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Plans (3) • /� S7-�of /-- DU( c hi LL- >G.iHa i (( ( S ‘ (2 /2_5 7,,, fir. _. e RECEID i02014 ROOF TRUSS9611 nfilPt9 ,4. QAUIL HOMES Trus-Way INC. F 1744 I 4�B�N" SANDFORD RESIDENCE 8/12 PITCH W/V-03"O.H. Quality-Service-Integrity 10/12 PITCH W/ 1"-00"O.H. The Builders Choice — __ LOADING 25-7-10 (877)TRUSWAY(878-7929) EXP.B. IRC 2012 140 MPH (360)750-1470(503)285-2615 F 23'6" I 126"4 l I 478�-9•—+�� ..9.9.m44 EUI w.WS' I T ... ` ,• z HAND CUT RA%TERS BY OTHER „0, w.Yrw .+ss — • AiI'IiL . 1111PINLJi ;. A Imirno ', imilintl ,_ to >_ .... . 9. -® t;EIMIESil ") a:r- --- .1111" ' 1/ M IIIIIMINIE1111111111411i1 i ' will . S •-lOY.S) �- .. iiiiii. a s 5 B i i. '3 8 . • �cc d $ 31 ;111114111, Ps • • , ,Aumnarl � 'f ., illiffri 1111 E.; 111:3 r Fril , . _� �. 3• : , • v. 8910 , aloTV.$) p -$ ~ ®... T(.. a • '',`T'S, P"'tli ;. ifl�®�� • v� •�a- :12 PITCH mom Jaoe� +, / !c ..mnliu'—+,.KN.,� 'y ` H 4aaa 6' pn 1111J ill -1 a •r�• • Wag .m` �. g) . a Y :ti J d� w 4 .. 17-1-1/ HT.WAL LL • LL tom w'L ;} 10E1�J1 T: �� ND CUT RAFTER OTHE'�• d ,' ::' 0 U .;=.7.7=,..:34: oD ' ' r»1 - .i' f r. :.,...."._i w.www W r= ..j _ ,. .. I Z Q i '.rk;. 1—"H---.‘ 8' a•�J . ' Q rnF'" ;',-112' I,j A LOWER ROOF RAISED HEELS 8-1/4" HIE • ;"� ..0.• '' Z N cD UPPER ROOF STANDARD HEEL HIEGHT®4-1/4" N NOTE:MAIN❑ ELWALLS�1'•IO'-01-1/4"HT , • J O.� _ B FLOOR TRUSS SYSTEM 14""HT'D3TH TRUSS " `Q•LL O y U W/3/4"UPPER LEVEL FLOOR SHEETING / z 0 Z UPPER LEVEL WALL HTR 8'-01-1/4" • a z Q- 4 Z _ TOTAL WALL AND FLOOR ASSEMBLY 19.-05-144,•H T„ . IMPORTANT SPECS.FOR PLANE THROUGH W ROOF4PLANE CORRECTLY ' /Jr ' N N 2<0 E 2 c E 2 • • JOB NO: 144103 • s:t2 . . .L .. - Acre . PAGE NO: . .• 1OF1 1 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:I VAH561-Z1210074916 Truss Fabricator: Trus-Way, Inc Job Identification: 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR Model Code: IRC Truss Criteria: I RCC2012/TP II-2007(STD) p PRO 4 Engineering Software: Alpine /ro r i etar truss analysis software. Version 13.01. 40, F�`rS> Truss Design Loads: Roof - 42 PSF @ 1.15 Duration 0s5 00INE' 02 Floor - N/A 19575 P• r Bind - 140 MPH (ASCE 7-10-Closed) 6411111 -7., ;07.' Notes: 10 10/2014 OREGON J 1. Determination as to the suitability of these truss conponents for the 19/16 P structure is the responsibility of the building designer/engineer of �9,QOL D 04010' record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR561 R,newai dale 8/30/2015 Garold W.Heal Details: A1403010-GBLLETIN-A1401510- Submitted by GWH 07:46:55 10-10-2014 Reviewer: RTT $ $ # Ref Description Drawing# Date # Ref Description Drawing# Date # Ref Description Drawing# Date 1 70766--A01 14283006 10/10/14 39 70804--MA04 14282118 10/09/14 77 70842--JCO6 14282072 10/09/14 2 70767--A02 14283007 10/10/14 40 70805--MA05 14282080 10/09/14 78 70843--JC08 14282071 10/09/14 3 70768--A03 14283008 10/10/14 41 70806--MA06 14282121 10/09/14 79 70844--JCC 14282051 10/09/14 4 70769--A04 14283003 10/10/14 42 70807--MA07 14282082 10/09/14 80 70849--SJA2 14282090 10/09/14 5 70770--A05 14283004 10/10/14 43 70808--MA08 14282053 10/09/14 81 70850--SJA4 14282124 10/09/14 6 70771--A06 14283009 10/10/14 44 70809--MA09 14282088 10/09/14 82 70851--5J32 14282107 10/09/14 •• 7 70772--601 14282063 10/09/14 45 70810--MA10 14282069 10/09/14 83 70852--SJB4 14282095 10/09/14 8 70773--B02 14282125 10/09/14 46 70811--MA11 14282117 10/09/14 84 70853--SJC2 14282062 10/09/14 9 70774--B03 14282103 10/09/14 47 70812--MA12 14282111 10/09/14 85 70854--SJC4 14282054 10/09/14 10 70775--B04 14282070 10/09/14 48 70813--MA13 14282110 10/09/14 - - - -- - 11 70776--B05 14282067 10/09/14 49 70814--MA14 14282087 10/09/14 12 70777--CGT 14282099 10/09/14 50 70815--MB01 14282096 10/09/14 13 70778--CJ2 14282085 10/09/14 51 70816--MBGT 14282056 10/09/14 14 70779--CJ4 14282079 10/09/14 52 70817--T01 14282101 10/09/14 15 70780--CJA 14282084 10/09/14 53 70818--TOT 14282060 10/09/14 16 70781--D01 14282083 10/09/14 54 70819--V01 14282113 10/09/14 17 70782--D02 14282048 10/09/14 55 70820--V02 14282086 10/09/14 18 70783--003 14282114 10/09/14 56 70821--VG 14282093 10/09/14 19 70784--D04 14282094 10/09/14 57 70822--X01 14282078 10/09/14 20 70785--D05 14282123 10/09/14 58 70823--XGT 14282119 10/09/14 21 70786--D06 14282092 10/09/14 59 70824--JA02 14282089 10/09/14 22 70787--D07 14282108 10/09/14 60 70825--JA10 14282116 10/09/14 23 70788--DGT 14282112 10/09/14 61 70826--JA12 14282047 10/09/14 24 70789--DGTB 14282059 10/09/14 62 70827--JA14 14282091 10/09/14 25 70790--DR01 14282066 10/09/14 63 70828--JA16 14282115 10/09/14 26 70791--DR02 14282065 10/09/14 64 70829--JA4 14282075 10/09/14 27 70792--E01 14282055 10/09/14 65 70830--JA6 14282106 10/09/14 28 70793--E02 14282061 10/09/14 66 70831--JA8 14282109 10/09/14 29 70794--E03 14282057 10/09/14 67 70832--J802 14282049 10/09/14 30 70795--F01 14282097 10/09/14 68 70833--J604 14282052 10/09/14 31 70796--F02 14282068 10/09/14 69 70834--JBO6 14282098 10/09/14 32 70797--FM01 14282122 10/09/14 70 70835--JB08 14282100 10/09/14 33 70798--K1 14282056 10/09/14 71 70836--JB10 14282102 10/09/14 34 70799--K2 14282104 10/09/14 72 70837--J812 14282105 10/09/14 35 70800--KGT 14282120 10/09/14 73 70838--J814 14282081 10/09/14 36 70801--MA01 14282074 10/09/14 74 70839--J816 14282076 10/09/14 37 70802--MA02 14282050 10/09/14 75 70840--JCO2 14282064 10/09/14 38 70803--MA03 14282077 10/09/14 76 70841--JC04 14282073 10/09/14 • :A L THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - A01) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 22.24 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x68 DF-L SS(g): Right end vertical not exposed to wind pressure. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/240 live and L/180 total load. Creep increase TC- From 67 plf at 0.00 to 67 plf at 5.95 factor for dead load is 2.00. TC- From 133 plf at 5.95 to 133 plf at 11.21 BC- From 20 plf at 0.00 to 20 plf at 11.21 Unbalanced snow loads have not been considered. TC- 246.00 lb Conc. Load at 5.95 • Wind loads based on both MWFRS and C&C, reactions based on MWFRS. 4X6 3X4= 2X4 Ill #211111111.11.1 =n ldl a � 4 4-5-5 -9-5 0-9-15 ; ■■ ,, 19-5-4 t / Iiii=M 10=241L%) Wi=r111 PIMA 3X4= 5X8(G1) III 5 6= L. 5-11-1 2-4-13 _l_ 2-10-10 f 5-7-0 �� 5-7-8 '1 L- 5-11-1 ,I, 5-3-7 _I I< 11-2-8 Over 2 Supports =-1 R=684 U=119 W=5.5" R=883 U=157 W=5.5" RL=114/-25 Design Crit: IRC2012/TPI-2007(STD) • PR• PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .x. V8 4 FSS' OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! � �GIN FF ,O TC LL 25.0 PSF REF R561-- 70766 ••IMPORTANT•' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA 0 9 r °n Trusses require extreme care In fabricating, handling. shipping, installingan ting. Refer 1 9575 P follow the latest edition mfBCS! (Building Component Safety Information, by TPIaddaWTCA) for safety and TC DL 7.0 PSF DATE 10/10/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. t °^'°'s °°otherwise, `"°^ °° `h°`°°h°" have "°p°"y attach.]"`""rSheathing and bo °°`""gNO 1 Geftl i ` - BC DL 10.0 PSF - DRW CAUSR561 14283006 shall have a properly attached rigid ceiling. Locationsfor permanent lateral restraint webs shall have bracing Installed per BCS! sections 83. B7 or 810, as applicable. \ ...14:1, 13/2014 — In Building Caaponents Goup Inc. (IT.BCG)shall not be responsible f any deviation from this design. BC LL 0.0 PS F CA-ENG RTT/GWH any failure t Wild the truss In conformance with AN51/TPll, or far haling, shipping, installation A ^ EGON ting of trusses. Apply Plates to each face of truss and position as shown above and on tha Joint Y° 0 TOT.LD. 42.0 PSF SEAN— 102982 Details unless noted otherwise. Rofor to drawings 160A-2 for standard plate positions. A seal on this o20 i99 �> drawing or cover page listing this drawing, indicates acceptance of professional engineering '9�O`D W N� 1 DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group, °apodal°"Ity solely`r a,°design andwn. The sulcabillty and e o a dealgn for a y a P P cha sponse bility o the&sliding Designer par AN51/TPI 1 Sec.2.os Forf Information s (This jobs Sacramento,CA 95828 general notes page. ITW-BCG: www.itwbag.con: TPI: www.tainst.orgi WTCA:mrww.Sbcindustry.cem: SPACING 24.0" JREF- 1VAH561 Z12 'cc:wvw.Iccsafe.org Renewal dote 61302015 — d . I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & f&MENSIONSP,SUBMITTED BY TRUSS MFR. (144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — A02) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 22.90 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Truss designed for 24" maximum rafter spans perpendicular to truss top chord, or support hip plane rafters at adjacent trusses. (*)Attach 2x4 lateral bracing to flat TC @ 24"; See DWG. BRCALHIP0211 3X4 (*) 3X4= 2X4111 IP ...AIIIIIIIIIIIIMIIMIIMP'IIIIMIIIIIIIIIII 6-1-5 4-5-5 0-9-15 4I1I _i_ =.1.1 .111.11.11.11111111111.11.11MMIEMEMIMI—IIMI *19-5-4 i MEMO Iiiv- 1 8024 86=50 5X8(G ) III 3X4= 5X6= I 5-7-0 T 2-8-14 5-7-8 2-10-10 I, 7-11-1 _L_ 3-3-7 _J 11-2-8 Over 2 Supports R=487 U=37 W=5.5" R=487 U=136 W=5.5" RL=164/-35 Design Crit: IRC2012/TPI-2007(STD) , PR•FF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0, 10B t9 OR/-/1/-/-/R/- Scale =.4375"/Ft. 49 Trus-Wayy,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �y �0INEF �Q REF R561-- 70767 3901 NE 68th St.,Vancouver WA IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. / A TC LL 2 5.0 PSF Trusses require extreme a in fabricating, handling. snipping. talling an racing. Refer V 10575 P Y the latest edition care (Building Component Safety Inn by TPI .TDA) f safety a�° 9 TC DL 7.0 PSF DATE 10/10/14 practices prior to performing these functions. Installers shallprovidetemporary bracing per BC51. P Unless of otherwise. top chord shall have properly attached structural sheathing and bottom chord hall have a properly attached rigid ceiling. Locations s r permanent lateral restraint of web= / --% BC DL 10.0 PSF DRW enusessl 14283007 shell have brace installed per BCSI sections 83. BT or 810. asoapplicable. I 8 /1 0/2014 EMI ALPINE ITW Building Components Group Inc. (ITWBCGe shall of be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/GWH any failure[ build t f h ANSI/TPI 1, or for handling, shipping, installation a OREGON bracing of s. Apply Plates to each fade of truss and position as Sherri above and a the 0 v TOT.LD. 42.0 PSF SEQN- 102986 Details, unless rocas otherwise. Refer to drawings 160A-z far standard plate positions.on seal on this '9w 9n.20,189 4t drawing btoyer page listing this,normo. IT.suis acceptance dr professional gnRlnaerly IYOL DW•N DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. responsibility., „, solely for the design..awn. T.'"'tabs 11 S a„d ”e nforgo far see structure la P P the sponslbilitY or chs Bul ldinp Designer per ANSI/TPI 1 $ac.2."For more this s Tnis jOD's Sacramento,CA 95828 generals page. ITW-BCG: www.ltbeg.cow: TPI: www tpinst.org:BTG: www.sbcindustry.com. 'cc:—I=o"fa.a� wg Ran ewaldate al30aD,5 SPACING 24.0" JREF- 1VAH561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - A03) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 23.57 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Right end vertical not exposed to wind pressure. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase (*) In lieu of rigid sheathing laterally brace TC below filler with factor for dead load is 2.00. purlins at 24" OC. Unbalanced snow loads have not been considered. 2X4111 / Special loads r (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 11 TC- From 67 plf at 0.00 to 67 plf at 9.92 TC- From 67 plf at 9.92 to 67 plf at 11.21 BC- From 20 plf at 0.00 to 20 plf at 11.21 3X4 TC- 246.00 lb Conc. Load at 9.86 3X4= 2X4111 Ai11 * ,i II 4_19-5-4 ' i 3X4= 5X8(G1) III 5X6 5-7-0 T 2-8-14 5-7-8 .L_1-3-7„1 I, 9-11-1 J,1-3-7J 1 11-2-8 Over 2 Supports R=516 U=96 W=5.5" R=703 U=136 W=5.5" RL=178/-83 Design Crit: IRC2012/TPI-2007(STD) , PR. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .`0, t� 4 FFS� OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Wa ,Inc 360-750-1470 **WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEETI �y . GINF � ,OZ TC LL 25.0 PSF REF R561-- 70768 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA — Trusses require extreme care in fabricating, handling, shipping, installing an bracing. Refer t and 19575 P TC DL 7.0 PSF DATE 10/10/14 follow the latest edition ofrBCSI (Building Component Safety Information, by TPI dand aWTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. /f Unless opted otherwise. top chord, have properly° structural sheathing° /S i BC DL 10.0 PSF DRW CAUSR561 14283008 Shall have a properly attached rigid ceiling. Loc n forpermanentlateral restraint of webs shall have bracing installed per SCSI sections B3, B7 or 810, as applicable. 1 ul°nol 4 ALPINE ITW Build',Components Group Inc. (ITWBCG) hell not be responsible far any deviation from this design. BC LL 0.0 PS F CA ENG RTT/GWH any follure t build t truss in conformanceh ANSI/TPI 1. o for handling, hipping, Installation A OREGON bracing of trusses. Apply plates toeachfewof truss and position as shown above and on the Joint 0 TOT.LD. 42.0 PSF SEQN- 102992 Details unlessnoted otherwise. Refer to rawigsr160A-Z for standard plate positions. A sal on this ii en.20,'199 Q' drawing or cover page listing this drawing,dindicates acceptance of professional engineering ° RO`D W N� DUR.FAC. 1 .15 FROM KTC vaponalblllty solely for the das�gn shown. Tho su;tobllity ane a o is design Por any s ITW Building Components Group,Inc. M1a rosponsibnity of tM1e a icing Designer par ANsv PI 1 sad.z.°sFarfm M1is°Job's 4 Sacramento,CA 95828 general notes page: ITW-BGG:www.,twbcg.com: TPI: www.tpinst.org: RTC, oww.sbciudusa y.com; SPACING 24.0" J REF- 1 VAH 56 1 Z 1 2 ICC. www.lccsafe org Renewalda1e61302015 — . ✓ f 'G .r • a'- '1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & BPAIENSIONS)$SUBMITTED BY TRUSS MFR. (144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - A04) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 III t 8 7- 3X4% I8-3-9 8-8-12 41 0-9-15 I%1 inmimilmmammoi 19-5-4 3X8(G1) III 2X4 III 5X6-=— T 7"12 1'•12 5-7-4 5-7-4 f 11-2-8 Over 2 Supports R=485 W=6" R=531 U=213 W=5.5" RL=258/-51 Design Crit: IRC2012/TPI-2007(STD) w0 PROi . PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .Pr. q: . ,p OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Wayy,Inc 360-750-1470 ..WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! ''w�w� �G1N�F b,/ TC LL 25.0 PSF 3901 NE 68th SL,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, V IQ y REF R561-- 70769 Trusses require extreme a In fabricating, handling, shipping. Installing an ting. Refer c a. 1 9575 P 'y ---- fella.,the latest edltion,care (Building Component Safety Information, by TPI and WTCA) for safety r , TC DL 7.0 PSF DATE 10/10/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shallhave properly at hed structural sheathing a chard v ''i BC DL 10.0 PSF DRW CAusRssl 14283003 ell have a properly attached rigidceiling. Locationsshownfor permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. 11/10/2014 - ALPINE IMMEM ITW Building Components Group Inc. (ITWBCG)shall not responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure to build the truss conformance with ANS I/TPll, or for handl irg, shipping, installation b GI Ding o s. Apply plates t each faceoftruss and position as shown above and the Joint 1A yah,20 199P' P TOT.LD. 42.0 PSF SEQN- 1 02969 Details, unless snoted otherwise. Refertodrawings 160A-Z for standard place positions.onA seal on this drawing orover page listing this drawing. indicates acceptance or professional englneer,ng" OBD w• N DUR.FAC. 1 .15 FROM KTC 1TW Building Components Group,Inc. ee apionf f Be lsgnes iower prer e Aai1 a"1eofma idmacey s tZ lob's Sacramento,CA 95828 general notes page. ITW-BCG: www.itwbcg.com: TPI:www.tpinst.org:WTCA: www.scindustry.csa, RenewaldMe8130@015 SPACING 24.0" JREF- 1VAH561_212I«:www.Isafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - A05) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x10 DF-L SS: Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 3X5- Unbalanced snow loads have not been considered. 3X4 6X8 ii ' 1 iv s —I 8 3X4. 3X4\` I �� 8-9-4 _IL 1111111111111111„„66- 0-9-15 1,I ■ ■ T. ■ II. • �� *19- -4 6X10(G1) III 2X4 III 4X8= 5X6= 2X4 III 3X6(B1) 5-8-1 5-3-11 5-3-11 ,I 1E1-10-1 i 5-7-1 5-5-5 >I< 6-2-14 6-2-14 1- 11-11-0 ,Q,9,P 11-9-15 -J 24-6-8 Over 2 Supports -- R=1059 U=200 W=5.5" R=1072 U=201 W=5.5" RL=190/-195 Design Crit: IRC2012/TPI-2007(STD) EO PROF. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01.fr. •9: S'st� OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! C ‘4'':5171;i: 11411411, 1G�N ' V2 TC LL 25.0 PSF REF R561- 70770 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 3901 NE 68th St.,Vancouver WA 19575 P Trusses require extreme care in fabricating. handling, snipping, installing end bracing. Refer to d TC DL 7.0 PSF DATE 10/10/14 follow e latest edition of BCSI (Building Component Safety Information, by TPI end,BOCA) for safety n %� practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwie top chordshall have properly attached structural sheathing and bottom chord •-�i BC DL 10.0 PSF DRW CAUSR561 14283004 sHall have a properly attached rigid telling. Locatlonstshown for permanent lateral res rain of webs hall have bracing installed per BCSI sections 83, B7 or 1310. as applicable. 11/10/2014 ALPINE ITWaBuilding ComponentsGroupIncon° ^G)shall not be responsible For any deviation from design. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH * any failure to build theconformance with ANSI/TPI 1, or for handling, shipping, installation& Detting eP trusses. Apply plates to each face of truss and position as shown above and an theJoint wQ ails. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on rhos /4,en.Zo 199 �Q" TOT.LD. 42.0 PSF SEQN- 1 03030 • drawing or aver page listing this drawing, indicates acceptance aof professional engineering OC D W• DUR.FAC. 1 .1 5 FROM KTC ITW BuildingComponents Group, eapansibil�ty solely far the design anawn. Tne sp teb lity and p e of ihla dee gn far any s P P the responsibility of=Building Designer per ANSI/TPI 1 Sec.2. sFor m informtion see: iThcsuJab's Sacramento,CA 95828 gonaral nates page: IVC-BCG: www.itwbcg.com: TPI' www.tpinst.org:WICA: www.sbcindustry.ewn. Renewal date 61001205 SPACING 24.0" J REF- 1 VAH56 1 Z 1 2 ICC: www.iccsafe.org _ r 1 ,r. 0 I: , 0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & ISS'MENSIONS)'SUBMITTED BY TRUSS MFR. (144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — A06) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 23.80 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lir Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x10 DF-L SS: Bottom chord checked for 10.00 psf non-concurrent bottom chord live Connectors in green lumber (g) designed using NDS/TPI reduction factors. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Special loads factor for dead load is 2.00. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 67 plf at 0.00 to 67 plf at 11.34 Unbalanced snow loads have not been considered. TC- From 67 plf at 11.34 to 67 plf at 12.49 TC- From 67 plf at 12.49 to 67 plf at 24.54 BC- From 20 plf at 0.00 to 20 plf at 24.54 TC- 246.00 lb Conc. Load at 11.25,12.49 3X4 i 6X6` Wind loads based on both MWFRS and C&C, reactions based on �� P t MWFRS. .1 8 f 3X4 3X4\ I �� 8-4-7 1 19- -4 s 1,1 i� : 0-4-4 __ '= km 0-9-1511111i1 —17 6X10(G1) III 2X4111 4X8= 5X6= 2X4111 3X6(B1 5-8-1 5-3-11 1-10-1. 5-5-5 6-2-14 1-4-13 24-6-8 Over 2 Supports R=1312 U=253 W=5.5" R=1311 U=253 W=5.5" RL=176/-181 Design Crit: IRC2012/TPI-2007(STD) EO PROF-F PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►`•, o: ..ICn S,p OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Wa6�{r,, m 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! /•�J VIG iNk �A TC LL 25.0 PSF REF R561-- 70771 3901 NE 6-8th St.,Vancouver WA IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 19575 Pil 1Y7 Trusses require extreme cara In fabricating, handling, shopping. Installing and bracing. Refer to a" , follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) far safety %P TC DL 7.0 PSF DATE 10/10/14 practices prior to performing these functions. Installers shall prow temporary bracing per BCSI. Unlessotherwise. top c have properly attached structuralsheathing and bottom chord ,-�� shallhave;properly a chord ceiling. Local n farpat lateral restraint of w BC DL 10.0 PSF DRW CAUSR561 14283009 shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. 11/10/201 4 — ALPINEmom. ITV Building Components Droop Inc. (ITWBCG) shall not be responsible for any deviation from this esign. OREGON BC LL 0.0 PSF CA-ENG RTT/GWH any failure t build the truss n conformance with ANSI/TPI 1. or for handling, shipping, installation b ting o s. Apply plates t h face of truss and position as shown above and on theJoint bracing noted otherwise Ref to drawings ICDA-z for standard plate positions. A s al on this "�41 e/n.20 yes �P TOT.LD. 42.0 PSF SEQN- 103020 awing'orncoov r page listing this drawing. ndicates acceptance of professional engineering a O`D W• DUR.FAC. 1 .1 5 ITW BuildingComponents Group,Inc. e5pens'b'I'b 'ely fen the de°'gn show . Tb° 't°bll'ty and"° °des',,"f n aea s ure is FROM KTC P P the sponsibll5ty oP[M1e Building Oesognor per ANSI/TPI 1 $ec.2. sForfm n or c'or s tTM1is job's Sacramento,CA 95828 general notes page; ITW-BCG:mw.itwbcg.com: TPI: wwv.tpinst.org:WTCA' www.sbclndustry.com, ICC. www.occsafe.org Renewal dale 6130!2015 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - 801 ) Top chord 2x4 DF-L #1&Bet.(g) :12 1.5"x5.625" DF-L SS(g): Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Standard(g) TC- From 67 plf at 0.00 to 67 plf at 7.45 TC- From 2 plf at 7.45 to 2 plf at 12.56 Connectors in green lumber (g) designed using NDS/TPI reduction factors. TC- From 67 plf at 12.56 to 2 plf at 12.56 TC- From 67 plf at 12.56 to 67 plf at 21.25 BC- From 20 plf at 0.00 to 20 plf at 2.00 140 mph wind, 21.86 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 10 plf at 2.00 to 10 plf at 18.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 BC- From 20 plf at 18.00 to 20 plf at 20.00 psf. TC- 382.29 b Conc. Load at 7.55,12.46 TC- 187.88 b Conc. Load at 8.00,12.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load TC- 242.42 b Conc. Load at 10.00 applied per IRC-12 section 301.5. BC- 100.85 b Conc. Load at 2.00,18.00 BC- 103.71 b Conc. Load at 4.00,16.00 Deflection meets L/240 live and L/180 total load. Creep increase factor BC- 107.27 b Conc. Load at 6.00,14.00 for dead load is 2.00. BC- 111.04 b Conc. Load at 8.00,10.00,12.00 Unbalanced snow loads have not been considered. In lieu of structural panels use purlins to brace all flat TC A 24" OC. Wind loads and reactions based on MWFRS. 8X10% 5X6 1001 i T2 --� 8 8 5-3-13 0-4-4 0-4-4 401 0 1 1 III 19-5-4 -T- 2X4 111 H0308= 3X4= \ 4X6(B1) - 4X6(B5R) (I) L1-3-0) 6-11526 i 6505113 >I< 7-0-13 7-0-13 I,... 7-5-6 J. 5-5-13 -J- 7-0-13 J 20-0-0 Over 2 Supports >1 R=1789 U=433 W=5.5" R=1879 U=470 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 13.01.0.- 'v? i FS, QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way Inc 360-750-1470 FURNISH THIS D READ AND FOLLOW ALL NOTES ON THIS SHEET! NC,1NE' . S,0 TC LL 25.0 PSF REF R561-- 70772 3901 NE 68Th St.,Vancouver WA "IWORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. \ Trusses require extreme care .n fabricating, handling. shipping. Installing and bracing. Refer to d 19575 P 9 TC DL 7.0 PSF DATE 10/09/14 follow latest edition of BCSI (Building Component Safety Information, y TPI on WTCA) for safety n practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. r 1 Unless noted etherwlad. top cher aha have properly e ached structural sheathing e tl bottom the BC DL 10.0 PSF DRW CAUSR561 14282063 shall have a properly attached rigid ceiling. Locationsshownfor permanent lateral restraint of webs �- shall have bracing installed per SCSI sections B3. B7 or 510. as applicable. Now ALPINE ITW Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss 'n conformance with ANSI/TPI 1, or for handling. shipping, installation& OREGON J bracing of trusses. Apply plates to each f e f ass and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100539 Details, unless noted otherwise. Rorer to drawings 160A-Z for standard plate positions. A seal on this .,....20,1.-0 (� drawing or cover page listing this drawing,dindicates acceptance of professional engineeringc DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. espemalbi I Ity solei:cer the design:hewn. Thsoltabll rcy and a e ef�'ls d algin r ::)..."-=";:b:: m:y e r I '9'FOLD W•�� p P the esponsiblllty o he Builtling Designer per ANSI PI 1 Sec.2, sFar nfor t'on s tThisuj ob's Sacramento,CA 95828 general notes page. ITN-BCG:www.itwbcg.com: TPI. www.tpinst ore:MCA: www.sbcindustry.con: SPACING 24.0" J REF- 1 VAH 5 6 1 Z 1 2 Icc: «ww.l«aare.org Renewal date 01301901 5 I i11 7 L_ . '- ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & C1IMENSIONS),ISUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - B02 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 23.13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located w Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6= FA 2X4 2X4 8 °4 4° 8 7-0-4 0-4-4 0-4-4 _J— .�. _J__ mMIIMINIIIIMIIINIMIIMIII = IIMIIIIMMIIIMIIMIMINENIMel (IN 19-5- 5X8= 3X4(A1) = 3X4(A1) L 5-2-10 10-0-0 4-9-7 4-9-7 10-0-0 5-2-9 'J I, 10-0-0 10-0-0 J ` - - - 20-0-0 Over 2 Supports R=869 U=152 W=5.5" R=867 U=151 RL=156/-156 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0• '+: i FS, QTY:3 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-I470 ..IMPORTANT.. FURNISH S DESIGNAgTUAAgLLFCBNUW ALL TRACTORSGTES ON INCLUDING'S SHEET!INSTALLERS. \�` O N E-, s�0 TC LL 25.0 PSF REF R561-- 70773 3901 NE 68th Si,. Vancouver WA ,Q 2 Trusser Ing, handling. shipping, Installing and racing. Refer t d 19575 P 17 TC DL 7.0 PSF DATE 10/09/14 follow latest edition ofBCSI (Building Component Safety Information, y TPI and WTCA) for safety an practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord she have properly attachedstructural sheathing a m chord BC DL 10.0 PSF DRW CAUSR561 14282125 all have a properly attached rigid ceiling. Locationsshownfor permanents lateral restraint of webs �-�� shall have bracing Installed per BCSI sections B3. B7 or B10. as applicable. MEI ALPINE Imomm ITW Building Components Group Inc. o TWBGG> shall not be responsible for any deviation this design. 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC * any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping.from A OREGON J bracing of trusses. Apply plates to each face o truss and position as show„above and on the Joint TOT.LD. 42.0 PSF SEAN- 100532 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this ryw V Q (� yawing or cover page listing this drawing,d indicates acceptance of professional engineering a •A Bn•20,1g9 G ITW BuildingComponents Group,Inc. espensi°"Icy solely for he design shown. The suitapi I rcy aha"e a s de"glle pr any s e O/.D W N DUR.FAC. 1 .15 FROM KTC P P the asponsibllity o the Building Designer per AN51/TPI 1 Sec.2. anon ip n or tion s `this job's Sacramento,CA 95828 general notes page. ITW-BCG www.ltwbcg.com: TPI www.tpinst.org, WTCA www.s°clnd"stry.com, Ice:www o«safe.org SPACING 24.0" JREF- 1VAH561_Z12 Renewal date 6130/2015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - 603 ) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W8 2x10 DF-L SS: Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @11.25" 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 Deflection meets L/240 live and L/180 total load. Creep increase factor in each row to avoid splitting. for dead load is 2.00. 140 mph wind, 23.13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Special loads anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) DL=6.0 psf. TC- From 67 plf at 0.00 to 67 plf at 10.00 TC- From 67 plf at 10.00 to 67 plf at 13.04 In lieu of structural panels use purlins to brace all flat TC @ 24" TC- From 133 plf at 13.04 to 133 plf at 15.73 OC. TC- From 67 plf at 15.73 to 67 plf at 16.01 TC- From 67 plf at 16.01 to 67 plf at 23.50 5X6— Unbalanced snow loads have not been considered. BC- From 20 plf at 0.00 to 20 plf at 23.50 �� TC- 411.27 lb Conc. Load at 15.79 BC- 1322.56 lb Conc. Load at 20.14 444444'„ 8 Wind loads and reactions based on MWFRS. 5X6 6X8 2X4 S —IB 3X10` 8 w 7-0-4 W8 0-4-4 0-4-4 1 1 ' • 0 19-5-4 4X8= 5X6= 3X4= 3X4 iii 3X4(A1) = 4X6(B1) - a - -t- - - - t- ' -'- 10-0-0 3-0-7 3-2-5 3-10-14 3-4-6 L 10-0-0 -i- 3-0-7 ,L 3-2-5 7-3-4 J f 23-6-0 Over 2 Supports R=1406 U=302 W=5.5" R=2545 U=524 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0.: .+� ,11r Fs, QTY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 36O-couver70 ..IMPORTANT" FURNISNNTNISDESIGNATOAALLLFCONTW ALL TRACTOR50TES ON INCLUDINGIS SHEET!INSTALLERS. \� NG1N`!, ��OZ TC LL 25.0 PSF REF R561- 70774 3901 NE 68th SL,Vancouver WA Q .1.- Trusses require extreme care In fabricating, handling, shipping. install ,g and acing. Refer to 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 follow he latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) Pb,'safety°d practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing e chord BC DL 10.0 PSF DRW CAUSR561 14282103 hall have a properly attached rigid ceiling Locationsshownfor permanent lateral restraint of webs 0- shell have bracing installed per BCSI sections 83, Bl or 010, as applicable. — ALPINE s Ila Building Components Group Inc. (I NBGG) shall not be responsible f any deviation from this design, 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss 'n conformance with ANSI/TPI1. or for handling, shipping, installation A OREGON J Ding of trusses. Apply plates to each fade of tress and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100924 Details. unlessnotedotherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this eda gi . Ve drawing or cover page listing this drawing, Indicates acceptance"f professional engineering nn 20,194% Z.V. 1TW Building Components Group,Inc. ° ps" lsoyeof tBeldeeahownepTbr AN°SItaPI ycn.d. °o°mh'adnsrma"t'fon=:-Z,:";:.!: 1-o/ DW.NDUR.FAC. 1 .15 FROM KTC w Sacramento,CA 95828 general notes page: ITN-BCG: www.itwheg.cmn: TPI: www.tpinst.org:WTCA: ww.sbclndustry.com; SPACING 24.0" J REF- 1 VAH 56 1 Z 1 2 ICC:www.Iccsafe.org Renerval date 8138201a ,f 'l , 1 ! L4 1 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& AIMENSIONS).tSUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - 604 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 23.18 ft mean hgt, ASCE 7-10, CLOSED bldg, Located : Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase Bottom chord checked for 10.00 psf non-concurrent bottom chord live load factor for dead load is 2.00. applied per IRC-12 section 301.5. Unbalanced snow loads have not been considered. (*) In lieu of rigid sheathing laterally brace TC below filler with purlins at 24" OC. 2X4 III 5X6= 8 2X4 Ill i\ 6X8.` N_.<6 8 8 f 2X4 Si B (9) 2X4 .• 7-1-10 • • 0-4-4 0-4-4 19-5-4 3X5(A1) = 4X8- 5X6= 3X4= 3X5(Al) = l� 5-2-10 10-0-0 4-9-7 .L 3-0-7 3-0-7 >fl1 �L3-2-5 2-3-3 �L-3-6-4 7 3-4 3-9-0 I' ii-.-, I -I- - - I - '1 I -- - 23-6-0 Over 2 Supports -d R=1020 U=166 W=5.5" R=1020 U=191 W=5.5" RL=321/-508 Design Crit: IRC2012/TPI-2007(STD) O PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0,. i; - ' FSt 'TY:1 OR/—/1/—/—/R/— Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 --WARNING'" READ AND FOLLOW ALL NOTES ON THIS SHEET! \CP G INF /O REF R561-- 70775 3901 NE 68th SL,Vancouver WA ..IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. /w �w 'I, TC LL 25.0 PSF Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to d V 19575P /'J TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety an I r , practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless no otherwise. tap chord shall have properly at structural sheathing a chord I�� BC DL 10.0 PSF DRW CAUSR561 14282070 all M1 a properly a rigid ceding Locations ts n for permanent lateral restraint of webs shall have bracing installed BCSI sections B3, 87 or Bio, as applicable. 11/10/2014 ALPINEITV(Building Components Group Inc. (ITWBCG) shall not be responsible for any de",at,on fr m this design. BC LL 0.0 PSF CA—ENG RTT/CWC any failure t build the truss in conformance with ANSI/TPI 1. or far handling. shopping, installation A OREGON ping of trusses. Apply plates to each face of tress and poet Ion as shown above and ontheJointTOT.LD. 42.0 PSF SEN— 100932 Details, unless noted otherwise. Refer t0 drawings 160A-Z for standard place poslt,ons. A sal on this I%mdq.20,1990 eQ' Q drawing or cover page listing this drawing, Indicates acceptance of professional engineering a ,T ITW BuildingComponents Group, C5p"nslbi I Icy solely fort the design shown' The s"Itabl I'ty and use of this design"` any structure is OLD W•N DUR.FAC. 1 .15 FROM KTC P P the responsibility o he Building Designer per ANSI/IP! 1 Sec.2. sFor m n or tions : `This,lob's Sacramento,CA 95828 general notes page: ITN-BCC. www.i tvbcg.com: TPI: wwu.tpinst arg: WTCA www.sbtlnd"stry.tom: ICG: www.icesafe.org Renewa!date613012015 SPACING 24.011 JREF— 1VAH561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - 805 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 23.71 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g ) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Truss passed check for 20 psf additional bottom chord live load in Bottom chord checked for 10.00 psf non-concurrent bottom chord live areas with 42"-high x 24"-wide clearance. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 4X6= i► 1 ES 2X4\\\ 2X4.8/ ii. l* 8-2-4 0-4-4 0-4-4 _L Allil ill i 118 U. _� 9-5-4 3X4 3X5= 3X4= 3X5(A1) = 3X5(A1) 6-1-1 _L 5-7-15 I_ 5-7-15 _ L. 6-1-1 J 7-11-12 I 7-6-9 I 7-11-12 _I L- 11-9-0 ,I, 11-9- ,I E 23-6-0 Over 2 Supports R=1095 U=187 W=5.5" R=1095 U=187 W=5.5" RL=184/-184 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0- i; : ' FFSIp.ITY:5 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! 'w� aGIN�� O� TC LL 25.0 PSF REF R561-- 70776 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 3901 NE 68th St.,Vancouver WA 19575 P 9 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCS! (Building Component Safety Information, by TPI andRTCA) for safety a� • %, practices prior to performing these tions. Installers shall provide temporary bracing per BCSI. Unless no otherwise. top chord shallhave properly a structural sheathing and bottom the �.-ii BC DL 10.0 PSF DRW CAUSR561 14282067 shall M1 a properly attached rigidceiling. L n for permanent lateral restraint of webs shall have bracing installed per BCS! sections B3,aB7oor B10. as applicable. 1 1/1 0/2 01 4 ALP I NE s ITV Building ComponentsGroupInc. (ITWBCG)shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build iconformance th ANSI/TPI 1. a f handling, shipping, installation& ting of trusses. Apply plates toeachfate of truss and position as Shawn above and on the Joint 1. TOT.LD. 42.0 PSF SEQN- 100780 Details unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9 en,20,a9� feY drawing or cover page listing this drawing. indicates acceptance or professional engineering OL p W,V4 DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. honbloyelof tBel° eawer. p:',=:',171";:.,==:::-,sy a "pJobie - Sacramento,CA 95828general notes page: ITW-BCG:www.ltwbeg.eem: TPI: www.tpinst.org:WTCA: www.sbcliwnstry.cam: SPACING 240" J REF- 1 VAH 56 1 Z1 2 ICC:www.iccsare org Renewaldete 8/5012015 . - ntt l lJ ' l THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & LMMENSIONS)'SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - CGT ) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I ` Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Special loads Bot Chord: 1 Row @ 2.50" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row @ 4" o.c. TC- From 68 plf at 0.00 to 68 plf at 2.55 Use equal spacing between rows and stagger nails BC- From 10 plf at 0.00 to 10 plf at 2.55 in each row to avoid splitting. BC- From 74 plf at 2.55 to 74 plf at 6.00 PLT- 56.37 lb Conc. Load at ( 1.97,21.41) Connectors in green lumber (g) designed using NDS/TPI reduction PLB- 867.34 lb Conc. Load at ( 2.17,19.48), (4.17,19.48) factors. PLB- 347.44 lb Conc. Load at ( 2.66,19.48) PLB- 64.72 lb Conc. Load at ( 3.97,19.48) 140 mph wind, 20.86 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Wind loads and reactions based on MWFRS. 3X6% Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 10 ', 2-6-2 3X4(Al) = AIIIIIIIIIIIbhmbmb. 5X6= II MI i 0-4-10 INIIM. 0-5-10 19-5-4 M 3X8111 I_ 1-9-14 _L 4-2-2 J l6-0-0 Over 2 Supports R=1335 U=257 W=5.5" R=1323 U=214 Design Crit: IRC2012/TPI-2007(STD) O PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .1, i; F$ tTY:1 OR/-/1/-/-/R/ Scale =1"/Ft. Trus-Way,Inc 360-750-1470 WARNING'" READ AND FOLLOW ALL NOTES ON THIS SHEET! \t' NAGINF&' /O TC LL 25.0 PSF REF R561-- 70777 3901 NE 68[11 S[.,Vancouver WA ..IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. C. n -4 Trusses require a ring, handling, shipping, Installing and bracing Refer to and 19575 P -r Yr TC DL 7.0 PSF DATE 10/09/14 follow the latest edition ofBOSI (Bulldog component Safety Information, by TPI end WTCA) forsafety practices prior to performing those functions. Installers shall provide temporary bracing per SCSI. Unless noted atharwlsa tap" ah nava properly a added structural sheathing a chord /-.-iAO BC DL 10.0 PSF DRW CAUSR561 14282099 shall have a properly a rigidceilingLocationsn forpermanentlateral restraint o webs shall have bracing Installed per SCSI sections 83, 87 or B10, as applicable. 11/10/2014 ALPINE ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from thea design. BC LL 0.0 PSF CA-ENG RTT/CWC mowALPINE (allure to bulla the truss In conformance with ANSITTPI 1, or for handling, shipping, Installation 8. OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and d the JointTOT.LD. 42.0 PSF SEQN—N— 100696 Details, unless noted ochorwlso. Refer to drawings 160A-Z for standard plate positions. A seal on this 9� Bir,20 1 990 OP. drawing or cover page listing this drawing. Indicates acceptance of professional engineering 1TW Building Components Group,Inc. °'p""°�b'Ilty solely car the dealgn'haw". rhe witabillty and"aa p e,Ign rar a y s ruct"re Is OLD W m N DUR.FAC. 1 .15 FROM KTC Building Y the spbnsibllity oP ha Buildlrg Designer par AN51/TPI 1 $ac.2. Fbrf nPormdtion s tThls Job's Sacramento,CA 95828 generals page: ITS-BCG: www.itwbcg.com, TPI'www.tpinst.org: WTCA: eww.sbclndustry.com: ICC: w.lccsare.arg Renawaldata6130nn15 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - CJ2 ) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 67 plf at 0.00 to 67 plf at 2.40 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 3.23 BC- 33.20 lb Conc. Load at 2.00 140 mph wind, 20.57 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 11 21-0-15 R=75 U=24 8 1-11-7 V Y 0-4-4MIIIMMIIIIIIIII 0-3-8 44_19-5-4 R=56 4 0152111 2X4(A1) - 2-4-13 >LC 0-11-7� IC 3-2-12 Over 3 Supports R=132 U=13 W=5.5" Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .',. 3s/�. ' FFStc,'TY:1 OR/-/1/-/-/R/- Scale =1"/Ft. 390,1 NE�th St.,VanCOUVer WA ..IMPORTANT.. FURNISH-1470 THIS DESIGN�TOAALLFCONTRACTORSW ALL OTES ON INCLUDINGIS SHEET!INSTALLERS. � 5m'E.Fe s OA TC LL 25.0 PSF REF R561 - 70778 Trusses require extreme e .n(Building handing. shipping. Installing an bracing. Refer et 19575P -r Y7 TC DL 7.0 PSF DATE 10/09/14 Tolima the latest edition ofSCSI (Building Component Safety Information, by TPIandWTCA) for safety ano ca, practices prior to performing these functions. Installers shell provide temporary bracing per SCSI. Ar Unless nootherwise. tap chord'hall have properly at structural'heath''"°bottom chord I /i"i BC DL 10.0 PSF DRW CAusR561 14282085 shall a properly attached rigid ceiling. Locat r permanent lateral restraint o webs shall have bracing installed per BCSI sect,ons BB, 07 or 10." a asappLlaable. le/10/2014 mir ALPINE ITW Building ComponentsGroupInc. (IITWBCG)shall not be responsible for eny deviation From his design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build t f with ANSI/TPI 1, a f handling, hipping, installation& sing of trusses. Apply plates to eadh conformance truss one poai<Ian as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100551 Dorsi s unless noted otherwise. Rofor to drawings 160A-Z for standard plata positions. A seal on this Von.Z()m y_ `P drawing or cover page listing this drawing, indicates acceptance of professional engineering 9,QOL D m N� ITW BuildingComponents Group, a:pa"albnity aalely for<he tle:lgn undo . Tha:pitabi l,ty and p a df tr a design far any:trpttdre is DUR.FAC. 1 .15 FROM KTC p p he responsibility of the Bulltling 0esignar par ANSI PI 1 $oc.2. gFor nformtl on s This Job's Sacramento,CA 95828 general nota:page: ITW-BGG:www.itwbcg.ca,n: TPI:www.tpinst.org:WTCA:www.sboindustry.co�in: SPACING J RE F- 1 VAH 56 1 Z 1 2 ICC: www.iccsafe.org Renewaldotc 8/30/2015 24.0" — Iv 'W 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DKAENSIONS)lSUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - CJ4 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.40 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2 0-4-3 02-8-5 ___i____ U=67 3-6-13 0-4-4 07/R=137 —� ►= `J 19-5-4 R=65 U=8 2X4(A1) 1< 3-2-12 >Lc 1-8-10--= i� 4-9-14 Over 3 Supports >{ R=190 W=5.5" RL=94/-21 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.O1 .►f,'c' G 7i FS QTY:1 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Wav,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! (7 1N S/ 3901 NE 68th St.,Vancouver WA • IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 'w\ G �� 2 TC LL 25.0 PSF REF R561-- 70779 Trusses require extreme care In fabricating, handling. shipping, Installing and bracing. Refer to V latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety 19575P v TC DL 7.0 PSF practice'prior to performing these function'. Installers shall provide temporary bracing per BCSI. i' / DATE 10/09/14 T Unless opted otherwise. ` chord shall have properly attached structural sheathing and°°"""chord BC DL 10.0 PSF DRW CAUSR561 14282079 Il have a properly attached r gid telling. Locations r permanent lateral restrain o webs �/// shell have braclrg Installed per BCSI sections B3, B7 or B10,"as°applicable. MEI ALPINE IMMO ITV Building Components Group Inc. (ITWBCG)shall not be responsible for any dexiatlon from this design. 1 Ut0/2014 BC LL 0.0 PSF CA ENG RTT/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. Inatallatlon A OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint Detail'. unless noted otherwise. Refer to hng drawings 160A-Z for standard plate positions. A seal on this ay P TOT.LD. 42.0 PSF SEQN— 100555 drawing or cover page listing this drawing, indicates acceptance of professional engineering off•20,199 G ITW Building Components Group,Inc. °°;'° h I sy l s°y°°f c°r 27,:%%.:77=pThr°AN "°b' "ySe1."17-',===°"y: '^"`°;ab's Q W.NV DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 nal notes page. ITW-BCG: wwm.ltwbcg.com: TPI:wwwtpinst org: WTCA w .sbcindusiry.cpm; SPACING 24.0" JREF- 1VA H561_Z12icc: " "" Henewaldgte813g20,5 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - CJA ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 20.44 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 10 '/ *0-8-15 R=43 U=25 1-7-8 V I' 0-4-10 II V 0-3-8 ►/ 19-5-4 4 MEMIN R=33 2X4(A1) 1-5-130-6-8J 1-10-14 Over 3 Supports] R=77 W=5.5" RL=33 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►.,':. S % QTY:1 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 MPORT NT" FURNISH FIllSrRESIGN To ALLFOLLOW RACT0RS INCLUDINGTHIS INSTALLERS. �J 0131N FF '0 TC LL 25.0 PSF REF R561-- 70780 3901 NE 68th St.,Vancouver WA C9 41 Trusses require extreme rare In fabrlcating. handling. shipping, installing and bracing. Refer to and 19575 P TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCSI (Building Component$afoty Information. by TPI and WTCA) for safety r practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. /� Unless noted otherwise a top chord ah t have properly attached s ng structural sheathing end so chard BC DL 10.0 PSF DRW CAUSRSB1 14282084 shall have a properly a rigid ° ceiling. Loc shown for permanent lateral restraint of webs 4111W// shall have bracing Installed per BCSI sections 83. ca B)or 810. as applicable. I' 10/2014 ALP I N E n IBuilding Components Group Inc.Ino. (ITWBCG) shall not be responsible for any deviation Pram this design, BC LL 0.0 PS F CA-ENG RTT/CWC 111111_ any failure to build the truss in conformance with ANSI/TPI1. or for ha ° handling, shipping. Inst i1atIon 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 PSF SEQN- 100548 Details. unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 9 Ven ZD 1 0g0 4.V. ITW drawing or cover page listing this drawing. indicates acceptance of professional engineering AS 2,1 Y DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. osp osibluty solely far iha design slwn. ani a p p Cha sponsibllicy oP[ha Building Designer p:',==';1:1.7.7'.=.:;:=:::s hlsnJ ob's 1 Sacramento,C.A 95828 general notes page: ITW-BCG:www.ltwbcg.com: TPI: www.tpinst.org:WT CA: waw.sbcindnstry.com: SPACING 24.0" J RE F- 1 VAH5 6 1 Z 1 2 ICc: www.I ccsafo.org Renewal date 8!3012015 !y • 1. l r- e1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS).SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - DO1 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.88 ft mean hgt, ASCE 7-10, CLOSED bldg, Located e Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. End verticals not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Truss passed check for 20 psf additional bottom chord live load in Restraint material to be supplied and attached at both ends to a areas with 42"-high x 24"-wide clearance. suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. 2X4 or Unbalanced snow loads have not been considered. T 8 I-- 3X4% W5 i (a) 10-10-4 3X4 (a) 2-8-4 /._ IMTIIIIIII — z j 4110-1-4 ' 2X4 III 3X4= 5X6 1�12 5-2-8 6-10-12 3"12 1< 12-3-0 Over 2 Supports �>1 R=570 R=577 U=154 RL=199/-56 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(O%)/4(1) 13.O1 .'h,1c':• 1W F QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way,Inc 360-750-I470 ..IMPORTANT.. FURINNISRNHISDESIGN�TOAALLLND FCONTTRACTORSOLLOW ALL OINCLUDINGTES ON 'INSTALLERS. �� G'NES SHEET! - i0 TC LL 25.0 PSF REF R561-- 70781 3901 NE 68Th St.,Vancouver WA C9 N F41 2 _ Trusses require .trema"are In fabricating, handling, shipping, installing and bracing. Refer to 19575 P 7 TC DL 7.0 PSF follow the latest edition of BCSI (Building Component safety Information, by TPI and WTCA) for safety DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS I. I' %1 Unless otherwise, top chord shall have properly attached structural sheathing and bottom chord shall we a properly attached rigid calling Locationsshownfar permanentlateralrestraint of web= �-�. BC D L 1 0.0 PSF DRW CAUSR561 1 4282083 shall have bracing Installed per BCSI sections 93. 87 or B10, as applicable. milmr ALPINE vim ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this deign, 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC * any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. installation& OREGON bracing of trusses. Apply plate to each face of truss and position as sham above and on the Joint Details unless noted otherwise. Refer to rawings 160A-Z for standard plate positions. A seal on this m P TOT.LD. 42.0 PSF SEQN- 100726 drawing or cover page I Is Ing this drawing, indicates acceptanceofprofessional engineering 9� an'2�I 189 G_ ITW BuildingComponents Group,Inc. C5p"""b'Ilty solely Lgr`the deign'hgw ' The s"'tab"'ty and"e sign far any s r"tt"r Is 1 QL p $141.N"/ DUR.FAC. 1 .15 FROM KTC P P the esponslbility of he Building Designer per ANSI/TPI 1 Sec.2. sForfm r nfgrnetlan tThis Job's Sacramento,CA 95828 general notes page: ITW-BCG:www.itwbcg.com, TPI www.tpinst.org: wTCA eewssbcindustry corn. ICC. wwe.�°asafa.grg Renewal dale 61302075 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - D02 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.46 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Truss passed check for 20 psf additional bottom chord live load in Restraint material to be supplied and attached at both ends to a areas with 42"-high x 24"-wide clearance. suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. 2X4 III Unbalanced snow loads have not been considered. T 8 r 3X4 W. (a) 10-10-4 (a) 4X64411111% M1-10-4 - +10-1-4 _L 2X4 III 3X4= 5X6. - 1"12 — X6= 1"12 — -, 3"12 1 .72 6-5-8 6-10-12 ` 13-6-0 Over 2 Supports i R=622 R=637 U=147 RL=216/-61 PLT TYP. Wave Design Crit: IR FT/RT 8%(0%)/4( ) D) 13.01 .V 0, +:0PR__FS' `TY:2 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Wav,Inc 360-750-1470 ""WARNING'" READ AND FOLLOW ALL NOTES ON THIS SHEET, r1 � • TC LL 25.0 PSF REF R561-- 70782 3901 NE 68th SC,VanC011Ver WA IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and racing. Refer to 19575 P TC D L 7.0 PSF DATE 10/09/14 follow a latest edition of BCS, (Building Component Safety Information, y TPI and NTCA) for safety°d /y practices prior to performing these functions. Installers shall provide temporary bracing per BCS,. Unlessotherwise, top Chard a have properly° ched'structuralaching a hard /.�� BC DL 10.0 PSF DRW CAUSR561 14282048 haveaa properly attached rigida ceiling. Locations`shown for permanent lateral restraint of webs shall have bracing installed per BCS, sections 63. B]or B1O, as appl ICable. 1 1/10/2014 — . ALPINE shell ITB Building ComponentstGrouup,nro. (ITWBCG) shall not be responsible for any deviation from this design, OREGON J BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the conformance with ANSI/TPll, or for handling. shipping, installation 8 ting of trusses. Apply plates to each ace of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100708 Details, unless noted otherwise. Refer to drawings 16OA-2 for standard place positions. A seal on this 7, VBA.20,1090 S drawing or cover page listing this drawing, indicates acceptance of professional engineering �pt D W �� ITW Boldin Components Group, :.77::=1.7, eapnalbl "y aalely fpr tM1e dealgn shaven. The'°"ah,1"y a e ae aPis 'man f n 50ay a DUR.FAC. 1 .15 FROM KTC y Building p P the spcnsibility oP the Building Designer per ANSI/TPI 1 Soc.2.°Far m `TM1I:7h!s Sacramento,CA 95828 general notes page, ION-BCG:www.ltwbcg.com: TPI: www tpinst.org:WTCA www.sbcindustry.com: ICC: www.iccsafe org w Reneal data 8/30/2015 SPACING 24.0" J RE F- 1 VAH 5 6 1—Z1 2 ' ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS),SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - D03 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.19 ft mean hgt, ASCE 7-10, CLOSED bldg, Located • Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be Truss passed check for 20 psf additional bottom chord live load in equally spaced. Attach with (2) 8d Box or Gun nails areas with 42"-high x 24"-wide clearance. (0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X4% * 2X4 III \li 4111111111111111811 (— 10-3-14 • 4X6% T 1-10-4 0-3-8 +10-1-4 2X4 III 4X8= 3X5\\\ 1:11? 6-5-8 4-7-1 _L 2-3-1 17'12 6-5-8 6-8-12 Ic 13-6-0 Over 2 Supports R=609 R=690 U=126 RL=200/-58 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0• v: . .: �'.-W TY:1 OR/-/1/-/-/R/- Scale =,275"/Ft. Trus-Way,Inc 360-750-1470 •"WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! O<lb r10 IN ,OZ TC LL 25.0 PSF REF R561-- 70783 3901 NE 68th St.,Vancouver WA ..IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. A Trusses require e e in fabricating, handling, shipping, installing and bracing. Refer to and 19576 P -r follow thelatest edition on core (Building Component Safety Information, by TPI and INTCA) for safety a �, TC DL 7.0 PSF DATE 10/09/14 practicespriorto performing these tions. Installers hall provide temporary bracing per BCSI. Unless"°`°°otherwise. `°p` ah have p'oper'y a` structural sheathing°" "=,chord /-'i BC DL 10.0 PSF DRW CAUSR561 14282114 shall have a properly a rigid ceiling. Locations ts M n for permanent lateral restraint of websl shallve bracing installed per BCSI sections B3, BT or B10. as applicable. 1 filo/2014 ALPINE ITV Bui ldingComponents Grup Inc. (ITWBCG) shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA ENG RTT/CWC any failure[ build the truss In conformance with ANSI/TRI 1, or for handling, shipping, Installation A OREGON Detting of trusses. Applyplatesto each face of truss and position as shown above and on the Joint y ails noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9,Q an,20.19 VQ• TOT.LD. 42.0 PSF SEQN- 100719 drawing orn coverpage listingsthis drawing, indicates acceptance of professional engineering O ITW BuildingComponents Group, °s°°"s'°"�`y °'°';f°``"°°°s'n's"°w any siractare " L Q W.N DUR.FAC. 1 .15 FROM KTC P P the esponsib�lty o the Building Designer p:',7=',1:17.=',===s This job's Sacramento,CA 95828 general notes page. 1119-BCG: www.itwbcg.com; TPI. www tpinst org;WTCA. www.sbcindustry.tom; RenewaIdmI Bi3B/2015 SPACING 24.0" JREF 1VAH561 Z12 ICG; www.iccsafe.org _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - D04 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.29 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Bottom chord checked for 10.00 psf non-concurrent bottom chord live spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). load applied per IRC-12 section 301.5. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 iii 8 3X4% i' 9-8-4 Aill 0-8T 4 7 �i +10 -1-4 / 4X6(G1) Ill 2X4 III 5X6 6-9-0 6-9-0 6-9-0 2 r' 13-6-0 Over 2 Supports >I R=586 R=586 U=113 RL=204/-61 Design Crit: IRC2012/TPI-2007(STD) O PROFFS' �TY:5 OR/-/1/-/-/R/- -51Scale =.275"/Ft. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .' a: . "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! arREF R561-- 707 84 Trus-W ay,IPC 360-7SO-I47O "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �`� vO �2 TC LL 25.0 PSF 3901 NE 68th SL,Vancouver WA 19575 P Trusses require extreme care In fabricating. handling, shipping, Installing and bracing. Refer to and 17 M latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety %, TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing a tom chard .' - BC DL 10.0 PSF DRW CAUSR561 14282094 hall h a properly attached rigid ceiling. Locationsishown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, BB10, as applicable. 11/10/2014 - ALPINE1mmITW Building ComponentsGroupInc. (o WBBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build C s in conformance with ANSI/IP! 1, o for handling, shipping. installation b acing of trusses. Apply plates to each face of truss end position as shown above and on the Joint y 'en.20,1090 Qw TOT.LD. 42.0 PSF SEQN- 100660 Details unless noted otherwise. Refer to drawings 160A-2 for standard plata positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering ROLD W.r� DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. aapona,b,n ty solely for o design show . The 05I obi n ty and e e a design for any a Pthe responsibility of Che Building Designer per ANSI TPI 1 Sec.2.usForfm motion see' tThisuTob's Sacramento,CA 95828 gene s page. ITW-BCG: www.ltwbcg.com. TPI: wxw.tpinst.org. WTCA www.abclndustry.com, ICC:general Renewaldale 813012015 SPACING 24.0" J RE F- 1 VAH 56 1_Z 1 2 c. .b THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS)'SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - DO5 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located • Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Right end vertical not exposed to wind pressure. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (*) In lieu of rigid sheathing laterally brace TC below filler with Deflection meets L/240 live and L/180 total load. Creep increase factor purlins at 24" OC. for dead load is 2.00. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 2Xg 41 2X4111 2X4111 TC- From 67 plf at -1.25 to 67 p l f at 12.57 2X4 111 2X4 III TC- From 133 plf at 12.57 to 133 plf at 17.00 3X8---, BC- From 20 plf at 0.00 to 20 plf at 17.00 o TrIMI=111 i iii TC- 250.00 lb Conc. Load at 12.57 Unbalanced snow loads have not been considered. 3X6 : 1 I _iimmillmilliimummalmmil.ig 3X5 Ill 8-6-13 9-0-5 IIAIPJIIILIII o-s-aT �� 3X4= 2X4 III 5X6---- +10-1-4 _I_3X10(G7) Ill 11-3-0 Fc L fi_100_3 3 >I‹ 5_00_00 ;L1-11-�-1-12 3-0-11 ,I 1— 12-6-1 .1— 4-5-15 J 1< 17-0-0 Over 2 Supports R=928 U=80 W=5.5" R=1174 U=104 RL=206/-80 Design Crit: IRC2012/TPI-2007(STD) 0 PROpFs'S1ATY:1 OR/-/1/ / /R/ Scale =.275"/Ft. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►- is •r Trus-Way,Inc 360-750-1470 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! l„�. v4G 75 `z. fQw TC LL 25.0 PSF REF R561-- 70785 3901 NE 68th St.,Vancouver WA IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 1Y7 Trusses require e e in fabriceci,g. M1entlllrg, sM1ippirg, ins�alli�an r ting. Refer to 9575 P follow the latest edition of rSCSI (Building Component Safety Information, oy TPI and WTCA) for safety nd . %, TC DL 7.0 PSF DATE 10/09/14 practices prl or co pse. top these all haves. Installtta heal' Provide teapathin eraci,g per SCSI. Unless '°""°` otherwise. "°w;°°' `�"°r"a"' have properly attached "°hoO' "" sheathing° GOr° /- ''/ BC DL 10.0 PSF DRW CAUSR561 14282123 sM1oll neve a proper y e nae riga ilairg. Locec r perm lace rel and o woos shall have bracing installed per SCSI sections 03, 01 or 810, asnppliceblo. 1 1/1 0/2014 - ALPINE a ITr Building ComponentstGroup Inc. (ITWBCG) :hell not W r°apooslllla Por any deviation from his design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to Wild tib conformance with ANSI/TPI 1, o for handling, shipping, installation 8 p; of trusses. Apply pietas to mdM1 feta eP trpaa and pasitlen as ahpn,aha"°end en tW wint TOT.LD. 42.0 PSF SEQN- 100765 Details, unions noted otherwise. Refer to drawings 160A-Z for standard plata positions. A seal an this 4, en.20,10- i C l yawing or cover page listing this drawing, Indic°ten acceptance of professional engineering OL O W•�`/ DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group, espons�billty solely far ria design:hewn. Tho NSItaol a ty and p a eP this design for any a arta e a P P the rosponsiollicy oP the Building Designer per ANSI/TPI 1 $oc.2. sFor ma in Porm[lon see: tTM1is jobs Sacramento,CA 95828 general notes page: ITN-BCG: www.Itwocg.com: Till: ww.tpinst.org: WTCA:www.s°clndustry.com, Renewal dole 0130/2015 SPACING 24.0" JREF- 1 VAH 56 1 Z 1 2 ICC: www.iccsafo erg _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - D06 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X6 3X10= 3X5 iii 7-4-3 441prAll 5-2-13 0-8-4 .i1. �J 10-1-4 ' 3X4= 2X4 iii 5X6 - 3X8(G1) X6=3X8(G1) iii L1_3_01 5-0-0 6-10-3 T 5-0-0 + 5-1-12 5-1-12 I- 9-11-15 —i. 7-0-1 J 1< 17-0-0 Over 2 Supports ={ R=825 U=34 W=5.5" R=735 U=89 RL=168/-68 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .F i; . ' FFS,p/TY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! !w\� N GINE' ,DI TC LL 25.0 PSF REF R561-- 70786 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 3901 NE 68th St.,Vancouver WA and Trusses require extreme care In fabricating, handling, shipping. Installing and bracing. Refer to 19575 P 9 the e latest edition of BGS! (Building Component Safety Information, by TPI and WTCA) for safety r Ira, TC DL 7.0 PSF DATE 10/09/14 practices prior Sc performing those functions. Installers shallprovide temporary bracing per SCSI. Unless noted etharwiae. tap chord shall have properly at ahnd structural sheathing a tam shard 4-.'i BC DL 10.0 PSF DRW CAUSR561 14282092 shall have a properly a rigid telling. Locations ts wn r r permanent lateral restraint of webs hall have bracing installed per SCSI sections 53, B1 or B10. as applicable. 1 1/10/2014 NE ALPINE iii ITW Building Components Group Inc. (ITIBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any!allure to Wild the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation b braCing of trusses. Apply Plates toeachface of truss and position as shown above and an the Joint am TOT.LD. 42.0 PSF SEQN- 100752 Details, unless noted otherwise. Refer to drawings 160A-Z Far standard Plate positions. A seal on this 9 „On,20,Vim (y retying or cover page listing this drawing. Indicates acceptance of professional engineering ITW BuildingComponents Group, °'°°""°" y'°"'y °r °design'°°"' T°°'""° l Ity and"'F° `°"daslgn der'sexy' OLD W w N DUR.FAC. 1 .15 FROM KTC Y P the pons:bil:ty of ha Building Oosignor per ANSI/TPI 1 Sec.2. Ford nformeti on `This"Job's Sacramento,CA 95828 gene notes page: ITW-BGG:www.Itwbcg.cam, TPI:www.tpinst.argl WTCA:uww.sbeIndustry.com. SPACING 24.0" J REF 1 VAH5 6 1 Z 1 2 ICC:rwww.iccsare.org Rancwaldalc 8130!2015 _ ' ' I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& D4MENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - D07 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES RE I t Z Bot chord 2x4 DF-L #1&Bet.(g) REQUIRED Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Stub Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row 0 4.75" o.c. Bot Chord: 1 Row 02.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 67 plf at -1.25 to 67 plf at 7.42 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 TC- From 2 plf at 7.42 to 2 plf at 17.00 psf. BC- From 20 plf at 0.00 to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 16.00 Wind loads and reactions based on MFRS. BC- From 20 plf at 16.00 to 20 plf at 17.00 PLT- 301.48 b Conc. Load at ( 7.59,15.30) Right end vertical not exposed to wind pressure. PLT- 939.62 b Conc. Load at ( 8.00,15.30) PLT- 394.89 b Conc. Load at (10.00,15.30) Deflection meets L/240 live and L/180 total load. Creep increase factor PLT- 401.22 b Conc. Load at (12.00,15.30) for dead load is 2.00. PLT- 404.34 b Conc. Load at (14.00,15.30) PLT- 398.20 b Conc. Load at (16.00,15.30) Unbalanced snow loads have not been considered. PLB- 100.08 b Conc. Load at ( 2.00,10.14) PLB- 104.21 b Conc. Load at ( 4.00,10.14) In lieu of structural panels use purlins to brace all flat TC 0, 24" OC. PLB- 108.96 b Conc. Load at ( 6.00,10.14), (8.00,10.14) PLB- 110.14 b Conc. Load at (10.00,10.14), (12.00,10.14), (14.00,10.14) (16.00,10.14) 3X6 T2 3X10= 3X5 III /r B 5-2-13 5-7-10 0-8-4 p 0 (1%.) 10-1-4 3X4 2X4 III 5X6= 3X8(G1) iii I-1-3-01 L 6-10-3 5-0-0 5-1-12 6-10-3 >.I 5-0-0 I 5-1-12 I_ 7-5-1 L. 9-6-15 J I" 17-0-0 Over 2 Supports R=2024 U=411 W=5.5" R=2479 U=616 Design Crit: IRC2012/TPI-2007(STD) p PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .'. .3:1611%4;4/4:1Y:1 FOR/-/1/-/-/R/- Scale =.34"/Ft. 390.1 NE 68d)St.,Vancouver WA 'WARNING" GNAT AND FOLLOW ALL NOTES ON THIS STALL � Z TC LL 25.0 PSF REF R561- 70787 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS IES ON TH INSTALLERS. Trusses require extrema care in fabricating, handling, sblpping. Installing and bracing. Rarer to 19575 P 9 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety a� r , TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these tions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise top t s141hall i have properly attached structural sheathing and bottom chord 4 /`'''.i BC DL 10.0 PSF DRW CAUSR561 14282108 shall ha a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 63. B7 or 610, as applicable. 11/10/2014 1/1 0/201 A NNW ALPINE ITN Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. L N BC LL 0.0 PSF CA ENG RTT/CWC any tailors t build the truss in conformance with ANSI TPI ,, or for handling, shipping, installation A OREGON bracing of trusses. Apply plates to each race of truss and position as shown above and the Joint TOT.LD. 42.0 PSF SEQN- 100748 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions, A seal on this I/? V4 f),20,S 990 �P drawing or cove page listing this drawing, indicates acceptance of professional engineering _ /�/ N ITW BuildingComponents Group,Inc. responsibility solely for`the design shown. The suitability and a of this design for arty s OLD vv. DUR.FAC. 1 .1 5 FROM KTC Pthe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.usFor information see!structure Job's Sacramento,CA 95828 gena s page: 1117-BCG: www.ltwbcg.com: TPI: www tpinsc.org:RICA: wsbclndustry ca: I ICC:rww.iccsdfe.org Ronewaldete8130/2015 SPACING 24.0" JREF- 1VAH561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - DGT ) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) • Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(g): TC- From 67 plf at 0.00 to 67 plf at 13.50 BC- From 20 plf at 0.00 to 20 plf at 6.83 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 60 plf at 6.83 to 60 plf at 9.00 BC- From 20 plf at 9.00 to 20 plf at 13.50 BC- 393.71 lb Conc. Load at 1.19 140 mph wind, 16.46 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Wind loads and reactions based on MWFRS. psf. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a 2X4 III suitable support by erection contractor. 7- Truss Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load B applied per IRC-12 section 301.5. 3X4 i Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. W5 i Unbalanced snow loads have not been considered. (a) 10-10-4 3X4 (a) T 1 14 _ +10-1-4 — 3X4 III 3X4= 4X6= �c 6-5-R >< 6-7- 2 1'12 6-5-8 6-10-12 13-6-0 Over 2 Supports R=981 U=46 R=672 U=60 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .P, is . ! Fc410,TY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way,Inc 360-750-1470 u WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! NAG INE. /OZ TC LL 25.0 PSF REF R561-- 70788 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA Trusses require extreme care In fabricating. handling, shipping, installing aneacing. Refer to and 19575 P y follow the latest edition of SCSI (Building Component Safety Information,by TPI na WTCA) for safety r , TC DL 7.0 PS F DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSl.Unless noted otherwise. tap a shall have properly at structural sheathing and bottom d i - BC DL 10.0 PSF DRW CAUSR561 14282112 all h a properly a rigid calling. Locations ts n for permanent lateral restraint of webs1 shall have bracing installed per SCSI sections 03, 01 or 010, as applicable. 1 I/IO/2014 — ALPINE ITW Building Components iGroupiInc. (IITWAWBCG) shall net be responsible for any deviation from this design. c OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build t f with ANSI/TPI 1. o f handling, shipping, installation b 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— 100736 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 7 Van.20,1 g9� _V" drawing or cover page listing this drawing. indicates acceptance of professional engineering ro D W•N� DUR.FAC. 1 .15 FROM KTC 1TW BuildingComponents Group,Inc. °'°°na'b'l"y sol`!;far °d°"gn andw. The'Si/r I l"y and"°of t algin far::::-;,7:";:b!: Pthe esponslbility o the Building Designer per ANSI/TPI 1 Sec.2. sFor nfor Cion s Sacramento,CA 95828 general notes page, ITN-BCG: www.Itwbcg.coe: TPI: www.tpinst.org:WTCA. www.sbcindustry.com: ICC: raw,iccsofe.org Renewal dote 6/30/2015 SPACING 24.0" JREF- 1VAN561_Z12 7 r ., k. l I . I n THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DMIENSIONS)'SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - DGTB ) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Standard(g) TC- From 68 plf at 0.00 to 68 plf at 4.31 :Rt Stub Wedge 2x4 DF-L Standard(g): BC- From 20 plf at 0.00 to 20 plf at 3.31 BC- 569.51 lb Conc. Load at 1.81 Connectors in green lumber (g) designed using NDS/TPI reduction factors. 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Wind loads and reactions based on MWFRS. DL=6.0 psf. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 Ill 111111-1-1-1:1h1° 3-5-6 ■ MI 0-8-4 I L■ 1M 4_10-1-4 2X4 iir 3X6(G1) III 1"12 3-2-0 H3-3-12 Over 2 Supports R=394 R=536 U=2 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PR. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .x+ �� a RFS., 1TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! � G ME 10 TC LL 25.0 PSF REF R561-- 70789 y "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA C7 F� y Trusses require extreme care In fabricating, pe,00handling. shipping. Installing and bracing. Refer to d 19575 P TC D L 7.0 PSF DATE 10/09/14 follow the latest edition ofBCSI (Building Component Safety Information, by TPI and WTCA) for safety n I r practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. - - —Unless noted""`°eheerr"`' top` shallhave properly attached structural sheathing a tanchord , -. BC DL 10.0 PSF DRW CAUSR561 14282059 shall have a properly a rigid ceiling. Locationsshownr permanent lateral restraint of webs shall have bracing installed per BCS! sections B3. 87 or B10,nasoaPPI,oable. 11/10/2014 ALPINE ITVInc. nyleBuilding Components Group I . (ITWBCG) shall not be responsible far y deviation from his design. BC LL 0.0 PSF CA-ENG RTT/CWC MEWALPINE • failure r I 6 build the truss In conformance with ANSI/TPI 1, or for handling, shopping, e installation OREGON ▪ c.,g oftrusses. Apply plates to each face of truss and position as shown above andn the Joint „ 0 TOT.LD. 42.0 PSF SEQN— 100728 Details unlessnoted otherwise. Refer to drawings 160A-Z for standard plate positions. A s al on this IQ, OT) 20,199 eQ^ drawing or coverpage listing this drawing, Indicates acceptance of professional engineering o ITW BuildingComponents Group,Inc. `a`"a o "`ya"e1y("t`he°'�'gD a°w"' Tha s"Rohl l"y a"°"e a°f�':"far::,'„--Z:";:.!: 0L D . DUR.FAC. 1 .15 FROM KTC P P the 5ponsibility oP he Building Designer par ANSI/TPI 1 $ec.2. sForf or t'on CThis"j ob!s Sacramento,CA 95828 general notes page: ITW-BCG w✓w.itwbcg.com: TPI: www tpinst org: Alto.ndwww.0cindustry.com. SPACING 24.0" J REF- 1 VANS 6 1 Z 1 2 ICC.rwww.iccsafe.org Renewal date 8130!2015 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - DRO1 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Truss designed to support 1-0-0 top chord outlooker span and cladding See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. load not to exceed 3.00 PSF one face, and 24.0" span opposite face. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X4 /11111L 3-8-10 4411111111 1 7 1061111111. __L_ 0-4-10E ■ ■ ll 0 4_19-5-4 , 2X4(A1) = 2X4(A1) L 1 ' >-1 L 1 ' —I—, ,-4-1 E< 8-0-0 Over 2 Supports R=113 PLF-U=57 PLF W=4-0-0 RL=34/-34 PLF R=111 PLF U=57 PLF W=4-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) o PR•F PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0,, NOS 4 c-SS ITY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 **WARNING.' READ AND FOLLOW ALL NOTES ON THIS SHEET! a(3&CI, a(3 1 N e tTC LL 25.0 PSF REF R561-- 70790 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTURE INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA Trusses require extreme care In fabricating, handling. shipping. Installing and bracing. Refer to 19575 P 9 rand TC DL 7.0 PSF DATE 10/09/14 SCSI (Building Component Safety Information, by TPI and WTCA) for safety follow the latest edition of practices prior to performing these tions. Installers shall provide temporary bracing per SCSI. i --- - -- Unless,oetherwiaa tap sherd shallhave properly attached.000 structural anoathin9 and bottom of �-_i. BC DL 10.0 PSF DRW CAUSR561 14282066 a properly attached rigid ceiling. Locations s n forpermanentlateral restraint of webs spall have bracing Installed per SCSI sections 03, 07 or B10, as applicable. 1i�10�2014 — ALPINE shall ITV Building Components Group Inc. (ITWBCG)shall not be reSPonsible for any deviation from tn,s design. BC LL 0.0 PSF CA ENG RTT/CWC any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, installation& G1 OREGON .J ting!oP trus, s. Apply plates th each f ef truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100511 Details unless noted otherwise. Refer to drawings 160A-Z forstandard plata positions. A seal on this 9,th'en.20,vie 6Q` awing or cover page listing this drawing.dindicates acceptanceofProfessional engineering°_ OL D W.N DUR.FAC. 1 1 5 FROM KTC ITW BuildingComponents Group,Inc. esponsibility solely for tno tleslgn shown. ThsSIYebi 1ty and a of t design for ani s a Y tM1e spansibility oP the Builtling Designer per ANSI/TPI 1$ec.2.usFor esinformetlon s tTM1is°j obis Sacramento,CA 95828 general notes page: 11M-BCG:www.ltwbcg.cmn: TPI. www.tpinst org, WTCA mwww.sbclndustry.tom. SPACING 24.0" J REF- 1 VAH$6 1 Z 1 2 ICC-www.iccsafe.org Renewal dale 813072015 — s. n 11 1 ' ' ` THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DI.`IENSIONS) BUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - DRO2 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6= I\ f ,0 3-8-10 milikillihhhhh..1 10 0--44-10 r� IMVI 0T 19-5-4 '' 5X6= 2X4(A1) = 2X4(A1) 1 ' >i L< 1 ' >J I" 4-0-0 'I< 4-0-0 .1 -I-' -I-, 8-0-0 Over 2 Supports - R=421 U=64 W=5.5" R=421 U=64 W=5.5" RL=122/-122 Design Crit: IRC2012/TPI-2007(STD) • PR,F PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .04 �� • F,pk9 1TY:5 OR/—/1/—/—/R/— Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �„ �G(N FF /� TC LL 25.0 PSF REF R561-- 70791 "IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St,Vancouver WA g, handling, shopping, installing Ing and bracing. Refer to 10575 P 9 Trusses the neatest`'`tune tare '" (Building n°"" ° TC DL 7.0 PSF DATE 10/09/14 follow the latest edition°P BCS! (Building Component Safety Information, by TPI end WTCA) for safety practices prior t°performing these functions. Installers shall provide temporary bracing per BCSI. T --Ulii nless noted not otherwise. tap chordah have properly at ached structural sheathing and bottom chord I /`i. BC DL 10.0 PSF DRW CAUSR561 14282065 all have a properly attached rigid ceiling. Locationsshown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83. BT or 010, asapplicable. 1 1/]0/201 4 - ALPINE TW Building Gwpo wnta Group Inc. uTWecG>shell wt responsible for any deviation From this design. BC LL 0.0 PSF CA—ENG RTT/CWC any failure t build the trussconformance with ANSI/TPIr1, o for handling, shopping. installation A G) OREGON .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— 100507 Details, unless noted otherwise. Refer to drawings160S-2 for standard plate positions. A a aI on this '9\\\ :/10/2014 '140.20,194b ,P drawing ar"coverpage listing this drawing, indicates acceptance of professional engineering ° ITW Building Components Group,Inc. :77::=,7:ely o 27,=%.:7:::;.pTa ANu11 ca. a oafm a inmtonan s;ob1s ,T L U W t►V DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 general notes page. ITN-BCG; ww.itwbcg can, TPI: wrw.tpinst.org. WTCA: www.sbcindustry can. IGC: www.isafe.org Renewal dale 6/30/2015 SPACING 24.0" JREF— 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - E01 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.27 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS g ::Rt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3.00 PSF one face, and 24.0" span opposite face. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Top chord must not be cut or notched. spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a Bottom chord checked for 10.00 psf non-concurrent bottom chord live suitable support by erection contractor. load applied per IRC-12 section 301.5. See DWGS A14030ENC100212 & GBLLETIN0212 for more 3X5-=- Deflection meets L/240 live and L/180 total load. Creep increase requirements. factor for dead load is 2.00. iT i Unbalanced snow loads have not been considered. y 10 110 i i 10-5-12 0-8-4 —4III1I1111[Li NE 111111111116 1L 0-8- 4 10-1-4 3X6(G1) m 3X5= 3X6(G1) Ill L1 ,J L1 ,J L- 11-9-0 _L 11-9-0 J 1 23-6-0 Over 2 Supports R=110 PLF U=9 PLF W=11-9-0 RL=26/-26 PLF R=110 PLF U=9 PLF W=11-9-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .l►.: '. •t Fs QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way Inc 360-750-I470 "WAMpORTAM" FURNISNN THIS AOLpDCONiRACTOR5W ALL 0TES ON 1NCLU01NG1S SHEET!1NSTALLERS. ,t NAG IN E• SAO TC LL 25.0 PSF REF R561-- 70792 3901 NE 68th SL,Vancouver WA C9 412 — r Trusses require extrema n a In fabricating, handling, shipping, Installing and bracing. Refer to d 19575 P 9 TC DL 7.0 PSF DATE 10/09/14 follow La latest edition of SCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. , %1 Unless^° gta cola top chord shall have properly at structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14282055 shall h a properly attached rigid ceiling. Loc n for permanent lateral restraint of webs �-// shall have bracing Installed per BCSI sections B3.a B7 or 1310, as applicable. - ALPINE ITw Bellm og Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. 11 10/2014 BC LL 0.0 PSF CA ENG RTT/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation 6 OREGON J bracing of trusses. Apply plates to each false of truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100377 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9A V.m 20n 1g90 A yawing or cover page listing this drawing. Indicates acceptance of professional e,gineer.ng I O C D W•�� DUR.FAC. 1 .15 FROM KTC 1TW BuildingComponents Group,Inc. 7.77::,"=,77.; sponslbl l Ity solely for ua dealgD Shawn. rhe sSrcabl 1 S and a e aft s design far any s P P the responsibility oP Che 13uIlding Deslgnor par ANSI/TPI 1 $ec.2. sFor mo infornaclon see: tTn s Jobls � Sacramento,CA 95828 general notes page; 11W-BCG: www.ltwbcg.com: TPI: waw.tpinst.org:WICA. www.sbclndustry.com; Renewal date 8!30/2015 SPACING 24.0" JREF- 1VAH561 Z12 ICC:www.Iccsafa.org _ I. ,. r 1/ l , I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & D*HENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - E02 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.27 ft mean hgt, ASCE 7-10, CLOSED bldg, Located - Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS g ::Rt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6= T 2X4\\\ 2X4// .. : 10-5-12 10 7 10 0-8-4 �� _ .. _ I� 0-8-4 4,- 10-1-4 T /_ 3X4= 3X5= 3X4-=- \ 4X8(G1) iii 4X8(G1) II L1 'J L1 ,J I. 5-10-8 10-8 5-10-�_ L. 5-10-8 7-10-0 7-10-0 I 7-10-0 I, 11-9-0 ,L 11-9-0 J k23-6-0 Over 2 Supports %I R=1283 U=71 W=5.5" R=1284 U=71 W=5.5" RL=268/-268 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .k.le;1 it . QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. "WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! NG FF O TC LL 25.0 PSF REF R561-- 70793 Trus-E6 Inc 360-750-14W iN 3901 NE 68tH St.,Vancouver WA ".IMPORTANT"' FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses require extreme tare ,n fabricating, handling, shipping. Installing and bracing. Refer toand 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 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. %1 Unless noted otherwise, tap chord shall have properly attached structural sheathing a„d batten shard BC DL 10.0 PSF DRW CAUSR561 14282061 all a properly attached rigid ceiling. Locationstshawn for permanents lateral restraint of webs �-// shall have bracing installed per SCSI sections 83, 81 or 810, as applicable. mow ALPINE ITW 8"ildng Cmpom a Group Inc. (1111/BCG) shall not be responsible for any deviation from thea design. 1 1 0/2014 BC LL 0.0 PSF CA-ENG RTT/CWC ny fail"ret build t truss ,n conformance with ANSI/TPI 1, or for handling, shipping, installation B OREGON TOT.LD. 42.0 PSF oraa,ng of trusses. Apply plates to each fate of truss and position as shown above and m the Joint 9�mon z0 1g9� P SEQN- 100370 Details, unless noted otherwise Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or coverpagelisting this drawing.d indicates acceptance of professional engineering 1TW BuildingComponents Group,Inc. `spa"$1bl"`y'°lely far the tl`a'g"'hewn. The a"itab"'ty and"e" `a'g"far any—;Z:";%!: Q1-D NO"'NDUR.FAC. 1 .15 FROM KTC P P the responslpility of the 0ulltling Designer par ANSI/TPI 1 Sec.2. sForfmo infor.neiion see Sacramento,CA 95828 general notes page, ITW-BCG: www.ltwbcg.c : TPI www.tpinst arg:WA: www.sbcIaaastry.cam: ICC:www.iccmDMA:safe.arg Renewal date 6/30/2015 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - E03 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.27 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet.(g): DL-6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): :Rt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6 .. T 10 fl 2X4\0 2X4 iii p 10-5-12 A 10 0-8-4 LU _ .E = 1=\ 0-8-4 �, 10-1-4 3X10(G7) Ill 3X4= 3X5= 3X4= T ` 4X8(G1) iii L1 'J 5-10-8 7-10-0 _I_ -1-5=-10=a---1-------5=-13 0- i 5- 7-10-010-8 7-10-0 I, 11-9-0 ,L 11-9-0 J 23-6-0 Over 2 Supports >{ R=1213 U=59 R=1285 U=72 W=5.5" RL=256/-244 Design Crit: IRC2012/TPI-2007(STD) • w -. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .f� ' fi. , QTY:8 OR/-/1/-/-/R/- Scale =.25"/Ft. "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! � REF R561-- 70794 Trus-Way,Inc 360-750-1470 �y GINFP O TC LL 25.0 PSF "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE [h St,Vancouver WA C1 2 Trusses require extremenr e In aii,g, handling, shipping, g, installing and bracing. Refer to 19575 P 37 TC DL 7.0 PSF DATE 10/09/14 follow the latest edition ofBCSI (Building ldoing Component Safety Information, by TPI and WTCA) for safetyff practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. /t Unless noted otherwise f sap chord shall have properly at structural sheathing and bottom char' BC DL 10.0 PSF DRW CAusR561 14282057 shall he a properly attached rigid telling. Locationsnfor rpermanent lateral restraint of webs // // shall have bracing installed per SCSI sections B3, BJ or B10, asapplicable. - ALPINE mo ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation f his design. 11 10/2014 BC L L 0.0 PSF CA-ENG RTT/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. installation A OREGON J bracing of trusses. Apply plates to each face of trues and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100365 Details, unless noted otherwise. Refer todrawings drawings 160A-Z for standard tandard plate positions. A seal on this 9,QVo .20,1990 (Qw drawing or coverpage listingthis drawing. indicates acceptance"f professional engineering ITW BuildingComponents Group,Inc. thsnsblaay y aveldgnehg`nr' pTeANtab'I1 cn.d. eoofmo tfonrsnisTebIs oCDWnNGDUR.FAC. 1 .15 FROM KTC w Sacramento,CA 95828 general notes page, ITW-BCG:www.ltwbcg.cow, TPI: wwe.tpinst.org: WTCA: www.sbclndustry.com. SPACING 24.0" J RE F- 1 VANS 6 1 2 1 2 ICC:www Iccsafe.org Renewal date 8/3012015 1, v 1 1 nil .f' ' ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & D!eENSIONS),SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - F01 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located = Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g)::Rt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3.00 PSF one face, and 24.0" span opposite face. See DWGS A14015ENC100212 & GBLLETIN0212 for more requirements. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X 5= 81-11111111-1 8 r i i 7-4-4 I i �I, ■ ■ ■ ■ 1111111111111111 0-8-4 • ,Ie. m• iimmommummEnumnramizmimummummummuumm 0-8-4 3X5(G1) ill 3X5= 3X5(G1) in L1-3-01 1.1-3-01 I, 10-0-0 1- 10-0-0 J 20-0-0 Over 2 Supports "H R=107 PLF U=11 PLF W=10-0-0 R=106 PLF U=11 PLF W=10-0-0 RL=20/-20 PLF Note: Al I Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) EO PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0: $: .�1jC '4',.Y:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Wav,Inc 360-750-1470 '•WARNING � READ AND FOLLOW ALL NOTES ON THIS SHEET, Of N Fd TC LL 25.0 PSF REF R561-- 70795 '•IWPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA 19575 P Trusses require ng and re extreme care in fabricating, handling. shipping. installing and bracing. Refer to e r TC D L 7.0 PSF DATE 10/09/14 low the a edition of BCS, (Bo.lair,Component Safety Information, by TPI and,TCA) for safety /1 practices priors to performing these functions. Installers shall provide temporary bracing per BGS!. Unless noted o er iso e top chord shall havo properly attached structural sheathing and bottom chord ,-// BC DL 10.0 PSF DRW CAUSR561 14282097 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 11/10/2014 i/1 0/201 4 Shall have bracing installed per SCSI sections 83, 67 or 810. as applicable. ALPINE mom ITN Building ComponentsGroup Inc. (1TWBCG) hall not be responsible for any deviation fromhis design. ^ OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure t build t conformance with ANSI/TPI 1, or for handling, shipping, installation b 0 bracing of trusses. Applyplatesto each face of truss and position a shown above and o e.joint '9 11an,ton 19-' P TOT.LD. 42.0 PSF SEQN- 100495 Details, unless noted otherwise. Refer to drawings r 160A-Z for standard plate positions. nAts al on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering o ROC 0 `�,m N� 1TW BuildingComponents Group, pons0 "y'°'a'y f°rt`he design shown. The suitability and ° is desi "for any a r• DUR.FAC. 1 .15 FROM KTC P P the esponsibil icy of the Building Designer per ANSI/TPI 1 Sec.2.usFor fmoinformations .structure s Job's _ Sacramento,CA 95828 general notes page; ITN-BCG: ww.ltwbcg.com: TPI: ww.tpinst org,WTCA www.sbcirwustry.com; Renewaldate&31112015 SPACING 24.0" JREF- 1VAH561 Z12 ICC: ww.iccsafe.org _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - F02 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard g DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS g)::Rt Stub Wedge 2x6g DF-L SS(g): . Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6 I\ PA 2X4 2X4% % •� 7-4-4 eI— 1 —IB R 0-8-4 �■I lb. b 0-8- 4 10- -4 —I— / 5X8= - 3X10(G7) III 3X10(G7) iii L1-3-01 L1-3-01 I� 5-0-0 10 0-0 5-0-0 �I 5-0-0 10 0-0 5-0-0 J (– ,-,-11 'I ,-,-, 'I 1< 20-0-0 Over 2 Supports R=952 U=71 W=5.5" R=952 U=71 W=5.5" RL=180/-180 Design Crit: IRC2012/TPI-2007(STD) .Es)PROF, PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .P- ill% •hof ` 9'Y:4 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Wa ,Inc 360-750-1470 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! 0P tx CFS v TC LL 25.0 PSF REF R561-- 70796 ..IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St. Trusses require extreme care in fabricating. handling. shipping, Installing and bracing. Refer to and T rP TC DL 7.0 PS F DATE 10/09/14 follow the latest edition of BCS( (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 shallhave properly attached structural sheathing and bottom chord /- BC DL 10.0 PSF DRW CAUSR561 14282068 shall have a properly attached rigid ciling. Locations`shown for permanent lateral restraint of webs 11/1 0/2014 shall have bracing installed per BCSI sections B3. BT or BIO, as applicable. ALPINE iTW Building Components Group o=noe shell not be responsible for any deviation fom his design' O OREGON J BC LL 0.0 PSF CA ENG RTT/CWC any failure to build the c f h ANSI/TPI 1, o f handling, shipping. installation 8 bracing o true Apply plates t h faceof truss and position as s above and on the Joint 80 Details.of Ref ° ingsrt60A-Z far standard piste poo A seal on this 9iQ ^•20.,s �P TOT.LD. 42.0 PSF SEQN- 100490 cawing or cove page otherwise.this drawing,din Cates acceptance of pro nal ngineeri,g _ 01•0 W• DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. ear°�'bility solely ar`the deign show. Tne apitabili rad°°professional fdr°say phe esponslbility of the Buildin8 Oasigner per ANSI TPI 1 Sec.2. sForf q in formation s ' `This job's - Sacramento,CA 95828 general notes page: ITW-BCG:www.liwbcg.com: TPI: wwi.tpinst.org: WTCA: ww.sbclMustry.c°m: Renewaldale6/30!2015 SPACING 24.0" JREF- 1 VAH561 Z12 w. ICC:wwiccsafe.org – l I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DISIENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - FM01 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard g DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 2X4 III 1 8 5-2-4 41111 0-8-4 ;IIIIs J+ �, 12-1-4 2X4 III 5X6(G1) III L.. ---2-6-0----DJ 6-5-4- ).-3112 6-9-0 Over 2 Supports R=484 U=18 W=5.5" R=269 U=50 RL=138/-76 Design Crit: IRC2012/TPI-2007(STD) e0 PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .► t)% 11 ,S'9••Y:3 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! Cif N C . TC LL 25.0 PSF REF R561-- 70797 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P -r Trusses require extreme care in Fabricating, handling. shipping. installing and bracing. Refer t TC DL 7.0 PSF DATE 10/09/14 follow me latest edition of BCS! Guile irg Component Safety Information. by TPI and WTCA) for SCSI. and // practices prior to performing tM1 se functions. Installers shall provide temporary bracing per SCSI. Unless noted othorwlse, top chordshallhave properly attached structural sheathing a chore �- hall have a properly attached rigid eiling. Locatlons`shown for permanent lateral and of websl BC DL 10.0 PSF DRW CAUSR561 14282122 hall have Draung Installed per SCSI sections 83. Si or 310. as applicable. d bottom 11/10/2014 MEI ALPINE s in 3uI lding Components Groep Inc. (ITWBCG) shall not be responsible for any d ati°n from this design. OREGON BC LL 0.0 PSF CA ENG RTT/CWC any failure t build the truss conformance with ANSI/TPI 1, or for handling. shipping, cal lotion A Detaing of trusses. Applyrplates to each face of truss and position as shown above and a Joint '4,1.20.i991' ils oted otherwise. Refer`to drawingsr160A-Z for standard plate positions.O°A`a al on this '9 P TOT.LD. 42.0 PSF SEQN- 100768 drawing' unless rnpage listing his drawing, indicates acceptance of professional engineering° "OLD W.�� DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. tM1"pq::pDsicy l,dlely raha 27,:7%9O.:7:::',. `ldengneshown.r 4:',,==' %.7.1":0:',.:::=::t::: heAulec.d aoofmrngntfana::a tTs Job's Sacramento,CA 95828 e gonaral notes page; I-II-BCG:www.itwbcg.com: TPI. w.w.tpinst.org;WTCA:www.sboindustry.com; RenewaldaIe813D/2015 SPACING 24.0" JREF- 1VAH561 Z12 w I ICC: ww .iccsafe.org — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - K1 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL-6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3.00 PSF one face, and 24.0" span opposite face. See DWGS A14015ENC100212 & GBLLETIN0212 for more requirements. Top chord must not be cut or notched. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Bottom chord checked for 10.00 psf non-concurrent bottom chord live spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). load applied per IRC-12 section 301.5. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase 3X5= factor for dead load is 2.00. Unbalanced snow loads have not been considered. i 9-0-4 /111h ./ 0-8-4 .. 0-8-4- rT 10-1-4 3X5(G1) Ill 3X5= 3X5(G1) Ill Y L1 'J L1 ,J 11-1-1 I-1-, F".: 20-0-0 Over 2 Supports --1 R=109 PLF U=9 PLF W=10-0-0 RL=26/-26 PLF R=109 PLF U=9 PLF W=10-0-0 Note: Al I Plates Are 2X4 Except As Shown. Design Crit: I RC2012/TP I-2007(STD) EO PROp- PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0= O S t, Y:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �� 1 t�(� 2 TC LL 25.0 PSF REF R561-- 70798 3901 NE 68th S[.,Vancouver WA “IMPORTANT•. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �9S7S P T Trusses require extreme care In fabricating, handling, shipping. Installing an r cing. Refer to and TC DL 7.0 PSF DATE 10/09/14 follow a latest edition ofrBCSI (Building Component Safety Information, y TPI andaWTCA) for safety , %f practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top ch shell have properly attachedstructural sheathing and bo tom chard / BC DL 10.0 PSF DRW CAUSR561 14282058 II M1 a properly attached chord ceiling. Locations shown for permanent lateral restraint° webs 1�/l0/201 4 shall have bracing installed per BCSI sections 83, B]or B10. as applicable. L - ALPINE 1mm ITN Budding Components Group Inc. a TWBCG) shall not be responsible for any deviation f his design. OREGON J BC LL 0.0 PSF CA-ENG RTT/CWC any failure t°build the t conformance with ANSI/TPI1, o r handling, shipping, r tallation 8 bracing o trusses. Apply,plates t each face f tress and position as shown above and on the Joint 17A, "en 20 aee6 4Q' TOT.LD. 42.0 PSF SEQN- 100672 Details, unlessnoted otherwise. Refer to drawings 160A-2 Por standard plata positions. A seal on[hisO drawing or cover page listing this drawing, indicates acceptance of professional engineering _ L.p W, DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents ,Inc. esp es'°II s°laly`°rt a°`sg0 s"aw"' Tna s stability and p a of tM1ls d sl�n face ani s P P the :pons:bil:ty p the BuIlding Designer per ANSI PI 1 Sec.2. :For iw or i o s tThispJbb:: Sacramento,CA 95828 general notes page: ITN-BCC:www.itwbcg.cwn; TPI: www.tpinst.org:1TTCA: www.sbcindustry.c°m: Renewaldale 6/3012075 SPACING 24.0" J RE F- 1 VAH 5 6 1 Z 1 2 ICC www.Iccsafe.org ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - K2 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located ' Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standardg) DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS((g)): :Rt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6= 2X4 2X4 % .• 9-0-4 10 p 7 10 0-8T-4 �! �� Ii:. 0-8T-4 4_10 1 4 3X10(G7) III 5X8 3X10(G7) ill Li ,.1 L1 .J -1-1 -1-1 -1-1 -1-1 10-0-0 10-0-0 1-1-1 1-1-1 f< 20-0-0 Over 2 Supports R=950 U=59 W=5.5" R=950 U=59 W=5.5" RL=233/-233 Design Crit: IRC2012/TPI-2007(STD) EO PROP PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0< 1 `S' 1 Y:1 OR/-/1/-/-/R/- Scale =.275"/Ft. • Trus-dawn Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! 4, `� 3901 NE 68th St.,Vancouver WA ..IRPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 1 9575 P . TC LL 25.0 PSF REF R561-- 70799 Trusses require extreme care In fabricating, handling. shipping. Installing and bracing. Refer 43 a a he latest edition of BCSI (Building Component Safety Information, by TPI and WnCA) for safety1A TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. - Unless not otherwise, top chord shallhave properly Attached structural sheathing a M �/ shall have a properly attached regio eiling. Locations show permanent lateral restraint chord webs BC DL 10.0 PSF DRW t1AUSR561 1aza21Da shall have bracer.° Installed per SCSI sections 03. 07 or B10,"asoapplicable. 11/10/2014 --- ALP I NE Immo ITW Build.,Components Group Inc. (ITABCG) shall not be responsible for any d laden from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss en conformance with ANSI/TPI 1. or for handling. shipping, Inatallatlon A bracing o trusses. Applyplatest each fce of truss and poser..gtl as sown above and on the Joint 14 'BA 20 1Of' cQ. TOT.LD. 42.0 PSF SEQN- 100667 Details, unlessnoted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listingthis drawing. Indicates acceptance of professional engineering" OLD D `�,n ITW BuildingComponents Group, °'°°""°""y'o'e'F::.r, ar the°°"°"ahewn. T '""°°"Ity°"°"°d 'd°"°"for doe'rpdt JO " 1N DUR.FAC. 1 .15 FROM KTC P P tM sponsibllity o the Building Deslgno1 per AN51/TPI 1 Se .2. 9Fgrflmo Information s `This Job's Sacramento,CA 95828 gonaral no s page; 1117-BCG: www..twbcg.com: TPI: www.tpinst org:WTCA: www.sbclndustry.com: Renewal date13130/2075 SPACING 24.0" JREF- 1VAH561_Z12 ICC: www.Iccsafa.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - KGT ) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQU I RED I z < Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.75" o.c. 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. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 68 plf at 0.00 to 68 plf at 10.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 68 plf at 10.00 to 68 plf at 21.00 DL=6.0 psf. BC- From 313 plf at 0.00 to 313 plf at 15.98 BC- From 20 plf at 15.98 to 20 plf at 16.63 Wind loads and reactions based on MWFRS. BC- From 10 plf at 16.63 to 10 plf at 20.00 5X6 BC- 1374.71 lb Conc. Load at 16.63 Deflection meets L/240 live and L/180 total load. Creep increase - BC- 569.51 lb Conc. Load at 18.50 6 factor for dead load is 2.00. 3X6% 3X6. Unbalanced snow loads have not been considered. 3X5% 3X5�� 10 p 9—o—a 10 AI 11111161h _L 0-S 4 �• ri \ 04 10-1-4 t 3X6111 3X5= 8X83X5= 3X6 m = 5X6(B2) = 5X6(B3) (R) iii LR1iJ FE----3-5-9 - - 3-3-4 + 3-3-4 : 3-3-4 4- 3-3-4 + 3-5-9--H -1-11 I-11-0 F.: 20-0-0 Over 2 Supports R=3962 U=324 W=5.5" R=4465 U=397 W=5.5" Design Crit: IRC2012/TPI-2007(STD) EO PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .ee ' - , 4' 01Y:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEETI �� / E . 'y TC LL 25.0 PSF y "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. T REF R561-- 70800 3901 NE 68th St,Vancouver WA 19575 P 7 Trusses require e e in fabricating, hasosh S, shipping, Installing an bracing. Refer t and TC DL 7.0 PSF DATE 10/09/14 follow a latest edition care RCS! (Building Component Safety Information, by TPI end RICA) far safety %r practices prior to performing them functions. Installers shall provide temporary bracing per BCSl. Unl esu net otherwise tap dhor she have properly attached structural sheathing a tam chardCAP - BC DL 10.0 PSF DRW CAUSR561 14282120 shall have a properly attached rdigid celling. Location`s n for permanent lateral estrraint of websshall have bracing installed per SCSI sections B]. B7 or B10, as applirable. 0/2014 UMW ALPINE _ ITo Building Components Group Inc. (ITWBCG) shall not responsible f any° `tion from this design• EGONBC LL 0.0 PSF CA-ENG RTT/CWC any failure t Wild the truss in conformance with ANSI/IP! 1, or for handling, shipping, Installation 6si bracing of trusses. Apply plates to angh f Ce of truss and position as shown above and on the/cont e0 P TOT.LD. 42.0 PSF SEQN- 100776 Details, unless noted otherwise. Rofor to rawings 160A-Z for standard plate positions. A seal on this �•�9raring or cover page listing this drawing.°Indicates acceptance of professional engineering v4. �� ITW BuildingComponents Group, `�p°"s'°" y'alely far °"'gn'haw ' The'"Itabi l Icy "e °"'gn far e�y' DUR.FAC. 1 .15 FROM KTC P P the ponslbility of the Building:.signer per ANSI/TPI 1 $ec.2.0 Forrmo e5lnforontlon s `Thio J°ba Sacramento,CA 95828 general no s page: In-BCG:ww.ItMcg.com: TPI: ww.tpinst.org;WrCA: w.a.sbclmustry.cam; • Renewal date 81302015 SPACING 24.0" JREF- 1VAH561—Z12W614.16656,6.01,ICC:W .iccsafe.urg 1 1 1 • 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& D.IMENSIONS).SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA01 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES RE l 2 REQUIRED RED Bot chord 2x4 DF-L #1&Bet.(g) Q Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row 0 4.25" o.c. Bot Chord: 1 Row 011.00" o.c. 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. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 68 plf at -1.00 to 68 plf at 6.27 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 TC- From 68 plf at 6.27 to 68 plf at 15.63 psf. BC- From 20 plf at 0.00 to 20 plf at 8.08 BC- From 60 plf at 8.08 to 60 plf at 11.92 Wind loads based on both MWFRS and C&C, reactions based on MWFRS. BC- From 20 plf at 11.92 to 20 plf at 15.63 TC- 447.04 b Conc. Load at 4.86 Right end vertical not exposed to wind pressure. TC- 451.61 b Conc. Load at 6.00 IC- 409.90 b Conc. Load at 8.00 Truss passed check for 20 psf additional bottom chord live load in areas TC- 403.18 b Conc. Load at 10.00 with 42"-high x 24"-wide clearance. TC- 384.03 b Conc. Load at 12.00 TC- 385.65 b Conc. Load at 14.00,15.56 Deflection meets L/240 live and L/180 total load. Creep increase factor BC- 102.61 b Conc. Load at 2.00 for dead load is 2.00. BC- 109.71 b Conc. Load at 4.00, 6.00, 8.00,10.00 12.00,14.00,15.56 o In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Unbalanced snow loads have not been 8X 1 0 4/ considered. 2X4 III 2X4 III 5X6Adi = ' T2 0 } 10 F 4-3-5 4-7-8 0-8-0 0 in U +10-1-4 c 2X4 III 3X4= 5X6= 3X5111 3X8(83) (R) iii L1 '›.1 44495033538 4-3-8 3-6-8 I, 4-9-0 ,I, 10-10-8 J 15-7-8 Over 2 Supports >� R=2247 U=334 W=5.5" R=3093 U=548 RL=110/-62 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0. It; sr si .AFs QTY:1 OR/-/1/-/-/R/- Scale =,375"/Ft. Trus-Way Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! ,^(' 1N �' 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. t✓` N� �� 02 TC LL 25.0 PSF REF R561-- 7080 1 Trusses require extrema care ,n fabricating, handling, sh,pp,ns, Installng and bracing. Refer to and V 19575P TC DL 7.0 PSF DATE 10/09/14 practihe latest edition ofrEICSI (Building Component Safety Information, by TPI an VITCA) for safety ces prior to performing these functions. Installers shall provide temporary bracing Pb.-SCSI. /, %1 Unless not otherwise top chard shall have properly attached structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14282074 shall have a properly attached rigid ceiling. Lecat,onsts r permanent lateral restraint of webs �-// shall have bracing installed per BCSI sections 83, BT or B10,nasoapplicable.MEI 1110/2014 ALPINE V Building Components truss in (ITMBLG) shall not be responsible far any deviation from this design. BC L L 0.0 PSF CA-ENG RTT/CWC any failure to buildther conformance with ANSI/TPI 1, o for handling, shipping, installation B OREGON J bracing of trusses. Apply plates to each f e of truss and pbs,t,on as shown above and on the dint TOT,LD. 42.0 PSF SEQN- 100822 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate pos,t,ons. A seal on this •.a g90 drawing or cover page listing this drawing, indicates acceptance of professional engineering a 9,QOC O �v4.0'Q' DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. responsibility solely for the design shown. The suitability and e o design for any structure is Pthe r sponsibil,ty of he Building Designer per ANSI/TPI 1 Sec.2.usFor fm informations . tThis Job's Sacramento,CA 95828 general notes page: 178-BCG www.itwbcg.com; TPI www.tpinst erg,WTCA. .ww.sbcindustry tom. ICC: ww,.iccsafe.org Renewal date SI302015 SPACING 24.0" JREF- 1VAH561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA02 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Truss passed check for 20 psf additional bottom chord live load in areas Bottom chord checked for 10.00 psf non-concurrent bottom chord live with 42"-high x 24"-wide clearance. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 8X1/ 2X4 111 2X4 III 4X6= '► T2 tI 10 F ; ' ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) EUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA03 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located v Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard(g): Right end vertical not exposed to wind pressure. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase Special loads factor for dead load is 2.00. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 68 plf at -1.00 to 68 plf at 7.95 (*) In lieu of rigid sheathing laterally brace TC below filler with TC- From 68 plf at 7.95 to 68 plf at 7.98 purlins at 24" OC. TC- From 134 plf at 7.98 to 134 plf at 15.63 3X4 BC- From 20 plf at 0.00 to 20 plf at 8.08 BC- From 60 plf at 8.08 to 60 plf at 11.92 BC- From 20 plf at 11.92 to 20 plf at 15.63 4M MEMMEMMTEMMEMMUMMEMMT TC- 250.00 lb Conc. Load at 7.98 • Unbalanced snow loads have not been considered. 8X 1 0A '• I T2 IVAI 6-11-5 7-3-8 10 5X6= 0 iEw iimome +10-1-4 / ' 3X4= 5X6= 3X5 III 3X6(B2) (R) m - - 5 4 4-4-5 3-7-1 • 4-1-10 3-6-8 L 7-11-6 ,I, 7-8-2 J f< 15-7-8 Over 2 Supports R=1060 U=77 W=5.5" R=1294 U=98 RL=225/-154 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .•.,'•: wIt Fs QTY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Tr!S-Way,Inc 360-750-1470 "WARNING'* READ AND FOLLOW ALL NOTES ON THIS SHEET! �j GINe6,.. S› REF R561-- 70803 3901 NE 68th SL,Vancouver WA *IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. '^N0 TC LL 2 5.0 PSF Trusses requireextreme care In fabricating, handling, shipping. Installing and racing. Refer to and V N 9575 P � 2 fa ow late f BCSI (Building Component Safety Information. by TPI and WTCA) far safety TC D L 7.0 PS F DATE 10/09/14 practices priors to performa.,g t,se functions. Installers shall provide temporaryynbracng per BCS I. If %1 Unless no otherwiso top chord s have properly attach,_ structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14282077 shall have a properly a rigida ceiling. Locations n for permanent lateral restraint of webs �-// shall have bracing Installed per BCSI sections B3. 87 or B10, as appllcaele. ALPINEITV Building Components Group Inc.n(ITWBCG) shall not be responsible far any deviation from this design. 1 1/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss conformance with ANSI/TPI1, or for handling, shipping, installation s OREGON braking of trusses. Apply plates to eeCh PACO of truss and position as shown above and on the Joint G1 % TOT.LD. 42.0 PSF SEQN- 100845 Details, unlessnotedotherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this 9 drawing or cover page listing this drawing. Indicates acceptance of professional engineering ITW BuildingComponents Group,Inc. °"a'bl `y solely for tM1e design shown. Tha s,.It°D'1'ty 1."7:-=',== "° a oP`his°`sig"for ansa a r ear Ia -Q C 20,129% n.0-P DU R.FAC. 1 .1 5 FROM KTC Pthe espansiDility oP the Building Oeslgner par ANSI/TPI 1 ec.2.usFor mo information s `This jo0's Sacramento,CA 95828 general notes page; ITW-BCG:ww.itwbcg.comi DPI: www.tpinst org;RTC, www.sbclnduscry.com; ICC.www.rccsefe.org Renewal date 6t30/2015SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA04 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Truss passed check for 20 psf additional bottom chord live load in areas Bottom chord checked for 10.00 psf non-concurrent bottom chord live with 42"-high x 24"-wide clearance. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. (*) In lieu of rigid sheathing laterally brace TC below filler 2X4111 with purlins at 24" OC. Unbalanced snow loads have not been considered. A 8X10 2X4111 2X4 III 2X4111 4X6= 8-7-8 14L111111/11110Inv ( ) ipyi 4-3-5 0-8- -0 i4_10-1 -4 ,X4 III 3X4= 3X5= 3X5 III 3X6(62) (R) iii L1 'J 4-4-5 33353 4-3-8 4-3-8 3-6-8 L 9-6-9 ,I, 6-0-15 ,I i< 15-7-8 Over 2 Supports R=815 U=7 W=5.5" R=785 U=98 RL=200/-97 Design Crit: IRC2012/TPI-2007(STD) p PROpFs'1p�TY:1 OR/ /1/ / /R/ Scale =.3125"/Ft. PLT TMP. Wave FT/RT=8%(0%)/4(1) 13.01 .0• >a: Trus-E 6,Inc 360-750-1470 ..WARNING.' READ AND FOLLOW ALL NOTES ON THIS SHEET! ? r151 /O TC LL 25.0 PSF REF R561-- 70804 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE th St.,Vancouver WA 19575 P Z Trusses require extreme care in fabricating, handling. shippl,g, installing and bracing. Refer co and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WI-CA) for safety m 7 TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these tions. Installers shell provide temporary bracing per BCSI. Unless he otherwise bop chord shallhave properly attached structural sheating and bottom` /` - BC DL 10.0 PSF DRW CAUSR561 14282118 shall haveaa properly attached roped ceiling, Locations s n for permanent lateral restraint of webs hall have bracing installed per SCSI sections 83. BT or B10. as applicable. 11/10/2014 - ALPINE 1_ s ITV Building ComponentsiGroup Inc. (ITWBCG)shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA—ENG RTT/CWC any failure t d sconformanceh ANSI/TPI1, o f handling, shipping, installation& ting of trusses. Apply plates toeachface of truss and position as shown above and on the Joint '1,4.20,i94- e e0 TOT.LD. 42.0 PSF SEQN— 100850 Details unless noted otherwise. Refer to rawingsr160A-Z for standard plate positions. A seal on this A.20,19 drawing or cover page listing this drawing, indicates acceptance sof professional engineering a -OL D W m N� DU R.FAC. 1 .15 FROM KTC lTW Building Components Group,Inc. :77:=217,72; n theildgn eshiownr The l 1ycm orofmo nomn::).':'=7,u!: Sacramento,CA 95828 general no s pogo; ION-BCG- www.ltwbcg.com; TPI www.tpinst.org:WTCA www.sbclndustry.com: ICC: www.lccsafe.org Renewal dale 6l301P015 SPACING 24.0" J REF— 1 VAH5 6 1—Z 1 2 nl t n 1 r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DMIENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA05 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g): Right end vertical not exposed to wind pressure. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Deflection meets L/240 live and L/180 total load. Creep increase factor TC- From 68 plf at -1.00 to 68 plf at 11.15 for dead load is 2.00. TC- From 68 plf at 11.15 to 68 plf at 11.18 TC- From 134 plf at 11.18 to 134 plf at 15.63 Unbalanced snow loads have not been considered. BC- From 20 plf at 0.00 to 20 plf at 8.08 BC- From 60 plf at 8.08 to 60 plf at 11.92 BC- From 20 plf at 11.92 to 20 plf at 15.63 TC- 250.00 lb Conc. Load at 11.18 Wind loads based on both MWFRS and C&C, reactions based on MWFRS. 5X6! A (") In lieu of rigid sheathing laterally brace this member with purlins at 24" OC. 10 7 Aid $X10 9-7-5 9-11-7 lea T2 (*) kli 3-6-3 _L IPY21 0-8-0 Ai •_ 3X4= 3X4 III 5X6-=- 3X6(B2) X6=3X6(62) (R) III 4X6= 3X6111 L1 ' 1„B 4-4-5 3-5-3 4-3-8 3-6-8 L 11-1-12 _I, 4-5-12 ,1 15-7-8 Over 2 Supports >1 R=928 U=70 W=5.5" R=1216 U=159 RL=382/-243 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) O PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .' +): - ' FS'S0TY:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-147() "'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! \43 �G � `�w TC LL 25.0 PSF REF R561-- 70805 3901 NE 68tH St,Vancouver WA MPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, n Y Trusses r fabricating, handling. shipping, Installing and bracing. Refer to and 19575 P -r 17 follow the utast:`a`:care g Component Safety Information, by TPI and WTCA) for safety �, TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless„o otherwise, top chord shall have properly a ached'structural sheathing ai,a bottom chs '-'� BC DL 10.0 PSF DRW CAUSR561 14282080 hell havea properly a rigid ceiling, Locationsr permanent lateral restraint of webs hall havbracing installed per BCS!sections B3, 8shown for 11/10/2014 II ALPINE 1mm Ina Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure build App truss .n conformance to with ANSItruss and p or for handling,ovipdg, installationaJoinA . TOT.LD. 42.0 PSF SE N- 1 00863 bracing oP trusses. Apply plates to each face of truss and position as sewn above and on the Joint V 0 Details, unless noted otherwise Refer to drawings 160A-Z for standard plate positions. A seal on this 9,Q -n.20,,. (c..,‘ `s drawing or coverpage listing this drawing, indicates acceptance of professional engineering ° OCO W•N DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group, esponsibilty olely for the design shown. Tha apitebility'1.7.7=s,=== nd ear this design far an�a pctpre la P P the esponsibility o the Builtling Designer par ANSI/TPI 1 '1.Y5For mo information s tTM1is Job's Sacramento,CA 95828 general notes page; ITW-BCG: w Itwbcg.cem; TPI: www.tpinst.org:RICA: www.sciiwustry.can: ICC:www.iccrowww.iccsafe.org Rencwaldalc 8/30/2015 SPACING 24.0" J RE F- 1 VANS 6 1_Z 1 2 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA06 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 15.66 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard g DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Truss passed check for 20 psf additional bottom chord live load in areas Bottom chord checked for 10.00 psf non-conculrrent bottom chord live with 42"-high x 24"-wide clearance. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. / 10 F- 8X10% 11-3-7 4X6= _ T T2 (*) 4-3-5 0-8-0 Artill' = - ct 10-1-4 L. I 3X4- 3X5= 3X5 III 3X6(B2) (R) iii L1 .J 1-8 l 4-4-5 �I� 3 5-3 1 k 3 4 13 8 2,Io 3-6-8 1 L—______1.2815_____—..1-2.7.10_-a-1 I- 15-7-8 Over 2 Supports >I R=815 W=5.5" R=785 U=137 RL=268/-120 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) Ep PROFF PLTTrusYWa,IncP. 60-750-1470 FT/RT=8%(0%)/4(1) 13.01 .�:_ "lC�4'4.Y:1 TOR/-/1/ 25.0 PSF-/R/- Scale =.225"/Ft. "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! AQ REF R561-- 70806 Trus-Way, '•INPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P 3901 NE 68th St.,Vancouver WAT an Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to d • follow the latent edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety �7 TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unlessd otherwise top chord she have propery attached structural sheathing and bottom chord / / BC DL 10.0 PSF DRW CAUSR561 14282121 shellhavea properly attache rigid Gelling. Locations`8shown for permanentlateral restraint of webs 11 10/2014 shall have bracing installed per BCSI sections B3, 87 or B10, as applicable. ALPINE 17W Building components Group Inc. (111181CG) shall not be responsible for any deviation his design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss In conformance h ANSI/IP] 1. o for handling, shipping, installation A bracing o trusses. Apply plates to eachafaceaa truss and position as shown above and n e Joint 1141,20,1ea� P TOT.LD. 42.0 PSF SEQN- 100868 Details, unless noted otherwise. Roferto drawings 160A-Z for standard plate positions.o A al on this drawing or cover page listing this drawing,d indicates acceptance of professional engineering o_ 9-Ott) W•�� DUR.FAC. 1 1 5 FROM KTC ITW BuildingComponents Group,Inc. eapens a Ity agilely the"esl°"sM1ew". rhe NS tabl my and e e a design ren any s . Pthe responsibility of tna Building Designer per ANSI/TPI 1 Sec.2."7:' nformatlon s `This�eb•s Sacramento,CA 95828 general notes page. ITW-BCG:w�wr.ltwbcg.com, TPI: a•w.tpinst.org: WTCA:mwww.sbclMustry.con: Resewaldale6/3 012 01 5 SPACING 24.0" JREF- 1VAH561 Z12 Ice:www.lccsafe.org — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DAMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA07 ) Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 140 mph wind, 16.33 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W8 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Wedge 2x4 DF-L Standard(g): Right end vertical not exposed to wind pressure. Connectors in green lumber (g) designed using NDS/TPI reduction factors. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails Special loads (0.113"x2.5",min.). Restraint material to be supplied and attached at (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) both ends to a suitable support by erection contractor. TC- From 68 plf at -1.00 to 68 plf at 12.58 TC- From 68 plf at 12.58 to 68 plf at 12.75 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 2 plf at 12.75 to 2 plf at 14.28 factor for dead load is 2.00. TC- From 68 plf at 14.28 to 68 plf at 15.63 3X5 BC- From 20 plf at 0.00 to 20 plf at 8.08 Unbalanced snow loads have not been considered. BC- From 60 plf at 8.08 to 60 plf at 11.92 BC- From 20 plf at 11.92 to 20 plf at 15.63 In lieu of structural panels use purlins to brace all flat TC @ 24" TC- 250.00 lb Conc. Load at 14.28 10� OC. T Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (*) In lieu of rigid sheathing laterally brace TC below filler with purlins at 24" OC. 10 d 8X10 12-7-7 AA' 17:MEWIMMEMEMMIIMMIMMEWIMIE T 4 (*) 5X6= 0-8-0 3-9-11IA 4-3-5 1 111116J = 10-1-4 _L 3X6(62) (R) III 3X4= 3X4111 3X6111 3X5= 1.1 'l 5- - 1"a114 4-4-5 >� 3-3-11�3-0-141!-121„p-1 0 . 4-4-5 3-5-3 4-9-73-0-9 L 12-6-15 9_I r` 15-7-8 Over 2 Supports ={ R=823 U=67 W=5.5" R=1044 U=162 RL=376/-237 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) CEO PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .P: �1• .10 /� `"'Y:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Wa{yy.,IOC mo-75o '•WARNING•' READ AND FOLLOW ALL NOTES ON THIS SHEET! 0a `�' TC LL 25.0 PSF REF R561-- 70807 3901 NE 68th St.,Vancouver WA IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19STS P ic.th latest st edition caro .n (Building�, nentllIng. snipping, !natalII„g antl nd WTCA. Rarer tet TC DL 7.0 PSF DATE 10/09/14 ow the 1 es edition of BC51 (aulltling Caoponant Safety Information, y TPI and WTCA) for safety"tl i1 precti ces prior to perform i,g these f nc ions. Installers sMll provitle temporary bracing per BCS1. U�I ass rwt°etM rwiso top ctl rtl small ltiavo proporly at apl�tl atraat"rel ahaathi,�a pnartl 4111,-,... . BC DL 10.0 PSF DRW CAUSR561 14282082 II nave a properly e h rigitl c Ilrg. 83. 81mns`n m. for permanent lata rel escraint o wins 1 1/10/2014 small nave Oraci,g installetleper BCS! sections B3. B]or 610. as appliceb le. MEW ALPINE ImmoGI W Cawon a crap loo. cI WBGG, a not es =Inlet fpr any "iatimn from tnia tleaign. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure t uiltl[na t uss in confarmanca w M1IANSI/TPI 1,°or Por hantll lrg, snipping, tnlletion 8 ci,g of Cru.. s. Applyrpletas to as I e of t uss antl position es shown above an°on t a Joint B20,1094' Decails, unlossbnototl omarwiso. Rofcr`co rawingsrt60A-Z Pnr at,�artl plata poaitians. A Baal pn inns a9j'0/.0 `n. eP TOT.LD. 42.0 PSF S EQN- 100877 craw.ns or coaar page Laing inns drawing,°�na�caces ataePtanae or proress�onal englneer�ns i0/.0 W ITW BuildingComponents Group,Inc. °'P°"a'°"ity aalaly car`°°neaign anew . T°°' "° "ity a"°"e° '°es'�";n a�y a r" pre .a M� DUR.FAC. 1 .15 FROM KTC p the esponsibility of ne Builtling Designer per AN51/TPI 1 $ec.2, "Porro or tr.Z . LTnis Job's Sacramento,CA 95828 general notes page; ITW-BCG: wwt.l twbcg.coo: TPI: www.tpinst.or8. WTCA www.sbcln°ustry can, Renewaldale 6/3012015 IGG: w.w.l«safe.arg SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA08 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 17.30 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W4 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Truss passed check for 20 psf additional bottom chord live load in spaced. Attach with (2) 8d Box or Gun nails (0.113'x2.5",min.). areas with 42"-high x 24"-wide clearance. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 2X4111 Unbalanced snow loads have not been considered. 5X62 2X4�� 4 44 /1 li\L, 13-8-8 10 F- 0-8-4 i_ _ oc10-1-4 3X8(G1) Ill 3X4= 6X6= — — 3"12 7-9-12 7-9-12 15-7-8 Over 2 Supports R=736 R=806 U=200 RL=324/-112 Design Crit: IRC2012/TPI-2007(STD) Ep PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .Pr 406.L.0► .��1% 4kY:7 OR/-/1/-/-/R/- Scale =.1875"/Ft. Tr!NE 6,Inc 360-750-1470 URWARNING" READ AND FOLLOW ALL NOTES UD THIS STALL 11 TC LL 25.0 PSF REF R561-- 70808 3901 NE 68th St.,Vancouver WA IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTDRS INCLO0ING IxsrnuERS. ,19575 P �v/] Trusses require extreme care In fabricating, handling. shipping. Installing and bracing. Refer to a� /, TC D L 7.0 PSF DATE 10/09/14 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. /-�i Unless noted otherwise top chord she have properly attached structural sheathing and bottom t BC DL 10.0 PSF DRW CAUSR561 14282053 shall have a properly attache rigid telling. Locationsshown for permanent lateral restraint ofowebs 1 1/10/2014 shall have bracing Installed per BCS' sections B3. BT or B10, as applicable. Mir ALPINE mom ITW Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation fromhis design. OREGON J BC LL 0.0 PSF CA-ENG RTT/CWC any failure t build the truss In conformance with ANSI/TN 1, a f handling, shipping, installation 8 ting of t Apply plates to each f truss and position a Shown shave and a Joint '9 '44.20,103' P TOT.LD. 42.0 PSF SEQN- 100465 Details, unless noted otherwise. Referto drawings 160A-Z for standardaplate positions.onAts al on this W drawing or cover page listing this drawing, indicates acceptance of professional engineering o RO OLD f.''P ITW BuildingComponents Group, nape bi icy solely far=',:',7%9O.:7:::', Tna s tabl l icy and a s des go rnr ani't=';:.:: DUR.FAC. 1 .15 FROM KTC w p p the sponsi bllity o the Per AN51 TPI 1 Sec.2.usForfm Infbrmtion s Sacramento,CA 95828 general notes page. ITN wwx -BCG:sww.ltwbcg.con. TPI:w .tpinst.org. WTCA: w .slndustry.com: Renewaldale81302015 SPACING 24.0" JREF- 1VAH561 Z12 ICC:—.....c.,..., — • t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DI#ENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA09 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.48 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L #1&Bet.(g) :W1 2x4 DF-L Standard(g): DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Truss passed check for 20 psf additional bottom chord live load in spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). areas with 42"-high x 24"-wide clearance. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6= ;; o T T 2X4 III 2X4 III 12-0-13 10 10-4-12 0-8-4 i Ii1 _ ,. — 10-1-4 _L — 3X10(G7) ID 4X6 5X6= 7-3-15 ›I< 6-3-814-1 _I2-0-21 L 13-7-14 -2-°:.!J 0 J'I 15-8-0 Over 2 Supports R=811 R=891 U=127 RL=234/-123 Design Crit: IRC2012/TPI-2007(STD) , O PROF. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0% •0:. . S'S,: Y:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEETI //��' t1G{NEC • TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, V 2 REF R561-- 70809 Trusses r ting, handling, shipping. installing an bracing. Refer to a 19575P yr fallow the latest extreme care (Build.,Component Safety Information, by TPI and for safety /. TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shell provide temporary bracing per SCSI. D edd meted otherwise. top= shallhave properly et structural sheathing a ha /`''' BC DL 10.0 PSF DRW CAUSR561 14282088 shall have a properly attach.rigid ceiling. Locationsshownfor permanent lateral and of webs shall have bracing installed per SCSI sections 83. Si or 810. as applicable. 11/10/2014 — ALPINE BCanporencs Group nnc.n(ITWBCG)shall hat be esponsibla for any deviation from this design. OREGON ...1 BC LL 0.0 PSF CA-ENG RTT/CWC ..;,7.7:,:-:"S'!ibuild Cha t uss . formance wilt ANSI/TPIr1, or for handling, ppirg, in tallation A 'ng o s Apply plates Re each drawings of truss and positioas s above the lent 1R 764.20,199 CQmTOT.LD. 42.0 PSF SEQN- 100476 Details, unless notes. otherwise. Refer h face of truss for Standard as shag above and.on seal on CM1Is Craw.,or cover page listing this drawing, indicates acceptanceof professional engineering OLD 1TW BuildingComponents Group,Inc. `sp°"s'b"'ty so'ely far the°`s'gO shown. The au't°bI 1 ane `, design for° W•N DUR.FAC. 1 .15 FROM KTC P P tM1e responsibility a the Building Designer per AN51/TPI 1 Sec.2.usFor m information::::'',--7:1-:.:: Sacramento,CA95828 general ro s page: ITS-BCG:www.Ttwbcg.com: TPI: wwv.tpinst.org: WTCA: www.sb.Industry can, ICC: www.iccsafe.org ftenew,Ida1C8130/2015 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA10 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.48 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L #1&Bet.(g) :W1 2x4 DF-L Standard(g): DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Truss passed check for 20 psf additional bottom chord live load in spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). areas with 42"-high x 24"-wide clearance. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6= A„ 7 10 T \`'1 T 2X4 III 2X4 III 12-0-13 10 10-4-12 0-8-4 I Ila ,. �. 10-1-4 3X10(G7) Ill 4X6= 5X6= 7-3-15 6-35 4 1 _I?-0-21 I, 13-7-14 J?-0 J H.:: 15-8-0 Over 2 Supports-------> R=811 R=891 U=127 RL=234/-123 Design Grit: IRC2012/TPI-2007(STD) ,EO PROF. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .P% .o: SS,. Y:1 OR/—/1/—/—/R/— Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 ..WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! /w�J � Nttl,,Q y TC LL 25.0 PSF REF R561-- 70810 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 3901 NE 68th St.,Vancouver WA 1i9575 P y Trusses require extreme care in fabricating, handling. shipping. installing and bracing. Refer to and m 'BT TC DL 7.0 PSF DATE 10/09/14 the latest edition of BCSI (Building Component Safety Information, by TPI and CA) for safety % a , practices prior to performing these functions. In callers shell provide temporary b acing per BCSI. Unlessotherwise d tap chord shall have propert ly attached structuralsheathing and bottom chord _ JAW�- BC DL 10.0 PSF DRW CAUSR561 14282069 shall havea properly attached rigid telling. Locations for permanent lateral restraint n o webs 1 shall have bracing installed per BCS! sections B3. B]or B10, as applicable. 11/1t 0/201 4 ALPINEImmilITW Building CampomryastGroup iInconformance. (1TWBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA—ENG RTT/CWC any failure to build c rwith ANSI/TPI 1, or for handling, shipping, installation 8 ding of trusses. Apply plates toeachfe of trues and posit a as shown above and on the Joint 9�en.20,i9 �P TOT.LD. 42.0 PSF SEQN— 100476 Details. unlessnotedIso. 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 e O ITW BuildingComponents Group, eaponalbility se'e'p far the desiAn shaven. The auI/TPI'1`y a d u`of tr s design far anoZ a OLD W•N DUR.FAC. 1 .15 FROM KTC w P P the esponsibility of the Bulltling Designer per ANSI/TPI 1 $ec.2. sFor m information s cThis�ob,s Sacramento,CA 95828 general notes page: ITW-BCG: www.twbcg.com: TPI www.tpinst.org:MICA. www.sbclndastry.com: Renewal date Bf90MOT5 SPACING 24.0” J REF 1 VAH56 1 Z 1 2 ICC: wwv.iccsafe.org tr T t -• THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DI4IENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA11 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.48 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L #1&Bet.(g) :W1 2x4 DF-L Standard(g): DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Truss passed check for 20 psf additional bottom chord live load in spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). areas with 42"-high x 24"-wide clearance. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6= ::�—t 10 — T 2X4 III '1 2X4 III 12-0-13 10 n 1 10-4-12 0-8-4 OM J. .7zIlii , +10-1-4 1 _L 1- 3X10(G7) III 4X6= 5X6= I"` 7-3-15 ›fc 6-3-15 _l2-0-21 I 7-3-15 8-4-1 'I I— 13-7-14 i?-a J E 15-8-0 Over 2 Supports R=811 R=891 U=127 RL=234/-123 PLT TYP, Wave Design Crit: I FT/RT 8%(0%)/4( ) D) 13.01 *, 1: PROF'410 Y:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �� 0�j11VEtC • TC LL 25.0 PSF 3901 NE 68th S[.,Vancouver WA "IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 2 REF R561-- 70811 Trusses rewire a in fabricating, handl Ing. snipping, installing and bracing. Refer Co and 19575 P fallow latest extreme care (Building Component Safety Information, by TPI dandaWTCA) for safety A /, TC DL 7.0 PSF DATE 10/09/14 prInstallers practices prior to performing these functions. Installs shell provide temporary bracing per SCSI. Unless not otherwise. top chord shall have properly a ached structural sheathing and bbttbm chord a <- BC DL 10.0 PSF DRW CAUSR561 14282117 shall have a properly a rigid ceiling. Locationsr permanent lateral restraint of webs shall have bracing installed Be.SCSI sections BB, BoB10.nasoapplicable. 11/10/2014 MEW ALPINE ITV Building Components Group Inc.n(ITWBCG) shall not be responsible f any deviation this design, G1 OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss n conformance with ANSI/TPI 1, or for handling, shipping. installation 6 sJ racing of trusses. Apply plates to each face of truss and position as shown above and on the Joint . e0 TOT.LD. 42.0 PSF Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A e al on this 9,Q n.2o,is P SEQN- 100470 drawing or over page listing this drawing. Indicates acceptanceofprofessional engineering o O ITW BuildingComponents Group,Inc. °'p°""° `y'°' P°r`""°°"g"'"°""' T"°'""°°" S°"°"°°f`""°°"g"`°r°"y'r"""r &0 W•N DUR.FAC. 1 .15 FROM KTC P the responsibility oP the Building Dosignor pow ANSI/TPI 1$ec.2, 7 nformation s `This Job's Sacramento,CA 95828 general notes ww s pogo: ITW-BCG: wsm.ltwbcg.com: TPI: w.tpinst.org:DUCA: w .soclndustry.c°m: Rener,m1cWe813012015 SPACING 24.0" JREF- 1VAH561_Z12 ICC:www iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA12 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L #1&Bet.(g) :W1 2x4 DF-L Standard(g): DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Truss passed check for 20 psf additional bottom chord live load in spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). areas with 42"-high x 24"-wide clearance. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6= 6N4-4-141 '1 T 2X4 III 2X4 III 12-0-13 10 F- 10 4-12 0-8-4 "ia — +10-1-4 — • — T 3X10(G7) Ill 4X6= 5X6 L1 .1 7-3-15 6-35 4-1 'I -f1-21 L- 13-7-14 -I—-D J I 15-8-0 Over 2 Supports R=882 W=5.5" R=889 U=121 RL=250/-148 Design Crit: IRC2012/TPI-2007(STD) ,e0PROpk. ,. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .fr. '3:- 4'0: Y:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! /�j �J�'iN `� 2 TC LL 25.0 PSF REF R561-- 70812 •• 19575 FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 3901 NE 68th St.,Vancouver WA 19575 P y Trusses require extreme care in fabr mating, handling, shipping, ins0, by and bracing. Refer to r TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safetyahe /f practices prior to performing those functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord / '� BC DL 10.0 PSF DRW CAUSR561 14282111 hall have°a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, BT or B10, aseapplicable. 11/10/20I4 — ALPINE s ITW Building Components Group Inc. (ITWBCG) shall not horee nsible for any Raw lation fro.tnie design, OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure a uild the truss in conformance with ANSI/IP! 1,°or for handling, shipping. Installation 8 c bracing of trusses. Apply plates to nacM1 f truss and position as shown above and on the Joint 0 Details, noted otherwise. Refer tof woings1GOA-Z for standard plate positions. A seal on this 9�'n.zo 19S �P TOT.LD. 42.0 PSF SEQN- 100454 drawing'or"cover°page listing this drawing, indicates acceptance f professional engineering OC D w• DUR.FAC. 1 .1 5 FROM KTC ITW BuildingComponents Group,Inc. esp°031b1 l lty eelely f r ma daelgn show"' The epitebiuty end"e er t elnan far 7.1"Z:";:.:: n.s e P p the pdnsi Dility pP the Building Designer par AN51/TPI 1 $oc.2. sFor iq nfor tl on s ' tTM1isuj ob's Sacramento,CA 95828 general notes pogo: 11W-BCG:www.ltwbcg.com: TPI:www.tpinst.org: MCA:www.sbcIndostry,com; Renewal dal¢Bt90 Y015 SPACING 24.0" J REF- 1 VAH 5 6 1 Z 1 2 ICC:www.iccsafe.org - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIIIIENSIONS) `SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MA13 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located w Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Stub Wedge 2x6g DF-L SS(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally Truss passed check for 20 psf additional bottom chord live load in spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). areas with 4211-high x 24"-wide clearance. Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 5X6= 07 10 — T 2X4 III 2X4 III 12-0-13 1\10 10-1-7 0-8-4 T Al — — 10-1-4 L 1 3X10(G7) III 4X6 5X6= 1111 7-3-15 6-3-858-1 _1 2-4-2J 2-4-2 f` 16-0-0 Over 2 Supports >. R=891 W=5.5" R=915 U=118 W=5.5" RL=243/-152 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0`. '. •6 is QTY:4 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,IIIc 360-couver 7O "IMPORTANT.. FURNISHHNTHIS•DESIGNATTO ALLLFOLLOW ALL CONTTRACTORSOTES ON INCLUDING'S SHEET!INSTALLERS. \�_` G 1 N F s�Q TC LL 25.0 PSF REF R561-- 70813 3901 NE 68th St.,Vancouver WA (� F,Q 1- Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 follow the es edition of BCSI (Building Component Safety Information, y TPI andWTCA) for safety ahe i, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI, Unlessroto 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 41111 �� / BC DL 10.0 PS F DRW CADSR561 14282110 shall have bracing Installed per BCSI sections B3, B)or 610. as applicable. EMI ALPINE ITW Building components Group Inc. (ITWBCG) shall not be responsible r any deviation his design. 1 x/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss in conformance with ANSI/TPI1. or far handling, shipping.finstallation A OREGON bracing of trusses. Apply plates to each faded truss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEAN- 100459 Details, unlessnotedotherwise. Rorer to drawings r 160A-Z for standard plate positions. A s ai on this maAO,Va (� yawing or cover page listing this drawing, Indicates acceptance of professional engineering e I A.20,16 4, 1TW BuildingComponents Group,Inc. 7,:7::;:,==for`h`de�'g"sh°" The e"i`a°'"`y a"d"e d r'de"g"f"r aey' 0 f.0 W,N// DUR.FAC. 1 .15 FROM KTC P P the Building Designer per ANSI/TPI t Sec.2, sForf Information s `TFIS"J eine Sacramento,CA 95828 general notes page; ITW-BCG: www.ltwbcg.com: TPI www.tpinst.org,WTCA- www.sbc1Mustry.com. ICC:www.ecasafe.org SPACING 24.0" JREF- 1VAH561 Z12 Renewal elate 813(1!7015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TN AVE. TIGARD, OR - MA14 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.07 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :M9, M10 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Calculated horizontal deflection is 0.14" due to live load and 0.25" due Truss designed to support 1-0-0 top chord outlooker span and cladding to dead load. load not to exceed 3.00 PSF one face, and 24.0" span opposite face. Top chord must not be cut or notched. See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be Bottom chord checked for 10.00 psf non-concurrent bottom chord live load equally spaced. Attach with (2) 8d Box or Gun nails applied per IRC-12 section 301.5. 0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 3X5= Unbalanced snow loads have not been considered. � 0 T T 10 - IIIIIIIIIIIIIIIIIIIII : 10-1-7 12-0-13 III 04 ,�T r +10-1-4 - 1 3X5(G1) Ill L1 '1 I- 13-7-14 ,L2-4 J I- 16-0-0 Over 2 Supports R=227 PLF U=13 PLF W=4-0-0 RL=76/-43 PLF R=224 PLF U=36 PLF W=4-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0. ..v. I FS QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 IMPORTANT" FURNISRNINGH NIS DESIGNATTO ALLLFOLLOW CONTRACTORS INCLUDINGALL NOTES ONISINSTALLERS. �\5� , GIN E . S/0 TC LL 25.0 PSF REF R561-- 70814 3901 NE 68th St.,Vancouver WA Trusxs require extreme cora In labrirav ng, hantlling. Shlppilg, Installing antl bracing. Refer m 19575 PfollTC D L 7.0 PSF DATE 10/09/14 ow the latest edition of BCSI (Building Component Safety Information, by TPI and%RCA) for safety T.practices prior to perForm i,g tMsa functims. Installers ala I provitle temporary b acing per BCS1. /410--"i � °^'ass^°°°tithe wise `eP ehortl sh°" M1a a properly"aaM1edls Ktur°' sheathe g e cDartl BC DL 10.0 PSF DRW CAUSR561 14282087 hall Devaea properly a CacM1etl rigid cell erg. LocatlmatsM1own Tor perelanent lateral esYre'eCni o webs shall have bracing installed per BCSI sections B3, B]or B10. as applicable. 1010/2014 BC LL 0.0 PSF CA-ENG RTT/CWC EMI ALPINE s I B BaIIdI g Campo enest6unspinm (I BCG) aha n not Da asponsible F any d lateen tram rnIs design. bny follure t bulltl"[ r cm for nc witM1 ANSI/TPlrl, or for M1antlling, sM1lpPirg, Installation 6 OREGON Deatcaiinlgs.ouP ntlarusssnsoie.eltlyAPoPthIYerwpliastaa.a tRooTeoar dM1to f draawhroinf gis r116600bPAa-n2 d!apar sst i Idndaarsd aphleawtne apDoas„iatiaonnds.en A t s a°a�l doinn i0 ibis TOT.LD, 42.0 PSF S EQN- 100502 0Q,A V drawing or cover page listing this drawing. Indicates acceptance of professional engineering 7 en.20,19 � BTW BuildingComponents Group,Inc. Ce e^a ""Ylsoy aBeldesgDehownr pTes1tTI an .ae eItlay sTs°job15QLo w•NDUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 general notes page: ITN-BCG:ew..icwbcg.cwa; TPI: ww.npinst.org,NBCA www.sbclndustry.em, SPACING 24.0" J RE F- 1 VAH56 1 Z 1 2 Icc:www.itesafa.org Renewal date 613012015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MB01 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/240 live and L/180 total load. Creep increase (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be equally factor for dead load is 2.00. spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a 2X4111 suitable support by erection contractor. Unbalanced snow loads have not been considered. 3X4o 4 s-a-a ird 0-8-4 .j 4_10-1-4 ' 2X4 III 5X6= 4X6(G1) III ! 1-3-0 R-9-0 T 6-5-,___________.3q�a 7z 6-9-0 6-9-0 E 13-6-0 Over 2 Supports R=673 W=5.5" R=582 U=109 RL=220/-84 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave 1gARNING" READ ANDFOLLOtlALLNFTS R=8%N THIS E(0%)/4(1) 13.01 ./. •�:� S� Fp- QTY:6 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way Inc 360-750-I470 ••II'ORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. \J GINE- U�Q2 TC LL 25.0 PSF REF R561-- 70815 3901 NE 68th SL,Vancouver WA fj F4' Trusses require extreme care in fabricating, handling, shopping. Installing and bracing. Refer Co roll. 19575P TC DL 7.0 PSF DATE 10/09/14 the a edition of SCSI (Building Component Safety Information. by TPI and RG) for safety a practices priers to performing these functions. Installers shell provide temporary bracing per BCSI. %1 Unless not otherwise d top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid cei l Ing. Locationsshown for permanent lateral restraint of webs 1-�� BC DL 10.0 PSF DRW CAUSR561 14282096 shall have bracing Installed per BCS! sections 83. BT or B10. as applicable. ALPINE !Ti Bum!ding Components Group Inc. (l11BCG) shall not be responsible f any deviation from this design. I x/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build"the truss in conformance with ANSI/TPI1, or for handling. shipping, Installation a OREGON ung o trusses. Apply plates to each fade of truss end position as shown above and an the Joint �I TOT.LD. 42.0 PSF Details,of noted otherwise. Refr to drawings 160A-Z far standard plate positions. A;al on this Q, S EQN— 100381 cawing or cover page listong this drawing, indicates acceptance of professional engineering o -TA 40.20,19' ITW BuildingComponents Group,Inc, daspOnyipllity solely for t e de°'g"ahawn. The a°Itabillty and pee° ;sign for any etrA. j la 'OLD w.N DUR.FAC. 1 .15 FROM KTC , the al notlbillte of the Building Designer par gNS1/TPI 1 t.org; Fortner Information see This job's Sacramento,CA 95828 general ,etas pogo; I•-BCG:wrm.ltwbcg.com; TPI: ww.tpinst.org;WTCA: ss.o. olneustry.can. IGC:www.iccsafe.org SPACING 24.0" JREF- 1VAH561_Z12 Renewal dale 6/302015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - MBGT ) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I 2 z Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row 02.00" o.c. Bot Chord: 1 Row @ 1.25" o.c. 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. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 140 mph wind, 15.29 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 67 plf at 0.00 to 67 plf at 13.50 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 10 plf at 0.00 to 10 plf at 13.50 DL=6.0 psf. BC- 1212.88 lb Conc. Load at 0.56, 2.56, 4.56, 6.56 8.56,10.56,12.56,13.44 Wind loads and reactions based on MWFRS. 2X4 Ill i Right end vertical not exposed to wind pressure. Alection meets L/240 live and L/180 total load. Creep increase factor 6X 1 for dead load is 2.00. Unbalanced snow loads have not been considered. -B-a ipiniiii 111 !um wwi 0-8-4 �' 10-1-4 3X8 III 6X8= 5X6 - 5X6(B2) X6=5X6(B2) • 4-7-9 4-7-9 >I< 4-5-3 4-5-3 l< 4-1-7 2 4-5-3 k 13-6-0 Over 2 Supports R=4850 U=301 W=5.5'• R=5890 U-352 Design Crit: IRC2012/TPI-2007(STD) so PROp, PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►j,il:N 11rC ' "'Y:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! O TC LL 25.0 PSF REF R561-- 70816 3901 NE 68[11 St.,Vancouver WA IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses extra..care in fabricating, handling, shipping. Installing and bracing. Refer to �, TC DL 7.0 PSF DATE 10/09/14 follow latest edition of RCS! (Building Component Safety Information, y TPI and WTCA) for Safety n° practices prior to performing these functions. Instal lar,shall provide temporary bracing per SCSI, Unless noted otherwise, tap chordshal l have properly at`ached s ng structural sheathing a tom chard / lb' ' 'BC DL 10.0 PSF DRW CAUSR561 14282056 hall have a properly attached rigid calling. Locationsw shown for permanent lateral restraint of webs 1 1�10�2014 shall have bracing Installed per SCSI sections 83, BJ or B10, as applicable. ALPINE ITW Building components Group Inc. (ITVBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/CWC Empr any failure t build the t conformance h ANSI/TPI 1, o f handling, shipping, installation b bracing of t Applyplatesto each face of truss and position e shown above and the Joint 9 "'an.20,1.90 P TOT.LD. 42.0 PSF SEQN- 1 003 89 Details, unlos. otod otherwise. ROT m drawings 160A-Z for standard plate positions.°nA a al on this drawing or coverpage listing this drawing. indicates acceptance of professional engineering° '10/.0 W,N� Components DUR.FAC. 1 .15 FROM KTC ITW Building Grou ,Inc. t`aperoi "yf foe heldeaggDes°"ar,T:7=',1:1";.=',== T""Jab1, Sacramento,CA 95828 general nae.pogo: ITW-BCG:www.itwbcg.cwwl : TPI:w .tpinst.org:WTCA.www .sbcindustry.cl RenewaldateO130Pt015 SPACING 24.0" JREF- 1VAH561_Z12 !Cc: www.Iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DI:AENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - TO1 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g)::Rt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3.00 PSF one face, and 24.0" span opposite face. See DWGS A14015ENC100212 & GBLLETIN0212 for more requirements. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X5 t1 i 8 • a '1 8 111 11 7-a-a _i_ i i I II il .2141111111111 l• • ls 0�4 7 ■ ■ ■ ■ ■ .III<■1IiI �■�■-■ hi 0-_A_ ,ji 88--4 0_1_4 3X5(G1) iii 3X5= 3X5(G1) III L1-3-01 L1-3-01 -.-1 I-.-, 21-0-0 Over Continuous Support R=107 PLF U=11 PLF W=21-0-0 RL=10/-10 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 1D PROF, PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0: %; 0, 'Sr1.+ :1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! 1x71 N ``� v TC LL 25.0 PSF REF R561-- 70817 — "IKPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA 19575 P Trusses require extreme care in fabricating. handling, shipping. Installing and bracing. Refer to TC DL 7.0 PSF DATE 10/09/14 e latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety M /� practices prior to performing these functions. Installers smell provide temporary bracing per 8051. 140" - Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord -// Hall havea properly attached rigid ceiling. Locations shown for permanent lateral restraint of ebs BC DL 10.0 PSF DRW CAUSR561 14282101 shall have bracing instlleper BCSI sections 83, B7 or B10, as applicable. 11/10/2014 — ALPINE _ I1W Building components Group Inc. (ITWBCG) shall notbe responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC * any failure to Wconformance to each face of truss and position as shown above and on the build the truss In conformane with ANSI/TPll, or for handling. snipping, Installation 6 bracing o s. ApplyJoint ay'101.0 , -...20.101'N�P TOT.LD. 42.0 PSF SEQN- 100486 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on anis drawing or cover page listing this drawing, Indicates acceptance of professional engineering o 0 1.D W. ITW BuildingComponents Group,Inc. °'p°""°"'ty'h'e'y fer`the°°aigm snows. T°°NSI/PI itr°"°"°o 'design fen°ny'rpttgre r• DUR.FAC. 1 .15 FROM KTC P in°responsibility or the Building Designer par ANSI/Tpl 1 Sec.2. 9Forrror nfornetion sae: `Tnis Job's Sacramento,CA 95828 general notes page: 11W-BCG! www.ltwbcg.com. TPI: www tpinst erg: W1CA' www.sbclndustry.c°m: Renewal tlete6/3012015 SPACING 24.0" JREF- 1VAH561_Z12 ICC:www iccsafa erg THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - TGT ) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I ` t Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x4 DF-L Standard(g): :Rt Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 2.25" o.c. 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. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 67 plf at 0.00 to 67 plf at 10.50 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 67 plf at 10.50 to 67 plf at 21.00 DL=6.0 psf. BC- From 5 plf at 0.00 to 5 plf at 21.00 BC- 811.21 lb Conc. Load at 0.69, 2.69, 4.69, 6.69 Wind loads and reactions based on MWFRS. BC- 736.29 lb Conc. Load at 8.69,10.69,12.69,14.17 6X6 16.17,18.17,20.17 Deflection meets L/240 live and L/180 total load. Creep increase Obi factor for dead load is 2.00. / Unbalanced snow loads have not been considered. ;i, 3X6 3X6 B / ` -78 7-8-4 II 0-8-4EM11111111111111111111111 11111 . 0-8-4 4X6 Ill 8X8= 4X6 III 6X6(63) 6X6(83) = 1< 5-4-3 5-1-13 >.I. 5-1-13 'f` 5-4-3 '1 1-.-, I-.-, 21-0-0 Over 2 Supports R=5052 W=5.5" R=4855 W=5.5" Design Crit: IRC2012/TPI-2007(STD) EO PROFF`r PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►. �r • te Y:1 OR/-Il/-I-/RI- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! C, `141 TC LL 25.0 PSF REF R561-- 70818 3901 NE 68th St,Vancouver WA ..IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Tresses require extreme rare In fabricating, handling. shipping. Installing and bracing. Refer to d TC DL 7.0 PS F DATE 10/09/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety° /1 practices prior to performing the functions. Installers shall provide temporary b acing per SCSI. Unless no otherwise, top chord shall have prnpnrly attached= udtural sheathing and bottom chord i��i BC DL 10.0 PSF DRW CAUSR561 14282060 hall have properly attached rigid ceiling. Locations`shown for permanent lateral restraint of webs 16/10/2014 shall have bracing installed per BCSI sections 03, BT or 810. as 7.PPncabi.. ALPINE ITW Building components Group (ITOBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the t conformance with ANSI/fel 1, or for hurdling, shipping, lotion b acing o true Applyplatesto each fate of truss a�position as shown above and installation 9w `an.20.199 P TOT.LD. 42.0 PSF SEQN- 100482 Docails unless noted otherwise. Refer to drawings 160A-Z for standard plata positions.O°A soel on this -101.0 drawing or cover page listing this drawing,d indicates acceptance of professional engineering I O 1.D `�1 N� /� ITW BuildingComponents Group,Inc. eSp°"°'°"1`y aa"ly`ar 27,:7:;9:.:7:::', °ny atrpgtPra r' DUR.FAC. 1 .15 FROM KTC P Cha rosponsibllity of the p::'=-=';1:1.-70=',:;::::=see This Job'a Sacramento,CA 95828 general notes page: 17M-BCG. rww.itwbcg.com. TPI: wxw.tainst.org:WTCA:wwa.sbcindustry.com: Renewal dBle 813012015 SPACING 24.0" J RE F- 1 VAH 56 1 Z 1 2 ICC: www.lccsafe.org .1 s THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DISIENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - VO1 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.41 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W2 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.675' :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.675' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated horizontal deflection is 0.35" due to live load and 0.58" due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. • 6X6 .. pig 10 ' T 10 2X4% 2X4 8X8= o .. 7-11-0 3X47/ X4�i 3X4 0-8-T--4 liOr ` 0-8-4 _ `,N 12-1-4 5X8(E5) III 5X8(E5) III I` 4-4-1 8 8 2 4-4-1 >L 4-4-1 8-8-2 4-4-1 �1 8-8-2 >I< 8-8-2 E 17-4-4 Over 2 Supports R=801 U=38 W=5.5" R=801 U=38 W=5.5" RL=172/-172 Design Crit: IRC2012/TPI-2007(STD) EO PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .'' " r `r 6 Y:6 OR/—/1/—/—/R/— Scale =.34"/Ft. Trus-Wa{y,,Inc 360-750-1470 "WARNING*' READ AND FOLLOW ALL NOTES ON THIS SHEETI c: 41 �6t ��n A TC LL 25.0 PSF REF R561-- 70819 3901 NE 60t}1 St.,Vancouver WA "IMPORTNT" FURNISH THISDESIGN TOALLCONTRACTORS - AINCLUDING INSTALLERS. 19575 P T (7� Trusses require care In fabricating. handling, shipping, Installing an bracing. Refer c and fellow the latest extreme afrBCSI (Building Component Safety Information, by TPI dand aWTCA) for safety %P TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these tions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shallhave properly attached structural sheathing a chord �+// shall h a properly attached rlgrticecl Ing. Locationsshown �upermanent lateral and f webs1 BC DL 10.0 PSF DRW CAUSR561 14282113 shall have bracing InstalledperSCSI sections B3, B7 or B10, as applicable. 11/10/2014 - ALPINE ITIY Building components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. 0 OREGON BC LL 0.0 PSF CA—ENG RTT/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& J .ng d trusses. Apply plates toeach ace of trues and position as shown above and on the Jaunt .e g90 TOT.LD. 42.0 PSF bracing of noted otherwise. Refer to drawings 160A-Z for standard plate positions. A s al on this m94) n•20,, NSP SEQN— 100396 drawing or cover page listing this drawing, Indicates acceptance of professional engineering e O eaponsiblllty solely far B de=ign shown. The soitabillty and ,.o ,e dealgn f r any a C D W• DUR.FAC. 1 .1 5 FROM KTC ITW Building Components Group,Inc. esponslblllty o the BuIldl%Designer per AN51/Tpl 1 S n.usForfmo n tThcisu:ob!s Sacramento,CA 95828 general n s page, ITW-BCG:www.ltwbog.com; TPI www.tpinst.org, WTCA: www.sbclndustry.com, ICC: www.Itnsafe.nrg Renervaldate6130Y1015 SPACING 24.0" JREF— 1VAH561 Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - VO2 ) 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 Standard(g) :W2 2x4 DF-L #1&Bet.(g): :Lt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.675' . 140 mph wind, 16.41 ft mean hgt, ASCE 7-10, CLOSED bldg, Located :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.500' anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Calculated horizontal deflection is 0.33" due to live load and-0.57" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to dead load. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Unbalanced snow loads have not been considered. for dead load is 2.00. 6X6= i► /11 10 p I 10 2X4� 2X4 8X8= a 3X4�i 3X4 $ I A. ' 0-10-14 0-8-4 � ` --1— 1i-4-4 5X8(**) III 5X8(E5) III I"` 4-4-1 8...1_2 4-4-1 + 4-4-18-2 O 3-10-9 "1 8-8-2 >1< 8-2-10 F‹ 16-10-12 Over 2 Supports R=779 U=36 W=5.5" R=779 U=35 RL=170/-167 Design Crit: IRC2012/TPI-2007(STD) EO PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0= " ,- 4" * Y:8 OR/-/1/-/-/R/- Scale =.34"/Ft, Trus-Way,Inc 360-750-1470 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET. Co�' ��' s L, 2 TC LL 25.0 PSF REF R561-- 70820 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 6 th St.,Vancouver WA 19575 P 7 Trusses require extrema a in fabricating, handling, shipping. Installing and bracing. Refer t and TC D L 7.0 PSF DATE 10/09/14 follow the latest edition of r BCS. (Building Component Safety Information, by TPI and MICA) for safety /f practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chordshallhave properly attached structural sheathing and bo chordC4 .811.16 // BC DL 10.0 PSF DRW CAUSR561 14282086 hall have a properly a cached rigid ceiling. Locations`shown for permanentelateral restraint of webs0/2014 shall have bracing Installed per BCS. sections 83, B7 or 810, es applicable.ALPINE s ITW Building Compo s Group Inc. (ITWBCG)shall not be responsible for any d ation from this design. EGON BC LL 0.0 PSF CA-ENG RTT/CWC y failure to buildnthe truss n conformance with ANSI/Tal 1. or fo handling. shipping, in tallation 8bracing of u s. Apply plates to each a of truss and position ae;bean above and o t e Joint 0 100 ' TOT.LD. 42.0 PSF SEAN- 100417 Details. unlesssnoted a rwise. Refer t f rawings 160A-2 for st nda d plate positions. nA s al on thisdrawing or cover page Ifs .ng this drawing.dindicates acceptance of professional engine .ng a W•�� ITW BuildingComponents Group, eaponai°'lity sola'y F„rt`b`°`sgn�hg n' The au"a°'l"y and se of` ie design for any s DUR,FAC. 1 .15 FROM KTC p p tha esponsibillty o e Builtl.ng Designer per ANSI/TPI 1 Sec,2.0 For m information s This ujob's Sacramento,CA 95828 general notes page, ITW-BCG: www.ltwbcg.com, TPI: www.tpinst.org: WTCA www.sbcindustry tom. Renewal date 6/30/2015 SPACING 24.0" JREF- 1VAH561 Z12 ICC: www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIkIENSIONS) ,UBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - VG ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.41 ft mean hgt, ASCE 7-10, CLOSED bldg, Located ' Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) :W1 2x4 DF-L #1&Bet.(g): DL=6.0 psf. :Lt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.675' :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.675' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3.00 PSF one face, and 24.0" span opposite face. Top chord must not be cut or notched. See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 4X6 101E1141 4_17-7-0 • � 6X6= 10 , 1 klIN 6 7 10 7-11-0 1011°I 3X4% 3X4 : E5) X8( III p i ° O 3X8(E5) III -8-4 a�� , 0-8-4 12-1-4 —T- 5"8c 8-2-10 >< 8-2-10 _ 5"8 L- 8-8-2 _I_ 8-8-2 -J 8-8-2 >1..c 8-8-2 17-4-4 Over 4 Supports R=192 Rw=203 U=102 W=5.5" R=73 PLF U=19 PLF W=8-2-10 R=192 U=47 W=5.5" RL -PLT4 U=17 PLF W=8-2-10 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) ,EO PROP PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0•. "3:_ 11 Fs,p: :1 OR/-/1/-/-/R/- Scale =,34"/Ft. Trus-Wav,Inc 360-750-1470 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! �� r1�' NEF 2 TC LL 25.0 PSF REF R561-- 70821 3901 NE 68th St.,Vancouver WA 17 •.IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require a ting, hantll rig. sM1ipprrg, install rig an ting. Reler to arW fel hew the latest edition afrSCS (au.Iderg Component Safety Information. by TPI tland.TCA) for safety d, TC DL 7.0 PSF DATE 10/09/14 practices prier io perform rng tMse functions. Installers sM1all provrtle tempnrery prat',g per DCSI. _ Dnlos totl otMrvri se, [ac ctl rtl sM1 M1 e proporly a acMtl s uc[urah sM1eatM1 rig arM boiiom chrortl MIISM1 a Properly a rrgrtlaaeilaing. Last `sh,gwn f�Per.aiant la[aral res rain a webs d --... BC DL 10.0 PSF DRW CAUSR561 14282093 shall nave bracing installetl per SCSI sections 03. DT or 010. as applicable. 11/10/2014 ALPINE IMMEM ITW Building Components Group rInc.n(ITWBCG)shell not be responsible for any deviation from this design. OREGON J BC LL 0.0 PSF CA-ENG RTT/CWC any failureto build the truss w mawfor ginstallation 6 nce with ANSI/TPI 1. or fohandling, shipping, n tallati brat irg oft s. APPIyPlaies t fate of trees ane pari ibn as slwwn shave antl en mint 1D[eatairnlgs,eur n:onsesasrrropategse oItnns`rrwngiseth.is Retlfreawrcr tgo,tlrIanwdilrcgasies160aAtre-eZ pt!oarves`ean!tlaprrtlalepshascioenapol seitgror nsSe.r Ang seal on tM1is , 20 pgm P TOT.LD. 42.0 PSF S EQN- 100882 RO , � OLD DUR.FAC. 1 .15 FROM KTC1TW Building Components Group,Inc. e$'°"spobnisi`byiloyleolyf cgM1e 27,°,,7,',9'%:':;;;-pTeaurt/abI11tyc..2. aafret sidnormtfian ap _ ebrs Sacramento,CA 95828 general notes page: ITW-HCG:aww.ltwbcg.com; TPI www.tpinst.org, WTCA: www.sbclmuscry.com. ,GG. �«sale.org Renewal date B/30/2015 SPACING 24.0" JREF- 1VAH561 Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - X01 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standardg ) DL=6.0 psf. :Lt Stub Wedge 2x4 DF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3.00 PSF one face, and 24.0" span opposite face. See DWGS A14015ENC100212 & GBLLETIN0212 for more requirements. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 3X4 10 710 4IdIlIIIIIh . NV Il LI M Iiiiii X 3X5(G1) iii 3X5(G1) iii [= 9-0-0 Over Continuous Support '1 R=111 PLF U=47 PLF W=9-0-0 RL=16/-16 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) •Eo PRO1 . ; Y:1 OR/ /1/ / /R/ Scale =.5"/Ft. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .01 .3 ,p Trus-Wa/yy�,Inc 360-750-1470 '"WARNING[' READ AND FOLLOW ALL NOTES ON THIS SHEET, C9 1G 7 5 P 2 TC LL 25.0 PSF REF R561-- 70822 3901 NE 68tH St.,Vancouver WA 'IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. il Tresses require extreme care in fabricating, 1 9575 P 17 paneling,Safety Information, ,tion, by and ndWTCA)g. Refer to and TC DL 7.0 PSF DATE 10/09/14 follow the horst edition ongBthI (Building Component Sers s Infopmotidn, y TPI and acing for safety f %� practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise top chore she have properly attached structural sheathing a chord /- �- BC DL 10.0 PSF DRW CAUSR561 14282078 shall have a properly attached rigid ceiling. Locationsshownfor permanent lateral restraint of webs �l shall have bracing installed per SCSI sections B3, 81 or 810, as applicable. 11/10/2014 - ALPINEIII= ITW Building OrnamentsGrooupInc. (ITMBCG)shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure c build[nttruss iconformance with ANSI/TPI 1, or for handling, shipping. Installation bsj bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 9 ails unless naiad otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this R-n.20,194 tP TOT.LD. 42.0 PSF SEQN- 100645 drawing or raver page listing this drawing, indicates acceptance of professional engineering engineerinOI.D W'N DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. :77::,,,"=,:;T; uthelgDehgwnr pTeAshlt ane. orofmtleaey TatsoJobis Sacramento,CA 95828 general notes page: ITW-BCG: www.ltwbeg.com: IN: www.tpinst.org:WTCA: www.sbcindestry co. Renewal date SISU 20 5 SPACING 24.0" J REF- 1 VAH 5 6 1 Z 1 2 'cc, www.iccsafe.org 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - XGT ) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I 7 < Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Stub Wedge 2x4 DF-L Standard(g): :Rt Stub Wedge 2x4 DF-L Standard(g): Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 9.00" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Webs : 1 Row @ 4" o.c. factors. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 68 plf at 0.00 to 68 plf at 4.50 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 68 plf at 4.50 to 68 plf at 9.00 DL=6.0 psf. BC- From 10 plf at 0.00 to 10 plf at 9.00 BC- 224.81 lb Conc. Load at 1.42, 3.42 Wind loads and reactions based on MWFRS. BC- 226.87 lb Conc. Load at 5.42, 7.42 Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 4X6= A\ , 10 10 4-5-4 V __L_0-8-4 �� 0-8-4 • 1 'Ems 2X4 III 3X5(G1) Ill 3X5(G1) m I` 4-6-0 + 4-6-0 I, 4-6-0 -I.- 4-6-0 J [ 9-0-0 Over 2 Supports R=811 W=5.5" R=797 W=5.5" Design Crit: IR PLT TYP. Wave T/RT/ D)8(0%)/4( ) 13.01 ..,, .4 P :-i 'Ss, Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! ?'wV%GIN� .-r y TC LL 25.0 PSF REF R561- 70823 3901 NE 68tH St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V �1 Trusses require extreme a In fabricating, handling, shipping, Installing and bracing. Refer t and 19575 P 9 follow the latest edition afrBCS1 (Building Component Safety Information, by TPI andaATCA) for safety r TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless not otherwise, cop c shallhaves property attached structural sheathing a chord /�� shall have°a properlyattached chord deiling Locations shown for permanent lateral and of web= BC DL 1 0.0 PSF DRW CAUSR561 14282119 shall have bracing Installed per SCSI sections B3, 01 or 010. as applicable. 11/10/2014 mor ALPINE ITV Building Components Group Inc. (ITWBCG) shall net be responsible f any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss In conformance h ANSI/TPI 1, or for handling, shipping, installation& bracing o trusses. Applyplatesto each f truss and position a shown above and on the Joint '9 , lB P TOT.LD. 42.0 PSF SEQN- 100648 Details, unlesssno ed otherwise. Refertorawingsr160A-Z for standard plate positions. A seal on this Ro M.z0,19 G .ng dr quer page f Ing this drawing, indicates acceptance o professional engineering CD W•w DUR.FAC. 1 15 FROM KTC ITW Building Components Group,Inc. p e'�;os;;;',7I eF(etBne,den ggeshown. Tha ZI,;tabi qty and p e p sly F n::::"Z:77,.!: ne"rupture ,a Sacramento,CA 95828 tea r l n y " g gner per ANSwww.t I1 seerg, BCA, afar star se : tThis Job's genera s page, ITN-BCG: ww.v.l twbcg.com; TPI .tpinst org:WTCA: www.sbcindustry.com, ICC' www.�ccsafe.org Renewal date 613012015 SPACING 24.0" JREF- 1VAH561 Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JA02 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. 11 r 12-1-3 R=79 U=18 8 2-3-7 0-8-4 ,I 6 l' MI :' 0-3-8 _ _0_10-1-4 , 116111111 3X5(G1) III R=103 1-3-0 >Lc 2-4-13 3E 3-7-15 1< 5-11-4 Over 3 Supports R=233 U=3 W=5.5" RL=54/-33 PLT TYP. Wave Design Crit: IRT/RT/8%(0%)/4( ) D) 13.01 .rr...,�OPROFFsS Y:1 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET, CCC, �G1Wt,.� 2 TC LL 25.0 PSF REF R561-- 70824 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V 3901 NE 68th St.,Vancouver WA Trusses require e e in fabricating,handling. shipping, ...Ile.and bracing. Refer t 19575 P 9 follow the latest edition of BCS, (Building Component Safety Information, by TPI and WTCA) for safety , V TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shell provide temporary bracing per BCS1. Unless not otherwise, top cher she have properly attached structural sheathing and bottom ch ''� hall have a properly a ach d rigid ceiling Locationsshown for permanent lateral restraint of webs �i BC DL 10.0 PSF DRW enusassl 1 azazoss shall have bracing installed per BCS1 sections B3, B7 or 010. as applicable. 11/10/2014 NEW ALPINE a ITW Building Components LGroup iIn . (ITIYBCO)shell net be responsible for any deviation fromhes design. OREGON J BC L L 0.0 PSF CA ENG RTT/CWC any failure to build the r conformance with ANSI/TP1 1, o for handling, shipping, installation& bracing of trusses. Apply plates to each face of truss and position as shown above end on the Joint Details, unless noted otherwise. Refer to rawings 160A-Z for standard plate position. A seal on this w9 en.Zai les Q' TOT.LD. 42.0 PSF SEQN- 100616 drawing or cover page listing this drawing,d indicates acceptance of professional engineering •O/ D N� ITW BuildingComponents Group, esponsebelrty solely far Lha des'9O spawn' The sSItabil ty and e p s tlesegn fur any't=';:.!: ` W• DUR.FAC. 1 .15 FROM KTC p p the responsibility of the Boiltling Designer per AN51/TPI 1 Sec.2.usForfm information see LThlsuj ob!s Sacramento,CA 95828 general notes page: ITW-BCG:www.liwbcg.com: TPI www.tpinst erg: WTCA www.sbcindustry.com, Renewal dale 8130 205 SPACING 24.0" J RE F 1 VAH 56 1 Z 1 2 ICC:www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & D'MENSIONS)`SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF 14475 SW 125 TH AVE. TIGARD, OR - JA10 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located , Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 18-8-9 R=63 U=21 ` 17-0-13 W=1.5" a 14-4-13 R=403 U=135 W=3.250-8-4 '77 „ 10-1-4 7- R=111 3X5(G1) Ill L' 0-3-4 5-11-4 3-10-4 >l< 2-4-10 1< 12-3-14 Over 5 Supports R=227 RL=184/-56 Design Crit: IRC2012/TPI-2007(STD) p PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►, is : ! FFS,p/TY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 "WARNING” READ AND FOLLOW ALL NOTES ON THIS SHEEP .0 /Q TC LL 25.0 PSF REF R561 70825 3901 NE 68th SI.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. n it Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to d 19575 P -r Y aa" follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) fdr safety • 9c , TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these tions. Installers shell provide temporary bracing per BCS!. Air _ Unless net otherwise. top t ah have properly attached structural sheathing a°,d bottom ch 4 , . - - BC DL 10.0 PSF DRW cAusRs61 14282116 shall have a properlyattachedrigid ceiling. Locations for permanent lateral restraint of webs shall have bracing installed BCSI sections B3, 01 or B10, as 11/10/2014 ALPINEmom ITW Building Components Group Inc. (ITWBCG) shall net be responsible for any deviation from this design. BC LL 0.0 PS F CA-ENG RTT/CWC IIIIIIIIIIII, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, installation& OREGON Decaiis,ou oted"oxnerw�ates Refea`t fC�awin truss 16OAHZ f�°=tI^tlafe shown above and on the '1".20,09 TOT.LD. 42.0 PSF rases drawings t d plate positions. 9 Q SEQN— 100628 drawing or"cover npage listings this drawing. Indicates acceptance of professional engineering e ITW BuildingComponents Group, °sp°"s'° "y s"'e'F` the design s"°" ' '°°s""°°"Ity a"°"e" s design far°"�s r" pre a RoLD W•N� DUR.FAC. 1 .15 FROM KTC P P the ::,= ibillty o the Buileing Designer per ANSI/TPI 1 Sec.2, sForfmo Informmtion s `This fobs Sacramento,CA 95828 general notes page; ITW-BCG:wwww.itwbcg.co,, TPI www.tpint erg,WTCA: www.stoinclustry.com. SPACING 24.0" JREF— 1VAH561 Z12 ICC www.iccsafa org Renewal dale 6/30!2015 _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JA12 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.32 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 I 20-4-9 T 19-8-13 R=-69 Rw=24 U=29 8 I—T. R=261 U=89 W=1.5" ▪ 17-0-13 R=228 U=81 W=1.5" ▪ 14-4-13 R=384 U=135 W=3.25" 0-8-4 1I 10-1-4 T R=110 3X5(G1) Ill L 3 of 5-11-4 9-72-7---3-10-4 >l< 4-0-0=0--10-10 IC 14-9-14 Over 6 Supports R=322 W=5.5" RL=244/-90 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0,. i; .. w' FFSp/TY:1 OR/—/1/—/—/R/— Scale =,25"/Ft. _ Trus-Way,Inc 360-750-I470 IUPORTANT" FURNISHTHIS DESIGNTOALLFCONTW ALL TRACTORSGTES ON INCLUDINGIS SHEET!INSTALLERS. `+ �r 11Y�� /O TC LL 25.0 PSF REF R561-- 70826 3901 NE 68th St.,Vancouver WA O •Q 9 '•Trusses require extreme care in fabricating, handling. snipping, installing and bracing. Refer to am 19575 P follow the latest edition ofrBCS1 (Building Component Safety Information, by TPI and BTCA) for safety • r f TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shell provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing e bottom chord ,`-- BC DL 10.0 PSF DRW CAUSR561 14282047 shall have a properly tache rigid calling. Locations shown for permanent lateral and of webs I shall have bracing installed per SCSI sections 033, 111 or 010, as applicable. 11/10/2014 ALPINE _ ITV Building Components tGroup il conformance. (IWBCG)shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA—ENG RTT/CWC any failure t build i h ANSI/TPI 1, o for handling, shipping, installation a OREGON bracing o s. Apply plates toeachface of truss and position as shown above end on the Joint 0 TOT.LD. 42.0 PSF Details of esssnoted otherwise. Refer todrawings 160A-Z for standard plate positions. A seal on this INS 44.YC,109 �P SEQN— 100631 drawing or cover page listing this drawing, ;ndicates acceptanceofprofessional engineering "Di.U W m ely DU R.FAC. 1 .15 FROM KTC Building Components Group,Inc. e nsdb ,soy fa hendesgneshownr pTli a z.ae fmas;nedmafan any't=7,,,!: Sacramento,CA 95828 general notes page. ITN-BCG www.10000.com; TPI: www.tpinst.org:0000 www.sbc;ndustry mom, w ICC ww.;ccsafe.org Renewal date 8130/1015 SPACING 24.0" J REF— 1 VAH 5 6 1_2 1 2 dl THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JA14 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.15 ft mean hgt, ASCE 7-10, CLOSED bldg, Located _ Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total toad. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 3X4 -�- 22-0-9 T •/R=82 U=30 19-8-13 R=284 U=103 W=1.5" . 17-0-13 R=221 U=82 W=1.5" 8 l- 4.14-4-13 R=386 U=145 W=3.25" 0-8-4 I 'Ilaiimonimmommu10-1-4 1 R=110 3X5(G1) III [1:3:0, 5-11-4 0-3-4 3-10-4 >< 4-0-0---'1*-3-4-10- 1< 17-3-14 Over 6 Supports R=322 W=5.5" RL=293/-102 Design Crit: IRC2012/TPI-2007(STD) O PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►- is FSS0TY:1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! •013 1NE4 'O TC LL 25.0 PSF REF R561-- 70827 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68th St.,Vancouver WA AQ -P Trusses require extreme care In fabricating, handling. shipping, installing and racing. Refer w 19575 P 9 fellow he later edition of RCSI (Building Component Safety Information. y TPI a d WTCA) for safety • cd, TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shell provide temporary bracing per SCSI. Unless not otherwise. top chord shall have properly a ed achstructural sheathing and bottom chord e-ii BC DL 10.0 PSF DRW CAUSR561 14282091 shall have a properly a rigid ceiling. Locationsr permanent lateral restraint of webs shall have bracing install.Per Bcsl sections B3, BB10. asoapplitable. 1I/10/2014 ALPINE ,W Boildi g Compp Knta Groap I c. TCBCG>steal net he responsible for any deviation fem this design, BC L L 0.0 PSF CA-ENG RTT/CWC any failare t olid the crass in conforms oe withIAN51 TPI ,. or for handl vg, shipping,finstallatlen A OREGON bracing of trusses. Apply plates to each face of truss and position as shown above and on the Feint TOT.LD. 42.0 PSF SEQN- 100636 Dote. unless not.otherwise Refer to drawings 160A-Z for standard plate positions. A s el on this 9 1'—a.20y 090 P rawing'or cover page leering this drawing, indicates acceptance of professional e,g,neering a 'Qp�p W N� DUR.FAC. 1 15 FROM KTC ITW Building Components Group,Inc. tespnoblsoy eo f itheildesn shgwnr pTheTbi yS—1-7,:r.=',°,==::::'';7:";1„::tTM1csu;ob's Sacramento,CA 95828 general notes page; ITW-DCG: wvw.ltwbcg.com, TPI www.tpinst.org. WTCA www.sbtindustry.tom; ICC! www.lccsafe.org Renewaldete6l30Y1016 SPACING 24.0" JREF- 1VAN561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — JA16 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 16.80 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 1. 3-4-3 T — 3X4- I' " 2-4-13 R=-7 Rw=3 U=3 4. R=217 U=82 W=1.5" +19-8-13 =288 U=109 W=1.5" 4_17-0-13 4. 14-4-13V1lT386U=152R::32T5h1 3X5(G1) Ill 1-s-D' 5-11-4-0-3-43-10-4 —4-0-0 >1= 4-0-0-1-- Ic 19-3-5 Over 7 Supports R=322 W=5.5" RL=334/-111 Design Crit: IRC2012/TPI-2007(STD) I's PR• PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .�m ♦ FF5 ITY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 'WARNING'" READ AND FOLLOW ALL NOTES ON THIS SHEET! TC IN E�� /O,, TC LL 25.0 PSF REF R561- 70828 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS V Trusses require extremear e in fabricating, handling, snipping, installing an an racing. Refer to d 19575 P 9 TC DL 7.0 PSF DATE 10/09/14 e latest edition ofBCSI (Building Component Safety Information. by TPI and MICA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 1 f Unless noted otherwise top chord Shallhave properly at structural sheathing a cord I�- BC DL 10.0 PSF DRW CAUSR561 14282115 shall M1 a properly a rigidceiling. Locations is n for permanent lateral restraint o webs shall have bracing installed per BCSI sections B3, BT or B10, as applicable. 1 I/10/2014 — ALPINE vim : in.Building CoPO,ontt sr Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/CWC any failure t build< r conformance s In conformanwith ANSI/TPll, or for handling, shipping. installation a OREGON ting of trusses. Apply plates to each f °of truss and position as shown above and do the Feint TOT.LD. 42.0 PSF SEQN— 100641 Dotal is unless noted oth nv ise. Rofor to drawings 160A-Z for standard plate positions. A seal on this 9 en.20 1990 P drawing or cover page listing this drawing. Indicates acceptance of professional engineering �O�D w N� DUR.FAC. 1 1 5 FROM KTC ITW BuildingComponents Group,Inc. B9P°""° I Ity solely rnrttha design andwn. T°°' . °'I ity am"°aft design for any a<r"C re a • ` pne resppnsi bi lity of the Building Designer per AN51 PI t Sec.2. sFor mo ormocion see' This ob's Sacramento,CA 95828 general notes page, ITW-BCG: wwa.itwbcg.com, TPI: www.tpinst.org;WICA: www.sbcindustry.com: SPACING 24.0" J REF- 1 VAH5 6 1 Z 1 2 ICG: www.Iccsare.org Renewal dote 0130/2015 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JA4 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. • i� . 13-9-3 R=154 U=49 8I 3-11-7 I 0-3-8� 0-8-4 �� `0 10-1-4 3X5(G1) or R= Lc 4-10-13 >1.<1-1-15a 1< 5-11-4 Over 3 Supports R=225 RL=72/-22 Design Crit: IRC2012/TPI-2007(STD) PR, PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .•, W FFs� ITY:1 OR/ /1/ / /R/ Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 **WARNING.' READ AND FOLLOW ALL NOTES ON THIS SHEET! �5 GIN ,Q TC LL 25.0 PSF REF R561-- 70829 3901 NE 68th SL,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 6. �n i/ Trusses require extreme care in fabricating, handling, shipping, Installing and racing. Refer to and V 19575 P -r 7 TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCS! (Building Component Safety Information. by TPI end WTCA) for safety • practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. t Uless noted otherwise top chord shallhave properly at hed structural sheathing and bottom chord 4 �`�. BC DL 10.0 PSF DRW CAUSR561 14282075 shall h a property a rigidceilong. Locationsshownr permanent lateral res rain o webs shall have bracing installed per BCSI sections 83. B7 or E110, as applicable. 1 1/10/2014 EMI ALPINE ITV Building ComponentsGroupInc. (ITWDCG) shall net be responsobble for any deviation f this design. BC LL 0.0 PSF CA-ENG RTT/CWC ny failure to build thetruss in conformance with ANSI/TPI 1, o f r handling, shipping. In installation A OREGON bracing of trusses. Apply plates toeah fce of trues and positioas shown above and on the Tent „ m G+1 TOT.LD. 42.0 PSF SEQN— 100619 drawing s, unlesssnoted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 17 4,1 20,• X99 Vr ra ing or over page los ing this drawing, indicates acceptance of professional engineering e O •N DU R.FAC. 1 .15 FROM KTC ITW BuildingComponents Group, esponsobilcty solelf for the dealgn Shown. The enitabi ty and a of thio d ai9 n aney s ar s L D W P P the esponsibilitY o the Builtling Designer per ANSI/TPllt Sec.2.usFor m afar tier s iThcs Jnbis Sacramento,CA 95828 general notes page: ITW-BCG: wvw.ltwbcg.com: TPI:www.tpinst.org. WTCA www.5bclndnstry.cdm: SPACING 24.0" J REF 1 VAH5 6 1 Z 1 2 ICC:www.iccsafe.org Renewal dole 61302015 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — JA6 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 11 0-4-3 41_15-4-9 t R=-138 Rw=42 U=67 _N � 14-4-13 8 R=452 U=145 W=3.25" 5-6-13 0-8-4 E_I IL 1110-1-4 3X5(G1) HI R=110 5-11-4 'D-3-41-2-14J r 7-3-14 Over 4 Supports ->1 R=225 RL=109/-33 Design Crit: IRC2012/TPI-2007(STD) • PR• PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0, 108 a FESS STY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �/ NG IN EE ,O TC L L 25.0 PSF REF R561-- 708 30 — Trus-Way 1ne J6O-7SO-Ia7O "'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 68Th St.,Vancouver WA 0 AQ y Trusses require extreme care in fabricating. handling. shipping, Installing aro racing. Refer to 19575 P 7 TC DL 7.0 PSF follow the latest edition of BCS! (Building component Safety Information, by TPI and WTCA) for safety Sill' DATE 1 0/09/1 4 practices prior Co performing these tions. Installers shall provide temporary bracing per SCSI. Unless noted atrorw iso cop chord shallneve properly et acnod structural sheathing and bottom chard 41 roll have e properly a bdhed rdigid lug. Locations shown n for permanent lateral restraint of webs / �i BC DL 10.0 PSF DRW CAUSR561 14282106 shall have bracing installed per BCS! sections B3. Bl or BID, as aPPlicable. — ALPINE . s In Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. I U10/2014 BC LL 0.0 PSF CA ENG RTT/CWC any failure t build the truss in conformance with ANSI/TPI1. or for handling, snipping, installation A OREGON bracing" s. Apply plates c each face or truss and position as shown above and n the mint v 0 moi/ TOT.LD. 42.0 PSF Details, un`ess noted otherwise. Refr to drawings 160A-Z for standard plata positions.°A;al on this en.20 109 Q' SEQN- 100622 drawing or cover page listing this drawing. indicates acceptance of professional engineering° DUR.FAC 1 15 ITW Buildin Com onents Grou ,Inc. sibs I icy solely for the design snow". The suitability and use this design f any s r`aro is °C D W r N� FROM KTC B P P the P the Building Designer per ANSI/TPI 1 Sec.2. sForfminformations . `This Job's Sacramento,CA 95828 1 general notes page: IPM-BCG:waw.itwrororo g.com: TPI: mww.tpinst.org:WTCA: www.slustry.com: ICC:ww w.isafe.erg Reneal dale 6130/2015 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIUENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JA8 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located , Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 17-0-9 R=68 U=25 14-4-13 \•rl 7-2-13 R=410 U=136 W=3.25" 0-8-4 I,vv `l= M10-1-4 ' R=111 3X5(G1) Ill L= 5-11-4 A-3-- 3-8-14 >1 9-9-14 Over 4 Supports R=227 RL=146/-44 Design Crit: IRC2012/TPI-2007(STD) , O PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 ,P•,."o: %S Y:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-couver70 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET, �� 1N�Fn •A TC LL 25.0 PSF y "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. kb 1/ REF R561-- 70831 3901 NE 68th St.,Vancouver WA 19575 P y — Truases require extreme care In fabricating, handling. shipping, installing and bracing. Refer to TC DL 7.0 PSF DATE 10/09/14 follow a latest edition of BCSI (Building Component Safety Information, y TPI and WTCA) for safety� d, practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top p ah have properly attached structural sheathing a tam 1/-�i BC DL 10.0 PSF DRW CAUSR561 14282109 shall have a properly attached rdigidacelling, Locations s n£or permanent lateral restraint of°we. hall have bracing Installed per BCSI sections 83, 87 or 810, as applicable.MEW 1 1lO/2O14 ALPINE a ITV Building Components Group Inc, (ITMBCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA ENG RTT/CWC any failure to buildthe truss In conformance h ANSI/TPI 1, o for handling, shipping, Installation b bracing of trusses. Applyplatesto each fade of truss and position as shown above and on the Joint w9 e„ 20 19� Q' TOT.LD. 42.0 PSF SEQN- 100625 Details, unless noted otherwise. Refer to drawings 160A-Z for st rclard plate positions. A seal on this awing or cower page Ing this drawing. Indicates acceptance of professional engineering OC D w.N ' DU R.FAC. 1 .15 FROM KTC ITW BuildingComponents Group, espanslblllty'.`idy `na da"gn amen' Tn°an�`a°III`y and a a slman f r ani a P P the sponsibllity o the Bullaing Designer per ANSI/TPI 1 $ec.2.usForfmo nfor tons `TM1IsuJ ob!s Sacramento,CA 95828 general notes page: ITW-BCG:wvw.itwbcg.com: TPI: www.tpinst.org, WTCA sww,sbcIndustry.com: ICC www.it°aafe.arg Renewal date 8130/2015 SPACING 24.0" JREF- 1VAH561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — JB02 ) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) :Lt Stub Wedge 2x4 DF-L Standard(g): TC- From 68 plf at -1.00 to 68 plf at 1.52 BC- From 10 plf at 0.00 to 10 plf at 5.94 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- 35.55 lb Conc. Load at 2.00 BC- 61.34 lb Conc. Load at 4.00 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1t ' 4.11-9-3 R=88 U=2 /0. 1-11-7 10-1 .' 0-3-8 V 4l 10-1-4MEM 1 5(G1) HiLc— R=100 —1-0-0 >L 1-6-4 >1< 4-6-8 >1 1< 5-11-4 Over 3 Supports >1 R=172 U=30 W=5.5" Design Crit: IRC2012/TPI-2007(STD) •E0 PROF. PLT TYP. Wave FT"WARNING READ AND FOLLOW ALL NDTE/RT=8%HIS E(0%)/4(1) 13.O1 .' .•o:.Gi i S'(pi Y:1 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-W6 68th 360-75 0-1470 "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �� y TC LL 25.0 PSF REF R561-- 70832 3901 NE 68th St.,Vancouver WA _ 19575 P 7 Trusses require e care In fabricating, handling, shipping, installing en bracing. Refer to and TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of r BCSI (Building Component Safety Information, by TPI endWTCA) for safety %, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless no otherwise top chard shall have properly attached structural sheathing erul bottom chord 40,--- BC DL 10.0 PSF DRW CAUSR561 14282049 shall have a properly attached rigid telling. Locationsshownfor permanent lateral r hall have bracing installed per SCSI sections B3. BZ or BID. as applicable. restraint of webs 11/10/2014 ALPINE ITW Building Components Group Inc. (ITWBGG)shall not be responsibe f any deviation from this design. OREGON J BC LL 0.0 PSF CA-ENG RTT/CWC any fail build the truss conformance with ANSI/TPI 1. or forhandling, shipping, installation& A bracing o Apply plates to eah Pace of truss and position as shown above end on the Joint IA,, A�bq 2U,ig9� Ve TOT.LD. 42.0 PSF SEQN- 100557 Dotal Is, unlessnotedotherwise. Refer to drawings 160A-Z For standard plate positions. A seal on this 7 drawing or cover page listing this drawing, Indicates acceptance f prefesslonal engineering OC D W. DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. esponslbll Ky agilely f the dealgo aM1wn. me suitability and e p a dealgn far any atreetare p P the responsibility of the Building Designer per ANSI PI 1 Sec.2. sForfm Porma[ion see TM1 s obis Sacramento,CA 95828 general notes page: ITW-BCG: www.ltwbcg.com: TPI www.tpinst.org: WTCA: woww.abcindustry.cm. SPACING 24.0" J REF- 1 VAHS 6 1 Z 1 2 Renewal dale 8130120'15 ICC:www.lccsafe.org _ 1 e THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TN AVE. TIGARD, OR — JB04 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. " R=105 U=3513-1-3 10 3-3-7 0-8-4 =I . I' 0-3-8 ►� 4_10-1-4 ' R=104 3X5(G1) m —1-0-0 >I< 3-1-7 >lc 2-11-5 �) 5-11-4 Over 3 Supports R=241 W=5.5" RL=76/-46 PLT TYP. Wave Design Crit: IRT/RT 8%(0%)/4( ) D) 13.01 .►r, •o OP.Rc� FS(1„ Y:1 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 ••WARNING•• READ AND FOLLOW ALL NOTES ON THIS SHEET! (.9 ii �G 1tVkL� 3901 NE 68[h S[.,VanC011Ver WA •IMPORTANT•. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V ` l n . TC LL 2 5.0 PSF REF R561-- 70833 Trusses require a e In fabricating. handlin n c d 1 9575 P -7' g. shipping, Rion, rng a bracing. Refer t TC D L 7.0 PSF DATE 10/09/14 follow thelatest edition of RCS! (Building s. Installers Safety Information,provide by TPI rand racin per SCS �, practicespriorCa performing these functions. Installers shell provide temporary bracing per SCSI. Unless n ted otherwise, top chord shall have properly attached structural sheathing and bottom the /i� BC DL 10.0 PSF DRW CAUSR561 14282052 ell h a properly a rigid ceiling. Locationsshownforpermanentlateral restraint of webs shall have bracing installed per BCS! sections B3, B7 or 010. as applicable. lil�l O/ZO14 MEW ALPINE W Building Components Gra" Inc. (lTWBGG SI any h. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC Group ) shall responsible for deviation from this des. any failure o build the truss In conformance h ANSI/TPI 1, or for handling, shipping, installation& ting ofet s. Apply plates to each f truss and position as shown above and on the Joint '9\\ %.10:10/2014 e m SEN— 100559 Details, unless otherwise Refer to face of s1GOA-Z for standard plate positrons. A seal on this R en.20 e �P TOT.LD. 42.0 PSF SEQN- or cover page listing this drawing.d imitates acceptance of professional engineering ITW BuildingComponents Group,Inc. `epode'°""y ° f°r °"'g"e"°""' T"``" °I"y'"° `° "daarg^fpr:::::'t-=',:.: ny a rp trio � �L W• DUR.FAC. 1 .15 FROM KTC P the sponsibrlity oP the Building Designer per ANSI/TPI 1 Sec.2.usUr. nformtrdn see: t- fob's Sacramento,CA 95828 general , s page: ITW-BCG: wm Itwbcg.com: TPI: w.tpinst.org:WTCA: www.sbciustry.coa: 'cc:.........s.,....9Renewal date 8130,2015 SPACING 24.0" JREF- 1VAH561 Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JB06 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. .. 14-5-3 R=147 U=56 4-7-7 10 0-3-8 0-8-4 2 �— mi �� 10-1-4 ' R=109 3X5(G1) III • L<1-0-0,1c 4-8-10 >< 1-4-2-=J 5-11-4 Over 3 Supports R=297 W=5.5" RL=106/-58 Design Crit: IRC2012/TP(-�07()D ) •EOPROq.. Y 1 OR/ /1/ / /R/- Scale =.5"/Ft. PLT TYP. Wave FT/RT=8% 0% /4 1 1 13.01 .0. : Trus-Way,Inc 360-750-1470 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS SHEETI •‘4'11177P '4''.- GINF ' TC LL 25.0 PSF y 'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. II REF R561-- 70834 3901 NE 68th St.,Vancouver WA 175 P Trusses require extreme care In fabricating, handling, snipping. Installing an bracing. Refer to and TC DL 7.0 PSF DATE 10/09/14 follow the latest edition ofgBCSI (Building Ccmponent Safety Information, by TPI andasTCA) for safety %f practices prior to performing these functions. Installers shell provide temporary bracing per SCSI. Unless otherwise. top chord shall have properly' ached structural sheathing° chord /�'. BC DL 10.0 PSF DRW CAUSR561 14282098 snallshave°a properly attached rigid ceiling. Locations shown far permanentlateral restraint o webs hall have bracing Installed per BCSI sections 113, BF or 810, as applicable. 1 1/1 mol4 — ALPINE Immo mg Building Components Group Inc. (ITWBCG)shall not responsible for any deviation from this design. OREGON BC LL 0.0 PS F CA-ENG RTT/CWC any failure to build the t f h ANSI/TPI 1. or for handling, snipping, installation b bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint .9�o„•20.19 �P TOT.LD. 42.0 PSF SEQN- 100561 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this •, drawl°'or cover page listing this drawing, Indicates acceptance of professional engineering° O N ITW BuildingComponents Group, °�°°atoll"y wlely for to°`sign sewn. The s"Ita°'I Icy ono e p r s mslgn far a�y a LD W. ` DUR.FAC. 1 .15 FROM KTC �` P P the sponsibllity of the Building Designer per ANSIRPI 1 Sec.2."sForfmo o Information s ' `This"job's Sacramento,CA 95828 general notes page: Im.BCG: ww.lcwbcg.com: TPI: www.tpinst.org:WTCA: www.sbclndustry.tan: RCnewalda1Ca13D20�5 SPACING 24.0" JREF- 1VAH561 Z12 ICC:ww.lccsafe.org — r 1 ♦ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JB08 ) Top chord 2x4 DF-L #1&Bet.(g) Negative reaction(s) of -690# MAX. (See below) from a non-wind load Bot chord 2x4 DF-L #1&Bet.(g) case requires uplift connection. :Lt Stub Wedge 2x4 DF-L Standard(g): 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads based on both MWFRS and C&C, reactions based on MWFRS. load applied per IRC-12 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. Shim all supports to solid bearing. it 0 15-8-2 1 L'l 15-4-5 R=-690 Rw=257 U=372 R=940 U=355 W=1.5" 5-11-7 10 p 0-8-4 ;I 1 10-1-4 R=110 3X5(G1) Ill 1,..1-0-oIc0-0-4-9 5-11-4 [< 6-3-13 Over 4 Supports->. R=301 W=5.5" RL=136/-70 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0. •v: i• FS QTY:1 OR/-/1/-/-/R/- Scale =,4375"/Ft. Trus-Way,Inc 360-750-1470 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET, ,6) G1NF s�02 TC LL 25.0 PSF REF R561-- 70835 "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE 6 M St.,Vancouver WA C.9N F4. Trusses require extreme care in fabricating, handling, shipping, installing and racing. Refer to and 19575 p DATE 10/09/14 follow the latest edition of BCS, (Building Component Safety Information, by TPI and SOCA) for safety TC DL 7.0 PSF practices prior to performing these ns. Installers shall provide temporary bracing per BCS1. Unless not otherwise top chord sh` e properly attachedstructural sheathing a chord BC DL 10.0 PSF DRW CAUSR561 14282100 all haveoa properly attached rigid ceiling.sLocationsshown for permanent lateral restraint of webs / shall have bracing installed per SCSI sections B3. B7 or B10, as applicable. EMI ALPINE IMMlTW Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC sc 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 r face°f truss and position as TOT.LD. 42.0 PSF SEQN- 100569 Details, unless noted otherwise. Refer to drawings160A-Z for standard plate above and on the Joint plate positions A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering 4511.6 VA n.20,19P G� ITW BuildingComponents Group,Inc. e " lspyeyf f°re teldpe°°w pTehesaIIcn2. e°pfm � aa ' Tts"jebla C0WnN DU R.FAC, 1 .15 FROM KTC Sacramento,CA 95828 general notes page; ITW-BCG: ww.r.ltwbcg.com; TPI: www.tp,nst.org. WTCA www.slcind"stry.com, ICC: www occsafe.org SPACING 24.0" JREF- 1VAH561_Z12 Renewal dMe OM2015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JB10 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-9 / :1 # 17-0-2 R=-40 Rw=14 U=25 ID 15-4-5 R=395 U=154 W=1.5" 7-3-7 10 0-8-4 MI iimiiir,2 4110-1-4 R=110 3X5(G1) iii L1-0_0< 5-11-4 0-1 11-11-12-1 •<-- 7-11-0 Over 4 Supports— >. R=304 W=5.5" RL=166/-81 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0(• •+: a F. QTY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 `"WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! ` �(�ji►.JF ' .(1 TC LL 25.0 PSF REF R561-- 70836 3901 NE 68tH St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses eM1 require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 follau a latest edition of RCS! (Building Component Safety Information, by TPI and BOCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. r 1 Unless noted otherwise, top chord shall properly attachedstructural sheathing a bottom chord BC DL 10.0 PSF DRW CAUSR561 14282102 all have a property attached rigid ceiling. Locationsshownfor permanent lateral and o webs �- �/ shall have bracing installed per BCSI sections B3. B7 or B10. as applicable. — ALPINE s mmo ITN Building Components Group Inc. (ITWBCG)shall not be responsible f any deviation from this design. 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC any failure to Id the truss conformancewith ANS!/TPI1, or for handling, shipping. Installation a OREGON TOT.LD. 42.0 PSF SEQN- 100574 bracing of trusses. Apply Plates to each face of truss and position as shown above and an the Joint (� Details, unless noted otherwise Refer to „,d,cdrawings 160A-Z for standard plate positions. A seal on this VBA 2D 199Q drawing or cover page listing this drawing. indicates acceptance of professional engineering e DUR.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. BSP°51bit tY aoleiy f the deeign ahewn. T e ap tab leer and e e a deo gn for::s 91.0 C D W•N� P the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.usForfm information tThtisujob,s Sacramento,CA 95828 general notes page, IOW-BCG: www.itwbcg.com, TPI. www.tpinst.org,WTCA. www.sbcindustry.com, ICC: www.Iccsafe.org SPACING 24.0” JREF- 1VAH561_Z12 Renewal date 6130Y2015 N' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JB12 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located - Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-9 4_18-4-2 R=62 U=27 15-4-5 8-7-7 U=159 W=1.5" 100-8-4 //// 10-1-4T R=110 3X5(G1) Iii 0:0-0_ 5-11-4 -- -8 3-6-15- I.' 9-6-3 Over 4 Supports R=304 W=5.5" RL=196/-93 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 ..• •+: S. ES QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 ••IMPORTANT'• FURNISH THIS 0IS DESIGNAD AND TTO ALLLFCONTW ALL TRACTORSOTES ON INCLUDINGIINSTALLERS. \�� G 1 N F� 'b TC L L 25.0 PSF REF R56 1—— 7 08 3 7 3901 NE 68th St.,Vancouver WA (� ti Trusses require extreme care ,n fabricating, handling. shipping, Installb,g and racing. Refer to 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 follow latest edition of BCSI (Building Component Safety Information, y TPI and BTCA) for safety an° 1/ practices prior to performing these functions. Installers shall provide temporary"rami'per BCSI. / ;lir T Unless noted otherwise top chord shall have properly attached structural sheathing a hon BC DL 10.0 PSF DRW CAUSR561 14282105 shall have a properly attached roped cell... Lomat l onsshownfor permanent lateral restraint of webs 411''''/ shall have bracing installed per BCSI sect.ons B3, BT or B10, as applicable.UMW i ALPI NE n Building ComponentsGroup (ITMBGG)shall not be responsible for any deviation his design. It/10/2014 OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any faelure to build the truss I conformance with ANSI/TP! 1, or for ha,dleng, shipping, installation 8 OREGON J ting of trusses. Apply plates toeahface of truss and pmsa.an as shown above and on the mint (. TOT.LD. 42.0 PSF SEQN- 100579 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this •A 9A 20,19� rawing or cover page listing this dewing,°IMlcates acceptance of professional engineering 1 DU R.FAC. 1 .15 FROM KTC ITW BuildingComponents Group,Inc. 05pans'bility se'e'£f Bue design shown. rhe sultabllitS and e e of t ealgn fmr a y s -G+L 0 W n V�' P the esponsibility o the Building Daslgner per ANSI/TPI 1 $roc.2. sFor nforma[ion s CTh'�suj ob's Sacramento,CA 95828general notes page: ITW-BCG:www.ltwbeg.com: TPI: www.tpinst.org: WTCA: amw.sholndustry.cwm. ICC:www.lccsafe org SPACING 24.0" J RE F 1 VAH5 6 1_Z 1 2 Renewal dale W300015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — JB14 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.01 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-9 4_19-8-2 t T 4_18-8-5 R=11 U=4 R=157 U=69 W=1.5" 4_15-4-5 9-11-7 10 04 U=162 W=1.5" 0-8-4 ///, 4_10-1-4 T R=110 3X5(G1) Ill 1-D-D� 5-11-4 0-1-8 4-0-0 >11-2_ 2 11-1-6 Over 5 Supports R=304 W=5.5" RL=226/-104 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0. 'x? S F,p QTY:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! \ FC0 0:/4-1:- S� TC LL 25.0 PSF REF R561—— 7 08 3 8 3901 NE 68th St.,Vancouver WA ..IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 0 �� 2 Trusses require extreme care in fabricating. handling. shipping. Installing and racing. Refer to a 1 9575 P follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety° TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these tions. Installers shall provide temporarybracingper BCSI. i t Unless"ted otherwise. tap` aha have properly attached structural sheathing a hoAtIBC DL 10.0 PSF DRW CAUSR561 14282081 I h a properly attached rdigid calling. Locationstshown f r permanents lateral restraint of webs ,-�/ shall have bracing installed per BCSI sections 83. B7 or 810, as applicable. ALPINE ITW Building components Groep Inc. (ITWBCG)shall net be responsible f any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation A REGONJng of u s. Appply plates to each fate df truss and positions as shown above and on t e Joint TOT.LD. 42.0 PSF SEQN- 100586 Detail un esssnoted herwise. Refer o drawings 160A-Z P s n rd plate positions. A s a on thisq\\:.../10/2014 0 (�drawing ar over page listing this drawing, ind cates acceptance of professional engineering o •A .20 199 G 1TW BuildingComponents Group,Inc. asp:nsibil�ty sole.far the design sham:. The,"I/TPIl1 5 a d e o a des'gan f ane s lO L D W Nv DUR.FAC. 1 .15 FROM KTC P the esponslbility o the Building Designer per ANSI/TPI 1 Sec^2.usFo rfmo :for t'on tThisuJ obis Sacramento,CA 95828 general notes pogo: ITWBCG: www.itwbcg.com, TPI. waw tpinst.org, '(TCA waw.sbdindestry.com, SPACING 24.0" JREF- 1 VAH5 6 1 Z 1 2 ICC: www ittsara.org Hnnnwnlaate&M/2415 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JB16 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.67 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-9 1-0-1 7- R=75 R=75 U=31 ▪ 18-8-5 R=208 U=90 W=1.5" +15-4-5 11-3-6 1//, 1.5" 0-8-4 I 10-1-4 2_ T R=110 3X5(G1) III 1`0-0_ 0-1-8_ 5-11-4 4-0-0 2-9-5 -1 I- 12-8-9 Over 5 Supports R=304 W=5.5" RL=264/-116 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0, 3: . 'rFFSS,TY:1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way,Inc 360-750-1470 U WARNING— READ AND FOLLOW ALL NOTES ON THIS SHEET, & ,,GINE- O TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA .'IMPORTANT•. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. G n it REF R561-- 70839 Trusses require extreme care In fabricating, handling, snipping, Installing and racing. Refer to d 19575 P _/' Y follow the latest edition of BCSI (Building Component Safety Information. by TPI and NTCA) for safety n V r , TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Ar Unless not` otherwis top chordtu shall have properly attached s ng structural Sheathing and bottom chord I 14/1".'/ BC DL 10.0 PSF DRW CAUSR561 14282076 shall havea properly attached rigid ceiling Locations ` s for permanent lateral restraint of webs shall have bracing Installed per BCS! sections 83. B7 or 810, as applicable. 1:10/2014'/1 0/1014 ALPINE ITV Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design. 1 L Y BC LL 0.0 PSF CA-ENG RTT/CWC - any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation& 0 OREGON bracing of trusses. Apply plates to each face of truss and position as shorn above and on the Joint Y� '1".20,04a TOT.LD.LD. 4 2.0 PSF SEQN-- 100591 Details unless noted otherwise. Ref o drawings 160A-2 for standard plate positions. A seal on this r 1 drawing'or cover page listing this drawing. Indicates acceptance of professional engineering` DUR.FAC. 1 .15 FROM KTC ITW Building Components Group, responsibility solely for the design shown. The suitability and a of t design for any structure s -OL p W,�� S P P the responsibility of the Building Designer per ANSI/TP11 Sec.2.`sFor no Informations : This Job's Sacramento,CA 95828 general notes page: ITW-BCG: www.ltwbcg.con: TPI:www.tpinst.org:VTCA: w.sbcindustry.com: w ICC:w .Icaw safe.org Renevaidete6190n015 SPACING 24.0" JREF- 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — JCO2 ) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 68 plf at -1.00 to 68 plf at 1.49 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 10 plf at 0.00 to 10 plf at 5.94 BC- 32.86 lb Conc. Load at 2.00 BC- 66.48 lb Conc. Load at 4.00 140 mph wind, 20.02 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL-6.0 Wind loads and reactions based on MWFRS. psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. :' 0-9-3 R=68 U=3 Vbi•••110/ 1-7-7 0-3-80-4-104 +19-5-4 4 NIEMBI R=101 2X4(A1) -1-0 0 >I 1-5-13 >I= 4-6-15 >I Fc 5-11-4 Over 3 Supports R=191 U=48 W=5.5" Design Crit: IRC2012/TPI-2007(STD) p PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .0, i; . ' FSS,iTY:2 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 ..WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! C.9 't' ‘4G/NE. /O, TC LL 25.0 PSF REF R561-- 70840 3901 NE 68th St.,Vancouver WA ..IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V (� Trusses require extreme care in fabricating, handling, snipping, installing and racing. Refer to 19575 P �(- TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCSI (Building Component Safety Information. by TPI a d RTCA) for safety and r practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted^ted otherwise, top chord shallhaveproperly attached structural sheathing a ton ° �/' / BC DL 10.0 PSF DRW CAUSR561 14282064 shall h a properly a ached rigid telling. Locations s n for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10. as applicable. 11/10/2014 — ITV Building Components Goup Inc (TVB )shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the truss with ANSI/TPI 1, o f handling, shipping, Installation A Ding of trusses. Apply plates toeahface of truss and position as she.,,above and on the Joint TOT.LD. 42.0 PSF SEAN- 100517 Details unless noted otherwise. Refer to ravings 160A-2 for standard plate positions. A seal on this 17411 Bn, 0,00a Qw cawing or over page listing this drawing, indicates acceptance of professional engineering° ITW BuildingComponents Group, eappnai°ilcty solely far`"°deeign angwn. Tne'""°blllty°"°"e of`°'a dealgn f°r°eay a OL D W W.N DUR.FAC. 1 .15 FROM KTC P P the espensibility of the Building Designer per ANSI/TPI 1 Sec.2. °For nformetion s tZ?:'obs Sacramento,CA 95828 general notes page; ITW-BCG:www.itwbcg.com; TPI: www.tpinst.org;WTCA. www.sbcindustry.con. SPACING 24.0" J REF 1 VAH 56 1 Z 1 2 ICC:www.iccsafe.org Renewal dlate 0130/.2015 — A. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DII!ENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JC04 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 20.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located - Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 1 . 22-1-4 R=94 U=45 2-11-7 10 y 0-4-10 �� 19-5-4` 0-3-8 i 1161:2511 � 4 16112111 R=104 2X4(A1) L-1-0-0 >< 3-1-0 >1< 2-11-12 >> f 5-11-4 Over 3 Supports >1 R=250 U=3 W=5.5" RL=97/-47 Design Crit: IRC2012/TPI-2007(STD) O PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .Pe 3: _ FFSs TY:2 OR/-/1/-/-/R/- Scale =.75"/Ft. "WARNING`" READ AND FOLLOW ALL NOTES ON THIS SHEET, REF R561-- 70841 Trus-Way,Inc 360-750-1470 ./ �G N EF O y "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. n y TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WACJ r Trusses request extreme care in fabricating,Bhandling, shipping, tion.installing and and WTCA) Refer et d 19575 a 9 TC D L 7.0 PSF DATE 10/09/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safetyan , practices prior to performing t se functions. Installers shall provide temporary bracing per BCS!. Unless n otherwise, top chord shallhave properly attached structural sMathing and bottom chordIASP shall e a properly a hex rtligid ceiling. Locationsshown permanent lateral restraint of ebs /S BC DL 10.0 PSF DRW CAUSR561 14282073 shall have bracing installed per SCSI sections 83, BT or B10,nas app scab l e. nowALALPINE IT.Building Components Group Inc. (ITWBCG) shall net be responsible for any deviation from this design. 11/10/2014 BC LL 0.0 PSF CA-ENG RTT/CWC PINEfailure c nils the truss ,n conformance with ANSI/TPI ,, or for handling, shipping, installation a OREGON TOT.LD. 4 2.0 PSF SEQN- 100519 Gracing of trusses. Apply yrwlates to each face of truss and positioas shown above and on the Joint Details, unless noted Ise. Refer o drawings 160A-Z far standard plate positions. A seal on this 16 SBA 20 .194b _�• eswing or cover page listing this drawing, indicates acceptance of professional engineering /r �1 ponslbllity solely P [M1e design shown. The suitability and a of t sign P any s �\ FROM KTC ITWBuildingComponentsGroup,Inc, esponsibllityo eBuiltlingDesignerperANSI= 1Ln.usFormr TM1isaJob's OLD -• DUR.FAC. 1 .15 Sacramento,CA 95828 general noes page. ITW-BCG, www.itwbcg.com; TPI' www tpinst_org, WTCA www.sbolndustrn org y.`om" RenewaldateBI30Y10,5 SPACING 24.0" JREF- 1VAH561 Z12 Ice www.�teaare. _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JC06 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.36 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 23-5-4 R=141 U=77 4-3-7 10 0-3-8 0410 /,/ 11 ` 19-5-4 R=107 2X4(A1) 1c1-O-OSI_ 4-8-4 >I< 1-4-8-m 1 5-11-4 Over 3 Supports R=305 W=5.5" RL=138/-58 Design Crit: IRC2012/TPI-2007(STD) 1 --. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .'. it RS�n QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Tr11S-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! �y NGIN Fe V/Q. TC LL 25.0 PSF y "'IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. R E F R561-- 70842 3901 NE 68th St.,Vancouver WA 0 .Q Tresses require extreme tare ,n fabricating, handling, shipping, installing and bracing. Refer to d 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 follow a latest edition of BCS! (Building Component Safety Information, y TPI andWTCA) for safety a^ practices prior to performing t se n n . Installers shall provide temporary b cing per BCSI. %� Unless^ otherwise. top° sh`l l`M1 have properly at structural sheathing a chord BC DL 10.0 PSF DRW CAUSR561 14282072 hall h a properlyattachedrigid ceiling Locationsshownfor permanent lateral restraint o webs �`// than have bracing ,nstalledaper BCSI section 83. BT or B10, as applicable. 11/10/2014 - ALPINE a ITN Building Componens Group Inc. (ITWBCG)shell not be responsible for any deviation f Sia design. BC LL 0.0 PSF CA ENG RTT/CWC any failure build thetruss In conformance with ANSI/TPI 1. o Handling, shipping. installation& OREGON J bracing of trusses. Apply plates to each face eft"ss and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN- 100521 Details, unlessnotedotherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this •9 '4'1.2(00° ra ng o over page listing this drawing,d indicates acceptance of professional engineering o esPens"b�l`ty sanely f `the deeign shaven. The eSItTIl1 5 a 2 e e deeign for any s RO1-D w,1"� DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. [M1e reepons,b„icy of t e Building Designer per ANSI/TPI 1 sec.z."sFd� r nformation s tTM1cs^j ob!s -- Sacramento,CA 95828 general notes page; ITW-BCG ww..ltwbcg.com; TPI www.tpinst_org;WTCA ww.abcind"etry tam. !CC www.,tcsafe org Renewal date 6!30/2015 SPACING 24.0" J REF- 1 VAH 5 6 1_Z1 2 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JC08 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 22.02 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. R=10 U=6 it ., 4-9-3 0-4-9 ., 4-4-11 1T R=188 U=109 W=1.5" 5-7-7 10 F 0-4-10 wii19-5-4 . R=111 2X4(A1) ---- LJ-0-01— 5-11-4 0-0_4-3 I.' 6-3-7 Over 4 Supports =I R=346 W=5.5" RL=182/-70 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .'., . a1 "' " FS+ QTY:2 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-750-1470 WARNING.. READ AND FOLLOW ALL NOTES ON THIS SHEET! 5 Cj%N S> 3901 NE 68th St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERSr . an r� E-- °S, 0� TC LL 25.0 PSF REF R561-- 70843 Trusses require extreme care in fabricating. handling. shipping, installing and bracing. Refer to d V 19575 P 7 TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCSI (Building component Safety Information, by TPI and WrCA) for safetyI practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. %' Unless n otherwise, top chord shallhave properly at shed structural sheathing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14282071 shall have a properly attached rigidcerling Locationsshown forpermanentlateral restraint of webs �- // shall have bracing installed per SCSI sections 83, 87 or 810. as applicable. 11/10/2014 ALPINE ITV Building Componens GroupInc. (ITWBCG) shall not be responsiblan e for any d atron from this design, BC L L 0.0 PSF CA ENG RTT/CWC any failure t build ther ' conformance with ANSI/TPI 1. c o handling, shipping, installation a OREGON s bracing of trusses. Apply plates to each fade of truss end position as shown above and on the Joint J TOT.LD. 42.0 PSF SEQN- 100523 Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positrons. A seal on this T c'aq.20,19i° P drawing or cover page listing this drawing, indicates acceptance of professional engineering ITW Building Components Group,Inc. te rnesonblsyeyf tfher the ldneshow ignen. pTehr NSIt/TPr 11 nd.u om rs idnegn ion aey:sthctub's °L p W N DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 general n s page: ITN-BCG: www Itwbcg.com; TPI.www tpInst erg; WICA:www.sbcindustry.com, ICC:www rccsafe erg Renewal date 61302015 SPACING 24.0" JREF- 1VAH561_212 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - JCC ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-9 _I. ® 26-1-3 R=64 U=39 24-4-11 R=242 U=147 W=1.5" 6-11-7 0-4-10 //// - - R=111 2X4(Al) -- 1.1-07.0,_ — L1D=D,_ 5-11-4 0-1-8 1-11-6� •E 7-10-10 Over 4 Supports R=346 W=5.5" RL=228/-81 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .k.1:.:- Si x QTY:1 OR/-/1/-/-/R/- Scale ="3411/Ft. Trus-Way,Inc 360-750-1470 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET, GAN F Oma/ TC LL 25.0 PSF REF R561-- 70844 3901 NE 68th St.,Vancouver WA "'IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �� Fn (e Trusses require extreme care in fabricating, handling. shlppmg, installing and bracing. Refer to d 19575 P 'y TC DL 7.0 PSF DATE 10/09/14 follow the latest edition of BCSI (Building Component Safety Informateon, by TPI and WTCA) for safety an , practices pre or to performing these Fun tions. Installers shall provide temporary bracing per BCS I. %/ Unless mated otherwise, tap the d shall have properly at structural eh athing and bottom chord BC DL 10.0 PSF DRW CAUSR561 14282051 shall have a properly attached rigid ceding. Locations shown forpermanentlateral restraint of webs �`// shall have bracing Installed per SCSI sections 83. B7 or B10, as applicable. I, 10/2014 ALPINE ITW BulItling Components tGYoupiInc. (ITWBCG)shall not be responsible for any deviation from this design. BC LL 0.0 PSF CA-ENG RTT/CWC any failure t build ther conformance with ANSI/TPIr1, o for handling, shipping, installation& A OREGON J bracing of ru s. Apply plates to face of truss and position as shown above and on the Joint �1) TOT.LD. 42.0 PSF Details unlesssnoted otherwise. Refer`o rawings 160A-Z for standard Plate positions. A=al on this .1� 'a sb Qw SEQN- 100525 ra Ing or over page listing this drawing,d indicates acceptanceofprofessional englneering° �'2D,19 G ITW BuildingComponents Group,Inc. eaponslblly solely cart 27,:%'...:7:::', The suitability and"°°f t s des'man far ane s �o L D W.>�V DUR.FAC" 1 .15 FROM KTC Pthe esponsib�lity of he per ANSI/TPI 1 Sec.2. sFor m nfor tl on se tTM1is°job's Sacramento,CA 95828 general notes page; ITW-BCG:www.1twbog.com; TPI www.tpInst.org; WTCA: www sbtindnstry.com: SPACING 24.0" J REF 1 VAH 56 1 Z 1 2 Icc:www.Iccsafe.org Renewal date 6130/2015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103—QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR — SJA2 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. 10 :' 11-8-15 R=35 U=16 1-11-3 1 0-8-0 ,1Y 1111.111111111I 0-3-8 10-1-4 OMEN 3X6(62) (R) Ill R=39 L-1-0-0 >L< 1-6-4 L0-6-8J 1-11-4 Over 3 Supports' R=164 U=6 W=5.5" RL=49/-39 Design Crit: IRC2012/TPI-2007(STD) • --• PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .!►f, ': It F QTY:1 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,NE 6y,Inc 360-750-I470 S SHEET, "IMPORTANT'" FURNISHHN THIS*DESIGNATTO ALL D AND rCCONTRACTORS LLOW ALL O INCLUDING TES ON 1 INSTALLERS. CJ a GINE.F '� TC LL 25.0 PSF REF R561-- 70849 3901 NE 68th St.,Vancouver WA C9 AQ ?. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to 19575 P 9 TC DL 7.0 PSF DATE 10/09/14 follow latest edition of BCSI (Building Component Safety Informaticn, y TPI andaWrCA) for safetya� practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. /� Unless no otherwise tap chord sh have properly attached s ,Crural Sheathing a a bottom chord BC DL 10.0 PSF DRW CAUSR561 14282090 shall h a properly attached rigida ceiling. Locationsshownr permanents lateral restraint o webs �`// shall have bracing installed per BCSI sections B3, B7 or 010,nassapplicable. 1 1/1 0/2014 ALPINE ITV Building Components iGroup'Inc. (ITRIBCG) shall not responsible for any deviation f his design. BC LL 0.0 PSF CA ENG RTT/CWC any failure[ ui ld ther conformance with ANS I/LP Int, o ft.-handling, shipping. in instal lati on& ^ OREGON J bracing o trusses. Apply plates to each f e of truss and position as shown above and on the Joint G) TOT.LD. 42.0 PSF S EQN- 100608 Details, unlessnotedotherwise. Refers to rawingsr160A-Z for standard plate positions. A seal on this fe 20,1 090 drawing or cover page listing this drawing,d indicates acceptance of professional engineering 1TW BuildingComponents Group,Inc. °""y so'eF't'::the design oho"n. ane s '9-0`D ‘14.0v. DUR.FAC. 1 .15 FROM KTC P P tM1e"sresponsibility o Building Designer p:','-',07=',1:1.7:e.,===::,s tThCsuJ ob!s Sacramento,CA 95828 general notes page: ITW-BCG' www.ltwbeg.eom: TPI www.tpinst.org,WTCA: www.sbelndustry tom, SPACING 24.0" J REF- 1 VAHS 6 1 Z 1 2 ICC:www.1 ccsafe.or Renewal date 6/30/2015 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - SJA4 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. I, // 0-4-9 r:, 13-0-15 00/3 R=108 U=40 3-3-3 I, 0-8-0 LN 10-1-4 / I MECEIN 3X6(62) (R) III L—1-0-0—>1 3-1-7 Over 2 Supports R=212 W=5.5" RL=79/-50 Design Crit: IRC2012/TPI-2007(STD) 0 PROFS •TY:1 OR/ /1/ / /R/ Scale =.75"/Ft. PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .' +; 'y S, 1� "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! /� G I M /Q 39OI NE tll.St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V `_ A y TC LL 25.0 PSF REF R561-- 70850 Trusses require extreme care in fabricating, handling. shipping, installing an bracing. Refer t and �957`S P �/' 17 follow the late edition ofrBCSI (Building Component Safety Information. by TPI enda'WTCA) for safety . r , TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless no Wtherwie top chord=hall have properly at ehed structural sheathing a h I-�.0 BC DL 10.0 PSF DRW CAUSR561 14282124 all haveea properly eatt hed rigid ceiling. Locationsshown forpermanentlateral restraint of webs shall have bracing instal ted per BCSI sections 63, B7 or 610. as applicable. 11/I0/2014 ALPINE ITW Building Components tGroup in conformance. (�BCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build the rh ANSI/TPI 1. or for handling, shipping, installation& ing of crus as. APPIY Plates toeachfewof truss end position as shown above and on the Joint „ m TOT.LD. 42.0 PSF SEQN- 100611 Details unlessnoted otherwise. Refer to rawingsr 160A-Z far standard plate positions. A seal on this /7 BA.20,19- C drawing or cover page listing this drawing, indicates acceptanceofprofessional engineering ITW BuildingComponents Group, espons mil'ye�e'ely`Writhe design:he'i The a '`aility ane a oft a!n f ane a �OL D W•N� DUR.FAC. 1 .1 5 FROM KTC P P the sponsibility oP the Builtling Designer per ANSI/TPI 1 Sec.2.usFar m nfor tion se ' iThrsuj obis Sacramento,CA 95828 general n s pa erg age: ITW-BCG: www.itwbcg.com; TPI www.tpinst org. WTCA. www.sbcindustry.com: ICC. www.iccsa Renewal dale 8130@015 SPACING 24.0" JREF- 1 VAH5 6 1 Z 1 2 1 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - SJB2 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located - Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. I, 11 0-4-312-0-9 4 R=58 U=23 VT 2-2-13 r 0-8-4 V *10-1-4 R=36 1-1-3-0 >i< 1-11-4 > -0-6-2›.1 E 2-3-14 Over 3 Supports—H R=204 U=11 W=5.5" RL=53/-33 Design Crit: IRC2012/TPI-2007(STD) O PROp�s PLT TYP. Wave FT/RT'8%(0%)/4(1) 13.01 ;; . .: ,s0TY:1 OR/—Il/—I—/RI— Scale =1"/Ft. TTus-Wa{y�,Inc 360-750-1470 • WARNING•» READ AND FOLLOW ALL NOTES ON THIS SHEET! O� ‘40/1.4 % TC LL 25.0 PSF REF R561-- 70851 39[]1 NE 60tH St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. A Trusses require e care In fabricating, handling. shipping. installing and bracing. Refer t and 19575 P 'r follow the latest edition oofrBCSI (Building Component Safety Information, by TPI and WTCA) for safety 0 cd, TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. "lose °° otherwise, chord=ha" have properly structural sheathing e h /- i� BC DL 10.0 PSF DRW CAUSR561 14282107 shall have a properly a rigid ceiling. Locations is n for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or Bio, as applicable. 10/10/2014 ALPINE IMMEM ITV Building ComponentsGroupInc. (ITWBBCGG)shall not be responsible for any deviation this design, OREGON BC LL 0.0 PSF CA—ENG RTT/CWC any failure to build theconformance with ANSI/TPI 1, or for handling, shipping, installation& .ng of trusses. Apply plates so each face of truss and position as shown above and°n the mint v 0 TOT.LD. 42.0 PSF Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 14) BA.20,is G` SEQN— 100542 yawing or cover page listing this drawing, indicates acceptance of professional engineering e O �/ ITW Building Components Group, responsibility solely f the design shown. The suitability and use a 's design for any structure 's L Q W•N DUR.FAC. 1 .1 5 FROM KTC B P P the responsibility o the Building Designer per ANSI/TPI 1 Sec.2. sForfm informations . `This fob's Sacramento,CA 95828 general notes page: Inv-BCG: www lcwbTPI: instWTCA: www.sbclndustry cam, ICC. www.°ac cg.com: www.tp .org;safe org Renewaldele813012015 SPACING 24.0" JREF— 1VAH561_Z12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - SJB4 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Stub Wedge 2x4 DF-L Standard(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. 11 0-4-3 .a 13-8-9 t 4 .. 8 R=133 U=47 3-10-13 0-8-4 Id I�-11 10-1-4 pr R=61 U=15 3X6(G1) III 1-3-0>1-‹ 1-11-4 >i< 3-0-2 4-9-14 Over 3 Supports R=250 W=5.5" RL=90/-44 Design Crit: IRC2012/TPI-2007(STD) 0 PROFFS • PLT TYP. Wave FT/RT=8D%(ODS)/4(1) 13.01 .0, + STY:1 OR/ /1/ / /R/ Scale =.5"/Ft.. Trus-Way,Inc 360-750-1470 "WARNING'" READ AND FOLLOW ALL NOTES ON THIS SHEET, C./ .0311VFL, spy TC LL 25.0 PSF REF R561-- 70852 "-IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. V. 111 3901 NE 68th St.,Vancouver WA 19575 P 7 - Trusses require e e ,n fabricating, handling, shipping. Installing and bracing. Refer i d e latest edit on care (Building Component Safety Information, by TPI and WTCA) for safety . �, TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS,. Unless noted otherwise, top ch shall have properly attached structural sheathing and bottom a /-�j BC DL 10.0 PSF DRW CAUSR561 14282095 shall M1 a properly attached rigid telling. Locations ts n forpermanentlateral restraint of webs hall have bracing installed per BCS, sections B3. BT or B10, as applicable. 11/10/2 014 MI ALPINE s ITW Building ComponentsGroup Inc. (ITWBCG)shall not be responsible for any deviation ; his design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build theconformance with ANSI/TPI 1, or for handling. shipping. installation& .ng of trusses. Apply plates to each f e of truss and position es shown above and on the Joint Vg gwo (� TOT.LD. 42.0 PSF SEQN- 100545 Details. unlessnotedotherwise. Refer to drawings 100A-Z for standard plate positions. A seal on this o.2D,1 C drawing or cover page listing this drawing, indicates acceptance of professional engineering a RQCO W.N� DUR.FAC. 1 .15 FROM KTC ITW Building Components Group, esponsiblllty solely` the design shown. The suitability and use of t design for any structure 8 p p the esponsibility o the Building Designer per ANSI/TPI 1 Sec.2. sFor m information se ' TM1is,ob!s Sacramento,CA 95828 general n s page, ITW-BCG: www.,twbcg.com, TPI www.tpinst.org:WTCA: www.sbcindustry.com, -" ww ICC: w .,ccsafe.org Renewal dote 8130/2015 SPACING 24,0" JREF- 1VAH561_Z12 1 W I / I , 4. , a THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - SJC2 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 20.24 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. li //8 21-1-9 0-4-3 4 R=55 U=27 1-11-13 b 0-4-4 4, 19-5-4 4 MEM R=33 iiiiiiiiiiili 2X4(A1) 1.‹----1-1-2 1-11-4 - -0-7-10'J 2-5-6 Over 3 Supports R=203 U=26 W=5.5" RL=66/-32 Design Crit: IRC2012/TPI-2007(STD) 0 PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .'. 3s/^� FSr'TY:2 OR/-/1/-/-/R/- Scale =1"/Ft. 3901 NE 68th St.,Vanc uverWA "IMPORTANT'" FURNISH N HnIS*DESIGNATTOAND ALLLFOLLOW CONTTRACTORS INCLUDINGALL NOTES ONIINSTALLERS. V% �� 'OA - rTC L L 25.0 PSF REF R561-- 7085 3 Trusses require extreme a en fabricating, handling, g, shipping, installing am bracing. Refer t d 19575 P � ! follow the latest edition ofBCSI (Building Component Safety Information, by TPI WTCA) for safety - , TC DL 7.0 PSF DATE 10/09/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless a ntherwrae top chordshall have properly at al sheathing e h C/c2/��i BC DL 10.0 PSF DRW CAUSR561 14282062 all h a properly attached rrgrd ceiling. Locationsshownr permanents lateral restraint of webs shall have bracing installed per BCSI sections Ba, B7 or B10,nasoapplicable. 1 1/10/2014 ALP I NE ITW Building CamponentestGrrbup'^n`. (ITWBCG)=hall not na espposrefe apr any de�rav pn f'ps tura dea�gn, , \\%.::M0/2014 1 OREGON BC LL 0.0 PSF CA ENG RTT/CWC any failure to build th conformance w M1 ANSI/TPIr1, o f n ndling, snipping, n tallation& bracing of trusses. Applyplatesto each face oft ass and position as shown above and on the Joint TOT.LD. 42.0 PSF SEQN— 100513 Details, unlessnoted otherwise. Refer to drawrngsr160A-2 for standard plate positrons. A seal on this 9 I12n.20,1 990 P awing or cover page listing this drawing, indicates acceptance of professional engineering a 'CPAs W r N� DUR.FAC. 1 15 FROM KTC ITW BuildingComponents Group, espo°a'bility aplely f he design a awn. The NS tabrlitS and e p a'„an;r ane a P P the esponsib,,rt;pf CM1e Building Designer per ANSI/PI 1 $ec.2.usForfm nfor ton se : `ThcsuTbb!s Sacramento,CA 95828 general notes page; ITW-BCG: www.ltwbcg.com; TPI www.tpinst.org,WTCA www.sbcindostry.com: SPACING 240" J REF 1 VAH5 6 1 Z 1 2 ICC: www iccsafe.org Henewaldate8)a0n . 01s _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 144103-QUAIL CONSTRUCTION SANDFORD / ROOF -- 14475 SW 125 TH AVE. TIGARD, OR - SJC4 ) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.08 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 11 10 22-9-9 0-4-3 \••J T R=132 U=64 3-7-13 0-4-4 +19-5-4 ' T /70 1.3=m R=66 U=24 (A ) L1-1-2'1‹ 1-11-4 >l< 3-1-10 4-11-6 Over 3 Supports- R=244 U=14 W=5.5" RL=117/-43 Design Crit: IRC2012/TPI-2007(STD) 0 PRO PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 .►- S: . ' FFSp'TY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEETI sto „A /0 TC LL 25.0 PSF REF R561-- 70854 ""IMPORTANT"" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS, V 3901 NE 68th St.,Vancouver WA _ ru ° �s a Trusses require e e care In tabeating, handling, shipping, installing an racing. Refer to and 19575575 P follow toe latest edition of BCSI (Building Component Safety Information, by TPIandINTCA) for safety . cm, TC DL 7.0 PSF DATE 10/09/14 practices prier to performing these functions. Installers shall provide temporary bracing per BCSI. Unless n otherwise, top c shallhave properly attached structural sheathing and bottom chord ' /�/ hall h a properlyattachedr°igidceileng. Locationsis r permanent`lateral restraint of web= BC DL 10.0 PSF DRW CAUSR561 14282054 shall have bracing installed BCSI settrans 83, 87 or B10, as 11/10/2014 - ALPINE ITV Building ComponentsGroupInc. (ITWBCG) shall not be responsibleforany deviation fromhis design. OREGON BC LL 0.0 PSF CA-ENG RTT/CWC any failure to build to r conformance with ANSI/TPI 1, o f handling, shipping, tallation 8 bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint „ m TOT.LD. 42.0 PSF SEQN- 100515 Details, unlessnotedotherwise Refer to drawingsr180A-Z for standard plate positions. A seal on this 9 en.20.109 �' drawing or cover page listing this drawing, indicates acceptance of professional engineering e �O�D W. �� [TW Butldm Components Group,illi. a77::=,7,,, sppna,,ity solely far B design shown. The a 'tab'lity a°°"e a design`pr any s DUR.FAC. 1 .15 FROM KTC g pthe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. sForfm information see tThcisuUob!s Sacramento,CA 95828 general notes page; ITN-BCG:www.ltwbcg.com: TPI' www.tpinst org, WTCA www.sbclndustry.com, ICC:www.ocesafe.org Renewal date 61313t2015 SPACING 24.0" JREF- 1VAH561_Z12 Gable Stud Reinforcement Detail ASCE 7-10: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 180 Dr: 100 mph wind speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 "L" Brace * (1) 2x4 'L" Brace w (2) 2x4 'L" Brace ** (1) 2x6 'L' Brace w (2) 2x6 "L" Brace ** Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: 01 / 82 4' 1" 6' 11" 7' 2" 8' 2" 8' 6" 9' 9' 10' 2" 12' 10" 13' 4' 14' 0" 14' 0" Spruce-Pine-Fir Hem-Fir #1 / #2 Standard #2 Stud #3 3' 10" 6' 2" 6' 7" 8' 1" 8' 5" 9' 8" 10' 0" 12' 8" 13' 2" 14' 0" 14' 0" #3 Stud #3 Standard CD C U p Stud 3' 10" 6' 10" 7' 1" 8' 1" 8' 5" 9' 8' 10' 0' 12' 8' 13' 2" 14' 0" 14' 0" Standard 3' 10" 6' 5" 6' 10" 8' 1" 8' 5" 9' 8° 10' 0" 12' 8" 13' 2" 14' 0" 14' 0" Douglas Fir-Larch Southern Pine..* QJ #1 4' 2" 7' 0" 7' 3° 8' 3" 8' 7" 9' 9" 10' 2" 12' 11" 13' 5' 14' 0" 14' 0" #3 #3 #2 4' 1" 6' 10" 7' 2" 8' 2" 8' 6" 9' 9" 10' 2° 12' 10" 13' 4" 14' 0" 14' 0" stud stud Standard Standard #3 3' 10" 5' 6" 5' 10" 7' 4" 7' 10" 9' 8" 10' 0' 11' 6" 12' 4" 14' 0" 14' 0" ' (U D Ir_ Stud 3' 10" 5' 6" 5' 10" 7' 4° 7' 10" 9' 8" 10' 0' 11' 6" 12' 4" 14' 0" 14' 0" Standard 3' 8" 4' 9' 5' 1" 6' 4° 6' 10" 8' 7" 9' 3" 10' 0" 10' 8" 13' 7" 14' 0" Group B: _U S D_ #1 / #2 4' 8" 7' 11" 8' 3" 9' 4" 9' 9" 11' 2° 11' 7" 14' 0" 14' 0" 14' 0" 14' 0" Hem-Fir - #3 4' 5" 7' 6" 8' 3" 9' 3" 9' 7" 11' 0" 11' 6" 14' 0" 14' 0" 14' 0" 14' 0" #1 s Btr U _,p Stud 4' 5" 7' 10" 8' 1" 9' 3" 9' 7" 11' 0° 11' 6" 14' 0" 14' 0° 14' 0" 14' 0" #1 OJ O Standard 4' 5" 7' 10" 8' 1" 9' 3" 9' 7' 11' 0" 11' 6' 14' 0" 14' 0° 14' 0" 14' 0" Douglas Fir-Larch Southern Pine*** 81 4' 9" 8' 0" 8' 3° 9' 5' 9' 9" 11' 2" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" #1 #1 S P #2 4' 8" 7' 11" 8' 3" 9' 4" 9' 9" 11' 2" 11' 7' 14' 0" 14' 0" 14' 0" 14' 0° #2 #2 #3 4' 5" 6' 9" 7' 2" 9' 0" 9' 7" 11' 0" 11' 6" 14' 0" 14' 0" 14' 0" 14' 0" x4 Braces shall be SRB (Stress Rated Board). DStud 4' S" 6' 9" 7' 2" 9' 0" 9' 7" 11' 0' 11' 6" 14' 0" 14' 0" 14' 0" 14' 0" *wwFor 1x4 So. Pine use only Industrial 55 or Standard 4' 5" 5' 10" 6' 3" 7' 9' 8' 4" 10' 6" 11' 3" 12' 3° 13' 1" 14' 0" 14' 0" Industrial 45 Stress-Rated Boards Group B — #1 / #2 5' 2" 8' 9° 9' I" 10' 4" 10' 9" 11' 2" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" values may be used with these grades. #3 4' 10" 8' 7' 8' 11" 10' 2" 10' 7" 12' 2" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" Gable Truss Detail Notes: LI U — F Stud 4' 10" 8' 7" 8' 11" 10' 2° 10' 7" 12' 2" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" Wind Load deflection criterion is L/240. OStandard 4' 10" 8' 7" 8' 11° 10' 2" 10' 7" 12' 2" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" Provide uplift connections for 100 plf over X #1 5' 3" 8' 9" 9' 1" 10' 4" 10' 9" 12' 4" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" continuous bearing (5 psf TC Dead Load). o SP #2 5' 2" 8' 9" 9' 1" 10' 4" 10' 9" 12' 3" 12' 9" 14' 0" 14' 0" 14' 0" 14' 0" Gable end supports load from 4' 0" outlookers #3 4' 10" 7' 9" 8' 3" 10' 2° 10' 7' 12' 2" 12' 8' 14' 0" 14' 0" 14' 0" 14' 0" with 2' 0' overhang, or 12' plywood overhang. DF L Stud 4' 10" 7' 9" 8' 3" 10' 2" 10' 7" 12' 2" 12' 8' 14' 0" 14' 0° 14' 0" 14' 0" So. Pine lumber design values based on Standard 4' 10" 6' 9" 7' 2" 9' 0" 9' 7" 12' 2" 12' 8" 14' 0" 14' 0" 14' 0" 14' 0" the ALSC January, 2012 ruling Symm yy,,- About it_ Attach 'L' braces with 104 (0128"x3.0" min) nails Gable Truss /' 1 I I 41 )i( For (1) 'L' brace, space nails at 2" o.c. in 18' end zones and 4" o.c. between zones Diagonal brace option �_� )Y 3KFor (2) "L' braces: space nails at 3" ac ■E T in 18' end zones and 6' ac between zones, vertical length may be ■ r ' O doubled when diagonal 18" � � ♦ 'L' brncing must eaminimum of 80% ofwebbrnce is used. Connect V� 0member length.diagonal brnce for 525# °L" at each end Mnx webBrace �� GableVeId" tical Plate Sizestotal length Is 14'. �� , Vertical engthNo Splice 2x6 DF-L #2 or • Less than 40' 1.5X4 better diagonal — � Greatertha4' 0', butVertical len th shown brnce; singlelessthanll' 6" 2.5X4in table above, or double cut18" +QOI■�' Greather thn 11' 6' 3.5X445° (nsshown) atL_ Fl,t1,` 0 + Refer to cmmontrussdesign for0 upper end. • • • • • • 1�� __ ■ r''11I�•�•� �r� •�ii1 " • = rpeak, spliceandheelpintes.ontinuous Hearin•,_ •E� �FConnect diagonal at - "S1sRefertothe Builing Designer for conditions 101 midpoint of vertical web. Refer to chart above for .q7Q .NIG N,E-tic. l® •th. not addressed by this detail. **WARNINGA,A READ AND FOLLOW ALL NOTES ON THIS DRAWING: 19575 P **IMPORTANT*. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s 9� REF ASCE?-10-GAB14030 /1 IIIITWTrusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and DATE 2�14�12 follow the latest edl tion mi SCSI (Building Component Safety Information, e TPI and WTCA) for safety SI �-�j practices prior to performing these Functions. Installers shop provide temporary bracing per BCSI unless mated otherwise, tap chord shall have properly attached structural sheathing and bottom 11/10/2014 DRWG A14030ENC100212 chord shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint OREGON of webs shall f have bracing installed shown BCSI sections B3, 57 or BIO, as applicable. Apply plates to /� each ince of truss and position as shown above and on the Joint Details, unless noted otherwise, .V• 4 10/1 4 A� Building Components Group Inc Refer to drawings 160A-Z for standard plate positions, I� 0.20.1�9 G[ r ITW Building Components Group Inc shall not be responsible for any deviation From this drawing,any OLD W r MAX. TOT. LD. 60 PSE failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation B bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely forthe design shown The suitability and use of this Renewal dale 8/30/2015 drawing for any structure Is the responsibility of the Bullding Designer per ANSI/TPI t Sec2 Earth City,M063045 For more information see this job's general notes page and these web sites MAX. SPACING 24.0"ITWBCG www,itwbcgcon, TPI, www.tpinst.org, WTCA: www sbcindustry.org; ICC: www.lccsafe.org DabAe De , aiL I For Let-in Verticals Gable Truss Plate Sizes Sym, O Refer to appropriate ITW gable detail for About E minimum plate sizes for vertical studs. 'i +°Refer to Engineered truss design for peak, AAN 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. Gable O 2X4 I © 1 verLentgthical Example A 1 2X4 2X8 "T" ReinForcement Attachment Detail "T' Reinforcing "T' Reinforcing Member Member dilli OToe-nail - ❑r - End-nail O O To convert from "L" to "T" reinforcing members, multiply 'T" increase by length (based on Provide connections for uplift specified on the engineered truss design 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" c.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 Toenailed Nails: 10d Common (0148"x3",min) Toenails at 4" o.c. plus Web Length Increase W/ „T„ Brace 1 4 Nails 1 1 (4) toenails in the top and bottom chords. "T" Reinf. • I This detail to be used with the appropriate ITW gable detail for ASCE Mbr. Size Increase Reinforcing wind load, 2x4 30 Member ASCE 7-98 Gable Detail Drawings 2x6 20 'L A13015980109, 412015980109, A11015980109, 410015980109, Example: A13030980109, 412030980109, A11030980109, 410030980109 ASCE 7-10 Wind Speed = 120 mph ASCE 7-02 Gable Detail Drawings Mean Roof Height = 30 ft, Kzt = 1,00 Gable Nails Gable Vertical = 24"o.c. SP #3 Truss Spaced At A13015020109, A12015020109, A11015020109, A10015020109, A14015020109, 4' o,c. A13030020109, A12030020109, A11030020109, A10030020109, A14030020109 "T" Reinforcing Member Size = 2x4 "T° Brace Increase (From Above) = 302 = 1.30 ASCE 7-05 Gable Detail Drawings (1) 2x4 "L" Brace Length = 8' 7' A13015050109, A12015050109, A11015050109, A10015050109, A14015050109, Maximum °T" Reinforced Gable Vertical Length A13030050109, A12030050109, 411030050109, A10030050109, A14030050109 1.30 x 8' 7" = 11' 2" ASCE 7-10 Gable Detail Drawings A11515EN0100212, A12015ENC100212, A14015ENC100212, A16015ENC100212, A18015ENC10022, A20015ENC100212, A20015END100212, A20015PED100212, �' 4 Nails i 1 A11530ENC100212, A12030ENC100212, A14030ENC100212, A16030ENC100212, irmili Ceiling A18030ENC100212, A20030ENC100212, A20030EN0100212, A2 • See appropriate ITW gable detail for maximum unreinfor • . ' '2A -,gth. �5 aG1Nt /Z ..WARNINGI.. READ AND FOLLOW ALL NOTES ON THIS DRAWING' 19575P11 REF LET-IN VERT w.IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 9r, Trusses extreme care in fabricatin handling, shi In stallin and bracin Refer to and /' DATE 2/16/12 require a g. g. pp g. m 9 W IIIITWfollow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety ��j practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. DRWE 2BLLETINO212 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom 1/JO/2014 chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint ,/'�Oj' �y of webs shall have brncing instnlled per SCSI sections B3, 67 or B10, as applicable. Apply plates to ^ •Y(EGON ach face of truss and position as shown above and on the Joint Details, unless noted otherwise. G/ Building Components Group Inc. Refer to drawings I60A-Z For standard plate positions '4et, n•20 4g9� �• ITW Binding Components Group Inc. shall not be responsible For any deviation from this drawing, any 9rOLD W.N� MAX. TUT. LD. 60 PSE failure to build the truss in conformance with ANSI/TPI I, or For handling, shipping, installation B. bracing of trusses A seal on this drawing or cover r page listing this drawing, Indicates acceptance Z... of professional engineering responsibility solely fore the design shown The suitability and use of this Renewal date 813012015 DUR. FAC. ANY drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec 2 Earth City,M063045 For more Information see this job's general notes page and these web sites' MAX. SPACING 24.0" r l ITWBCG wwwitwbcg.com; TPI: www.tpinst.org; WTCA: www.sbcindustry,org, ICC: www.iccsafe.or Gable Stud Reinforcement Detail _ ASCE 7-10: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Dr: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ala (1) 2x6 "L' Brace H (2) 2x6 'L' Brace a( Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: Spruce-Pine-Fir Hen-Fir #1 / #2 4' 3' 7' 3' 7' 7' 8' 7' 8' 11' 10' 3' 10' 8' 13' 6' 14' 0' 14' 0' 14' 0' #( / #2 Standard #2 Stud #3 4' 1' 6' 7' 7' 1' 8' 6' 8' 10' 10' 1' 10' 6' 13' 4° 13' 10' 14' 0' 14' 0" #3 Stud #3 Standard CID c O H r Stud 4' 1' 7' 2' 7' 5' 8' 6" 8' 10' 10' 1" 10' 6' 13' 4' 13' 10' 14' 0" 14' 0' HF Standard 4' 1' 6' 11' 7' 5" 8' 6' 8' 10" 10' 1' 10' 6' 13' 4' 13' 10' 14' 0' 14' 0' Douglas Fir-Larch Southern Plnex00 QJ #1 4' 4' 7' 4' 7' 7' 8' 6' 9' 0' 10' 3' 10' 8" 13' 7' 14' 0' 14' 0' 14' 0' #3 #3 SP #2 4' 3' 7' 3' 7' 7' 8' 7' 8' 11' 10' 3' 10' B" 13' 6' 14' 0' 14' 0' 14' 0' stud stud Standard Standard #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 1' 10' 6' 12' 5' 13' 3' 14' 0' 14' 0' (U DPL Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 1' 10' 6' 12' 5' 13' 3' 14' 0' 14' 0' d Standard 3' 11' 5' 2' 5' 5' 6' 10' 7' 4' 9' 3' 9' 11' 10' 9' 11' 6" 14' 0' 14' 0' Group B: U P #1 / #2 4' 11" 8' 4' 8' 8' 9' 10' 10' 3' 11' 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir #3 4' 8' 8' 1' 8' 8" 9' 8' 10' 1" 11' 7' 12' 1" 14' 0' 14' 0' 14' 0" 14' 0" #1 a Btr c U u r Stud 4' 8' 8' 2' 8' 6' 9' 8' 10' 1' 11' 7' 12' 1' 14' 0" 14' 0" 14' 0' 14' 0' #1 QJ O I r Standard 4' 8' 8' 2' 8' 6' 9' 8' 10' 1' 11' 7" 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Plneuuo #1 5' 0' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1 SP #2 4' 11' 8' 4' 8' 8' 9' 10' 10' 3' 11' 8' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' #2 #2 #3 4' 8' 7' 3' 7' 9' 9' 8' 10' 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' lx4 Braces shall be SRB (Stress-Rated Board). Stud 4' B' 7' 3' 7' 9' 9' 8' 10' 1' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' Q) L ...For 1x4 So Pine use only Industrial 55 or Standard 4' 8' 6' 3' 6' 8' 8' 5' 8' 11' 11' 4' 12' 1' 13' 2' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards Group B #1 / #2 5' 5' 9' 2' 9' 6" 10' 10" 11' 3" 11' 8" 13' 5" 14' 0" 14' 0" 14' 0' 14' 0" values may be used with these grades. d _ SPP #3 5' 1" 9' 0' 9' 4" 10' 0" 11' 1" 12' 9' 13' 3' 14' 0' 14' 0' 14' 0" 14' 0' Gable Truss Detail Notes: LD U HF Stud 5' 1' 9' 0' 9' 4' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. - r Standard 5' 1' 9' 0' 9' 4' 10' 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 55 plf over x #1 5' 6' 9' 3' 9' 7' 10' 11' 11' 4' 12' 11' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). SP #2 5' 5' 9' 2' 9' 6' 10' 10' 11' 3' 12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 1' 8' 4' 8' 11' 10' 8' 11' 1" 12' 9' 13' 3' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang DP L Stud 5' 1' 8' 4' 8' 11" 10' 8' 11' 1' 12' 9' 13' 3' 14' 0' 14' 0" 14' 0" 14' 0' So. Pine lumber design values based on Standard 5' 1' 7' 3' 7' 9" 9' 8' 10' 4' 12' 9' 13' 3" 14' 0' 14' 0" 14' 0" 14' 0' the ALSC January, 2012 ruling. Symm !�^^ Attach 'L' braces with l0d (0128"x3.0' min) nails. `'` ' About'I'� I Gable Truss �' It I 0 )IE For (1) 'L' brace. space nails at 2' ac. ,i in 18' end zones and 4' o.c. between zones Diagonal brace option: )Y 31(For (2) 'L' braces: space nails at 3' o.c. T- T ; in 18' end zones and 6" o.c between zones di vertical length may be I doubled when diagonal 18' 31E © 'L" bracing must be n minimum of 80'L of web brace is used. Connect _ `0 0 member length. diagonal brace for 4500 "L" at each end. Max web Brace Gable Vertical Plate Sizes total length is 14', L_-� 3B)IE r Vertical Length No Splice 9P 2x4 DF-L #2 or � Less than 4' 0' 1X4 or 2X3 better diagonal r Greater than 4'161 0', but brace; single less than 11' 6' 2.5X4 Vertical length shown18• or double cut Greather than 11' 6' 3X4 in table above II r w 0 _ co 45' (ns shown) at _ + 11 + Refer to common truss design for upper end. - -�- -� l Ibik peak, splice, and heel plates. / / / / /ontinuous Ben in• "R,F Refer to the Building Designer for conditions Connect diagonal at �� F / not addressed by this detail. midpoint of vertical web. Refer to chart above for . -,•1c t}ry length. wwWARNINGw'IMPURTANTww FURNISHIwx READ AND THIS DRAWINGOODALLW ALL NOTES ON THIS CGNTRACTGRS INCLUDINGING!THE INSTALLERS, C? N-1° 1, DA REF ASCE7-10—GAB14015 195755P P -r Yy ITWTrusses require extreme care in fabricating,handling, shipping, installing and bracing Refer to and %, DATE 2/14/12 follow the latest edition of BCSI (Building Component Safety Information,by TPI and WTCA) for safety hi practices prior to performing these Functions Installers shall provide temporary bracing per BCSI ' /� DRWG AI4DISENC100212 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 1 1/10/2014 of webs shall have bracing installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face of truss and position as Shown above and on the Joint Details, unless noted otherwise /dig Building Components Group Inc. Refer to drawings IGSA-Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any sn.2o lsg� (Qw MAX. TMT. LD. 60 PSF failure to build the truss in conformance d with ANSI/TPI 1, or for handling, shipping, installation a 9�p1 p W.a` bracing of trusses. A seal on this drawing orcover 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 I Sec.2. Renewal dote 6)30)2515 Earth Clty,mO 63045 For more Information see this Job's general notes page and these web sites ITWBCG: wwwitwbcg.com; TPI:www.tpinst.org; WTCA:wee sbcindustry.org; ICC.wwwiccsafe.org MAX. SPACING 24.0" QUAIL CONSTRUCTION BID SANFORD RESIDENCE 144111 �;! �' MASCORD 22157AA-OPT / FLOOR TRUSS .i ©t''ic5 INV#: JAYZ RANCH W/ UP-STAIRS ATTIC FLOG - DEL DT: UPLIFT/REACTION REPORT P.O.#: S QUAIL CONSTRUCTION s SANFORD RESIDENCE - JOB NAME: SANDFORD/FLOOR O 4501 NE MINNEHAHA STREET,STE 200 H 14475 SW 125TH AVE. I PLAN: MASCORD 22157AA-OPT L D VANCOUVER,WA 98661 I TIGARD,OR 97223 N ELEVATION: RANCH W/UP-STAIRS A 0 SALES REP: Josh Gedenberg T 694-2446 T LOT/BLOCK Wind Speed 140 TOLL 40 O CONTACT: 0 SUBDIV: Exposure Cat B TCDL 10 ASCE 7 Ver ASCE 7-10 BCLL 0 PHONE: 360-907-5800 FRAMER: BCDL 5 MOW _ QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE F01 5 15'01"02 0.00/12 Pitch 1 -Ply 1 816.18 000 2 844.14 0.00 F02 0.00/12 Pitch 1 -Ply 1 752.89 0.00 3 20'06"00 2 1408.70 0.00 3 233.42 0.00 F03 0.00/12 Pitch 1 -Ply 1 786.37 000 2 14'0610 2 81435 000 F04 0.00/12 Pitch 1 -Ply 1 513.91 0.00 4 09'04"02 2 513.91 0.00 I/ I \I F05 0.00/12 Pitch 1 -Ply 1 180 57 0.00 ' 2 03'06"10 2 210.16 0.00 U / \ F06 0.00/12 Pitch 1 -Ply 1 636.51 0 00 1 23'03"04 2 1344.53 0.00 3 630 60 0.00 F07 0.00/12 Pitch 1 -Ply 1 711.62 000 3 23'03"04 2 1476.95 0.00 3 461 65 0 00 1.�,- ,w w.w�1 F08 0.00/12 Pitch 1 -Ply 1 714.09 0.00 3 19'09"04 2 1326.36 0.00 3 267.01 0.00 1/-\1.--1 r...v�IV/--( F09 0.00/12 Pitch 1 -Ply 1 673.61 0.00 5 12'05"02 2 693.37 0.00 F10 0.00/12 Pitch 1 -Ply 1 884 37 0.00 2 1604"00 2 912.29 0.00 TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144111-Uplift/Reaction Report- Date: 10/8/2014-Page 1 of 2 10/8/2014 Job#144111 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE FGTA 0.00/12 Pitch 1 -Ply 1 513.91 000 1 09'04"02 2 513.91 0.00 FGTB 0.00/12 Pitch 1 -Ply 1 706.12 0.00 1 11'10"02 2 776.70 0.00 • TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144111-Uplift/Reaction Report- Date: 10/8/2014-Page 2 of 2 10/8/2014 n QUAIL CONSTRUCTION BID SANFORD RESIDENCE 144103 MASCORD 22157AA-OPT / ROOF LAY OUT ' 1;R,J3SoWAY'z RANCH W/ UP-STAIRS ATTIC FLOO INV#: DEL DT: UPLIFT/REACTION REPORT P.O.#: • QUAIL CONSTRUCTION S SANFORD RESIDENCE JOB NAME: SANDFORD/ROOF O 4501 NE MINNEHAHA STREET,STE 200 H 14475 SW 125 TH AVE. I PLAN: MASCORD 22157AA-OPT L D VANCOUVER,WA 98661 I TIGARD,OR 97223 N ELEVATION: RANCH W/UP-STAIRS A 0 SALES REP: Josh Gedenberg T 694-2446 T LOT/BLOCK Wind Speed 140 TCLL 25 O CONTACT: 0 SUBDIV: Exposure Cat B TCDL 7 ASCE 7 Ver ASCE 7-10 BCLL 0 PHONE: 360-907-5800 FRAMER: BCDL 10 _ QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE A01 8.00/12 Pitch 1 -Ply 1 683.51 119.00 1 11'02"08 2 882.84 157.00 41VAIl A02 8.00/12 Pitch 1 -Ply 1 486.59 38.00 1 11'02"08 2 486.59 137.00 A A03 8.00/12 Pitch 1 -Ply 1 516.19 97.00 1 11'02"08 2 702.98 136.00 AI-I A04 8.00/12 Pitch 1 -Ply 1 485.34 0.00 6 11'02"08 2 530.99 213.00 A, A A05 8.00/12 Pitch 1 -Ply 1 1059.06 200.00 1 24'06"08 2 1071.80 201.00 Itllt A06 8.00/12 Pitch 1 -Ply 1 1311.62 254.00 1 24'06"08 2 1311.23 253.00 An ria . B01 8.00/12 Pitch 1 -Ply 1 1789.08 433.00 1 20'00"00 2 1879.22 470.00 B02 8.00/12 Pitch 1 -Ply 1 869.17 152.00 3 20'00"00 2 867.34 15200 B03 8.00/12 Pitch 2-Ply 1 1406.26 302.00 1 23'06"00 2 2545.37 525.00 - �4fr B04 8.00/12 Pitch 1 -Ply 1 1020.20 166.00 1 23'06"00 2 1020.20 192.00 TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/9/2014-Page 1 of 7 10/9/2014 I Job#144103 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE B05 8.00/12 Pitch 1 -Ply 1 1094.93 187.00 5 23'0600 2 1095.47 187.00 CGT 10.00/12 Pitch 2-Ply 1 1335.43 257.00 1 06'00"00 2 1322.56 215.00 CJ2 8.00/12 Pitch 1 -Ply 1 13234 1400 1 03'02"12 2 55 3700 0. 3 56.37 0.00 CJ4 8.00/12 Pitch 1 -Ply 1 19003 0.00 1 03'02"12 2 6472 9.00 3 1336 86 67 00 CJA 10.00/12 Pitch 1 -Ply 1 77.26 0.00 1 01'10"14 2 43.48 25.00 rS////�/J 3 33.20 0.00 D01 6 8.00/12 Pitch 1 -Ply 1 569.51 0.00 1 12'03"00 2 577.44 155.00 4 - D02 8.00/12 Pitch 1 -Ply 1 621.92 0.00 2 13'06"00 - 2 636 90 148.00 _ ', I D03 8.00/12 Pitch 1 -Ply 1 608.81 0.00 1 13'06"00 2 690.42 127.00 At _... D04 8.00/12 Pitch 1 -Ply 1 586.07 0.00 5 13'06"00 2 586.07 114.00 A' D05 8.00/12 Pitch 1 -Ply 1 927.94 81.00 1 1T00"00 2 1174.16 104.00 An ,4 `. DO6 8.00/12 Pitch 1 -Ply 1 824.62 35.00 1 17'00"00 2 734.95 89.00 D07 8.00/12 Pitch 2-Ply 1 2023.87 412.00 - 1 17'00"00 2 2478.63 616.00 ,z/ . . DGT 8.00/12 Pitch 1 -Ply 1 981.00 46.00 1 13'06"00 2 671.53 61.00 A.I.. DGTB -10.00/12 Pitch 1 -Ply 1 393.71 0.00 1 03'03"12 2 536.26 3.00 I\ TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/9/2014-Page 2 of 7 10/9/2014 Job#144103 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE DRO1 10.00/12 Pitch 1 -Ply 1 45078 227.00 1 08'00"00 2 445.97 229 00 /1/I-I_I\ DRO2 10.00/12 Pitch 1 -Ply 1 421.12 65.00 _ /115 0600"00 2 421.12 65.00 E01 10.00/12 Pitch 1 -Ply 1 1295.38 10400 1 23'06"00 2 1290.41 107.00 .dl''II'IIIIII11I,.. E02 10.00/12 Pitch 1 -Ply 1 1282.55 72.00 1 23'06"00 2 1283.82 72.00 E03 10.00/12 Pitch 1 -Ply 1 1212.88 59.00 8 23'06"00 2 1285 27 72 00 F01 8.00/12 Pitch 1 -Ply 1 1068.87 10700 1 20'00"00 2 1063.90 110 00 1IuiiIIII ihi' F02 8.00/12 Pitch 1 -Ply 1 951.79 72.00 4 20'00"00 2 951.79 72 00 -\,, 4 FM01 8.00/12 Pitch 1 -Ply 1 484.40 19.00 A 3 06'09"00 2 268 73 50.00 K1 10.00/12 Pitch 1 -Ply 1 109238 9100 1 20'00"00 2 1087 41 94.00 All ilk K2 10.00/12 Pitch 1 -Ply 1 950.46 59.00 1 20'00"00 2 950.46 59.00 ,4161 KGT 10.00/12 Pitch 2-Ply 1 3961.82 324.00 1 20'00"00 2 4464.68 397.00 4-0----Itr , \,,, 6,. MA01 10.00/12 Pitch 2-Ply 1 2247.07 335.00 1 1607"08 2 3093.23 548.00 ZN / MA02 1 15'07"08 10.00/12 Pitch 1 -Ply 1 814.86 38.00 2 785.20 76.00 - MA03 10.00/12 Pitch 1 -Ply 1 1060.37 78.00 1 1607"08 2 1293.92 99.00 /.41111=I. TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/9/2014-Page 3 of 7 10/9/2014 Job#144103 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE MA04 1 15'07"OB 10.00/12 Pitch 1 -Ply 1 814.86 8.00 2 785.20 98.00 II IV MA05 10.00/12 Pitch 1 -Ply 1 927.53 70.00 1 15'07"08 2 1215.56 160.00 AI MA06 10.00/12 Pitch 1 -Ply 1 814.86 0.00 1 15'07"08 2 785 20 138.00 A MA07 1 1607"0810.00/12 Pitch 1 -Ply 1 822.66 67.00 2 1043.56 163.00 Al MA08 10.00/12 Pitch 1 -Ply 1 736.29 000 7 15'(17"08 2 805.54 20100 .41 MA09 10.00/12 Pitch 1 -Ply 1 811.21 0.00 1 15'08"00 2 890.96 127 00 A ..I MA10 10.00/12 Pitch 1 -Ply 1 81121 000 2 1608"00 2 890 96 127.00 A . _._ MA11 10.00/12 Pitch 1 -Ply 1 811.21 0.00 1 15'0600 2 890.96 127 00 /A MA12 1 15'08"00 10.00/12 Pitch 1 -Ply 1 88161 000 2 888 79 122 00 A __ MA13 10.00/12 Pitch 1 -Ply 1 89142 0.00 /,I 4 16'00"00 2 915.05 118.00 Ad MA14 10.00/12 Pitch 1 -Ply 1 907.58 53.00 1 16'00"00 2 896 49 143.00 MB01 8.00/12 Pitch 1 -Ply 1 673.47 0.00 6 13'06"00 2 582.21 11000 MBGT 1 13'06"00 8.00/12 Pitch 2-Ply 1 484998 302.00 2 5890 21 353.00 T01 8.00/12 Pitch 1 -Ply 1 2240 52 224.00 1 21'00"00 ii�l�11 1l I'��1�1I .. TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/19/2014-Page 4 of 7 10/9/2014 Job#144103 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE TGT 8.00/12 Pitch 2-Ply 1 5052.49 000 1 21'00"00 2 4854 72 0.00 1/r I\ V01 10.00/12 Pitch 1 -Ply 1 800.56 38.00 /\ 6 17'04"04 2 800.56 38 00 V02 10.00/12 Pitch 1 -Ply 1 779.41 37.00 8 16'10"12 2 779.41 36.00 /•\\` VG 10.00/12 Pitch 1 -Ply 1 203.26 103.00 4 192 02 48 00 /I,\ 1 17'04"04 2 638 80 136.00 ,041k, 1.1,01, 3 597 07 161.00 X01 10.00/12 Pitch 1 -Ply 1 1003.46 421.00 1 09'00"00 All i. XGT 10.00/12 Pitch 2-Ply 1 811.40 000 1 09'00"00 2 796.82 000 IZL - JA02 1 05'11"04 8.00/12 Pitch 1 -Ply 1 232.56 3.00 36 19 00 3 102.61 0 00 1 JA10 8.00/12 Pitch 1 -Ply 1 227.47 0.00 4 17802 64.00 1 05'11"04 2 110.59 . 0.00 5 63.31 21 00 3 403.18 13600 JA12 8.00/12 Pitch 1 -Ply 1 322.11 000 4 227.80 8100 1 0611"04 2 109 68 0.00 5 261.17 so 00 3 384 03 135 00 6 -68 88 29.00 eZ JA14 8.00/12 Pitch 1 -Ply 1 321.96 0.00 4 220.54 8300 1 0511"04 2 109.67 0 5 103 00 3 385,65 145.00 81.54 6 3000 JA16 8.00/12 Pitch 1 -Ply 1 321.92 0.00 4 218.45 8500 1 0511"04 2 109.66 0.00 5 288.38109 00 82 3 386.12 153.00 6 216 51 82 00 JA4 8.00/12 Pitch 1 -Ply 1 224.81 0.00 1 05'11"04 2 153.89 3 109.711 0.0.00 JA6 8.00/12 Pitch 1 -Ply 1 22505 0.00 4 -138.23 6700 1 05'11"04 2 110 22 0.00 3 451.61 146.00 JA8 8.00/12 Pitch 1 -Ply 1 226.87 0.00 4 68.28 2600 1 05'11"04 2 110.59 0.00 3 409.90 137.00 TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/9/2014-Page 5 of 7 10/9/2014 • Job#144103 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE JB02 10.00/12 Pitch 1 -Ply 1 172.31 31.00 1 0511"04 2 87.85 300 /11° 3 100 08 0.00 i JB04 10.00/12 Pitch 1 -Ply 1 240.67 0.00 1 0511"04 2 104 53 36.00 3 104 21 0.00 /01/.."1± JB06 10.00/12 Pitch 1 -Ply 1 297.26 0.00 n 1 05'11"04 2 146.83 57.00 G�////�// 3 108 96 0 00 JB08 10.00/12 Pitch 1 -Ply 1 300.62 0.00 4 -68993 373,00 1 0511"04"04 2 109.76 3 939.6262 35656 00 JB10 10.00/12 Pitch 1 -Ply 1 30403 0.00 4 -40.41 26.00 1 05'11"04 2 110.14 0.00 Z ' 3 394.89 155.00 JB12 10.00/12 Pitch 1 -Ply 1 304.06 0.00 4 62.31 2800 1 05'11"04 2 110.33 0.00 3 401.22 160.00 - JB14 10.00/12 Pitch 1 -Ply 1 303.69 0.00 4 157.29 69.00 1 0511"04 2 110.28 0.00 5 11.45 4.00 3 404.34 162.00 JB16 10.00/12 Pitch 1 -Ply 1 304.30 0.00 4 20809 91.00 1 0511"04 2 110.34 00 5 75.11 32 00 3 398.20 168.00 JCO2 10.00/12 Pitch 1 -Ply 1 191.03 49.00 2 0511"04 35 000 3 100.85 0 00 1/=1 JC04 10.00/12 Pitch 1 -Ply 1 250.06 3.00 2 0511"04 2 94.13 46.00 3 103.71 0 00 JC06 10.00/12 Pitch 1 -Ply 1 304.67 0.00 2 0511"04 2 140.72 78.00 4 3 107.27 0.00 JC08 10.00/12 Pitch 1 -Ply 1 346.24 0.00 4 9.72 6.00 2 0511"04 2 111 oa .00 3 187.88 110.010.0 0 GZ JCC 10.00/12 Pitch 1 -Ply 1 346.24 0.00 4 64.27 40.00 1 0511"04 2 111.04 .00 3 242.42 147.047.0 0 - RA 6.25/12 Pitch 1 -Ply 1 5420 17.00 4 222.36 70.00 / 1 03'00"04 2 447 04 73 00 5 168.49 54.00 3 447 04 133 00 6 177.37 57.00 TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/9/2014-Page 6 of 7 10/9/2014 Job#144103 BEARING INFORMATION QTY SPAN DESCRIPTION BRG# REACTION UPLIFT BRG# REACTION UPLIFT PROFILE RB 6.25/12 Pitch 1 -Ply 1 43.85 12.00 4 301.48 80.00 1 17'07"03 2 198.95 5200 5 131 63 37.00 3 319.55 83 00 6 48.80 14 00 RC 6.25/12 Pitch 1 -Ply 1 75.09 30.00 4 54.47 23.00 / 2 12'08"01 2 370.38 382.29 147.00 3 153.00 RD 6.25/12 Pitch 1 -Ply 1 11.23 6.00 4 41127 172 00 1 14'11"15 2 32.00 5 114.60 5100 3 347.447.4 4 145.00 SJA2 10.00/12 Pitch 1 -Ply 1 163.52 6.00 1 02'00"12 2 38.6600 0. 11 3 38.66 0.00 SJA4 10.00/12 Pitch 1 -Ply 1 212.30 0.00 n 1 01'11"04 2 107.53 4100 SJB2 /�/ 8.00/12 Pitch 1 -Ply 1 203.54 11.00 1 01'11"04 2 35.55 0.00 Aef3 57.95 23.00 SJB4 1 01'11"04 8.00/12 Pitch 1 -Ply 1 249.74 0.00 Z 3 1600 3 133.42 4 46 00 SJC2 8.00/12 Pitch 1 -Ply 1 202.89 26.00 2 01'11"04 2 32.86 0.00 3 55.13 27.00 SJC4 2 01'11"04 8.00/12 Pitch 1 -Ply 1 244.18 1400 365.00 3 131.531.5 6 6500 ./...Z TRUS-WAY, INC - 3901 NE 68TH ST,VANCOUVER WA 98661 (360)750-1470 (503)285-2615 (877)TRUSWAY LSA 144103-Uplift/Reaction Report- Date: 10/9/2014-Page 7 of 7 10/9/2014