of SCSI (Building Component Safety Information. by TPI and WTCA) for safety q TC DL 10.0 PSF practices prior to performing these functions. installers shall provide temporary bracing per SCSI. I i DATE 05/30/14 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of mobs /� BC DL 7.0 PSF DRW CAUSR7175 14150106 shall have bracing installed per SCSI sections 63. B7 or 810, as applicable. mi ALPINE ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. 0 30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for hands ng, shipping, OREGON * bracing of trusses. PP ng, installation 8 9 Apply plates to each face of truss and position as shown above and on the Joint 0 .4 TOT.LD. 42.0 PSF Q 205819 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this SEQN-— drawing or cover page listing this drawing, Indicates acceptance of professional engineering 9,Q V"�.20,ia9° (� ITW Building Components Group,Inc. d spmusibllity solely for the design shown. The suitability 72.7: nd use of this design for any structure Is O/ C W r N DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 ral notislllge of -B Banding Designer pTP Aeoa.t 1 t.org; FMA more Information see; Tills Job's 1. general notes page; Iri-BCG: www.itwbcg.wm: 7p1: r.ww.tPinst.org; WTCA: www.abclntlustrY•cam; ICC `'e.`"'afe.orgSPACING 24.0" JREF- 1V6S7175Z10 Renewal date 8f9042016 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - OGE) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.15 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :M8, M9, M10 2x4 DF-L #2(g): psf. :M11, M12 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. See DWGS A10030050109, GBLLETIN0212, & GABRST050109 for more Deflection meets L/360 live and L/240 total load. Creep increase factor requirements. for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Truss spaced at 24.0" OC designed to support 1-6-0 top chord outlookers. load applied per IBC-09 section 1607. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. 2X4 III (a) #3 or better scab brace. Same size & 80% length of web member. Attach with 10d Box or Gun nails (0.128"x3",min.} e 6" OC. ' i T Right end vertical not exposed to wind pressure. i Unbalanced snow loads have not been considered. 6 f— ■ :0 i i i i 1 0 i ,012 3X5 i • % i i : i M0 i i „% i •% iia) 11-7-8 . i•c t (a) • i i i 3X5--.1-- ! a i •i on P 1-3-2 / _ II I A 1 — •■ " 9-1-0 3X5= 5X5= B2 2X4 III L6-01 a $ 20-4-4 uu 1i-8-51_ 19-0-7 E< 20-8-12 Over Continuous Support R=145 PLF U=23 PLF W=20-8-12 RL=23/-7 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ►' -'."' • '' 1 OR/-/1/-/-/R/- Scale =.225"/Ft. Truss Components ofOre on (503)357=.11/3. '"WARNING•• READ AND FOLLOW ALL NOTES ON THIS IHEETI �� TC LL 25.0 PSF 825N4th Ave,ComeliusOR97�13 Y`INPORTANr FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. SGINFF� Oy REF R7175- 10098 Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and 10575 P TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and MICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. / Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord Aeshall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs JA "� BC DL 7.0 PSF DRW CAUSR7175 14150070 shall have bracing installed per BCSI sections 63. B7 or 610. as applicable. - w_ I7W Building Components Group Inc. (ITSBCG) shall not be responsible for any deviation from this design. 030/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 6 OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint p� .4 TOT.LD. 42.0 PSF SEQN- 205851 Details. unless noted otherwise. Refer to drawings 160A-7 for standard plate positions. A seal on this 9 fI•n,20 19`� drawing or cover page listing this drawing. Indicates acceptance of professional engineering ITW BuildingComponents Group,Inc. responsibility .solely for the design shown. The suitability and use of this design for any structure is 01 D W w DUR.FAC. 1 .15 FROM BB Pthe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more Inforwatlon see: This Job's p Sacramento,CA 95828 general notes page: ITW-BCG: www.itwbcg.com; TPI: www.tpinst.org; WTCA, www.sbcindustry.cam; SPACING 24.0" J REF- 1 VVS7 1 7521 O ICC: www.iccsafe.org Renewal date 8190/2015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - 0) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Std/Studg ) :W2 2x4 DF-L #2(g): :W8 2x4 DF-L 2400f-2.OE: 100 mph wind, 15.06 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Wind loads and reactions based on MWFRS with additional C&C member Calculated horizontal deflection is 0.20" due to live load and 0.30" due design. to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. 1 .5X4111 Deflection meets L/360 live and L/240 total load. Creep increase factor 1- for dead load is 2.00. 1 1-5-14 Unbalanced snow loads have not been considered. 10001.111 4X51....000000111101111' 19-0-6 3X5 6 �� H0510(**) M 3X5 • 3X50 3X5 7............00000.01t 6 ir H0308 4X8 3X5 i s; 1011111111 -11— I 4X8 se- 1-3-2 11111 _L f. .. 9-1-0 55111 11-6-d 11c2 4-11-5 5-1-1 5-1-1 4-11-5 2 1"'12 4-11-5 5-1-1 5-1-1 >1...c 4-9-9It Fc 20-4-4 Over 2 Supports R=1015 U=44 W=5.5" R=891 U=227 RL=374/-153 Design Crit: IBC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.E •� * . • � l�S+ OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503))357-.11$ "wARNINc•• READ AND FOLLor ALL NOTES ON THIS SHEETI ` `P, REF R7175- 10099 825 N 4th Ave,Cornelius OR 97113 •INpORTANr•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 0�� �G f N FF Dy TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI end WTCA) for safety - 19576 P . TC DL 10.0 PSF DATE 05/30/1 4 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. �� Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord BC DL 7.0 PSF shall have a properly installed rigid ceiling. Locations shown for permanent lateral restraint of webs �i DRW CAUSR7175 14150071 shall have bracing Installed per BCSI sections 83, B7 or B10, es applicable. ALPINElimmomITV Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, 0 '30/2014 BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 6 OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint v TOT.LD. 42.0 PSF SEQN- 205882 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this V drawing or cover page listing this drawing, indicates acceptance of professional engineering 9� �A.20,19� 4* ITW Buildin Components Group,hie. responsibility solely for the design shown. The suitability end use of this dwsign for any structure is "-OLD D NV DUR.FAC. 1 .15 _ FROM BB Sacramento,CA 95828 P the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For moa information see. This Job's ` . general notes page: ITW-BCG: www.itwbcg.cem; TPI: www.tpinat.arg; WTCA: www.abclndaatry.toe SPACING 24.0" 1 V6S7 1 7521 0 IGC: waw.iccaafe.erg JREF-F- RenewaLlJale e130Y1015 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - P) Top chord 2x4 DF-L #1&Bet.(g) ** Bot chord 2x4 DF-L #1&Bet.(( )) ( ) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W4, W5, W6 2x4 DF-L #2(g): 100 mph wind, 15.06 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Calculated horizontal deflection is 0.14" due to live load and 0.20" due Wind loads and reactions based on MWFRS with additional C&C member to dead load. design. (a) Continuous lateral restraint equally spaced on member. Unbalanced snow loads have not been considered. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 1 .5X4 III applied per IBC-09 section 1607. 1 7 Deflection meets L/360 live and L/240 total load. Creep increase factor il 1-5-14 for dead load is 2.00. 5X7 e- (a 4101►J19-0-6 Shim all supports to solid bearing. ei 0510(**) ---I6 3X5 ,P' 7- 5X51% 5X5 4X12(**) 11-5-4 6 1- 0 (a) 0 X5 4 (a) 7-0-6 W5 • 1-3-2 �— '- _L -1-0 3X5 III 5X7=-=. 1 .5X4111 11-6-0I 7-3-2 7-3-2 'I.c 5-6-80 113 Inc 14-6-4 - I 5-10-0 20-4-4 Over 2 Supports >1 R=1000 U=59 W=5.5" R=878 U=222 RL=326/-105 Design Crit: IBC2009/TPI-2007(STD) p PRO PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.0' . ' 'OA,� OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357 211$ "WARNING"* READ AND FOLLOW ALL NOTES UD THIS SHEETI O�5 �G1NF�� Oy TC LL 25.0 PSF REF R7175- 10100 825 N 4th Ave,Cornelius OR 97113 'INPDRTANr'• FURNISH THIS DESIGN TO ALL CONTRACTOR$ INCLUDING INSHEUERs. Trusses require latest extremeedition careo in fabricating, handling, shipping, installingand bracing.A) Refer to and 19575 P 9 TC DL 10.0 PSF DATE 05/30/1 4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety r practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. �1 Unless noted otherwise, top chord shal have properly attached structural sheathing and bottom chod DRW CAUSR7175 14150072 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs i� BC DL 7.0 PSF shall have bracing installed per SCSI sections 63, 117 or 610, as applicable. 0 X30/2014 mir ALPINEii. ITN Building compo encs croup Int. (I1 BGG) mall not be responsible Tor any acylation from them design. OREGON 30/201BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. Installation s racing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF 205947 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this a,�`se.20.tse0 V SEQN-or cover page listing this drawing, indicates acceptance of professional engineering ITW Building Components Group,Inc. :7,—""''''''!::T.7.7!'; h Possibility solely for t„e design shown. The suitability and use of this design for any stru7tura is �L p W, DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 general notes bulty of the Building Designer per ANSI�TPI 1 Sec.2. For wore information see: This fob s notpage: ITN-BOG,www.itwbeg.com: TPI: www.tpinst.org: WTCA: www.sbclMustry.tom: J REF- 1 V8S7 1 7 521 0 ICC: www.lecsafe.org Renewal dale 8/30/2015 SPACING 24.0" rrr.r vw�. r r.rr rx.r r. .r.xm v.,nn yr r.. rr.r xr �rv..v.. v rrnrrr...•xr..., v�rm. rrr rr �rw.,.� nn... (05'14220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - P1) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): (NA) 2 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.( ) :62 2x4 DF-L #2(g)• plot details for special positioning requirements. Webs 2x4 DF-L Std/Stud(g) :W4, W5, W6 2x4 DF-L #2(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Shim all supports to solid bearing. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1 .5X4 III Unbalanced snow loads have not been considered. 4X5% 0 1-5-14 1� 418-2-4 T2 6 I— 0H0510(**) . 3X50 o- 3X5 4X12(**) s 0 0011111111.1- 1: 10-7-2 W4 (a) 1 7-0-6 3X51W 1-3-2 lam'--_��!__ _49-1-0 3X5 III -' 3X10= 1 .5X4111 11-6-01 7-3-2 7-3-2 >I< 3461112 -"15 P14-6-4 4-1-12 18-8-0 Over 2 Supports R=927 U=56 W=5.5" R=808 U=203 RL=296/-94 Design Crit: IBC2009/TPI-2007(STD) U PDGF PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 12.03.0 r F , OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-211$ "MISH THIS•" GEM AAO FCONTR'ATL NOTES ON THIS SHEELI „may vtG�NF�•'P�py TC LL 825 N 4th Ave,Cornelius OR 97113 •IMPORTANT"• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLODING INSTALLERS. 25.0 PSF REF R7175- 10101 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P fellow the latest edition of BCSI (building Component Safety Information, by TPI and WTCA) for safety — practices prior to performing these functions. Installers shallprovide temporary �, TC DL 10.0 PSF DATE bracing per 05/30/1 4 Unless noted otherwise, top chord shall have properly attached structuralsheathing and bottom chord 0552 1 /�,' BC DL shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �� 7.0 PSF DRW CAUSR7175 14150073 shall have bracing installed per BCSI sections 63, 67 or 610, as applicable. 0 30/2014 mow ALPINEimi any failure so buiilding ld thwtatrusspin Inc.conformance with ANS;/TPresponsible 1. handling,°;�deviation Installation OREGON BC LL 0.0 PSF CA-ENG RTT/GWH bracing of trusses. Apply plates toeachface of truss and position asshown above and onthe Joint e 2 19 G. TOT.LD. 42.0 PSF SEQN- unless noted otherwise. Refer to drawings160A-z for standard plate positions. A seal on this 'I o .... . Q 205938 drawing or cover page listing this drawing, Indicates acceptance of professional engineering ITW Building Components Group,Inc. responsibility solely for the design sheen. The suitability and use of this design for any structure is 0� 01.1A1' DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 responsibility of the Building Designer per ANwew.t 1 Swc.2. For more information saw. This fob's general notes page: ITW-BCG: www.ICwbcg.eam: TPI: www.tpinst.or9: WTLA: www.sbclndustry.com; ICC "`safe.org RenewaldateR1aO12015 SPACING 24.0" JREF- 1V6S7175Z10 (0514220--PARR LUMBER-HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - P2) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x4 DF-L #2(g): 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Studg) :W4 2x4 DF-L #2(g): psf. :W5 2x6 DF-L 2400f-2.OE: Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. Calculated horizontal deflection is 0.15" due to live load and 0.22" (a) Continuous lateral restraint equally spaced on member, due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Shim all supports to solid bearing. applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1 .5X4 III Unbalanced snow loads have not been considered. 3X7 y5 1-5-14 �k +17-2-4 _L T2 6 r— �I B2 3X72 4X5 I 3X5 3X10 —) 6 W5 4 9-7-2 (a) 7-0-6 3X5 1- LAIMUMEMIMMINIMMIIMMIIIMIMMIIMIIIMMINIMIP 1-3-2 r 3X5 III -- 3X5= 3X5(R) III 11-6-0J inc 7-3-2 7-3-2 2-1-12 7-3-2 7-3-2 1-8-5 - -..:_, P14-6-4 'I-2-1-12� 16-8-0 Over 2 Supports R=840 U=53 W=5.5" R=718 U=180 RL=261/-81 Design Crit: IBC2009/TPI-2007(STD) 0 PRO PLT TYP. Wave IWPORTANT•• FURNISH THIS DESIGN TO ALL coNTRACTOR F/RT=2%%(0%)/4(0) 12.03.0, 1 'FFSs,„ OR/—/1/—/—/R/— Scale =.275"/Ft. "WARN READ AND FOLLOW ALL NOTES ON THIS SHEET! �" TC LL 25.0 PSF Truss Components of Oregon (503)357-211v, At. GINE d REF R7175- 10102 _ 825 N 4th Ave,Cornelius OR 97 13 Z Trussesw requireleextreme care In fabricating,iiponS, shipping.fop installingi , and bracing. Refer to and 19575P �� TC DL 10.0 PSF DATE 05/30/1 4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. _ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 40111" BC DL 7.0 PSF DRW CAUSR7175 14150074 shall have bracing installed per BCSI sections B3. BT or 1310. as applicable. 0 '30/2014 now ALPINE 1TW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. ^ OREGON BC LL 0.0 PSF CA—ENG RTT/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. installation a Y, bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A sealonthis of `00,20,199 �y SEQN— 205955 drawing or cover page listing this drawing. Indicates acceptance of professional engineering OCD W.1j► DUR.FAC. 1 .15 FROM BB ITW BuildingComponents Group,Inc. responalbilf ty solely for the design shoen. The sultabf Iily 721.7.7":=9"= nd use of Lola design rot'":—Z7:";:.!: ny str"ct"re Is Sacramento,CA 95828 gee ral notlsllge o1 17W-BCG: G"Ilding wbcg.com pTP ANSITPI 1 t.orgI For more Ibcindus rn see: Tnls fob's ICC: m notes pegs; ITW-BCG: www.Itwbcg.com; TPI: www.tpinst.org; wrcp: www.sbtl„a„stry.com; J RE F— 1 V6S7 1 75Z 1'0 '«' www.Iccsafe.org Renewal date 8130l2015 SPACING 24.0" ,.,.� vnv ...r..w.r— ,,,vm vvwv v,.... •..,v, mrv.W— v �,car,...,v,...� -..r,.,.,•rr v• •.w—v nv... 0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - P3) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located ~ Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 DF-L #2(g): psf. :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load (a) Continuous lateral restraint equally spaced on member. applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X5(R) \\ 1-2-0 "J _16-6-2 _L 2X4 3X5 W5 6 I- 8-7-2 (a) 3X5 1-3-2 Y I 9-1-0 , 3 511 3X5= 3X5(R) III L1-6-0J 11 12 1" 7-2-4 .4.1.4.4.1.46-10-12 . 14-8-0 Over 2 Supports R=748 U=48 W=5.5" R=634 U=163 RL=227/-69 Design Crit: IBC2009/TPI-2007(STD) ,EO PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.E F r .'ItT►yvi`r0 OR/-/1/-/-/R/- Scale e .3125"/Ft. _ Truss Components of Oregon (503)357-2118 "WARNING .' READ AND FOLLOW ALL NOTES ON THIS SHEET' /,y . _ 825 N 4th Ave,Cornelius OR 97113 "'PORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �'J �� TC LL 25.0 PSF REF R7175- 10103 Trusses require extrema care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P follow cti ehe orst edition on BthI (Buildingactio s. Installers Safety Irl provide, by TPI and bracing per safety /� r /. TC DL 10.0 PSF DATE 05/30/1 4 practices prior to performing these functions. Installers shall provide temporary bracing per 6C51. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a p'oper'y attached rigid ceiling. Locations shown for Permanent lateral restraint of webs BC DL 7.O PSF DRW CAUSR7175 14150107 shall have bracing Installed per BCSI sections 63, 67 or 610, as applicable. 0-30/2014 NM/Akio ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping. Installation d bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 14 V•n.20,1s�i'. TOT.LD. 42.0 PSF Q 205971 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this `/ SE N- drawing or cover page listing this drawing, indicates acceptance of professional engineering OLD USW Building Components Group,Inc. responsibility solely for the design shown. The suitoblllty and owe of thin design for°":1=71:b!: ny structure ie DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 the rasponsib'Ilty of the Building Designer per ANSI/TPI 1 Sec.2. For caro a information . This Job's general notes page; ITW-BCG: www.itcbcg.com: TPI: www.tpl not. IRGwaw.snrdustrY•cam; or9: : bcl ICC: www.lccsafe.org Renewal dde6rsonoi5 SPACING 24.0" JREF- 1 V6S7175Z10 (0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — P4) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) :W5 2x4 DF-L #2(g): psf. :Rt Bearing Leg 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IBC-09 section 1607. for dead load is 2.00. Unbalanced snow loads have not been considered. 3X5(R) 0\ 41 1-2-0 ' 15-6-2 2X4— 3X5 7-7-2 6 r— 3X5 .4iiiii 1-3-2 i III H003X5= 3X5(R) III -1-0 i 3X5 III L1-6-01 1-R= 6-1-6 5-11-10 �T12 � <12-8-0 Over 2 Supports R=663 U=44 W=5.5" R=542 U=145 RL=200/-64 Design Crit: IBC2009/TPI-2007(STD) ,so PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ' : 'p IS' OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-2111$, ""WARNING"" READ AND FOLL(YN ALL NOTES ON THIS SHEET! \ N. ` C� O 825 N 4th Ave,Cornelius OR 97113 IMPORTANT" FORNisH THIS DESIGN TO ALL CONDUCTORS INCLUDING INSTALLERS. �' 19578 P •. - TC LL 25.0 PSF REF R7175- 10104 Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and WiCA) for safety �. TC DL 10.0 PSF DATE 05/30/1 4 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �- ''.� BC DL 7.0 PSF DRW CAUSR7175 14150108 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 '30/2014 shall have bracing Installed per BCSI sections B3, 67 or B10, as applicable. ALPINE ITA Building Components Group Inc. (ITIBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation A bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 9,Q r•fl,20 �s�G TOT.LD. 42.0 PSF SEQN- 205833 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this O 1 `/ drawing or cover page listing this drawing, indicates acceptance of professional engineering L . DUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. U ospibonlsltr 1atyeor Tc". he lagDaaniogcap7hANwltabl11y'I.—Ur s idrignnaoon seya: vTuswJe bla " Sacramento,CA 95828 general notes page: ITN-BCG: www.ltehcg.cam: TPI: www.tpinst.org; NrCA: www.sbclndustry.coe Renewal dale SiSOn01S SPACING 24.0" JREF- 1V6S7175210 ICC: wwnr.lccear..arg 0514220--PARR LUMBER—HILLSBORO —Ridgecrest Annenberg roof -- VERIFY VERIFY, OR — A) Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located , Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 .5X4 III s 3X5% i ,, 2-2-3 1-3-2 mosiellit 1 9-1-0 NEMO wftwill 3X5 ill 4X5= L 1-6-0 1"12 2"12 la � 1-5-11 i 1 1-8-7 Fc1-10-3 Over 2 Supports R=240 U=21 W=5.5" RL=47/-29 R=37 U=32 Design Crit: I BC2009/T 0)07()D) • .O PROF .4.0 OR/-/1/-/-/R/- Scale =1"/Ft. PLT TYP. Wave FT/RT=2% 0% /4 0 12.03. ►; '. Truss Compponents of Oregon (503))357:,11$ "WARNING" READ Aro FOLLOW ALL NOTES ON THIS sHEETI A. N �� iv TC LL 825 N 4th Ave,Cornelius OR 97113 INFORTANT'. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 25.0 PSF REF R7175- 10105 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 19575 P17 Tel the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety r AlOt TC DL 10.0 PSF DATE 05/30/14 practices prior Co performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord #- BC DL 7.0 PSF shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRW CAUSR7175 14150109 shall have bracing installed per BCSI sections 63, B7 or 610. as applicable. 030/2014 MEW ALPINE _ ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI ,, or for handling, shipping, installation b bracing of trusses. Apply places to each feta of cruse and position nd asshote posand an the,pont 1/1“"'Of.. 'be 20,�9 N� TOT.LD. 42.0 PSF 205038 Details. unless rested otherwise. Refer Co drawings,GOA-Z far standard plata positions. A seal on thisSEQN- ,l�� drawing or cover page listing this drawing, Indicates acceptance of professional engineering O/ W ITW Building Components Group,Inc. r'sPaibiI bi solely for the design shown. The suitablllty and use of this design far any structure is �w DUR.FAC. 1 .15 _ FROM BB Sacramento,CA 95828 ralnot sllge oI the Building Designer per AHsrm.t , t.org: For more Informaslon see: This JoD's general noses page: ITW-BCC: wwwr.Itebcg.com: TPI: www.tpinst,org: WTCA. www.abclndustry.cam; Renewal dere 8130.015 SPACING 24.01. ICC: www.lecsaf..erg J REF- 1 V6S7 1 7521 0 (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - Al) Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 .5X4 III mu 3) 5 3-2-3 1 kers i...,__ 1-3-2 iluilimimmiimml V _ I�� 3X5(R) III �-1-6-0-� 3X5111 1'12 1i'12 1In112 3-6-11 3-8-7 _ l< 3-10-3 Over 2 Supports >1 R=304 U=20 W=5.5" R=144 U=52 RL=75/-36 Design Crit: IBC2009/TPI-2007(STD) ,ED PROF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ': '. Fii. OR/—/1/—/—/R/— Scale =.75"/Ft. Truss Components of Oregon (503))357=-11&, ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! a e 1 �� 825 N4th Ave,Cornelius OR 97113 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, b 19575 P y TC LL 25.0 PSF REF R7175— 10106 Trusses require extreme care In fabricating,dingChandling, shipping, tion,installing and bracing. Refer to and p TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and YRCA) for safety ' �/ practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structure, sheathing and bottom chore O. -' BC DL 7.0 PSF DRW CAUSR7175 14150110 shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63. 137 or B10, as applicable. 0 '30/2014 - ALPINE ' an 1Wy Building Components oi a entscGrouplInn c. (INSCGG)shIailnot be h Ano1/belresponsibler hfor for,lny,deviation from this tlistdessign. OREGON BC LL 0.0 PSF CA—ENG RTT/GWH * bracing of trusses. Apply plates to each fate of truss and position as shown above and on the Joint 9 "sn,p 59� TOT.LO.LD. 42.0 PSF Details, unless noted otherwise. Refer to drawings 160A_2 for standard plate positions. A seal on this 0 W. �� SEAN- 205040 drawing or cover page listing this drawing, indicates acceptance of professional engineering responsf blllty solely for the design shown. The suitability and use of this design for structure is FROM BB ITW Building Components Group,Inc. t„e reeponelb,,,ty of the Building Designer per ANSI/TPI 1 Sec.2. For more Information any This Jobe D DUR.FAC. 1 .15 Sacramento,CA 95828 general notes page: ITw-BCG: wwe.itwbcg.coe, TPI: www.tpinet.org; WTCA, www.sbcindustry.com: Renewal date 813042015SPACING 24.0" J REF— 1 V6S7 1 7 52`1 0 ICC: www.iccsafe.org (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR A2) Top chord 2x4 DF-L #2(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 .5X4 III 6 3X5 4-2-3 1411111 1-3-2 M— iIIIIIIIIIIIII ■ 11 1 Km. ■J 9-1-0 r p.m� 3X5(R) III 3X5 III Le-1-6-0—.J 1"12 1"12 5-6-11 1'12 5-8-7 l< 5-10-3 Over 2 Supports >1 R=383 U=26 W=5.5" R=238 U=72 RL=103/-42 Design Crit: IBC2009/TPI-2007(STD) ,EO PROpE. PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ' 'ti 3 SS OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$,� 1R" "WARN 1 NGa a READ AND FOLLOW ALL NOTES ON THIS SHEETI �5 G 4id E 825N4thAve,ComeliusOR97113 *IMPORTANT.* FURNISH THIS DESIGN To ALL CONTRACTORS INCLUDING INSTALLERS. t�,Q y TC LL 25.0 PSF REF R7175- 10107 Trusses require extrema care in fabricating, handling, shipping. installing and bracing. Refer to and 1957$P 9 follow the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety • rig, TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural eheathing and bottom chord /— % BC DL 7.0 PSF DRW CAUSR7175 14150111 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, as applicable. 0 30/2014 mow ALPINE _ ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, installation b J bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 205042 Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this !.":/1.01/4.V"- Ven.20 194ba6: drawing or cover page listing this drawing, indicates acceptance of professional engineering O1.O W ITW Building Components Group,Inc. pfnslblllty solely for the design shorn. The sultablllty and use of this design for:":'T.1:71,!: ny structure Is `, DUR.FAC. 1.1 5 FROM BB Sacramento,CA 95828 eeponsibility of the Building Designer per A'TabI 1 :11. For mo a information s , T.1:Job's general notes page: ITY_BCG: www.itwbcg.00.: TPI, www.tpinat.org; ITCh. www.ebci duetrytom: SPACING 24.0" J RE F- 1 V6S7 1 75Z1 0 ICC: www.loosare.org Renewal da. le 8190Y101S (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - A3) Top chord 2x4 DF-L #1&Bet.(g) 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IBC-09 section 1607. Deflection meets L/360 live and L/240 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 .5X4 III r i 3X5 4040.1 1 Ii 5-2-12 1 .5X4 III • 1-3-2 Y l I IJ 9-1-0 r 3X5(R) III 3 5(R III 1"12 3-9-14 3-9-14 1 12 1112 7-9-8 E7-11-4 Over 2 Supports >1 R=469 U=32 W=5.5" R=332 U=93 RL=133/-49 Design Crit: IBC2009/TPI-2007(STD) ,EO PROA- PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. ' - SS► OR/-/1/-/-/R/- Scale =.5"/Ft. Truss 825N4hAve,sofOregon (503)357-211§ URMIAH THIS READ AND FOLLOW ALL NOTESION THIS SHEET!L ��5 061NE * �y9 TC LL 25.0 PSF REF R7175— 10108 825 N 4th Ave,Cornelius OR 913 .IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. !� Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 19575 P T foller,the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety �, TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord (AllBC DL 7.0 PSF shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs DRW CAUSR7175 14150112 shall have bracing installed per BCSI sections 83, B7 or B10. as applicable. 0 /30/2014 MIVAllikEl ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& J bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF Details. unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this lib"n.20 19 N� SEAN— 205044 drawing or cover page listing this drawing, indicates acceptance of professional engineering OLD W ITW BuildingComponents Group, responsibility solely for the design sheen. The suitability and use of this design for any structure is L W DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 P cue ral notes page; ITW-BCG: ewe.itwbcg.ccm: TPI: www,tpinst.org: RICA: eww.sbcindustry.coe: w ICC: w .iccsafe.org RenewaldateBl3o12016 SPACING 24.0" JREF— 1 V6S7175210 05'14220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - AGA) Top chord 2x4 DF-L #2(g) Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) TC- From 72 plf at 0.00 to 72 plf at 7.94 BC- From 14 plf at 0.00 to 14 plf at 2.50 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 7 plf at 2.50 to 7 plf at 7.94 BC- 28.17 lb Conc. Load at 2.50, 4.50, 6.50 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Right end vertical not exposed to wind pressure. anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IBC-09 section 1607. Unbalanced snow loads have not been considered. 1 .5X4 III Wind loads and reactions based on MWFRS. �— p 3X5 6 5-2-12 3X3.--, IllIlliih„ T ► 1-3-2 . mei•■ ,, I _� •J -1-0 o 3X5= 3X7(R) III 3X7 III 1,•12 � 3-9-14 c 3-9-14 1 12 1''12 3-9-14 3-11-10 k7-11-4 Over 2 Supports >1 R=366 U=130 W=5.5" R=366 U=158 Design Crit: IBC2009/TPI-2007(STD) ,Ep PROOF PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03.0 q - qtsOR/-/1/-/-/R/- Scale =.5"/Ft. Truss Com onentsofOregon (5013 357-:11$, ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! 825 N 4th Ave,Cornelius OR 9713 IMPORTANT"' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �` ��'�N tF,� y9 TC LL 25.0 PSF REF R7175- 10109 Trussesand require extreme care in fabricating, handling, shipping, installing and bracing. Refer to 19575 P follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety r , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall haveproperly attached structural sheathing and bottom chord / ali shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint ofWebs BC DL 7.0 PSF DRW CAUSR7175 14150075 shall have bracing installed per SCSI sections B3, ST or Bio, asapplicable. 0 '30/2014 Emir ALPINE ITN Building Components Group Inc. (IT5BCG) shall not be respnsible for any deviation from this design, ^ OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation a C) J bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 16OA_z for standard plate positions. A seal on this 14 r'on,20,JO) to' TOT.LD. 42.0 PSF SEAN- 205092 drawing or cover page listing this drawing. indicates acceptance of professional engineering �C DW. ITW Building Components Grou ,Inc. responsibility solely for the design shown. The suitability and use of this design for any structure la DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 p the responsibility of the Sunning Designer per ANSI/TPI i Swc.z. For mo a Inrormauon ae . This Job general notes page: ITW-BCG: wee.itwbcg.com: TPI: www.tpinst.org: WTCA: ww.sbcindustry.com; w ICC: e.iccsafe.org Renewalda/e6ls00D S SPACING 24.0" JREF- 1V6S7175Z1O •,,.� v-r „.r.....rr •,wn, vvnn r,r.. •,..v, � ..r- v r.n,r,....v,..� ..-r,n.,ir- r• ,,.vv.. m,,.. (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - AG) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) TC- From 0 plf at -2.12 to 71 plf at 0.00 TC- From 2 plf at 0.00 to 2 plf at 11.16 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 0 plf at -2.12 to 4 plf at 0.00 BC- From 2 plf at 0.00 to 2 plf at 11.16 BC- 74.94 lb Conc. Load at 2.72 100 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 287.50 lb Conc. Load at 5.55 anywhere in roof, CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=4.2 psf. BC- 475.58 lb Conc. Load at 8.38 Unbalanced snow loads have not been considered. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load 1.5X410 applied per IBC-09 section 1607. Right end vertical not exposed to wind pressure. 1 • Wind loads and reactions based on MWFRS. 3X50 1 4.24 5-2-3 3X5 T 1-2-14 4X5= 4X5(R) III 3X7 III Lc------2-1-7-->i 1"12 5-5-4 5-4-4 2"12 it 5-5-4 5-7-0 11-1-15 Over 2 Supports R=587 U=139 W=7.778" R=539 U=152 Design Crit: 1BC2009/TPI-2007(STD) sD PROFF PLT TYP. Wave IMPORTANT.. FURNISH THIS DESIGN TO ALL CONIRACTORSFN/RTIC=2%%(0%)/4(0) 12.03. 0,; 15 • .t r we, OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$, •WARN 1 NG•• READ MID FOLLOW ALL NDTES aN TH I S SHEET I c, L4 CF O 825 N 4th Ave,Cornelius OR 97113 19575 P 'P TC LL 25.0 PSF REF R7175- 10110 _ Trusses require entreaty care in fabricating, handling, shipping, installing and bracing. Refer to and . r TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) for safety �1 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. . ---- Unless Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord O� % BC DL 7.0 PSF DRW CAUSR7175 14150113 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0 '30/2014 shall have bracing installed per SCSI sections B3, 67 or 610, as applicable. UMW ALPINE NomITR Building Gmgenents Group Inc. (1TRBCG) shall n1/141117 ponsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with Aor for handling, shipping, installation 8 bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint '9 '411.20,19� 't TOT.LD. 42.0 PSF SEQN- 205048 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering ITW BuildingComponents Group,Inc. responsibility solely for the design shown. The suitability and use of this design for any structure is '11-�L D • DUR.FAC. 1 .15 FROM BB S , Cot PCA 95828s the responsibility f the Building Designer per ANSI/7P! 1 sec.2. For more information see: This Job's general notes page: ITR-BCG: www,itwbcg.com: TPI: www.tpinst.org: RICA: wmw.sbcindustry.com: Renewed date 8+90/2015 SPACING 24.0" J REF- 1 VBS7 1 7 5Z1 0 ICC: amm.lccsare.org (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - FG1) Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.( ) Webs 2x4 DF-L Std/Stud(g) :W1, M5 2x4 DF-L #1&Bet.(g): :M4 2x4 DF-L #2(g): Connectors in green lumber (g) designed using NDS/TPI reduction factors. This "Hip Frame" may be used on the hip plane, in place of purlins, to brace the flat top chord of hip trusses. See detail drawing HIPFRAME0212 for additional information. 2X4 III T T 13.42 r 13-11-10 13-11-10 0-0-4 ,� 1 2X4(D8R) ti 2X4 III 12-4-02 1..1e12-5-12 Over Continuous Support Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IBC2009/TPI-2007(STD) ED PROFk. PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 01 i1 • . �� SA, OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-211$ ..WARNING". READ AND FOLLOW ALL NOTES UD THIS STALL C9 N to 9� TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 'INPORTANr'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P REF R7175- 10111 Trusses require extreme care In fabricating, handling, shipping. installing and bracing. Refer to and foi Ice the latest edition of SCSI (Building Component Safety Information, by WI and WTCA) for safety 0:14W ' ...01;,, TC DL 10.0 PSF DATE 05/30/14 practices prior to performing Lhasa functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing end bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs BC DL 7.0 PSF DRW CAUSR7175 14150076 shall have bracing installed per SCSI sections 63. B7 or 1310, as applicable. 0•,30/2014 A any failure Del�olntgo build the ComponentstGroupruss iInc.n (ITSor,�ce shall lAnot be 'I.�rsIbiefor hfor any deviation from cascahis sign. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH Details of reuses. Hotly plates to each face of truss and passion rd plan,above and on the Joint 9�`en.20 1s� t TOT.LD. 42.0 0 PSF 205978 Drawing unless noted otherwise. Refer to drawings,GOAfor of rtl plate positions. A seal on this O _av SEAN- drawing or cover page listing this drawing, indicates acceptance of professional engineering L D W.r ITW Building Components Group,Inc. responsibility solely for the design shoes, The suitability and use of this design for any structure Is OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 theresponsibility of tlo Building Designer per ANSI/TPI , Sec.2. For more Infoematlon s : Thio Job's n l generaotes page; ITY-BCG; www.itwbcg.com. TPI: wee,tpinst.org; WTCA: www.sbclndustry.com: Renewal date 8lBon015 SPACING 24.0" J REF- 1 V6S7 1 7521 0 ICC: al notes (0514220--PARR LUMBER-HILLSBORO -Ridgecrest Annenberg roof -- VERIFY VERIFY, OR - FG2) Top chord 2x4 DF-L #2(g) Bot chord 2x4 DF-L #2(g) Webs 2x4 DF-L Std/Stud(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. This "Hip Frame" may be used on the hip plane, in place of purlins, to brace the flat top chord of hip trusses. See detail drawing HIPFRAME0212 for additional information. 4X5= AL I 13.42 r' 13.42 1 .5X4 III 1 .5X41„ 4-8-15 3 Ali 11.Alk, 0-0-4 i i 0 2X4(D8R) 0 1.5X4 III 1 .5X4 III 1 .5X4 III 2X4(D8R) c (, 4-2-12 _I, 4-2-12 J 1 8-5-7 Over Continuous Support Design Crit: IBC2009/TPI-2007(STD) ED PROP . PLT TYP. Wave FT/RT=2%(0%)/4(0) 12.03. 01 /7 • 1 It ' ....0, OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-211$ "WARNING" REM AND FOLLOW ALL NOTES ON THIS SHEET! C9 d to � TC LL 25.0 PSF REF 87175- 10112 825 N 4th Ave,Cornelius OR 97113 IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19S7S P Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and r TC DL 1 0.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety �1 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord JO*have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of rebs BC DL 7.0 PSF DRW CAUSR7175 14150077 shall have bracing installed par SCSI sections 63, B7 or 610, as applicable. 0 '30/2014 ALPINE ITW Building Components Group Inc. (11VBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, installation& r bracing of trusses. Apply plates to each face of truss and position as shown above and on the.loin 980 n.20,19 6 TOT.LD. 42.0 PSF SEQN- 205981 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this `/ Inc. drawing or cover page listing this drawing, indicates acceptance of professional engineering 1T VV Building Components Group,Inresponsibility solely for the design shown. The suitability and use of this design for any structure is , DUR.FAC. 1 .1 5 FROM BB g Pthe responsibI l lty of the Building Designer per ANSI/TPI 1 Sec.2. sFor more Information see: This Job's Sacramento,CA 95828 general notes page: ITW-BCG: www.itwbcg.coe: TPI: www.cpinst.org: WTCA: rww.sbclndustry,com: Renewaldele B(8D12015 SPACING 24.0" J REF- 1 V6S7 1 7521 0 ICC: rww.iccsafe.org CLB WHB BRACH SUBSTITUTION T-BRACING THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR T-BRACE IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB L-BRACING: OR BRACING METHOD IS DESIRED. L-BRACE ,111 �, APPLY TO ATTACH WITH EITHER NARROW FACE. 0d BOX OR GUN ,, (0.128"x 3.",MIN) NAILS. , NOTES: AT 6" O.C. BRACE IS A THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED MINIMUM 80% OF WEB CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T-BRACING OR SCAB MEMBER LENGTH BRACING. hmum ., 4 ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. �\ FOR MINIMUM ALTERNATIVE BRACING, RE-RUN DESIGN WITH APPROPRIATEMN BRACING. 1 T-BRACE L-BRACE WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SCAB BRACING: SIZE BRACING T OR L-BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 APPLY SCAB(S) TO WIDE FACE OF WEB. 2X3 OR 2X4 2 ROWS 2X6 2-2X4 NO MORE THAN (1) SCAB PER FACE. M 2X6 1 ROW 2X4 1 2X6 ATTACH WITH 10d BOX OR GUN 2X6 2 ROWS 2X6 2-2X4(*) (0.128"x 3.",MIN) NAILS. AT6" O.C. 2X8 1 ROW 2X6 1-2X8 BRACE IS A MINIMUM 2X8 2 ROWS 2X6 2-2X6(*) 80% OF WEB MEMBER LENGTH SCAB BRACE T-BRACE, L-BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH I FACE OF WEB. I. fie` PRO,a-SS ••WARNING••READ AND FOLLOW ALL NOTES ON Tress SHEET! ('`, ��',11-e$. �� TC LL Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow 18575P -r PSF REF CLB SUBST. —/ Best(Building Component Safety Information,by TPI and 11TCA)for safety practices prior to performingIT = 7 these functions. Installers shall provide temporary bracing per HCSI. Unless noted otherwise,tap chordP SF DATE 1/1/09 shall have properly attached structural panels and bottom chord shall have a properly attached rigiding / ceil . Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3&B7. See this job's general notes page for more information. rill. TC DL BC DL PSF DRWG BRCLBSUB0109 ••IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 0 'r- 30/2014 ITW Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design, J +(� BC LL PSF n Building Components Group Inc any failure to build the truss in conformance with WI, or fabricating,handling,shipping,installing& w•' "" "� \/ bracing of trusses. ITWBCG connector plates are made of 20/15/16GA(W,H/S/K)ASTM A653 grade 37/40/60 14 4011,20,1g� f TOT. LD. P SF (K/W/H,S)gale.steel. Apply plates to each face of truss,positioned as shown above and on Joint Details. A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely OLD for the truss component design shown. The suitability and use of this component for any building is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. DUR. FAC. Earth City,MO 66045 ITW-BCG:www.itwbeg.com;TPI:www.tpinat.com;WTCA:www.abcindustry.com;ICC:www.iccsafe.org Renewal dale 6130120'16 SPACING GABLE STUD REINFORCEMENT DETAIL ° ASCE 7-05; 100 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 'V BRACE HE (1) 2X4 'V BRACE 5 (2) 2X4 'L' BRACE xx (1) 2X6 'L' BRACE 5 (2) 2X6 'L' BRACE ,101( = GABLE VERTICAL NO I— SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B #1 / #2 3' 11" 6' 10' 7' 0' 8' 1' 8' 4' 9' 8" 9' 11" 12' 8' 13' 1' 14' 0" 14' 0' BRACING GROUP SPECIES AND GRADES: #3 3' 10' 6' 1" 6' 1' 8' 1' 8' 1" 9' 8' 9' 8' 12' 7' 12' 7" 14' 0' 14' 0" L� U STUD 3' 10" 6' 1" 6' 1' 8' 0" 8' 0" 9' 8' 9' 8' 12' 6° 12' 6" 14' 0" 14' 0° GROUP A: = H STANDARD 3' 10" 5' 3' 5' 3' 6' 11" 6' 11' 9' 3' 9' 3" 10' 9' 10' 9' 14' 0' 14' 0" SPRUCE-PINE-FIR HEM-FIR #1 / #2 STANDARD #2 STUD #1 4' 4' 6' 10' 7' 4' 8' 1" 8' 9" 9' 8' 10' 5' 12' 8' 13' 8' 14' 0' 14' 0' #3 STUD #3 STANDARD SP #2 4' 3' 6' 10' 7' 4' 8' 1' 8' 9" 9' 8' 10' 5' 12' 8° 13' 8' 14' 0' 14' 0' #3 4' 1' 6' 3" 6' 3' 8' 1' 8' 3' 9' 8' 10' 2" 12' 8' 12' 10" 14' 0' 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE Q ai 3 F L STUD 4' 1' 6' 2' 6' 2" 8' 1' 8' 2° 9' 8" 10' 2" 12' 8' 12' 9" 14' 0" 14' 0' STUD sTun CD STANDARD 3' 11' 5' 4" 5' 4' 7' 1" 7' 1" 9' 6' 9' 6' 11' 0" 11' 0" 14' 0' 14' 0' STANDARD STANDARD H #1 / #2 4' 6' 7' 10' 8' 0' 9' 3' 9' 6' 11' 1" 11' 4' 14' 0° 14' 0' 14' 0' 14' 0' f— _ S P r #3 4' 5' 7' 6' 7' 6' 9' 3' 9' 3' 11' 1" 11' 1° 14' 0" 14' 0" 14' 0" 14' 0' n/ CDI 1r STUD 4' 5' 7' 5' 7' 5" 9' 3' 9' 3' 11' 1' 11' 1'. 14' 0' 14' 0' 14' 0' 14' 0' LLJ H r STANDARD 4' 5" 6' 5" 6' 5' 8' 5' 8' 5' 11' 1' 11' 1' 13' 2" 13' 2" 14' 0' 14' 0' GROUP B: > #1 5' 0' 7' 10' 8' 5' 9' 3" 10' 0" 11' 1" 11' 11' 14' 0' 14' 0" 14' 0" 14' 0' HEM-FIR SP #2 4' 10' 7' 10' 8' 5' 9' 3" 10' 0' 11' 1" 11' 11' 14' 0' 14' 0' 14' 0' 14' 0" #1 BTR #3 4' 8" 7' 8" 7' 8" 9' 3" 9' 9' 11' 1" 11' 8' 14' 0" 14' 0" 14' 0" 14' 0" #1 STUD 4' 8" 7' 7" 7' 7" 9' 3' 9' 9" 11' 1" 11' 8' 14' 0' 14' 0" 14' 0" 14' 0' SOUTHERN PINE DOUGLAS FIR-LARCH STANDARD 4' 6" 6' 7' 6' 7' 8' 8" 8' 8" 11' 1' 11' 4' 13' S" 13' S" 14' 0" 14' 0" #1 #1 m #1 / #2 5' 0" 8' 7" 8' 10' 10' 2' 10' 6" 12' 2' 12' 6" 14' 0" 14' 0" 14' 0" 14' 0' #2 #2 Q S P(r #3 4' 10' 8' 7" 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0' 14' 0" 14' 0' 14' 0' CD L) HF STUD 4' 10" 8' 7" 8' 7' 10' 2' 10' 2" 12' 2" 12' 2' 14' 0" 14' 0' 14' 0' 14' 0" r STANDARD 4' 10" 7' 5" 7' 5' 9' 9' 9' 9" 12' 2' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0" GABLE TRUSS DETAIL NOTES: X #1 5' 6' 8' 7" 9' 3" 10' 2" 11' 0" 12' 2° 13' 1" 14' 0' 14' 0" 14' 0" 14' 0" SP #2 5' 4' 8' 7' 9' 3' 10' 2' 11' 0" 12' 2' 13' 1" 14' 0" 14' 0' 14' 0' 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. #3 5' 1' 8' 7" 8' 10" 10' 2" 10' 9" 12' 2' 12' 10" 14' 0' 14' 0" 14' 0' 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 75 PLF OVER DPL STUD 5' 1' 8' 7" 8' 9' 10' 2" 10' 9° 12' 2" 12' 10" 14' 0" 14' 0" 14' 0' 14' 0' CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 5' 0" 7' 7' 7' 7" 10' 0" 10' 0' 12' 2° 12' 6" 14' 0' 14' 0' 14' 0' 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0' OUTLOOKERS WITH 2' 0' OVERHANG, OR 12' SYMM ry,� PLYWOOD OVERHANG, ABOUT it_ I 0 ATTACH EACH 'L' BRACE WITH 10d NAILS, (0,128'x3' min) GABLE TRUSSJrPPVI �k Ai 2X4 #2N OR BETTER 31( FOR (1) 'L' BRACE, SPACE NAILS AT 2' O.C. DIAGONAL BRACE OPTION: IN 18' END ZONES AND 4' O.C, BETWEEN ZONES, VERTICAL LENGTH MAY BE 1 lir 0 **FOR (2) 'L' BRACES: SPACE NAILS AT 3' O.C. DOUBLED WHEN DIAGONAL Iii IN 18' END ZONES AND 6' O.C, BETWEEN ZONES. BRACE IS USED. CONNECTDIAGONAL BRACE FOR 560# ■ 'L' BRACING MUST BE A MINIMUM OF 80% OF WEB BRACE MEMBER LENGTH. AT EACH END. MAX WEB ���TOTAL LENGTH IS 14'. IIIIII GABLE VERTICAL PLATE SIZES BETTER DIAGONAL VERTICAL LENGTH NO SPLICE VERTICAL LENGTH SHOWNBRACE; SINGLE 0 ,1,L,` LESS THAN 4' 0' 1X4 OR 2X3 IN TABLE ABOVE. OR DOUBLE CUT w © GREATER THAN 4' 0', BUT 2X4 I (AS SHOWN) AT r �_l LESS THAN Il' 6' UPPER END. ����������■r<rr�rr�■■ r1 GREATER THAN 11' 6' 2.5X4 ONTINUOUS BEARING + REFER TO COMMON TRUSS DESIGN FOR pF�n PEAK, SPLICE, AND HEEL PLATES. CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR Ma E C2'. ,,, ' LENGTH. MIDPOINT OF VERTICAL WEB, Ac I? I&GIN,gt (kb wwWARNINGww READ AND FOLLOW ALL NOTES ON THIS SHEET' 19S75P 'Q REF ASCE7-05-GAB10031 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to " ;t IIIITW performing these functions. Installers shall provide temporary bracing per SCSI, Unless noted DATE 1/1/09 otherwise, top chord shall have properly attached structural panels and bottom chord shall have a �� J� properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3 & B7. See this Job's general notes page for more Information. O'30/2014 DRWG A10030050109 wSIMPORTANTww FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. OREGON ITW Building Components Group Inc. QiWBCG) shall not be responsible For any deviation from this I /30/14N Budding Components Group Inc. design, any failure to build the truss In conformance with TPI, or fabricating, handling, shipping, 9/� ry.20,19 i installing B. bracing of trusses, ITWBCG connector plates are made of 20/18/165A (W,H/S/K) ASTM A653 �w grade 37/40/60 (K/W/H,S) galy. steel. Apply plates to each face of truss, positioned as shown above •O/ D 114.‘"' MAX. TOT. LD, 60 P SF and on Joint Details. i A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the responsibility of the Building Designer per ANST/TPI 1 Sec. 2. Renewal date 819012015 . , Earth City,MO 63045 ITW-BCG, www.itwbcg.com) TPI, www.tpinst.coml WTCA' www.sbcindustry,coml ICG www,lccsafe.org MAX. SPACING 24.0° • • EabAe Detail For Let-in Verticals Gable Truss Plate Sizes Sym. About © Refer to appropriate ITW gable detail for minimum plate sizes for vertical studs. +°Refer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web, iIr 2X4 , Exampleil 2X4 / 2X8 "T" Reinforcement Attachment Detail'T' Reinforcing 'T' Reinforcing 4Member Member iii Toe-nail - Or - End-nail w�w iii_ gm © 0 To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design, multiply 'T' increase by length (based on appropriate ITW gable detail). Attach each 'T' reinforcing member with End Driven Nails Maximum allowable 'T' reinforced gable vertical 10d Common (0.148'x 3,',min) Nails at 4' o,c. plus length is 14' from top to bottom chord, (4) nails In the top and bottom chords. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Rigid Sheathing Toenalled Nails 10d Common (0.148'x3',min) Toenails at 4' D.c. plus Web Length Increase w/ "T" Brace 4 Nails 11 (I (4) toenails in the top and bottom chords. 'T' Relnf, 'T' •T• This detail to be used with the appropriate ITW gable detail for ASCE Mbr. Size Increase ieinforcing wind load, Member ASCE 7-98 Gable Detail Drawings 2x4 30 413015980109, A12015980109, A11015980109, 410015980109, Example 2x6 20 413030980109, 412030980109, A11030980109, A10030980109 ASCE 7-10 Wind Speed = 120 mph Gable Nails ASCE 7-02 Gable Detail Drawings Mean Roof Height = 30 ft, Kzt = 1.00 7. Truss Spaced At A13015020109, 412015020109, 411015020109, A10015020109, A14015020109, 4' o,c. 413030020109, A12030020109, A11030020109, 410030020109, A14030020109 "T" Reinforcing Member Size = 2x4 ASCE 7-05 Gable Detail Drawings 'T' Brace Increase (From Above) = 30% = 1.30 A13015050109, 412015050109, A11015050109, A10015050109, A14015050109, (1) 2x4 'V Brace Length = 8' 7' 413030050109, A12030050109, A11030050109, 410030050109, A14030050109 Maximum 'T' Reinforced Gable Vertical Length ASCE 7-10 Gable Detail Drawings 1.30 x 8' 7' = 11' 2' A11515ENC100212, A12015ENC100212, A14015ENC100212, 416015ENC100212, A18015ENC100212, A20015ENC100212, A20015END100212, A20015PED100212, Gable Vertical = 24'o,c. SP #3 'I� .4 Nails 1 �) A11530ENC100212, A12030ENC100212, A14030ENC100212, A16030F, •• =� Ceiling A18030ENC100212, A20030ENC100212, A20030END100212, A .1,••••''IIRoA- k. See appropriate ITW gable detail for maximum unreinfor♦♦.ww-,. .. . - IN , l th. wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI V\ � 111,� wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, 19S7S P REF LET-IN VERT f �' Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and �. DATE 2/16/12 IIIITWpract the latest editionerfmif BCSI th(Building Component Safety llInformation, a TPI and for safety / practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. DATERWG 2/16/1GBLLEIN0212 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom 0 '30/2014 chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint '� 30/�2EGON of webs shall have bracing installed per BCSI sections 53, 57 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Building Components Group Inc. Refer to drawings 160A-Z for standard plate positions. 9� ''A 20. 0� !06 ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any O&DWy" `' MAX. TOT. LD, 60 PSF failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown, The suitability and use of this Renewal date 6/30/2015 DUR. FAD, ANY drawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth City,MO 63045 For more information see this ,Job's general notes page and these web sites. MAX. ' PA1"TNIJ P4 fl" ASCE 7-05: EXPOSURE C C❑NM❑N RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 100 MPH, 30FT, MEAN HGT, ASCE 7-05, CLOSED H LESS THAN 4'6" - NO STUD BRACING REQUIRED BLDG, LOCATED ANYWHERE IN ROOF, CAT II, EXP C, H GREATER THAN 4'6" TO 7'6" IN LENGTH Kzt = 1.00, WIND TC DL=5,0 PSF, WIND BC DL=5.0 PSF, PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING A1003005), BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAXI SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID-HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DIAPHRAGM EVERY 4'0" (SEE DETAIL BELOW OR ON THIS DETAIL, REFER TO DRWG A1003005), NAILS: 10d COMMON (0,148"x3") OR BOX (0,128"x3",MIN) NAILS X OPTI❑NAL 2X L-REINFORCEMENT ATTACHED OR GUN (0,125"X 3,",rein) NAILS. TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN,) NAILS @ 6" O,C, . X X NN 1 2X4 BLOCKING ollIllIllillIll—IIIIIIIIIIIIIII NAILED TO ** 45° SHEATHING AND 24• MAX `� EACH TRUSS (TYP) --II.-i H i 2X4 STUD, #3 / - H/2 OR BETTER // DIAGONAL BRACE ATTACH EACH END X FOR 560#, IT V i Il ti __ __ / / / / /ONTINU❑US BEARING/ / / / / / - 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3", MIN.) NAILS. ,`��0OPROFFS�, CCWARNINGww READ AND FOLLOW ALL NOTES ON THIS SHEET: ' �G,INF!�' ,.1TC LL PSF REF GE WHALER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to . 19575 P �. T C D L PSF DATE 1/1/09 IIIITW performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted ' otherwise, top chord shall have properly attached structural panels and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have J bracing installed per BCSI sections B3 B7. See this Job's general notes page for more Information. /r BC DL PSF DRWG GABRST050109 wwIMPORTANTww FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 0 30/2014' BC LL PSF ITW Building Components Group Inc, (ITWBCG) shall not be responsible for any deviation from this IIf6OQ/C/�i1J Building Components Group Inc. design, any failure to build the 'truss in conformance with TPI, or fabricating, handling, shipping, VOY`�VV/"'1�9 installing I. bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H/S/K) ASTM A653w� V+ w TOT, LD, PSF grade 37/40/60 (K/W/H,S) gaiv, steel, Apply plates to each face of truss,positioned as shown above I A.20,19e0 !s and on Joint Details, A seal on this drawing or cover page Indicates acceptance and professional engineering responsibility �`D W, solely for the truss component design shown. The suitability and use of this component for any DUR. FAC, building Is the responsibility of the Building Designer per ANST/TPI 1 Sec. 2. ♦ _ • Earth City,MO 63045 ITW-BCG: www.itwbcg.coml TPL www.tpinst.comi WTCA' www.sbcindustry.coml ICC, www.lccsafe.org Renewal date 613012015 MAX SPACING 24" , p GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 100 MPH WIND SPEED, 15' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 'L' BRACE xi (1) 2X4 'L' BRACE x (2) 2X4 'L' BRACE 'OK (1) 2X6 'L' BRACE x (2) 2X6 'L' BRACE MON = GABLE VERTICAL NO I— SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B 1_3F #1 / #2 4' 2' 7' 3' 7' 5' 8' 7" 8' 9" 10' 2" 10' 6" 13' 5' 13' 10' 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES, S P #3 4' 1' 6' 9' 6' 9' 8' 7" 8' 7" 10' 2' 10' 2' 13' 5' 13' 5" 14' 0" 14' 0' GROUP Al L J HF STUD 4' 1' 6' 9' 6' 9' 8' 7' 8' 7" 10' 2" 10' 2' 13' 5" 13' 5' 14' 0' 14' 0' I I STANDARD 4' 1' 5' 9' 5' 9' 7' 8' 7' 8" 10' 2" 10' 2" 11' 11' 11' 11' 14' 0" 14' 0" SPRUCE-PINE-FIR HEM-FIR #1 / #2 STANDARD #2 STUD S #1 4' 7' 7' 3" 7' 9" 8' 7' 9' 3" 10' 2" 11' 0' 13' 5' 14' 0' 14' 0" 14' 0' #3 STUD #3 STANDARD #2 4' 6" 7' 3 7' 9' 8' 7" 9' 3' 10' 2' 11' 0' 13' 5' 14' 0" 14' 0' 14' 0" Q Nt #3 4' 3' 6' 11' 6' 11" 8' 7" 9' 0" 10' 2" 10' 9' 13' 5' 14' 0' 14' 0" 14' 0' DOUGLAS FIR-LARCH SOUTHERN PINE (u 3 L L STUD 4' 3" 6' 10" 6' 10' 8' 7" 9' 0' 10' 2' 10' 9' 13' 5' 14' 0" 14' 0' 14' 0" #3 #3 (-) STANDARD 4' 2" 5' 11' 5' 11° 7' 10" 7' 10' 10' 2" 10' 6" 12' 2" 12' 2" 14' 0" 14' 0' STUD STUD - H- i #1 / #2 4' 10' 8' 3" 8' 6' 9' 9' 10' 1" 11' 8' 12' 0' 14' 0" 14' 0" 14' 0" 14' 0" STANDARD STANDARD SPL #3 4' 8" 8' 3" 8' 3' 9' 9' 9' 9' 11' 8' 11' 8' 14' 0" 14' 0' 14' 0" 14' 0" U L�F STUD 4' 8" 8' 3" 8' 3" 9' 9' 9' 9" 11' 8' 11' 8" 14' 0" 14' 0' 14' 0" 14' 0" LLJ I I i STANDARD 4' 8' 7' 1" 7' 1" 9' 4" 9' 4" 11' 8" 11' 8" 14' 0' 14' 0' 14' 0" 14' 0' GROUP BI > #1 5' 3' 8' 3' 8' 11' 9' 9' 10' 7' 11' 8' 12' 7" 14' 0' 14' 0' 14' 0" 14' 0' HEM-FIR SP #2 5' 2' 8' 3' 8' 11" 9' 9" 10' 7" 11' 8" 12' 7' 14' 0' 14' 0' 14' 0" 14' 0" #1 & BTR #3 4' 11' 8' 3" 8' 6' 9' 9" 10' 4' 11' 8' 12' 4' 14' 0" 14' 0" 14' 0" 14' 0" #1 J IJ L L STUD 4' 11" 8' 3" 8' 5' 9' 9" 10' 4" 11' 8' 12' 4° 14' 0' 14' 0" 14' 0' 14' 0' SOUTHERN PINE DOUGLAS FIR-LARCH STANDARD 4' 10" 7' 3" 7' 3" 9' 7' 9' 7" 11' 8' 12' 0" 14' 0" 14' 0" 14' 0' 14' 0" #1 #1 Q S P #1 / #2 5' 3' 9' 1" 9' 4" 10' 9" 11' 1" 12' 10' 13' 3° 14' 0" 14' 0' 14' 0" 14' 0' #2 #2 #3 5' 2' 9' 1' 9' 1" 10' 9" 10' 9" 12' 10° 12' 10" 14' 0" 14' 0" 14' 0' 14' 0" LD u I1� STUD 5' 2" 9' 1" 9' 1" 10' 9" 10' 9' 12' 10' 12' 10" 14' 0' 14' 0" 14' 0" 14' 0" I I I l f STANDARD 5' 2' 8' 2" 8' 2' 10' 9' 10' 9" 12' 10" 12' 10' 14' 0" 14' 0' 14' 0" 14' 0' GABLE TRUSS DETAIL NOTES: X #1 5' 9' 9' 1° 9' 10" 10' 9' 11' 7' 12' 10' 13' 10" 14' 0' 14' 0" 14' 0' 14' 0" SP #2 5' 8' 9' 1" 9' 10" 10' 9" 11' 7' 12' 10" 13' 10' 14' 0" 14' 0" 14' 0" 14' 0' LIVE LOAD DEFLECTION CRITERIA IS L/240. ftj #3 5' 5' 9' 1" 9' 7" 10' 9" 11' 4' 12' 10' 13' 6" 14' 0' 14' 0' 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 60 PLF OVER 3 L L STUD 5' 5" 9' 1" 9' 7' 10' 9" 11' 4" 12' 10" 13' 6" 14' 0' 14' 0' 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 5' 3' 8' 5" 8' 5° 10' 9' 11' 1" 12' 10" 13' 3' 14' 0" 14' 0' 14' 0' 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0' SYMM OUTLOOKERS WITH 2' 0' OVERHANG, OR 12' ABOUT: PLYWOOD OVERHANG. GABLE TRUSS �I " I 0 ATTACH TT H xACHm'L' BRACE WITH 10d NAILS. / ri` 2X4 #2N OR BETTER 31E FOR (1) 'L' BRACES SPACE NAILS AT 2' O.C. DIAGONAL BRACE OPTIONi ; IN 18' END ZONES AND 4' O.C. BETWEEN ZONES. VERTICAL LENGTH MAY BE O **FOR (2) 'V BRACESi SPACE NAILS AT 3' O.C. DOUBLED WHEN DIAGONAL IN 18' END ZONES AND 6' O.C. BETWEEN ZONES, BRACE IS USED. CONNECT 'L' 0 'L' BRACING MUST BE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 480# BRACE �� MEMBER LENGTH. AT EACH END. MAX WEB 1 TOTAL LENGTH IS 14', 2X4 STUD, 443 OR GABLE VERTICAL PLATE SIZES BETTER DIAGONA VERTICAL LENGTH NO SPLICE VERTICAL LENGTH SHOWN BRACE; SINGLE LESS THAN 4' 0' 1X4 OR 2X3 IN TABLE ABOVE. OR DOUBLE CUT GREATER THAN 4' 0', BUT 2X4 II LESS THAN 11' 6' (AS SHOWN) AT ■ ■ ■ IIIIIIIIIIMAIIIIIIIII,UPPER END. ��■ ■�■�■��Y�■� ■ ■ r1 GREATER THAN 11' 6' 2.5X4 ONTINUOUS BEARING + REFER TO COMMON TRUSS DESIGN FOR IIPEAK, SPLICE, AND HEEL PLATES. CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR M• ,q� • ' LENGTH. MIDPOINT OF VERTICAL WEB. ��J'� el? NiG1NFf. Ng, Trusses ew READ AND FOLLOW ALL NOTES ON THIS SHEET: 19575P REF ASCE7-05—GAB1001`. Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and 9 follow BCSI <Bullding Component Safety Information, by TPI and WTCA) for safety practices prior to ' IIIITW performing these functions, Installers shallprovide -temporary bracing �� DATE 1/1/09 otherwise, to chord shall havep Y per oI. Unless noted p properlyocaionshown attached structural panels andtr m chord shallh llhave a �� properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shop have bracing installed per BCSI sections B3 B B7. See this Job's general notes page for more information. 0�/3,0/2014 DRWG A10015050109 wwIMPORTANTww FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. I - 3O/4P EQ�ON ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this Building Components Group Inc. design, any failure to build the truss in conformance with TPI, or fabricating, handling, shipping, V Installing 6 bracing of trusses. ITWBCG connector plates are made of 20/18/16GA (W,H/S/K) ASTM A653 +11.20 199 grade 37/40/60 (K/W/H,S) galy. steel. Apply plates to each face of truss, positioned as shown above ROL D w"V�0' MAX, TOT, L D. 60 P S E and on Joint Details. A seal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the responsibility of the Building Designer per ANST/TPI I Sec. 2. Renewal dale 8!9012015 Earth City,M063045 ITW-BCG1 www.itwbcg.coml TPL www.tpinst.coml WTCA1 www.sbcindustry.coml ICC' www.iccsafe.org MAX, SPACING 24,0" E HID Frame De -talLs Hip Frame B -d W4X4, Min, -- III . �� IIIMINIIIMIIIIMI III Typ-- n �� _" . : U Trussesrs Vi.5X3 ` E Typ, __-_— %O OMMINIMEMIE MIIIIIIMMOIIIIIISPIIIMMININ Stepped Hip M+ISiii11.1`'.1 System Trusses 2x4 Chords 24Purlins I �Q+illinill;filini � � ri ■I�rraifiiignkillilli , ..a. iAllil i �� —ice #1 Hip etacki� '"����� ,,1�11�����-- �� L__��� in�Pitched and Sheathed r uueu••Uuu•u•.5au- Chord Are a : 1 : i :IIIIIh1 .f: B -mil Hip Erame ArgBottom Chord W3X4, Min, o- Attach hip frame to flat chords of stepped hips at all overlapping points with 2-10d (0.148"x3") W3X4, Min, Hip Frame, 'R' common nails. Bottom chord of hip frame to be attached to #1 hip with 10d common (0.148"x3") nails @ 6" o,c, maximum spacing. Hip frame stops at plumb cut of Hip Frame jacks to maintain pitch continuity, S e c -t o n 3 - 3 x Hip frame lumber is SPE, So. Pine, HF, �• or DFL Standard, Stud grade, or better, See Engineer's sealed design for setback, __.---7! 1411. lumber, plating, loading, and duration factor required, ' Hip frame chords may be trimmed up to 2" to fit. purlins must be intact and properly attached, I Setback Stepped Hip H System Trusses Jse this detail for: ASCE 7-10, 140 mph, 30' Mean Hgt, Enclosed, Exp C, or Hip Frame - provided by truss manufacturer, ASCE 7-10, 120 mph, 30' Mean Hgt, Enclosed, Exp D, or Hip frame is designed to provide bracing for flat ASCE 7-05, 110 mph, 30' Mean Hgt, Enclosed, Cat II, Exp C, or top chords of hip frame system where indicated, ASCE 7-02, 110 mph, 30' Mean Hgt, Enclosed, Cat II, Exp C, Structural panels must be properly attached directly Residential, Wind TC DL=4.2 psf, Kzt=1,00 To '. , •• ••,p •urlins. sa wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING/ A. �G1NV4+ t wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 P REF HIP FRAME Ø7TW Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and ' �l DATE 2/14/12 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety ,/ practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. /i % Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom DRWG HIPFRAME0212 chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint /'3&_ /2014 of webs shall have bracing installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to SON each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Building Components Group Inc. Refer to drawings 160A-Z for standard plate positions, v VII V.".20 190G. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any V failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation & OLD W w 1� bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Renewal dale 6/30/2015 a e. Earth City,MO 63045 For more information see this Job's general notes page and these web sites,