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Report M 2.011-1 - Ili-P-7 ® (R bri v c1-J ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1V6T561-Z1 702 1 1 3855 flECFIfrgSEP 9 2014 Truss Fabricator: Trus-Way, Inc Job Identification: 142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- T I GARD, OR TYOF Model Code: I RC JEN` EN ntaj "wiroD Truss Criteria: I RC2012/TP I-2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 13.01. .cV-. Fk'`rS i Truss Design Loads: Roof - N/A � .G l N EF y Floor - 55 PSF @ 1.00 Duration 19575P r Wind - N/A /- Notes: 06 12/2014 OREGON 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of �Q �a° 201°°0 �P record, as defined in ANSI/TPI 1. O L D W. 2. As shown on attached drawings; the drawing number is preceded by: CAUSR561 He„e,„,,d,,e W301201 s 1,11 old\\ I Ica Details: STRBRIBR-CNSY42PL- Subnitted by GWH 11:36:55 06-02-2014 Reviealsr: TSB $ $ 0 Ref Description Drawl . Date 1 11478--F01 14150107 05/30/14 2 11479--F02 14150110 05/30/14 3 11480--F03 14150111 05/30/14 4 11481--F04 14150112 05/30/14 5 11482--F05 14150154 05/30/14 6 11483--F06 14150109 05/30/14 7 11484--F07 14150108 05/30/14 8 11485--F08 14150155 05/30/14 9 11486--F09 14150156 05/30/14 10 11487--F10 14153151 06/02/14 11 11488--F11 14153152 06/02/14 12 11489--F12 14153153 06/02/14 ( 142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F01 ) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBR0211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Negative reaction(s) of -229# MAX. (See below) from a non-wind load Connectors in green lumber (g) designed using NDS/TPI reduction factors. case requires uplift connection. Max JT VERT DEFL: LL: 0.38" DL: 0.44". See detail DEFLCAMB0813 for Bottom chord checked for 10.00 psf non-concurrent bottom chord live load camber recommendations. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. I-- 9-4-1 H- 2411 1- 18-5-3 { 17.427" T p. f 4X4= 5X6= 3X5111 4X12= W=3X4= 4X6= 4X8= 3X5= 3X6= 3X6 III 3X5 III 5X8= 3X3= 3X6= 3X3= 4X8= 3X6= 3X3= 3X6= 4X10= 4X12= 3X5= 4X6= 4X1O= 4X8= 3X3= 20-4-2 3-2-0 6-3-2 L1-8-7�-6-3. -6- -6-1 -5-�-6- 2-1-8 >0-6- -6-3,h-6-3�-5-Q-6-1�-6- -6-�-6-4,1.1-7-�-6-� 5-1QV-7-141 f 3-2-10 3-1-2 2-11-10 2-1-8 3-0-6 W2-11q-10 3-1-2 3-0-8 1-7-0 1-6-6 3-1-8 '1 L- 6-3-11 7-8-5 J, 15= -12 12-4-8 J 1 29-9-4 Over 4 Supports R=989 W=4.125" R=2099 W=3.5" R=337 W=4.125" R=270/-230 W=7.5" Note: All Plates Are 1 .5X3 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) D PR0F1s PLT TYP. Wave FT/RT=6%(0%)/4(1) 13.01 . ' .�7 a .��� Y:1 OR/ /1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360.750-1470 "'WARNING"" READ AND FOLLOW ALL NOTES ON THIS SHEET! 0` C.FAQ y TC LL 40.0 PSF REF R561-- 11478• 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P y Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and o r TC DL 1 0.0 PSF DATE 05/30/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and RCA) for safety /� practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. alli Unless noted otherwise, top chord Shall have properly attached structural sheathing and bottom chord / BC DL 5.0 PSF DRW CAUSR561 14150107 shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs 0.02/2014 shall have bracing installed per SCSI sections B3, B7 or 810, as applicable. L - ALPINE limm. ITN Building Components Group Inc. (IT'BCG) shall not be responsible for any deviation from this design, OREGON BC L L 0.0 PSF CA-ENG TSB/CWC any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, Installation b (� bracing of trusses. pply plates to each face of truss and position as shown above and on the Joint 1 wen.29 .199q" ` TOT.LD. 55.0 PSF SEQN- 459240 Details, unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. nA seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering -OC D W m N� DUR.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. 7,77:=:2'17.7.;e3 oe te ld5g g n D essbower pTe AwlcT l 1 cs ea . oo f i t emn o aey'stTct urJe bIs Sacramento,CA,95828 a general notes page; In-BCG: www.ltwbcg.com; TPI: www.tpinst.org; UTCA: www.sbcindustry.ccm; Renewsldele 8130@015 SPACING 24.0" J RE F- 1 V6T56 1 Z 1 7 ICC: www.lccsafe.org ( 142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F02 ) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g ) Negative reaction(s) of -231# MAX. (See below) from a non-wind load Connectors in green lumber (g) designed using NDS/TPI reduction factors. case requires uplift connection. Max JT VERT DEFL: LL: 0.38" DL: 0.44". See detail DEFLCAMB0813 for Bottom chord checked for 10.00 psf non-concurrent bottom chord live load camber recommendations. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. - 9-4-1 -}- 24" `I- 18-5-3 17.427" T p. f 4X4= 5X6= 3X5111 4X12 4X6= 4X8= 3X5= 3X6= W=3X4= 3X6111 3X5111 5X8= 3X3 3X6= 3X3 4X6 4X8= 3X6= 3X3= 3X6 4X10 4X12= 4X10= 4X8= 3X5 3X3= f< 20-4-2 W=3X4= J 5-0-0 > 4-5-2 1-8-7 -6- -6- -6-1 -5- -6- 2-1-8 -6- -6- -6- -5- -6-1 -6- -6-. -6- -7-' -6-. 1-5-18 -7-1, 3-2-10 3-1-2 2-11-10 2-1-8 3-0-6 2-11-10 3-1-2 3-0-8 1-7-0 1-6-. 3-1-8 6-3-11 I 7-8-5 I 3-4-12 I 12-4-8 _I 1 29-9-4 Over 4 Supports 1 R=989 W=4.125" R=2044 W=3.5" R=406/-231 W=5.5" R=223 W=4.125" Note: Al I Plates Are 1 .5X3 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 03 PROFF PLT TYP. Wave FT/RT=6%(0%)/4(1) 13.01 . 0;' •p h`S e' :1 OR/-/1/-/-/R/- Scale =.275"/Ft. Tr1 N-Wa Inc 360-750-1470 "WARNING.' READ ALL FOLLOW ALL NOTES ON THIS SHEET! C, ` �C4 'y TC LL 40.0 PSF REF R561-- 11479 3901 NE 68th St.,Vancouver WA "I TµT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS 19575 P 9 Trusses require.strew car. In fabricating, handling, shipping, Installing and bracing. Refer to and % TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of BCSI (Building Component Safety Informmtlon. by TPI and RCA) for safety erection prior to performing theme functions. Installers shell provide temporary bracing per BCS1. Unless noted otherwise, top chord shell have properly attached structural sheathing and bottom chord A- % BC DL 5.0 PSF DRW CAUSR561 1 41 501 10 shell held a properly attached rigid telling. Locations shown for permanent lateral restrelnt of webs O. �2�2�14 shell have bracing Installed per BCSI sections B3, BT or 810, as applicable. - In Building Components!Group Inc. (IlWBC6)(hall not he rempone P for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/CWC any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping. Installation A bracing of trUIMOS. Apply plates to each face of truss and position es shown above and on the Jolrn. Von.po ,Ym TOT.LD. 55.0 PSF SEQN- 459233 ir Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering 401 D W•N� responsibility molly for CM design.lawn. The suitability end ues of this design nor awry structure Is ` DUR.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. the responsibility of the Building Designer per ANSI/TPI 1 Set.2. For wino a Inforrtion see: This Jab•a ' Sacramento,CA.95828 general notes page: ITW-1100: afe.ltdeog.cam; TPI: sw.tpinet.org; WTCA, ww.sbcindstry.wm: Renewal dale 8/30/2015 SPACING 24.0" JREF- 1V6T561_Z17 ICC, eaw.lccsafe.org ( 142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F03 ) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g ) Max JT VERT DEFL: LL: 0.38" DL: 0.4411. See detail DEFLCAMB0B13 for Connectors in green lumber (g) designed using NDS/TPI reduction factors. camber recommendations. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Truss must be installed as shown with top chord up. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. I— 9-4-1 —'- 24" - 18-5-3 17.427" Typ. 3X5= 4X4= 5X6= 3X5 III 4X12= 4X6= 3X4= 3X3= 4X8= W=3X4= 1 .5X3 III 1.5X3 III 1 .5X3 III 3X6= 3X6111 3X5111 5X8= 3X3= 1 .5X3 III 1 .5X3 III 1 .5X3 III 1-2-0 %I� I—I-i_I ��i� �lWI�l I-`IW n�1 1-2-0 MSC VW% 4X6= 4X8= 3X6= 3X3= 3X6= 4X10= 4X12= 4X10= 4X8 3X6= 3X3= W=3X4 L 20-4-2 >L 6-9-8 >I-c 2-7-10 -1 I1-8-7_IJ-6-3,0-6-311-6-1 -5-ZIJ-6-3,I,c 2-1-8 ,i]-6-3.IJ-6-%d -6-31J-5-711-6-1�1J-6-3,I,-6-3jJ-6-3,h-6-�1J-6- -6-3.1-8-7J I— 3-2-10 3-1-2 2-11-10 2-1-8 I - 3-0-6 2-11-10 3-1-2 3-0-6 3-0-6 3-2-10 �l 6-3-11 I 7-8-5 I 3-4-12 I 12-4-8 _I Fc 29-9-4 Over 4 Supports R=992 W=4.125" R=2082 W=3.5" R=259 W=5.5" R=229 W=4.125" Design Crit: 1RC2012/TPI-2007(STD) PLT TYP. Wave **WARN It ,. ,,,oFaLO.ALL�oTT/R =6%e(r�)/4(1) 13.01 .0,,':e� si 4'0,, OTY:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Tcus-Way,Inc 360-750-1470 „IWORTIWT„ FURNISH THIS DESIGN TO ALL FOLLOW ALL INCLUDING INSTALLERS. R� �G 94 E O TC LL 40.0 PSF REF R561-- 11480 3901 NE 68Th St.,Vancouver WA C9 dQ 9 Trusses require extreme care In fabricating, handling, shipping. Instal Ind and bracing. oarer to and 19575 P TC DL 1 0.0 PSF DATE 05/30/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI end RCA) for safety practices prior to performing these functions. Installers shell provide temporary bracing per SCSI. Ir %1 Unless noted otherwise, tap chord shall hove properly attached structural sheathing and bottom Chord BC DL 5.0 PSF DRW CAUSR561 14150111 shell have a properly attached rigid Celli permanent lateral restraint or webs / r g ceiling. Locations swnwn for /�1 � shall have bracing Installed per SCSI sections 89, 87 or RIO. at applicable. 0. 02/2014 In Building Components Group Inc. (IM OD) .hall not be rwpons,ble for any deviation from this design. BC LL 0.0 PSF CA-ENG TSB/CWC A any failure to build the trues In conformism,with ANSI/TPI 1. or ror handling, shipping, installation A OREGON -- - bracing of trusses. Apply plates to each fade of trues end position as shown above and on the Joint v TOT.LD. 55.0 PSF SEAN- 459222 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this vI 9• m drawing or Cover pegs listing this drawing, Indicates acceptance of professional engineering �•20.10 ♦/ Components Dl 1lty sO of for the aw lgn shawl. The fultapl I Ity c d,.m.of thin dselgn IIOr any atruCWro Is Rod D w.N� DUR FAC 1 .00 FROM MRR 1TW Building Components Group,Inc. the reapanslblllty of th,e&ul ldllg Oaslper per ANSI/TPI 1 Sec.2. For m4are informaclwl see: Tile Job's — - --- m Sacramento,CA 95828 general notes pegs; ITS_BCG:wwe.itwbcg.com; TPI: www.tpinst.erg: RCA: www.sbtindustry.com: SPACING 24.0" J REF- 1 V6T56 1_Z 1 7 I CC:ww.lccsafe.org Reneweldde 8190/2015 ( 142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F04 ) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Negative reaction(s) of -186# MAX. (See below) from a non-wind load Connectors in green lumber (g) designed using NDS/TPI reduction factors. case requires uplift connection. Max JT VERT DEFL: LL: 0.38" DL: 0.44". See detail DEFLCAMB0813 for Bottom chord checked for 10.00 psf non-concurrent bottom chord live load camber recommendations. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. 24" 18-5-3 -{ I- 9-4-1 �- �- 17.I Txp. 3X5 4X4 5X6 3X5 III 4X12= 4X6= 3X4= 3X3= 4X'18= 1 .5X3 III 1 .5X3 III 3X6 3X6 III 3X5 III W=3X4= 5X8= 3X3= 1 .5X3 III 1 .5X3 III 1 .5X3 III 1 .5X3 III J_ ....m....■Ilb airrir..IIIIIIIIN.3..RrO.:AMIllikIIIAIIIIIIIIh/b..sl..alIlIlIllaIIIIIIe.,_ 4X6= 4X8 3X6= 3X3= 3X6= 4X10= 4X12= 4X10° 4X8= 3X5= 3X3= W=3X4= �� 9-5-2 - 20-4-2 1-8-7 -6- -6- -6-1 -5- -6- 2-1-8 -6- -6- -6- -5- -6-1 -6- -6- -6- -6- -6- -6- 1-8-7 3-2-10 3-1-2 2-11-10 2-1-8 3-0-6 2-11-10 3-1-2 3-0-6 3-0-6 3-2-10 L- 6-3-11 7-8-5 3-4-12 12-4-8 J 29-9-4 Over 3 Supports R=994 W=4.125" R=2120 W=3.5" R=405/-187 W=4.125" Design Crit: I RC2012/TP I-2007(STD) PLT TYP. Wave FT/RT=6%(096)/4(1) 13.01 . 0• ':.W IP .4 QTY:2 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 •e M...WARNING'. RE AND FOLLOW ALL MOTES ON THIS SHEET! .@ 4G INE 'O TC LL 40.0 PSF REF R561-- 11481 "IMPORTANT" FINNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS NE th St.,Vancouver WA 0 Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and 19575 P 7 TC DL 10.0 PSF DATE 05/30/14 follow the latest edition or BCSI (Building Component Safety Inrormetlon, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. 1n n ,h '- Unless noted otherwise. top chord shell hem.properly attached structural sheathing end bottom chord DL 5.0 PSF DRW CAUSR561 14150112 shell have a properly attached rigid ceiling. Locations shown for pene.nent lateral restrain.or webs 6 shell have bracing Installed per SCSI sections B3. B7 or B10, as applicable. 0 02/2014 ' ALPINE ITW Bulldhng Copenwnt,Group nn. (ITWBCG),hell not r..penslble any de„Iatlen frwatt.hisat.,aslgn. BC LL 0.0 PSF CA-ENG TSB/CWC w hy eel lure Co bum ld w t...we cenferw..ntw with ANSI/TPI t, or for hendi i.g, shipping, Insl len. OREGON bracing of trusses. Apply pietas to each race of truss and position as shown above and on the Join ..+ TOT.LD. 55.0 PSF SEQN- 459217 D etails. unless noted otherwise. Refer to drawings 180/1-2 for standard plate positions. A seal on this v�A.20.10� drawing or cover page listing this drawing. Indicates acceptance of professional engineering �O �� DUR.FAC 1 .00 FROM MRR , responsibility solely for 27,:7::,'"shown. The suitability and use or thin design for":"=";:.!: J D \�/ ITW Building Components Group,Inc. the responsibi l Ity of the Designer per ANSI/TPI 1 Sec.2. For sore lnforsetnlon ` •• - - - — Sacramento,CA 95828 general notes page: Iii-BCO: wew.Itebcg.cae; TPI: w e.tpinet.erg:UTCA: wee.sbci dustry.con: SPACING 24.0" J REF- 1 V6T56 1_Z 1 7 ICC:waw.iccsare.org Reneeeldete813 012 01 5 (142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F05) Top chord 4x2 DF-L 41&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 ` t Bot chord 4x2 DF-L #1&Bet.(g) Webs 4x2 DF-L Standard(g) See DWG CNSY42PL0913 or LSCCSYX2A0913 for connection details of 2 ply trusses. Connectors in green lumber (g) designed using NDS/TPI reduction factors. + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Special loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) Negative reaction(s) of -261# MAX. (See below) Requires uplift TC- From 100 plf at 0.00 to 100 plf at 29.77 connection. BC- From 10 plf at 0.00 to 10 plf at 29.77 TC- -466.00 lb Conc. Load at 0.25 Truss transfers a maximum horizontal load of TC- 1488.00 lb Conc. Load at 12.50 3334 # ( 112.00 plf ) along top chord, from either direction, to supports where indicated. Diaphragm and Max JT VERT DEFL: LL: 0.37" DL: 0.27". See detail DEFLCAMB0813 for connections are to be designed by Engineer of Record. camber recommendations. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 3334 112.00 TC 0.00 29.77 Bottom chord checked for 10.00 psf non-concurrent bottom chord live 3334 BC 0.00 load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. 1- 9-4-1 "}- 24" —1- 18-5-3 si 17.427 Typ' 3X5= 4X6= 5X8= 6X8= 6X10= 4X6= 3X4= 3X3= h. 4X18= 3X5 III 3X3 III 1 .5X3 III 3X6= 3X6111 3X5111 W=3X4= 3X3= 1 .5X3 III 1 .5X3 III 1.5X3 III 1 .5X3 III 1-2-0 Irra .II `Ir `i� ,Il / \..� -I-I 1-2-0 rz_��i_ . �rz-�I/ ��z w 4_3-0-0 _L ': 4X 0= ''' 4X8= 6X10= 4X4= 4X8 3X6= 3X3= 4 •° 3X6= 3X4= 3X6= W=3X4 tc 20-4-2 >Lc 9-5-2 -8-7 11-6- -6-X11-6-15 5- 11-6- -6- -6- 11-5- 1-6-15 -6- -6- 11-6- -6-X11-6- -6- -8-7 3-2-10 3-1-2 2-11-10 2-1-8 3-0-6 2-11-10 3-1-2 T 3-0-6 3-0-6 3-2-10 6-3-11 I 7-8-5 1 3-4-12 I 12-4-8 _I k 29-9-4 Over 3 Supports R=2358 W=4.125" R=3647 W=3.5" R=540/-261 W=4.125" RL=3335/-3335 Design Crit: IRC2012/TPI-2007(STD) O PROF PLT TYP. Wave FT/RT=6%(0%)/4(1) 13.01 . ° 5: - ' FSNp�'TY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way,Inc 360.750-1470 **WARNING** REM AND FOLLOW ALL KITES ON THIS SHEET! aC�1NFF % TC LL 40.0 PSF REF R561-- 11482 3901 68Th$t.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. L� tel Trusses latest extreme or`0051 fabricating,to �ncns.retyvc�rcr Information.by Tv �e rru> for safety and 1ss7sP -r 9- TC DL 10.0 PSF DATE 05/30/14 practice's prior to performing theme MctIons. Installers shall provide temporary bracing per SCSI. AO Unless noted otherwise, top chord shell have properly attached structural sheathing end bottom chord 11 shell he a properly attached rigid ceiling. LOCatlo shown for permanent lateral restraint of webs � BC DL 5.0 PSF DRW CAUSR561 14150154 w es w, shall have bracing Installed per BCSI sections 63, 67 or 810. es applicable. 0/.02/2014 ' ALPINE ITN Building Components Group Inc. (111I6C0) shell not be responsible nor any deviation from this design. OREGON BC LL 0.0 PSF CA—ENG CWC/CWC _ any failure to build the truss In conformsn,co with ANSI/TPI 1, or for handling, shipping. Installation a - --- - _ bracing of trusses. Apply plates to es position as show„ebov.and aeon rape of truss and p on the Joint TOT.LD. 55.0 PSF SEQN— 468352 Details, unless noted othermles. Refer to drawings 160A-2 for standard pieta positions. A seal on this 9 •n.20,WI! _ - -- - .I� Components drawing or cover page listing this dresing, Indicates acceptance or professional engineering 17W BDildin i omponentsGron Inc. espdmslbl I Ity wllly fOr tM deslp shorn. Th.wltabl I Icy aM Use of this^eolgntf :::..t717:70!: R0�D DUR.FAC. 1 .00 FROM MRR Building po p, the respo,slbl l Ity of tM Bul Idlrg Des lgner per ANSI/TPI 1 5x.2. For more I r ram I ' Sacramento,CA 95828 I general notes page: ITU_BCG: wwa.Itwbcg.c dam: TN, wee.tpinst.org: .TCA: wes.sbclndustry.con: Renewal date OlAOYlo,s SPACING 24.0" J RE F— 1 V6T56 1_Z 1 7 'cc: wwm.lccsafe.org ( 142111-PARR LUMBER ROCKW00D NORTH CROSS PARTITION #3 -- TIGARD, OR - F06 ) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g ) :W25 3.5"x5.625" DF-L #2(g): Negative reaction(s) of -684# MAX. (See below) from a non-wind load Connectors in green lumber (g) designed using NDS/TPI reduction factors. case requires uplift connection. Max JT VERT DEFL: LL: 0.38" DL: 0.40". See detail DEFLCAMB0813 for Bottom chord checked for 10.00 psf non-concurrent bottom chord live camber recommendations. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. I- 9-4-1 is 2411 -I- 13-1-1 i 17.42711 Typ. h l 1 .5X3 III W=3X4= 1 .5X3 III 1 •5X3 III 1 .5X3 III 4X8= 3X5 3X6= 4X4= 3X6111 3X5111 5X6 3X5111 5X8= 3X3=. 4X12 4X6= 4X6 —t- 1-2-0 �..�I�,■`� j j�����i� �l� �1, 1�—� W25 1-2-0 . i gmm �Ii sii MI NIX X■ 43-0-0 i_ 4X6= 4X8= 3X6 3X3= 3X6= 4X10= 4X12= 4X6= 4X8= 4X6= `� W=3X4 l- 20-4-2 >< 4-1-0 1-2-101-1-14 1-8-7 1 1-6-3 1-6-3 IJ-6-1 c 1-5-7 11-6-3 2-1-8 1-6-3 1 1-6-3 1-6-3 11-5-7 -6-1 11-6-3 I�-6-12 3-2-10 3-1-2 2-11-10 2-1-8 3-0-6 2-11-10 3-1-2 1-2-10 2-8-10 I_ 6-3-11 _I_ 7-8-5 _1, 3-4-12 _I_ 7-0-6 J Fc 24-5-2 Over 3 Supports R=990 W=4.125" R=2229 W=3.5" R=9/-685 Design Cr it: IR PLT TYP. Wave T/RT 676(076)/4( ) D) 13.01 . P-. a G : . .! %At,/'TY:2 OR/-/1/-/-/R/- _ Scale =.3125"/Ft. True-Wayy Inc 360-750-1470 '•wtxo►ic•• REVD AND FOLLOW ALL NOTES ON THIS SHEET! O? 0G1PiEF % TC LL 40.0 PSF REF R561-- 11483 3901 NE 681h St.,Vancouver WA IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. l' Trusses require extreme care in fabricating, handling, snipping. Installing and bracing. Refer to end 19576 P -r 7 follow he latest edition of BCSI (Building Component Safety inforwtion, by TPI and RCA) for safety r , TC DL 10.0 PSF DATE 05/30/14 practices prior to performing these Motions. Installers shall provide temporary bracing per BCSI. — Unless noted otherwise, top chord.hall hew properly attached structural sheathing and bitted chord �� BC DL 5.0 PSF DRW CAUSR561 14150109 shell have a properly attached rigid wiling. Locations shown for permanent lateral restraint or webs shall have bracing Installed per BCSI sections B3, BT or B10, as applicable. Q. �2�2014 — n Builelag Cemppmnt,prop I c. (ITMBCG) shell not he respdnaibls dwl.tion rros chi,design. OREGON BC LL 0.0 PSF CA—ENG TSB/CWC any fellure to build the trgas 1.1.7. n wnforaence with ANSI/TPI 1, or for het 7Z, shlpplag, Ieetelletlan 14 bracing of trusses. Apply pieces to..an face cruse and position as,how.,above and on the Joint TOT.LD. 55.0 PSF SEQN— 459262 Details, unless noted otherwise. Refer to drawings/BOA-Z for standard plate positions. A seal on this "in-20r`��� drwing or cover page listing this drwing, Indicates acceptance or professional engineering reaponeibl I ity solely for the design shown,. The suitability and use of this design for any structure Is �OL D W r N* DUR.FAC. 1 .00 FROM PR • ITW Building Components Group,Inc. the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For(more informs/ion see: This Job's — 1 Sacramento,CA 95828 general t ee page, ITM-BCO: wwalcabdg.eam: TPI: ww.tpinst.org:RCA: ww.sbcindustry.cam: SPACING 24.0" JREF— 1V6T561_Z17 N Rentnsddea90/2015 ( 142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F07 ) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and ' Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g ) :W21 4x2 DF-L #1&Bet.(g): :W22 3.5"x5.625" DF-L #2(g): (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. 9-4-1 + 2411 + 10-8-13 1 17.42711 Tkrp. 1 W=3X4= 1 .5X3 III 1 .5X3111 4X8 1 .5X3111 4X6 3X6 5X6= 3X6111 3X5111 5X6= 3X5111 5X8 3X5= 4X12 6X8= W21 ■1-_2i_-0 'imsdi - 1 i1 I' IA WI' .1 W22 3-0-0 1 PS 4X10= 4X8= 3X4 3X6= 4X10= 4X12= 6X10(**) 4X6= 4X6= W=H0312= L.1-5-4.-1 1-8-7 _i..1-6-3>, 1-6-3. i1-6-15 1-5-7_1_1-6-3 2-1-8 1-6-3_1_1-6-3 11-6-3_ I .1-5-7+1-6-15_1_1-6-3 1-7-0 3-2-10 3-1-2 2-11-10 2-1-8 3-0-6 2-11-10 3-1-2 1-7-0 L_ 6-3-11 _1_ 7-8-5 ...__L— 3-4-12 4-8-2 J 22-0-14 Over 2 Supports R=1135 W=4.12511 R=1298 W=3.5" Design Crit: IRC2012/TPI-2007(STD) ED PROF' PLT TYP. 20 Gauge HS,Wave FT/RT=6%(0%)/4(1) 13.01 . ►; V S A' Y:7 OR/-/1/-/-/R/- Scale =.3411/Ft. Trus-Way,Inc 360-750-1470 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS SHEET! ei !4 1 4e4.4 :j, TC LL 40.0 PSF REF R561-- 11484 3901 NE 68th St.,Vancouver WA ••IMPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575P IP Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and TC D L 10.0 PSF DATE 05/30/14 follow the l.test edition ofrecsi (Building Component Safety Information. by TPI and RCA) for safety /, practices prior to perroreing these.unction. Installers shell provide temporary bracing per BCS I. --- Unless noted otherwise, tap chord shell have properly attached structural sheathing end bottom chord i- - BC DL 5.0 PSF DRW CAUSR561 14150108 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /�Ol shell have bracing Installed per SCSI sections 03, 07 or 010, es eppllceble. 0 e 02 4 — !T.Building build the Group Inc. fonaanC) with not be responsible for any deviation from alla design, OREGON BC LL 0.0 PSF CA-ENG TSB/CWC any failure to build the truss in c. (ITWBne shah ANSI/TPI 1, or for handling, shipping. Installation a sel bracing of truesee. Apply plates to each face of truss and position es shown above end on the Joint 1 'ilk 20 109" TOT.LD. 55.0 PSF SEAN— 459344 Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. A seal on this drawing or cover page listing this drawing. indicates acceptance of professional engineering R0im D W m N DUR.FAC. 1 .00 FROM MRR ITW Building�Omtf Hants Grou ,Inc. the solely ror the design slow,. The suitability and use of this design for any structure Is p pon p he responsibility or the Building Designer per ANSi/TPI I Sec.2. For bore inforeeilon see This Job's Sacramento,CA 95828 goner.' notes peg.: 119-BCG: ww.ltwbcg.caw: TPI: ew.cpinst.org:RCA: wee.sccindustry.cam: Renewal date 8130/2015 SPACING 24.011 JREF- 1V6T561_Z17 s ICC: www.iccsafe.org (142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F08) Top chord 4x2 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED l t t Bot chord 4x2 DF-L #1&Bet.(g) Webs 4x2 DF-L Standard(g) :W18, W21 4x2 DF-L #1&Bet.(g): See DWG CNSY42PL0913 or LSCCSYX2A0913 for connection details of 2 ply :W22 3.5"x5.625" DF-L #2(g): trusses. Connectors in green lumber (g) designed using NDS/TPI reduction + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and factors. bridging recommendations. Special loads Truss transfers a maximum horizontal load of (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) 2538 # ( 115.00 plf ) along top chord, from either TC- From 100 plf at 0.00 to 100 plf at 22.07 direction, to supports where indicated. Diaphragm and BC- From 10 plf at 0.00 to 10 plf at 22.07 connections are to be designed by Engineer of Record. TC- -507.00 lb Conc. Load at 0.25 Drag Loads: Force(#) (PLF) Mbr Start End TC- 1529.00 lb Conc. Load at 16.00 2538 115.00 TC 0.00 22.07 2538 BC 0.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Truss must be installed as shown with top chord up. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. k 9-4-1 -+- --k-k 10-8-13 H 17.427" Typ. 1 1 .5X3111 5X8= W=3X4= 3X6 3X3= 4X4111 4X6= 4X6 3X6= 3X6111 3X5111 4X4 3X5111 6X10= 5X12= 5X6= •_- - - ■- - r �s\ wzz 4 1-2-0 _iI -1r��" " iil% �i�� ��j__\.I 1 .5X3111 1-2 0 \17���-∎B-B__.BS- ■I�■ �I�hr .. 3-0-0 y 8X14= 3X3= 4X8= 3X4=_ 5X8 5X6= 5X6= 5X6= �_s-a� 3X5= W=H0308= 3X3 .‹1-8-7- I 1-6-3 11-6-3_1J-6-15 1 1-5-7_1 1-6-3_1_ 2-1-8 _L1-6-3_1_1-6-3_1 1-6-3_11-5-7_1J-6-15_1_1-6-3 1-7-0 . 3-2-10 17-3-4 1-7-0 6-3-11 7-8-5 3-4-12 4-8-2 4-8-13 -T- 11-0-7 -1- 3-2-7 -I- 3-1-3 22-0-14 Over 2 Supports R=1135 Rw=2675 W=4.125" R=2492 Rw=2619 RL=2539/-2539 Design Crit: IRC2012/TPI-2007(STD) .E0 PRO/FF PLT TYP. 20 Gauge HS,Wave FT/RT=676(076)/4(1) 13.01 . ►c .= Br S A'Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 •• TNT•• READ AND FOLLOR ALL NOTES ON DOS SHEET! �� 1 EI�,Q %y TC LL 40.0 PSF REF R561-- 11485 ..IMPORTANT'• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE t11 St.,Vancouver WA 19675 P Trusses require extreme care In fabricating, handling, snipping, installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of Bcsi (Building Component Safety Inforwtion. by TPI and WTCA) for safety practices prior to performing these factions. Installers shall provide teeporary bracing per SCSI. % -- --' Unless noted ethanol**, top chord shall have properly attached structural sheathing and bottom chord allk BC DL 5.0 PSF DRW CAUSR561 14150155 stall haw a properly attached rigid ceiling. Locations shoal for permanent lateral restraint of webs Ot Q�/�OI� shall have bracing installed per BCSI sections M. BT or um. ae applicable. BC LL 0.0 PSF CA-ENG CWC/CWC • In Building Components Group nc. (111100)shall not be respors ible for any deviation from this design. OREGON any tel to build the truss son in conformance with ANSI/TPI 1. or for handling. shipping. installation B bracing of trusses. Apply plates to each face of truss rid position as shale above and on the Joint 9�r�A 20 ,00 ( TOT.LD. 55.0 PSF SEQN- 468344 Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. A seal on this v drawing or cower page listing this drawing, Indicates acceptance of professional engineering O/ D `u s N ITW Building Components Groan,Inc. reapenslbl I lty solely for`°°d°`ign sYhoen. The suitability and use°f`his assign'f°r any.structure is L *. DUR.FAC 1 .00 FROM MRR t 8 Y pon p ihe rssponslblIlty or the BYlldlng Designer per ANSI/TPI 1 Sac.2. For bore Inforsbthlon sae This Job's Sacramento,CA 95828 general note*page: ITB-BCG: www.itwbog.com: TPI: wr.tpinst.org:INCA: eee.sbcindhatry.com: RenlewN dude 81902015 SPACING 24.0" JREF- 1V6T561_Z17 s ILL: .w.ICCSare.erg (142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F09) Top chord 4x2 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 2 2 Bot chord 4x2 DF-L #1&Bet.(g) Webs 4x2 DF-L Standard(g) :W18, W21 4x2 DF-L #1&Bet.(g): See DWG CNSY42PL0913 or LSCCSYX2A0913 for connection details of 2 ply :W22 3.5"x5.625" DF-L #2(g): trusses. Connectors in green lumber (g) designed using NDS/TPI reduction + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and factors. bridging recommendations. Truss transfers a maximum horizontal load of Bottom chord checked for 10.00 psf non-concurrent bottom chord live 13155 # ( 596.00 plf ) along top chord, from either load applied per IRC-12 section 301.5. direction, to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Deflection meets L/360 live and L/240 total load. Creep increase Drag Loads: Force(#) (PLF) Mbr Start End factor for dead load is 2.00. Case 1: 13155 596.00 TC 0.00 22.07 13155 BC 0.00 Truss must be installed as shown with top chord up. I- 9-4-1 24" + -I- 10-8-13 H 17.427" Typ. 1 1 .5X3 III 5X8 W=3X4= 3X6 3X6111 3X5111 _ 3X5111 6X10= 5X12 3X3= 1 .5X3111 4X4111 4X8= 4X6= 3X6= 4X6= — ' ■--ice -°� � -.1 i � Ili; a�w i�� � ' ` W22 1-2-0 1 2 0 1�—I II/ �� 1_ 1�I —.\AW SCI_. _ ■a-\I/ Sa # 3-0-0 4X8= 3X4= 5X8= 5X6 5X6= 5X6= 8X14= 5X6= 3X3= 4X6= W=3X4 3X3= 1-5-4 H1-8-7 2 1110-6-3+1-6-3, 11-6-15 5-7J_1-6-3J_ 2-1-8 1-6-3_1_1-6-3_1_1-6-3_1_1-5-7_1j-6-15_1_1-6-3_ 1-7-0,j '11 17-3-4 6 3-11 ,1, 7-8-5 ,1, 3-4-12 _1, 4-8-2 4-8-13 11-0-7 T 3-2-7 .1_ 3-1-3 k 22-0-14 Over 2 Supports R=1135 Rw=1791 W=4.125" R=1298 RL=13157 Design Crit: IRC2012/TPI-2007(STD) �. QED PRO��S Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. PLT TYP. Wave FT/RT=6%(0%)/4(1) 13.01 . x: sue• ,, "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! • TC LL 40.0 PSF REF R561-- 11486 Trus-Wa{yy Inc 360-750-1470 rc? !� F� 3901 NE 68th St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require extreme ca r a In fabricating, handling, shipping, Installing and bracing. Refer to and TC DL 10.0 PSF DATE 05/30/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and.TCA) for safety /f practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord drib' ' BC DL 5.0 PSF DRW CAUSR561 14150156 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 02/2014 shall have bracing installed per SCSI sections B3, B7 or 810, as applicable. - • ALPINE IT.Building Components Group Inc. (!T.BCG) shall not be responsible for any deviation from this design, OREGON BC LL 0.0 PSF CA-ENG CWC/CWC any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation S 0 Nei bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint V Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A seal on this 9 %.0...sn.20,a90 TOT.LD. 55.0 PSF E N- 468348 drawing or cover page listing this drawing, Indicates acceptance of professional engineering COL D W•N� DUR.FAC. 1 .00 FROM MRR ITW Building((�om onents Grou ,IRC. the solely for the design shown. The suitability and use e of this design for any structure Is p y p p he responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For More Informa4lon see: This Job's Sacramento,CA 95828 general notes page; ITW-BCG: www.itwbcg.com, TPI: www.tpinst.org:WTCA: www.sbcindustry.can: 1 ICC: www.iccsafe.org Renewal date B19012015 SPACING 24.0" J REF 1 V6T56 1_Z 1 7 (142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F10) Top chord 4x2 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 t 2 Bot chord 4x2 DF-L #1&Bet.(g) Webs 4x2 DF-L Standard(g) :W18, W21 4x2 DF-L #1&Bet.(g): See DWG CNSY42PL0913 or LSCCSYX2A0913 for connection details of 2 ply :W22 3.5"x5.625" DF-L #2(g): trusses. Connectors in green lumber (g) designed using NDS/TPI reduction factors. + 2x6 continuous strongback. See detail STRBRIBR0211 for bracing and bridging recommendations. Special loads Truss transfers a maximum horizontal load of (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) 4304 # ( 195.00 plf ) along top chord, from either TC- From 100 plf at 0.00 to 100 plf at 22.07 direction, to supports where indicated. Diaphragm and BC- From 10 plf at 0.00 to 10 plf at 22.07 connections are to be designed by Engineer of Record. TC- 2049.00 lb Conc. Load at 0.25 Drag Loads: Force(#) (PLF) Mbr Start End TC- -750.00 lb Conc. Load at 16.00 Case 1: 4304 195.00 TC 0.00 22.07 4304 BC 0.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. 24" 1- 9-4-1 -- + 10-8-13 H 17.427" Typ. �-� W=3X4= 1 .5X3 III 4X4111 4X6 4X6= 3X6= 5X8= 3X6111 3X5111 4X4= 3X5111 6X10= 3X6 5X12= 3X3= 1 .5X3 III 1-2-0 li N■ '!me e- �a1∎ mmimn W22 1-2-0 rra , ._...•1•••1W�===_===_�••••■ =EWWWWWWWWW�,. .0 1% 3-0-0 5X8= 5X6= 5X6= 5X6 W=H0308= 3X3= 4X8= 3X4 3X3 1-5-a 3X5= 8X14 5X6= - 1, 1-8 3-2-10 6-3+1-6-3. I 1-6-15_1_1-5-7. I ,1-6-3_I_ 2-1-8 _L1-6-3_1_1-6-3. I .1-6-3_1_1-5-7_1 1-6-15_1,1-6-3_1_ .j 17-3-4 I 1-7-0 6-3-11 7-8-5 3-4-12 4 8-2 f 4-8-13 11-0-7 -F- 3 2 7 1` 3-1-3 >l 22-0-14 Over 2 Supports R=3014 W=4.125" R=2897 W=3" RL=4305/-4305 Design Cr it: I RC2012/TP I-2007(STD) .0 PROpE, Y:1 OR/-/1/-/-/R/- Scale =.34"/Ft. PLT TYP. 20 Gauge HS,Wave FT/RT=6%(0%)/4(1) 13.01 . Trus-Way,Inc 360-750-1470 `•WARNING'' READ AND FOLLOW ALL NOTES ON THIS SHEET! C N1G egg 'y TC LL 40.0 PSF REF R561 - 11487 3901 NE 68Th St.,Vancouver WA '"IMPORTANT'- FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses require extreme care In fabricating. handling, shipping, Installing and bracing. Refer to and 19575 P 9 • follow the latest edition ofrBCSI (Building Component Safety Information. by TPI and WTCA) for safety i, TC DL 10.0 PSF DATE 06/02/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chore shall have properly attached structural sheathing and bottom chord /S --.i BC DL 5.0 PSF DRW CAUSR561 14153151 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections 83. BT or 810, as applicable. O• 02/2014 - ALPINE _ IT/Building Components Group Inc. (ITWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the truss In conformance with ANSI/7P! 1, or for handling, shipping. Installation A bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint .� •sO,20.i9� �� TOT.LD. 55.0 PSF SEQN- 468335 Details, unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. A seal on this drawing or coyer page listing this drawing. Indicates acceptance of professional engineering ROOD W•N DUR.FAC. 1 .00 FROM MRR responsibility solely for the design shown. The suitability and use of this design for any structure is ITW Building components Group,Inc. ` he responsibility of the Building Designer per MIST/TPI 1 Sec.2. For sore Information see: This Job's 1- • Sacramento,CA 95828 general notes page: ITW-BCG: www.itwbcg.com; TPI: www.tpinst.org; WTCA: www.sbclndostry.com: • ICC: www.iccsafe.org Renewal date 8/30/2015 SPACING 24.0" JREF- 1V6T561_Z17 (142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F11) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) :W19 3.5"x5.62511 DF-L #2(g): Max JT VERT DEFL: LL: 0.49" DL: 0.45". See detail DEFLCAMB0813 for Connectors in green lumber (g) designed using NDS/TPI reduction factors. camber recommendations. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Truss must be installed as shown with top chord up. [-- 9-4-1 24" + 8-3-1 H 171— Typ. 4X8= 3X6= 3X4= 3X4= 3X5= 4X10 1-2-0 .__II �II1`I� _I'-. W19 1-2-0 Ilh ..MEM 3-0-0 if 4X10= 3X8= 3X4= 4X6= 4X10= 4X10= 4X6 1-6-3 3-1-10 1-6-7 + 1-6 3-0-14 1-6-7 + 1-6-3-0-14-6-7 -T 2-1-8 1-7-5 1-6-9 3-1-11-6-9 - 1-6-93-I5-158-10 ?I.J3 ....11e. < 19-7-2 Over 2 Supports '1 R=1078 W=4.125" R=1078 Note: All Plates Are 1 .5X3 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) ,E0 PROF PLT TYP. Wave FT/RT=6%(0%)/4(1) 13.01 . 'a " • t S' . Y:9 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Wa{y,Inc 360-750-1470 “WARNING** READ AND FOLLOW ALL NOTES ON THIS SHEET! �` thGi Ce� •y TC LL 40.0 PSF REF R561-- 11488 3901 NE aril St.,Vancouver WA ..IWPOlumr-- FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require extreme care In fabricating, handling, shipping, Installing aM bracing. Refer to and 9 TC D L 1 0.0 PSF DATE 06/02/14 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. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 1 BC DL 5.0 PSF DRW CAUSR561 14153152 shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 'OZ/ZO14 shall have bracing Installed per BCSI sections 83, B7 or B10. as applicable. O — — ITr Building Components Group Inc. (IiWBCG) shall 7 be responsible for any deviation from This design, OREGON ../ BC LL 0.0 PSF CA-ENG TSB/GWH any failure to Wild the truss In conformance with ANSI/TPI 1. or for handling, shipping, installation b bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 9 A.en.20 'toee TOT.LD. 55.0 PSF SEQN- 468364 Details, unless noted otherwise. Refer to drawings 1130A-2 for standard plate positions. A seal on this . drawing or cover page listing this drawing, indicates acceptance of professional engineering O L.D W a DUR.FAC. 1 .00 FROM MRR ITW Building,Components Group, the responsibility solely for the design shown. The suitability and use of this design for any structure Is p po P the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. sFor more information see' This Job's a Sacramento,CA 95828 general notes page; ITW-BCG: www.ltwbcg.com: TPI: www.tpinst.org,MICA, ww.sbclndustry.com: SPACING 2 4.0" J REF- 1 V6T56 1 Z 1 7 a ICC: www.iccsafe.org Renewal date 8130/1015 _ (142111-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - F12) Top chord 4x2 DF-L #1&Bet.(g) Bottom chord checked for 10.00 psf non-concurrent bottom chord live Bot chord 4x2 DF-L #1&Bet.(g) load applied per IRC-12 section 301.5. Webs 4x2 DF-L Standard(g) :W1 3.5"x5.625" DF-L #2(g): Deflection meets L/360 live and L/240 total load. Creep increase Connectors in green lumber (g) designed using NDS/TPI reduction factors. factor for dead load is 2.00. Truss must be installed as shown with top chord up. F26.625" Typ. 1X3 III 3X6= 1X3 III 3X5= 1X3 III 1 I / 1-2-0 W1 1-2-0 I __ - - -0-o 3X6 3X5= 3X4= 2"13 2-5-7 _l 2-3-6 2-3-6 _I_ 2-3-6 °Ljz 2 1 4-8-13 4-7-8 E9-7-2 Over 2 Supports R=528 R=528 W=4.125" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=6%(0%)/4(1) 13.01 . 0- 'v? • es. QTY:9 OR/-/1/-/-/R/- Scale =.75"/Ft. Tr1 NE6 Inc 360-750-1470 "IVA�+ING" R�AND FOLLOW ALL NOTES 011 THIS SHEET! �G%14�� `> TC LL 40.0 PSF REF R561-- 11489 3901 NE 68th St.,Vancouver WA ••INPORTANT•• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. I. Trusses require extreme care In f*Drlooting. handling, shipping. Installing and Gracing. Refer to and 19575 P 9 TC DL 10.0 PSF DATE 06/02/14 ttsc edition OfraC51 (Building Comporrnt Ssrety Inforwc lon, q 7P1 ana RCA) ror>a lacy cprior to performing these functions. Installers shall provide temporary bracing per SCSI. �, 1 ed otherwise, top chord shall haw properly attached structural sheathing and Gotta•chore ,� BC DL 5.0 PSF DRW CAUSR561 14153153 a properly attached rigid calling. Locations shoal ror perwwnent lateral restraint or webs / /- h bracing Installed par SCSI sections BJ, 87 or 810, a•applicable. 02/2014 .g Canponante Group Inc. (ITBBCG)shell Floc he respMelDle ror.ray deviation from UIS design. �I BC LL 0.0 PSF CA-ENG TSB/GWH - to build the vms In canrorwrnca arch NISI/TPI 1, or ror handling. snlppbg, InstallatAm A OREGON bracing of trusses. Apply plates to oath tote of truss and position as show above and on the Joint v TOT.LD 55.0 PSF SEQN- 468370 Details. unless noted otherwise. Refer to drawings 1e0Ad for standard plate positions. A seal on this 1,*VIA.20,10� `� drawing or cover page listing this drawing, indicates acceptance of professional engineering DUR FAC 1 Q0 FROM MRR responsibility ity or ror 1.:T.:7::"shown. The NSrcTGll S and use or this deelgn ror°7-;::7:-";:.!: O) O V r N TfW Building.Components Group,into the rsapo slbl 11ty or the Oeelgher par Nan TPI 1 Sec.2. For!more Inrorwe IM E. I Sacramento,CA 95828 general notes page: ITT-Bog: www.itebcg.ca w R w ; TPI: w .tpinst.org; CA: w.sbclnduatry.cnm: SPACING 24.0" J RE F- 1 V6T561 Z1 7 IC a ■ C: sww.iccsafe.org Renewal date 613012015 STRONGBACK BRIDGING RECOMMENDATIONS ►All scab-on blocks shall be a minimum -'v/ BUTT STRONGBACK BRIDGING TOGETHER "stress graded lumber." ►All strongback bridging and bracing shall be a minimum 2x6 "stress graded lumber." `' 1111111111111111141111111/ Ia.The purpose of' strongback bridging is to p• ATTACH SCAB WITH 10d BOX/GUN develop load sharing between individual truss 's, 4' -0' 2x6 (0.128'x3.D') NAILS IN 2 ROWS AT resulting in an overall increase in the SCAB 6' O.C. NOTE: IN LIEU OF SPLICING AS SHOWN, stiffness of the floor system. 2x6 LAP STRONGBACK BRIDGING MEMBERS strongback bridging, positioned as shown in FOR AT LEAST ONE TRUSS SPACING STRDNGBACK BRIDGING SPLICE DETAIL details, is recommended at 10' —0" o,c. (max NJTE: Details 1 and 2 are the preferred attachment methods The terms "bridging" and "bracing" are someunes ATTACH STRONGBACK TO mistakenly used interchangeably. "Bracing" is an WEB W/ (3) 10d COMMON important structural requirement of any floor (0,148'x3') NAILS OR O (4) l0d BOX/GUN or roof system. Refer to the Truss Design 1 • 28'x3,3') NAILS I Drawing (TDD) for the bracing requirements Poi- '/• ���� each individual truss component. "Bridging," ` /�� �/� � ' particularly "strongback bridging" is a recommendation for a truss system to help `� 1 ,,,, ,„,..4,..P control vibration. In addition to aiding in the �/► ' distribution f oint loads between ad 'acent /� �� o p � �r ��� ' �� truss, strongback bridging serves to reduce 0/ �/ "bounce" or residual vibration resulting from STRONGBACK BRIDGING _IIl SPACING REQUIREMENTS moving point loads, such as footsteps. Up to 10'None required 10'to20'1 row Cat center ofspan) The performance of' all floor systems are (2) 10d COMMON (0.148'x3.0') OR 20'to 30'2 roes II at etch l/3 ports) enhanced by the installation of strongback BOX/GUN (0.128'x3.0') NAILS AT 2x6 (MINIMUM) STRONGBACK, 30'to 40'3 roes II at each I/4 ports) TOP AND BOTTOM OF 2x4 RESTRAINED AT EACH END. Dyer 43 Space rows atIVot.prints) bridging and therefore is strongly recommended SCAB-ON BLOCK, ATTACH by ITW Building Compents Group Inc. STRONGBACK TO BLOCK W/ (3) 10d COMMON (0.148'x3.0') NAILS For additional information regarding strongback OR (4)10d BOX/GUN (0.128'x3.0') CDI g g g NAILS, bridging, refer to BCSI (Building Component '1411%,,. �0 / Safety Information). ...„,,,, �., 0 ,ii� i 1.0..... ............0, \/ ATTACH STRF RACK i �� PTO A.... (2) i �ae0 PROF-FS STRDNGBACK BRIDGING ATTACHMENT ALTERNATIV' ..WARNING..READ AND FOLLOW ALL NOTES ON THIS SHEET! �7 ,N p S�Ow Trusses require extreme care n fabricating,handling,shipping,installing and bracing 9676P "r Y TC LL PSF REF STRONGBACK 17,7 follo. DES[(Raiding Component Safety Information,by TPI and MICA) For safety pros. 7 -T pp f 7 perfornng these functions, [ns toilers shall provide temporary bracing per BESI. Uric + %y TC DL PSF DATE 2�20�II / / other.ise,top chord shall have properly attached structural panels and bottom chc . properly atmrhed rgia rnGng. Locations sho.n fur permanent lateral"entrant /- i BC DL PSF DRWG STRBRIBR0211 bracing Installed per SCSI sections B3 t B7. See this job's general notes page • ..IMPORTANT.. FURNISH COPY OF THIS DESIGN TO INSTALLATION LONTRACiOR. 1. 02/2014 BC Ll. PSF :'V BAAcing Components Group Inc<[TVBCG)shall not be responsible For any dr. ^ I 1 PW4 • BlaiipCalParllt(3laiVYc design,arty failure to build the truss in conformance.ith TPI,or Fabricating,,. N, nstoling N bracing of trusses. ITWBCG connector plates are made of 20/18/I6.. '4 '4..20 1090 Q' TEl LD. PSF :i'ade 37/40/60(K/V/HS)gala.steel. Apply plates to each Face of truss,pos.tu and on Joint Detail. r RO l D ilU•�� s • n seal on this droving or cover page indicates hcceptarc, •� • solely For the truss component design shown. The su,.•., DUR. L-AC. 1.00 - ' • butdrg 4 the responsibility of the Building Designer pry' Rene el dale 8130/2015 Eamay,MO63045 •-v-BCG:...At.bcg.ron/TN'weetpinst.con;WTCA:..esb;. .. SPACING SYSTEM 42 PLY TO PLY CONNECTION DE?AIL MAX. CONCENTRATED LOAD USING SIMPSON 1/4" x 6" STRONG DRIVE SCREWS OR EQUAL. MAX. UNIFORM LOAD AS PER CHART BELOW REFER TO ITWBCG SEALED DRAWING AS PER CHART BELOW/h i i i i iii,.....,„Ni FOR INDIVIDUAL TRUSS DESIGN. • ®,, i i i i i MIN. LOAD APPLIED TO THIS PLY ° 3 1/2" 3 i/2" i TRUSS MEMBER (CHOR SHOWN) -6 SCREWS IN TOP CHORD ® 4"O.C. 3/4" -SCREWS IN VERTICAL WEB 4"0.C. '- AND 3" END DISTANCE 1 1/2" = t�11\i111\1\11\1\1\1111111111�1111�1\1��= 1S TOP CHORD SCREW SPACING PER CHART BELOW SCREW POSITION IN THE TRUSS (FOR SINGLE TOP CHORD ONLY) STRONG-DRIVE FOR DOUBLE TOP CHORDS SCREW USE (4) SCREWS IN UPPER TOP CHORD UNIFORM LOADS USE (2) SCREWS IN LOWER TOP CHORD GENERAL NOTES: FOR DOUBLE TOP CHORD THE TOP 1. SCREWS CENTERED ALONG THE 1.5" DIMENSION OF THE 4x2 MEMBER. CHORD SCREW O.C. SPACING MAY BE MAX. CONCENTRATED LOAD 2. MINIMUM END DISTANCE OF 3" AS PER CHART BELOW 3. SCREWS INSTALLED WITH HEAD IN LOADED MEMBER. DOUBLED. (BUT MAY NOT EXCEED 4 — 4 _ 4. GAP BETWEEN PLIES NOT TO EXCEED 1/8". 24" O.C. PER CHORD) SCREW SPACING ° — ° a 5. HOLES NOT ALLOWED THRU A METAL CONNECTOR PLATE 1/2 THE OFFSET BY 1 6. SCREW LOCATION MAY BE ADJUSTED UP TO 1" TO AVOID CONFLICT SHALL BE WITH OTHER HARDWARE OR TO AVOID LUMBER DEFECTS. O.C. SPACING IN EACH CHORD. ° _ ° 7. DO NOT INSTALL SCREWS IN AREAS WHERE LUMBER WANE I EXCEEDS 1/4" EQUALLY DIVIDED 8. CONCENTRATED LOADS TO BE APPLIED AT TRUSS PANEL POINT WITH SCREWS CAN BE E Q VERTICAL WEB. (ROUND UP TO THE NEAREST WHOLE 9. FLOOR SHEATHING IS ASSUMED TO BE SECURELY FASTENED TO EACH TOP CHORD SCREW MAXIMUM UNIFORM LOAD (PLF) NUMBER) INTO MULTIPLE VERTICALS. TRUSS TOP CHORD. O.C. SPACING (INCH) ALONG TOP CHORD (1.00 OF) USE A MINIMUM OF (1) SCREW PER 10. FOR 3x2 MEMBERS USE SIMPSON'S I/4"x4.5•' SDS SCREWS OR EQUAL. DFL&SP SPF VERTICAL. 11. CONTACT ITWBCG FOR SPECIAL CONNECTIONS NOT COVERED BY THIS DETAIL. 4 1440 1200 TRUSS DEPTH # OF SCREWS MAXIMUM CONCENTRATED 6 960 800 (INCH) IN VERTICAL WEB LOAD (LBS) 8 720 600 DFL&SP SPF t0 576 480 12 1 3360 2800 12 480 400 14 2 3840 3200 14 411 342 16 2 3840 3200 16 360 300 18 4 4320 3600 18 320 266 20 4 4320 3600 20 288 240 22 5 4800 4000 22 261 218 24 5 4800 4000 ���ED PROFESS 24 240 200■ •WARNING••READ AND FOLLOW ALL NOTES ON THIS SHEET! CI 19575 P F� X j. 'I'C LL PSF REF SY42 CONNECTION Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow 19575 P 9 / BCSI(Building Component Safety Information,by TPI and WTCA)for safety practices prior to performing , DL these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord %t TC DL PSF DATE 1/1/09 T shall have properly attached structural panels and bottom chord shall have a properly attached rigid ,l ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI / / BC DL PSF DRWG CNSY42PL0109 / sections B3&B7. See this job's general notes page for more information. 0 s OZIZO 14 ••IUPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. BC LL PSF MY W Building Components Group Inc. (ITWBCG)shall not be responsible for any deviation from this design, 0 0g Building Components Group Inc. any failure to build the truss in conformance with TN.or fabricating,handling,shipping,installing& 'I/IL 0 bracing of trusses. ITWBCG connector plates are made of ZO/18/leGA(W,H/S/K)ASTM A653 grade 37/40/8D 1 20,199 6 TOT. LD. PSF (K/W/H,S)galy. steel. Apply plates to each face of truss,positioned as shown above and on Joint Details. RO I D W.a`_ v T A seal on this drawing or cover page indicates acceptance and professional engineer g responsibility solely L. • for the truss component design shown. The suitability and use of this component for any building is thr r r • responsibility of the Building Designer per ANST/TPI I Sec.2. DUR. FAG. 1.00 ITW—BCG:www.itwbcg.com;TPL: www.tpinst.com;WTCA:www.abcindustry.com;ICC;www.ievsafe.org Renewal date 8/30/2015 Earth City.MO 63045 SPACING ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page I of 1 Document ID:1 V6F561-Z 1016172441 REC'FlyFt,, Truss Fabricator: Trus-Way, Inc Job Identification: __ SEP 142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 TIGARD, OR y 2014 Model Code: IRC Truss Criteria: I RC2012/TP I-2007(STD) �E p PR TI Engineering Software: A l p i ne proprietary truss ana l ys i s software. Version 13.01. (� I AHD Truss Design Loads: Roof - 42 PSF @ 1.15 Duration 6,5 p1NE 44/4(6 y i/Sin Floor - N/A 19576P • "�/ Wind - 140 MPH (ASCE 7-10-Closed) 411116 Notes: 05 16/2014 J 1. Determination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of 1,'O`'en.2o, �P record, as defined in ANSI/TPI 1. L O w'N 2. As shown on attached drawings; the drawing number is preceded by: CAUSR561 Re�ew�Idda813W2015 Garold W.Heal Details: GBLLETIN- Subnitted by GWH 17:24:28 05-16-2014 Reviewer: TSB $ $ # Ref Description Drawing# Date 1 94543--CAP01 14136245 05/16/14 2 94544--CAP02 14136246 05/16/14 3 94545--T01 14136247 05/16/14 4 94546--T02 14136248 05/16/14 5 94547--T03 14136249 05/16/14 6 94548--TO3A 14136250 05/16/14 7 94549--T04 14136251 05/16/14 • 8 94550--T05 14136252 05/16/14 9 94551-406 14136253 05/16/14 10 94552--T07 14136254 05/16/14 11 94553--T08 14136255 05/16/14 12 94554--T09 14136256 05/16/14 13 94555--T10 14136257 05/16/14 14 94556-411 14136258 05/16/14 ...... .._,. ..._....�, sees...,,.,_,,._.. ..-,,. t_...�., ,. .,.._............ ....._..._.. ... ...,..,.. _... (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - CAP01) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 33.24 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. 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 outlookers and See DWG GBLLETIN0212 for more requirements. cladding 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. This truss is intended to be a piggyback cap. Brace flat 3X5 top chord of supporting truss with purlins a 24" OC(max) . �. Refer to DWG PB160100212 for connection details. I.. 11 1 11111 i 11 8.5 8.5 6-1-6 All dlillIlIllIl• 4 i i 0-4-6 0-4-6 ii ■ • ■ ■ ■ ■ ■ m *_30-0-0 . T 2X4(A1) = 3X5= 2X4(A1) L— 8-1-7 8-1-7 J F 16-2-15 Over 2 Supports R=96 PLF U=28 PLF W=8-1-7 R=95 PLF U=29 PLF W=8-1-7 RL=20/-20 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) , p PRChtlt. PLT TYP. Wave FT/RT=8'16(076)/4(1) 13.01 . ►• •b: _ - "i'S ,'TY:2 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-750-1470 a"W'ARNING" READ NO FOLLOW ALL MOTES COI THIS SHEET! O�°� 40iN F , TC LL 25.0 PSF REF R561-- 94543 3901 NE 68th Si,Vancouver WA ..IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS Tn./ewes require•stre car. In fabricating, handling. shipping. Installing and bracing. Refer to end X9575 P Tn./ewes w follow the latest edition of SCSI (Building Component Safety Information. by TPI and RCA) for safety r , TC DL 7.0 PSF DATE 05/16/14 practices prior to performing these finctions. Install.,.shall provide temporary bracing per BCS!. Unl«e noted otherwise. top Chord shall have properly attached structural sheathing and bottom chord - % BC DL 10.0 PSF DRW CAUSR561 14136245 shall have a properly attached rigid ceiling. Locations shown for penlenent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 870, es applicable. 6/2014 - ire Building Calponents Group Inc. (ITWBCG) shat not be responsible for any deviation from°hie design. EGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the trues in conformance with ANSI/TPI 1. or for handling. shipping. Installetlon I bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint d0 TOT.LD. 42.0 PSF SEQN- 410547 Details, unless^iced otherwise. Refer to drawings 160A-Z for standard piete positions. A seal an this ::::::::12.1.:),00;;111 G.�9 n� drawing or cover pegs listing this drawing. Indicates ecceptanca of professional engineering ITW Building Components Group,Inc. responsibility solely for w design shown. The suitability and use of this design for any structure is DUR.FAC. 1 .15 FROM MC 8 pon P the reeponslbil ity of the Building Designer per NISI/TPI 1 Sec.2. For mire Inrornet'Aal see: This Job's e Sacramento,CA 95828 general notes page; ITW-BCG: awe.Itsbcg.cam: TPI:ww.tpinst.org: RCA:WielsbelndUstry.oan; Renewal date SPACING 24.0" JREF- 1V6F561_Z10 4 A ICC: eaa.lccsare.org (142110-PARR LUMBER ROCKW00D NORTH CROSS PARTITION #3 -- TIGARD, OR - CAP02) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 33.24 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Rot 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. This truss is intended to be a piggyback cap. Brace flat top chord of supporting truss with purlins @ 24" OC(max) . Refer to DWG PB160100212 for connection details. 4X6= i► 'a1 2X4' 2X4# 8.5 �1 .- 8.5 6-1-6 0-4-6 0-4-6 _i___ IIIIIIIIIIhbh.. ... ...dIIIIIAIIIIIIIIIIhhb. It a MN O' 4, 30-0-0 i 1 >dV 3X4(Al) = 5X8= 3X4(Al) _ 4-3-3 3-10-5 3-10-5 4-3-3 8-1-7 8-1-7 L-- 8-1-7 8-1-7 J 16-2-15 Over 24" o/c Supports Design Crit: IRC2012/TPI-2007(STD) , O PROP& PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 . ►- 'a: _ . S,pTY:14 OR/-/1/-/-/R/- Scale =.4375"/Ft. True Wayy Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEETI \g 1G'N�4� w TC LL 25.0 PSF REF R561-- 94544 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. Y UO Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and �9'S75 P follow the latest edition of BCSI (Building Component Safety Information. by TP1 and RCA) for safety II, TC DL 7.0 PSF DATE 05/16/14 practices prior to performing these functions. Installers shell provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord I /- // BC DL 10.0 PSF DRW CAUSR561 14136246 shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or 111O, as applicable. 0' 16/2014 Nov ALPINE IT1 Building Components Group Inc. (171BCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping, installation 8 bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 1,a 1�e TOT.LD. 42.0 PSF SEAN- 410541 Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. A seal on this aV fl.20,19 '0' ,1� 1(7 Group, or cover page listing this drawing, Indicates acceptance of professional engineering N ITN Bnildin ComMrRent$t>l oun,Inc. slbl i lty es iely for the design show. The au ltabl l ity and use of th,ls design jor any structure Is O�D W W. DUR.FAC 1 .15 FROM �C �, po P ponsibility of the Building Designer per ANSI/TPI 7 Sac.S. For Ikore lnformetlon saw: This Job's a Sacramento,CA95828 i general notes page; ITN-BCG:ww.itwbcg.com; TPI: ewe.tpinst.org;IIITCA: ww.sbcindustry.nxm: Renewal date 813012075 SPACING 24.0" JREF- 1V6F561 Z10 ICC: ew.iccsafe.org — (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T01) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.04 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. :W1, W2, W3, W4, M12, M13, M14, M15, M16, M17, M18, M19, M20, M21, M22, M23, M24, M25 2x4 DF-L #1&Bet.(g): :Rt Slider 2x6g DF-L SS(g): BLOCK Wind loads based on both MWFRS and C&C, reactions based on MWFRS. LENGTH = 1.785' Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Cladding load shall not exceed 3.00 PSF. 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 equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Restraint material to be supplied and attached at both ends to a applied per IRC-12 section 301.5. suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor See gable detail dwgs for additional wind bracing requirements. for dead load is 2.00. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. 3X4 3X4 o� T 8 8 8 a D 8D 8 a 8 8 8 '' 3X6 8.5 • il M72 W2 M13 M14 M15 M16 M17 M1111119 M20 M21 2• T18OO 0-11-14 <�� • — 5X6= 5X6= 4X6(E5) III Lc 15-0-8 ?k 17-6-15 >i< 15-6-0 >10 I" 15-2-4 4c 8-7-12 4., -8-6-0 - 15-9-8 L— 15-8-6 16-7-9 _I_ 15-9-8 J fc 48-1-8 Over 3 Supports R=129 PLF U=11 PLF W=15-0-8 R=120 PLF U=23 PLF W=15-6-0 RL=23/-23 PLF R=119 PLF U=10 PLF W=17-6-15 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) O FROFFS PLT TYP. Wave FT/RT=896(0%)/4(1) 13.01 . , p4TY:1 OR/-/1/-/-/R/- Scale =.1667"/Ft. ;a . - TTUS-Way,Inc 360-750-1470 ••eSH THIS DESIGN REM AND FOLLOB ALL NOTES ON THIS SHEET �G1N ID TC LL 25.0 PSF REF R561-- 94545 3901 NE 68 h St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. L1 Trusses rawer.extreme care in fabricating, handling. shipping. Installing and b cing. Refer to and 19575 P T 9 TC DL 7.0 PSF DATE 05/16/14 Tel the latest edition ofrBCSI (Building Component Safety Information. by TPI and RCA) for safety practices prior to performing these'Unctions. Installers shall provide t bracing SCSI. 1 prec pr per CnB pro temporary ng per Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord I ' J- '. BC DL 10.0 PSF DRW CAUSR561 14136247 shell have a properly attached rigid ceiling. Locations slow,for permanent lateral restraint or webs shall have bracing Installed per SCSI sections 83. B7 or 810. as applicable 0* 16/2014 BC LL 0.0 PSF CA—ENG TSB/GWH A ITW Building components Group Inc. (ITBBCG) shall not be responsible for any deviation from this design. OREGON any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping. Installation B bracing of trusses. Apply plates to each face of trues and position as shown above and on the Joint TOT.LD. 42.0 PSF SEAN- 410562 Details, unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. A seal on this 9 414.20,10� drawing or cover page listing this drawing. indicates acceptance of prafessionel engineering ITW Building Comp}toiwntentsGrou ,Inc. responsibility solely for the design shown. The suitability and use of this design for any structure is DUR.FAC. 1 .15 FROM pc rain Components the responsibility of the Building Designer per ANSI/TPI 1 Set.2. For(ogre informe+tlon see This Jab's O�D a sac ento,CA95828 A 'cc,g.rore�not peg.rgln-su: ww.ltwbcg.com: TP1: ww.tvin,c.wg. RCA ..e.bcindstry.rae: Renewaldele81son015 SPACING 24.0" JREF- 1V6F561_Z10 (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T02) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.04 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. :W4, W5, W6, W7, W8 2x4 DF-L #1&Bet.(9) :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.832' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.785' (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be Connectors in green lumber (g) designed using NDS/TPI reduction factors. 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 suitable support by erection contractor. In lieu of structural panels use purlins to brace all flat TC a 24" OC. 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 WARNING: Furnish a copy of this DWG to the installation contractor. factor for dead load is 2.00. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Unbalanced snow loads have not been considered. 8X8#1 8X8 2X4 III 5X6# �d >� T 5X6 8.5 r 2X4;11,11111/ w5 2X4 i0 W4 (a) W6 i(a) (a) W8 12-1-5 (a) W (a) 8.5 3X4 3X68 r' 0-8-0 0-11-14 w 18-0-0 I 10X14(E4) = 3X4= 5X8= 5X8= 5X8= 3X4= 8X8(E4) 11 'I 5 7-11-12 5-0-8 7-2-g-2-7 I . 8-7 12 8_6 0 >Ic 4- 10714-5_I_ 5-0-8 _I_8 5-40-15 I_ 15-8-6 _I_ 16-7-9 _I_ 15-9-8 J -- 48-1-8 Over 2 Supports >1 R=2460 U=242 R=2521 U=258 W=5.5" RL=312/-304 Design Crit: IRC2012/TPI-2007(STD) p PRO F PLT TYP. Wave FT/RT=876(076)/4(1) 13.01 . ► 5: FSp•TY:7 OR/-/1/-/-/R/- Scale =.1667"/Ft. Trus-WOWy,Inc 360-750-1470 Imw. READ AND FOLLOW ALL NOTES ON THIS SHEETI 4 01NEF 13 1.. TC LL 25.0 PSF REF R561-- 94546 3901 NE 68th St.,Vancouver WA ..1NPORTNIT.. FURNISH THIS OESION TO ALL CONTRACTORS INCLUDING INSTALLERS. Trusses require extreme care e In fabricating. handling, shipping. installing and bracing. Refer to and 19576 P 9 Tolle.the latest edItIOn ofBCSI (Building Compasent Safety Information. by TPI end WTCA) for safety Cc, TC DL 7.0 PSF DATE 05/16/14 practices prior to performing these functions. Installers shell provide temporary bracing per BCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing end buttes chord 11 /- . BC DL 10.0 PSF DRW CAUSR561 14136248 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs (� 1 Shall have bracing installed per BCSI sections B3, B7 or 61O, as applicable. 0_/16/20 14 - ITN Building C,eponsnte Group Inc. (111=0) shell not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH■ any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, installation M 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- 410359 Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. A seal on this IA. 1'in.20,1210 4624, drawing or cover pegs listing this drawing. Indicates acceptance of professional engineering "'OLD .'l DUR.FAC. 1 .15 FROM MC ITW Building Components Group, responsibility solely for the design shown. The suitability and use of this design for any structure is p pun P responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For Mors informs'{ion see. This Job's —- _ Sacratnento,CA 95828 Igenerealnotes.wag.I ITB-BCO: ww.itwbcg.com: TPI: w e.tpinst.org: UTCA: ww.sbclndoetry.can: Reneweldele813OHO16 SPACING 24.0" JREF- 1V6F561_Z10 L (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T03) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.04 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. :W4, W5, W6, W7, W8 2x4 DF-L #1&Bet.(g) :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.800' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.785' (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be Connectors in green lumber (g) designed using NDS/TPI reduction factors. 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 suitable support by erection contractor. In lieu of structural panels use purl ins to brace all flat TC @ 24" OC. 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 WARNING: Furnish a copy of this DWG to the installation contractor. factor for dead load is 2.00. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Unbalanced snow loads have not been considered. 8X80 8X8 III T i 8 i 3X4% I 5X6. ��� 2xa WS 2xa rrr 8.5 W4 (a) W6 l(a) (a) 12-1-5 3X4% (e) —I 8.5 3X4 0-9-4 0-8- �~ s i - �\' 18-0-0 I 8X8(E4) = 3X4 5X8 5X8= 5X8= 3X4= 8X8(E4) [1 'I 5-9-3 J_ 5-0-8 —1-7-2-95-2-7 1_ 8-1-10 8-6-0 4-10-1 _I_ 5-0-8 _I_ 5-10-15 I� 8-3-8 .l_ _1z 8 7-12 8-6-0 �I� 7-4-5 _1 8-5-4 L— 16-0-2 16-7-9 15-9-8 J E 48-5-4 Over 2 Supports R=2477 U=243 W=3.75" R=2542 U=260 W=5.5" RL=316/-306 Design Crit: IR PLT TYP. Wave FT/RT 876(076)/4( )D ) 13.01 . Bp :� R�FFSS, OTY:2 OR/-/1/-/-/R/- Scale =.1667"/Ft. Trus-Way,Inc 360-750-1470 "WARNING** READ AM FOLLOW ALL NOTES ON THIS SHEET! �G7NFF 6O TC LL 25.0 PSF REF R561-- 94547 ■"IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 3901 NE th 5t.,Vancouver WA Trusses require extreme care In fabricati installing and bracing. Refer to and 19676 P 9 " '"'°°'"° '"'°"' TC DL 7.0 PSF DATE 05/16/14 follow the latest edition of SCSI (Building Component Safety Information. by TPI end RCA, for safety r practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. /r Unless noted otherwise, top chord she have properly attached structural sheathing and bottom chord �- BC DL 10.0 PSF DRW CAUSR561 14136249 shall have a properly attached rigid ceiling. Locations shorn ror perwnent I 1 restraint of orbs shall have bracing installed per SCSI sections B9, BT or B10. as applicable. 0 '16/2014 In Building Components Group Inc. (17111000)shall not be responsible for any deviation from this design, BC LL 0.0 PSF CA—ENG TSB/GWH — any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. Installation a OREGON bracing of trusses. Apply plates to each face of truss and position as show,above and on the Joint TOT.LD. 42.0 PSF SEAN- 410350 Details. unless noted otherwise. Refer to drawings IGOA-z for standard plate positions. A seal on this •9 SAN.20 19! drawing or cover page listing this drawing, indicates acceptance of professional engineering ROLp W•�� TOT.FAC. 1 .15 FROM MC responsibility solely for the design shown. The suitability and use of this design for any structure 1. ITW Building Components Group,Inc. the responsibility of the Building Designer per ANSI/TPI 1 S.c.z. For&ore info...in far see: This Job'. — II Sacramento,CA 95828 general notes page: In-BCG: www.itwbcg.com: Tel ww.tpinst.org:RCA: we.sbcindustry.ca: SPACING 24.0" JREF- 1V6F561 Z10 • • Icc: www.iccesfe.org RenewaIdate&9012015 — (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - TO3A) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.04 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B4 2x8 DF-L SS: 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. :W4, W5, W6, W7, W8, W9, W10, W11 2x4 DF-L #1&Bet.(g): Filler 2x4 DF-L #1&Bet.(g) Wind loads based on both MWFRS and C&C, reactions based on MWFRS. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.800' Calculated horizontal deflection is 0.17" due to live load and 0.21" Connectors in green lumber (g) designed using NDS/TPI reduction factors. due to dead load. (a) 1x4 #3 HEM-FIR or better continuous lateral restraint to be Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace equally, spaced. Attach with (2) 8d Box or Gun nails BC above filler at 24" OC. (0.113'x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. 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. WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping and installation Unbalanced snow loads have not been considered. of trusses. See "WARNING" note below. 6X8y 4X8 3X4= 3X4 ■ 3X4 w10 5X6o� 2X4$ W11 6X6' W4 WS W6 W7 W9 a) 2X4 Ill a) '(a) 12-1-5 8.5 (a) ,, 8.5 a) ../3X4 0-9-4 1-0-0 6X10(F5) -�i� 0-8-0 ~ � _ B4 ... I 4_18-0-0 1 1 5X8= 3X4= 8X8(E4) = 3X4= 5X8= 5X12= 5X12= SS0919 1-0-0 2X4 III 2X4 I— 45-11-12 11-13/161--0 5-9-3 _i, 5-0-8 _i 5-2-7 h 8-1-10 5-11-12 6-4 4-10-1 _I_ 5-1-15 _I3 2- 8-3-8 7-2-9 8-7-12 6-1-8 '2-6-4 7-2-9 T 5-11-12 2-5-8 Ec 16-0-2 16-7-9 , 15-9-8 _ _ 30-3-4 0_ 13-8-8 12-5 s 48-5-4 Over 2 Supports >l R=2380 U=243 W=3.75" R=2404 U=262 W=5.5" RL=316/-306 Design Crit: IRC2012/TPI-2007(STD) s PR•p O - S PLT TYP. 18 Gauge HS,Wave FT/RT=8%(076)/4(1) 13.01 . ►, 1a;G1NEF S ;TY:5 OR/-/1/-/-/R/- Scale =.135"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING.. READ Na FOLLOW ALL NOTES ON THIS SHEET! / TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA "IMPORTANT" V FURNISH THIS DESIGN TO ALL CGNrRACTGRS INCLUDING INSTALLERS.r 9 REF R561-- 94548 Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and 19575P TC DL 7.0 PSF DATE 05/16/14 follow the latest edition of WS! (Building Coegonent Safety Information. by TPI and■TCA) for safety , r , practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. – — Unless noted otherwise. top chord shatl have properly attached struewrel sheathing and coccus chord (- BC DL 10.0 PSF DRW CAUSR561 14136250 shall have a properly attached rigid ceiling. Locations show,for permanent lateral restraint of webs , shall have bracing Installed per WS! sections 93. 87 or 810, as applicable. 0_1 6/2014 F.,. ALPINE T.Building Coeponn,ts Grog Inc. (ITUBCG)=Ill' rot be responsible for an),deviation fro.this design, BC LL 0.0 PSF CA-ENG TSB/GWH any ,.lice,.w wild iha truss in oo rormaoce ANSI/TPl 1, or ear handling. shipping, install.tion S OREGON bracing of trusses. Apply plates to each face of truss and position as sheen above and on the Joint TOT.LD. 42.0 PSF SEQN- 410484 Details. unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. A seal on this •9 "In.20,1Y� f drawing or cover page listing this drawing, Indicates acceptance of professional engineering R� �►� DUR.FAC. 1 .15 FROM MC esponsibil ity solely for the design shoes. The suitability and use of this design for any structure is L O \�1 s ITW Building Components Group,Inc. -ha responsibility of the Building Designer per ANSI/TPI 1 Sac.2. For 1.iore Information sus: This Jobs '• • Sacr2mento,CA95828 general notes page: In-BCG: see itebcg.caa: TPI: eew.tpinst.org: RCA: nww.shcindustry.con: 4 w ICC: e.iccsare.org Renewal date 813012015 SPACING 24.0" JREF- 1V6F561_Z10 (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T04) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 24.04 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. :W1, W2, W3, M12, M13, M14, M15, M16, M17, M18, M19, M20, M21, M22, M23, M24, M25 2x4 DF-L #1&Bet.(g): :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = Wind loads based on both MWFRS and C&C, reactions based on MWFRS. 1.800' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.785' Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Cladding load shall not exceed 3.00 PSF. 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 equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Restraint material to be supplied and attached at both ends to a applied per IRC-12 section 301.5. suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor WARNING: Furnish a copy of this DWG to the installation contractor. for dead load is 2.00. Special care must be taken during handling, shipping and installation of trusses. See "WARNING" note below. Unbalanced snow loads have not been considered. See gable detail dwgs for additional wind bracing requirements. 3X4' 3X4' ' a a a a p ca a e a a a c . 3X6t- W1 M13 M14 M15 M16 M17 M1: '19 M20 M21 1122 M23 M24 *3 M12 (a;(a)1a)1(a)1a)0(4011) l a)1(a) )0)(3)01125 12-1-5 8.5 (a)‘63)0 3X4% '(a9 1(a) (a)1 -, e.s 3X4 0-9-4 0-8- i 3 0 U 9 9 4 U 4 U or 4 U 4 4 U 1 4 9 9 4 4 0 t U 4 4 U 0 4 4 4 4 3 ►\ 18-0-0 - ///////////////////////////////////////////////// ////////////////////////////////////////////////////////�////////////////////////77//77/////////////////// 3X6(E5) IN 5X6= 5X6 4X6(E5) III Lc 15-4-4 CIF 17-6-15 CIE 15-6-0 >11 II 15-6-0 - - Dic 8-7-12 8-6-0 D.1,c 15-9-8 I_ 16-0-2 _I_ 16-7-9 _I_ 15-9-8 ,I F 48-5-4 Over 3 Supports R=128 PLF U=11 PLF W=15-4-4 R=122 PLF U=20 PLF W=15-6-0 RL=23/-22 PLF R=118 PLF U=10 PLF W=17-6-15 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 . ►"3: . S' ► Y:1 OR/-/1/-/-/R/- Scale =.1667"/Ft. Truswa{ Inc 360-750-1470 ••NARNING•• READ AND FDLLOR ALL NOTES ON THIS SHEET! C?? aG1 Et` y TC LL 25.0 PSF REF R561-- 94549 3901 NE 68th St.,Vancouver WA "IMPORTANT" FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. IQ Trusses require.av r extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 19575 P 9 follow the latest edition ofSCS! (Building Component Safety Informetion, by TPI end.TCA) for safety r , TC DL 7.0 PSF DATE 05/16/14 practices prior to performing these functions. Installer.shall provide temporary bracing per SCSI. Unless noted otherwise, top chord.hall have properly attached structural sheathing and bottom chord 11 i , BC DL 10.0 PSF DRW CAUSR561 14136251 spall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs hall have brecIng installed per SCSI sections 03. B7 or 810. as applicable. 0 '16/2014 BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE !n Building Co poneet.Group Inc. (IT.RCG) shall not be responsible for any deviation free this design. OREGON v any r II a to build the truss conformance with ANSI/TPI 1. or for handling. shipping, Installation t bracing or trusses. Apply plates to each face of truss and position es shown above and on the Joint V Details, unless noted otherwise. Refer to drawings 180A_Z for standard plate position.. A seal on this TA) en.20,10� �•r TOT.LD. 42.0 PSF SEAN- 410437 drawing or cover page listing this drawing. indicates acceptance of professsional engineering p r-- 1Tw Building Components Group, ..pa anonIIty solely row the design,how. The s�itabiiIty and ..of this design for any.t 717.1›:I C D W•N OUR.FAC. 1.15 FROM MC g P� p the responsibility or the Bulldi g Designer par NISI/TPI 1 S.b.2. For bra Info ms anon s This ' • Sacramento,CA 95828 general notes page: ITN-SCG: awed.itencg.coe, TPI: .e..tpinst.org: NTCA: wew.sbcindustry con. t «, www.Itcsef..org Renewal dote 8/3002015 SPACING 24.0" JREF- 1V6F561_Z10 (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T05) 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 spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must See DWGS A14015ENC100212 & GBLLETIN0212 for more requirements. 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. k P A 4X6■ 8 � 8 4-0-5 3X5(G1) III 3X5(G1) III 0-8-0 •I= : (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - TO6) ' 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets 1/240 live and 1/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6I. PO 8 e 1---- 4-0-5 3X6(G1) III 3X6(G1) III 0-8-0 Mi • it 0-8-0 =� 2X4 III =� l< 1 ' ›J Ic 1 ' J 5-0-8 + 5-0-8 (_ 5-0-8 —I, 5-0-8 J 1 10-1-0 Over 2 Supports R=505 U=40 W=5.5" R=505 U=40 W=5.5" RL=101/-101 Design Crit: IRC2012/TPI-2007(STD) CEO RP Op PLT TYP. Wave FT/RT=8'16(076)/4(1) 13.01 . A �' " 1 R(! AY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Wayy,Inc 360-750-1470 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS SHEET! d N4 C.. . .j. TC LL 25.0 PSF REF R561-- 94551 MP 3901 NE 68th St .,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 191576P 9 Trusses require extreme care In fabricating, handling, snipping, Installing and bracing. Refer to end r TC DL 7.0 PSF DATE 05/16/14 io.the latest edition of am (Building Component Safety information, by TPl and WrcA) for safety 4051, practices prior to performing these functions. Installers shell provide tewporwry bracing per SCSI. Unless noted otherwise, top chord shell have properly attached structural sheathing end bottom chore '- % BC DL 10.0 PSF DRW CAUSR561 14136253 shall heve a properly attached rigid ceiling. Locations shown for permanent 1 1 restraint of webs n'.16/2014 shell have bracing Installed per SCSI sections tr3, tr]or trio, as applicable. Atop In(Wilding Co•porl,nt,Group Inc. (ITWtrCG) ,hen not be responsible for any deviation cram this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the truss In conformance with ANSI/TPI 1. or for handling. shipping. installation& bracing of trusses. Apply plataa to each face of truss and position as Shown ahem and an the Joint 9 vA1.20,1Q� G TOT.LD. 42.0 PSF SEQN- 410392 Details. unless noted otherwise. Refer to dreeings 1E10A-2 for standard place positions. A seal an this drawing or cows page ely listing Lela drawing, indicates acceptance il suitability and or professional design engineering OC D W a DUR.FAC. 1 .15 FROM J� ! responsibility solely for the design shown. The su ltablllty erM use of this deafT for airy structure Is MC ITW Building Components Group,Inc. the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For Yore information see: This Jobs .! Sacramento,CA95828 general notes page: ITW-OCG:ww.itebcg.cam. TPI: www.tpinst.org, RICA: abclnduetry.com: Renewal datoSl3Ol2OlS SPACING 24.0" JREF- 1V6F561_Z10 • ICC: we.iccfafe.arg (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - TO7) 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 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. 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= „ ---1 e s � 4-0-5 3X6(G1) III 0-8-0 �� • in. 0-8-0 • • -o-o -� 2X4 III =� 3X6(G1) III 1< 1 I'` 5-0-8 >I< 5-0-8 >1 I_ 5-0-8 _I_ 5-0-8 J 1 10-1-0 Over 2 Supports R=434 U=26 W=5.5" R=508 U=40 W=5.5" RL=91/-82 Design Crit: IRC2012/TPI-2007(STD) /sED PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 . ►? %'" Pic s'P Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. TTas-Way, AND Inc 360-750-1470 "WARNING" READ D FOLLOW ALL NOTES ON THIS SHEET! 0 C. y TC LL 25.0 PSF REF R561-- 94552 "IMPORTANT.. FURNISH THIS DESIGN To ALL CONTRACTORS INCLUDING INSTALLERS. 19676 P 3901 NE th$t.,Vancouver WA Trusses Ire extreme care In fabricating. handling. I r feat g, stlpp rg, It on, yg and bracing. Refer to end / TC DL 7.0 PSF DATE 05/16/14 follow the latest edition of SCSI (Building Component Ssfety Inforlw.tlon, by TPI and RCA) for safety practices prior to performing these runctlons. Installers shall Provide temporary bracing per SCSI. ' Unless noted otherwise. top chord shall have properly attached structural sheathing end bottom.chord 1641 % BC DL 10.0 PSF DRW CAUSR561 14136254 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 0-"16/2014 shell have bracing installed per SCSI sections 63. 67 or 810. as applicable. - ALPINE In Building Components Group Inc. (!TWBCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH * any failure to build the truss in conformance with ANSI/TPI 1. or for handling. shipping. Installation A V Rei bracing of trusses. Apply plates to each face of truss and position as sham)above and on the JOint 11 +H.20.JO! TOT.LD. 42.0 PSF SEQN- 410404 Details, unless noted otherwise. Refer to drawings 1e0A-2 for standard plate positions. A seal on this rty� y Group,� Inc. awing or cover page listing this drawing. Indicates acceptance of prof.selonal engineering -1O&D W•' ll Yee Building Components .Id, ee�sibl i ity solely for the design shown. The suitability end us.of this design for any.trvcwre is DUR.FAC. 1 .15 FROM MC p Con the responsibility of the Building Designer per NNSI/TPI 1 Sec.2. For More inforwlian nee. This Jobe - N Sacrnanento,CA 95828 general notes page: ITO-BCG:wow.itebcg.con: TPI: ww.tpinst.arg:WTCA: mme.sbnindustry.nowI Renew.ldetaSI3W2015 SPACING 24.0" JREF- 1 V6F561-Z10 w ICC: w.iccsafe.org (142110-PARR LUMBER ROCKW00D NORTH CROSS PARTITION #3 -- TIGARD, OR - T08) 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. :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. 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 —1 8 BI __L_1 5 0-8-0 •y 9-0-0 3X4= 2X4 III L 1 ' f 4-6-0 + 5-0-8 H I– 4-6-0 _I_ 5-0-8 J I9-6-8 Over 2 Supports R=411 U=25 W=5.5" R=485 U=38 W=5.5" RL=85/-80 Design Crit: IRC2012/TPI-2007(STD) CEO PROpF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 . ► .lf3' .10tt+ S'� Y:2 OR/-/1/-/-/R/- Scale =.5"/Ft. TNS-Way,Inc 360-750-1470 ratiARNHNGr� READ Al.FOLLOO ALL MOTES 011 THIS SHEET. C` VI `F/41 9 TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P REF R561-- 94553 Trusses require eatresat care In fabricating, handling, shipping, Installing end bracing. Refer to and o O wes. DL 7.0 PSF DATE 05/16/14 ▪ low the latest edition or SCSI (Building Component Safety Inforsetion. by TPI and STCA) for safety / practices prior to performing these'Unctions. Installers shell provide temporary bracing per SCSI. Ues.noted otherwise. tap chord shell have properly attached structural sheathing end bottom hors A- . BC DL 10.0 PSF DRW CAUSR561 14136255 shell have a properly attached rigid ailing. Locations shown for permanent lateral restraint Of webs 0-16/2014 shell have bracing Installed per RCS, section.Bs, eT or 810, es applicable. ITS Building Components Oro p Inc. (ITWOCG) shall not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH — any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping, Installation A -------- --- bracing of truss.... Apply plates to seCh face of truss and position as Shown above and on the Joint Vin. 0,,901.1146.,;� TOT.LD. 42.0 PSF SEQN- 410411 Details, unless noted otherwise. Refer to drawings 160A-2 for stardera plate positions. A seal on this drawing or cover page listing this drawing. Indicates eccptance of professional engineering Al,O/ 02 /v r..peneiblllty solely for the design shown. The suitability end use of this design for any structure is DUR.FAC. 1 .15 FROM MC ITW Building Components Group,Inc. the r..pon.lbi1 Sty of w Building Designer per ANSI/TPI 1 Sec.2. For Afore inforwr!ion see: tThis Jobs -__ — -- - a Sacralnento,CA.95828 general notes peg.: ITS-ea: .e. itebcg.cow: TPI: w..tpinst.org: STCA: sw..bclndustry.con: RerlewaldMeRl3Ol2015 SPACING 24.0" JREF- 1V6F561_Z10 DX:swev oceeare.org (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T09) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 21.00 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 spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. 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. 4X6 M. 8 8.1i I ...Ili 6_01_0 -. ,-., ifr , 0 , _,_ iI iillil I li 0-8-0 -I ■ • • ■ ■.■ ■ ■ ■ ■ I\. 0 8 0 4X8= _�I 4 3X5(G1) Ill 3X5(G1) Ill 1 ' - 4-0-0 >i< 8-0-0 >I< 4-0-0 — 1 ' 4-0-0 J_ 4-0-0 4-0-0 _I_ 4-0-0 y 8-0-0 8-0-0 I, 8-0-0 _I_ 8-0-0 J Fc 16-0-0 Over 4 Supports >1 R=124 PLF U=21 PLF W=4-0-0 R=342 U=60 W=5.5" RL=43/-43 PLF R=342 U=60 W=5.5" R=124 PLF U=21 PLF W=4-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) ED PROFF PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 . P=' V_ 4. 0' Y:1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-750-1470 FURNISH READ AND FOLLOW CONCR ALL NOTES UD THIS SHEET! C\ fi41 'y TC LL 25.0 PSF REF R561-- 94554 3901 NE 68th St.,Vancouver WA '•IMPORTANT• FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P Trusses require eutrema care in fabricating, handling, shipping. installing end bracing. Refer to aho r TC D L 7.0 PSF DATE 05/16/14 follow the latest edition of SCSI (Building Cmeponent Safety Information. by TPI and RCA) for safety / practices prior to performing these function. Installers shell provide temporary bracing per SCSI. '''..0 - Unless noted otherwise, top chord shell have properly attached structural sheathing and bottom chord �- BC DL 10.0 PSF DRW CAUSR561 14136256 shall have a properly attached rigid ceiling. Location shown for permanent lateral restraint of webs 0 1 6/20 14 shall have bracing Installed per SCSI sections 63, 67 or 510, as applicable. A ITV Building Components Group inc. (ITw6C0) shall not be respomlble for any deviation from this design. OREGON BC LL _ 0.0 PSF CA-ENG TSB/GWH any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping. installation& WS bracing of trusses. Apply plates to each face of truss and position as show„above and on the Joint l Van.20,,90 `� TOT.LD. 42.0 PSF SEQN- 410495 Details, unless noted otherwise. Refer to drawings 160A-Z for standard pieta positions. A seal on this I _ ___ drawing or cover page listing this drawing. Indicates acceptance of professional engineering �0L E) W• DUR FAC 1 .15 FROM MC ITW Building Components Group,Inc. responsibility solely for the design shown. The wltabi l ity and use or this design for any structure Is -- raAn po• r responsIbi I Ity or the But lding Designer per ANSI/TPI 1 5ee.2. For More inrormatfian see: This Job's N Sac ento,CA 95828 general notes page: ITO-BCG: ewe.Itwbcg.cow; TN, www.tpinst.org: RICA: wwe.ebcinustry.cn: SPACING 24.0" J REF- 1 V6F 56 1 Z 1 0 m icc: www.lcceare.org Renewal dada 619012015 (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T10) Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED l : Bot chord 2x8 DF-L SS Webs 2x4 DF-L Standard(g) :W3 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x6g DF-L SS(g): :Rt Wedge 2x6g DF-L SS(g): Top Chord: 1 Row @12.00" o.c. Bot Chord: 3 Rows @ 3.75" o.c. (Each Row) 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 4" o.c. spacing of nails perpendicular and parallel to (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) grain required in area over bearings greater than 4" TC- From 67 plf at 0.00 to 67 plf at 8.00 TC- From 67 plf at 8.00 to 67 plf at 16.00 140 mph wind, 21.33 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 10 plf at 0.00 to 10 plf at 16.00 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC BC- 2460.48 lb Conc. Load at 2.06, 4.06, 6.06, 8.06 8X8= DL=6.0 psf. 10.06,12.06,14.06 Wind loads and reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep Aft. increase factor for dead load is 2.00. i'1 Unbalanced snow loads have not been considered. Il 5X8% 5X8 40 40,,, 8 6-0-0 11 il II II —r— � � AlkilliEllra M /h` 0-88--0-0 '- I .III ' .� 0-8-0 4) 18-0-0 3X12 III 12X14= 3X12 III 8X10(B1OR) / 8X10(B1OR) I' 4-1-6 * 3-10-10 + 3-10-10 "I'c 4-1-6 L— 8-0-0 8-0-0 J E 16-0-0 Over 2 Supports R=9158 U=1009 W=5.5" R=9295 U=1022 W=5.5" PLT TYP. Wave Design Crit: IRFT/RT 8% 10%)/4(1 TD) 13.01 .0:1$: 3F .`4 A' Y:1 OR/-/1/-/-/R/- Scale =.4375"/Ft. ( ) ( ) 1r "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEET! TC LL 2 5.0 PSF Tress-Way Inc 360 Vancouver .,IMPORTANT„ FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. �` a F4I Z REF R561-- 94555 3901 NE 68Th St.,Vancouver WA 19575 P 9 Truss..require extreme esr. In fabricating, handling, .hipping. Installing end bracing. Refer to and %, TC DL 7.0 PSF DATE 05/16/14 follow the latest edition of SCSI (Building Component Safety Infonmetlon. by TEl and fTCA) for safety practice.prior to performing these functions. installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shell have properly attached structural sheathing and bottom chord �+ BC DL 10.0 PSF DRW CAUSR561 14136257 shell have a properly attached rigid ceiling. Locations Shown for permanent lateral restraint of Webs Q16�2�14 shell have bracing !Metalled per SCSI sections B3. B7 or WO. ea applicable. BC LL 0.0 PSF CA—ENG TSB/GWH In Building components Group Inc. (ITISBCG) shall not be responsible for any deviation from this design. w OREGON any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation A bracing of trusses. Apply plates to each face of truss and position as shown above and on the Joint 1 "en,so,14� TOT.LD. 42.0 PSF SEQN— 410427 Details, unless noted otherwise. Refer to drawings 1110A-2 for standard piste positions. A seal on this drawing or cover peps l letIng this drawing. Indicates acceptance of professional engineering Rod p W DUR.FAC 1 .15 FROM MC espanslblllty solely for the design Shown. The wltablI ity she use of this dean9M for any structure Is ITW Building Components Group,Inc. (he responalbllnty of the BIIlding Designer par ANSI/TPI 1 S.e.2. For hare In roraw't.lon ses: Thla Joe•s m Sacrmnento,CA 95828 general notes page: !1f-SCG: itwbcg.coa: TPi: wsw.tpin.t.org: EITCA: waw.sbbi dustry.as. SPACING 24.0" JREF- 1 V6F561 Z10 2 IW www.lccsafe.org w .ICCSare.or9 Renewal date 8!9012015 ..,,.. .._.. ..._...,_.. ...�.. ...,—,..._.. ....... ,_.,.�.. .. ...__...,..,...,, .,.,........_.. ... ......... _wawa (142110-PARR LUMBER ROCKWOOD NORTH CROSS PARTITION #3 -- TIGARD, OR - T11) Top chord 2x4 DF-L #1&Bet.(g) 140 mph wind, 23.33 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 DL=6.0 Webs 2x4 DF-L Standard(g) 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 spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or See DWGS A14030ENC100212 & GBLLETIN0212 for more requirements. notched. (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 areas spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). 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. 3X5= (e) 2x4 DF-L #1&Bet.(g) Provide lateral bracing for inset member. Attach nailer iW at edge of lower roof diaphragm, or use purl ins at 24" oc. See gable detail dwgs for additional wind bracing requirements. 8 1— l 3X4 —1 8 10-8-0 rAill IIIIH'%%IbIllIllIllIll:llki - . I 0-8-0 /a ■■_-_:_:■:_: ___ __. . ._ 0-8-0 18-0-0 T - c=T T 4X8(G7) III 3X4= 3X5 3X5= 3X5(G1) III L1 '-I.< 15-6-8 >,_< 14-0-0 >I I 'i 4-3-2 _I_ 4-0-1 21-8-14 8-3-2 >`< 21-8-14 15-0-0 _I? 1 1 L _J_ 12-10-15 J F 30-0-0 Over 3 Supports R=1282 U=164 W=5.5" R=318 W=5.5" RL=300/-300 R=149 PLF U=34 PLF W=14-0-0 Note: AlI Plates Are 2X4 Except As Shown. Design Cr it: IRC2012/TPI-2007(STD) ,e0 PROpt PLT TYP. Wave FT/RT=8%(0%)/4(1) 13.01 . '$ .- Op S A' Y:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" READ AND FOLLOW ALL NOTES ON THIS SHEETI 0\ %,), / `l�,Q %y TC LL 25.0 PSF REF R561- 94556 3901 NE 68th St.,Vancouver WA "IMPORTANT.. FURNISH THIS DESIGN TO ALL CONTRACTORS INCLUDING INSTALLERS. 19575 P 7 -- — Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and TC D L 7.0 PSF DATE 05/16/14 follw the latest edition ofrBCSI (Building Component Safety Inforeetlon, by TPI and RCA) for safety Sir practices prior to performing these functions. Installers shell provide temporary bracing per RCS!. - -— Unleas noted otherwise. top chord shell have properly attached structural sheathing and bottom chord �- % BC DL 10.0 PSF DRW CAUSR561 14136258 shall have a properly attached rigid telling. Locations shorn for permenent lateral restraint of webs 0 16/2014 shell have bracing Installed per BCSI sections B3, 97 or B10, as applicable. - In Building Components Gram Inc. (1TBBCG) shell not be responsible for any deviation from this design. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH any failure to build the truss in conformance with ANSI/7P' 1, or for handling, shipping. Installation A sae/ bracing of trusses. Apply plates to each tees of truss end position as sham above and on the Joint VA 20,190 TOT.LD. 42.0 PSF SEAN- 410528 Details. unless noted othorales. Refer to drwinge/BOA-Z for standard plate positions. A seal on this drawing or cover pegs listing this drawing, indicates acceptance of professional engineering O/ D W r ' ITWJ: Group, solely for the design shown. The suitability and use of this design for any structure is ` DUR.FAC. 1 .15 F ROM AMC IIYv Building Components Group,Inc. the responsibility of the Building Designer per ANSI/7P! 1 Sec.2. For Aore inforee ion see: This Job's -__ _ ——__. _ _ _C.. Sacrahento.CA 95828 general notes page, In•BCG: esa.itebcg.toe, TPI: ww.tpinst.org;RCA: ww.sbcindistry.con, Renewal dale 813012015 SPACING 24.0" JREF- 1V6F561_Z10 s ICC: www.lccsare.org GaGLe 3e -, aiL ((�'I For Let-in Verticals Gable Truss Plate Sizes About_ 0 Refer to appropriate ITW gable detail for minimum plate sizes for vertical studs. t °Refer to Engineered truss design for peak, splice, web, and heel plates. , 11 lef '11111111111111 If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. 2X4 p 1 Example:• % 2X4 / 2X8 "T" Reinforcement Attachment Detail 'T' Reinforcing 'T" Reinforcing Member Member O Toe-nal IHI - Or - X End-nail O U To convert from 'L' to 'T" reinforcing members, , multiply '1' 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 (0.1413'x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords 'T' reinforcing member material must match size, specie, and grade of the "L' reinforcing member, Rigid Sheathing Toenailed Nails: 10d Common (0,148'x3',min) Toenails at 4' o.c. plus 'bleb Length Increase w/ "T° Brace �� 4 Nails A (II (4) toenails in the top and bottom chords. T' Relnf T' This detail to be used with the appropriate ITW gable detail for ASCE Mbr Size Increase 2elnf arcing wind load.I 2x4 /. Member ASCE 7-98 Gable Detnll Drawings 2x6 � 20 413015980109, 412015980109, 411015980109, 410015980109, Example 413030980109, 412030980109, 411030980109, A10030980109 ASCE 7-10 Wlnd Speed = 120 mph Gable • Nails ASCE 7-02 Gable Detail Drawings Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At 413015020109, A12015020109, A11015020109, 410015020109, 414015020109, Gable Vertical = 24'o.c SP #t3 4 ac' 413030020109, 412030020109, 411030020109, A10030020109, 414030020109 "T' Reinforcing Member Size = 2x4 ASCE 7-05 Gable Detail Drawings 'T" Brace Increase CErom Above) = 30% = 1.30 413015050109, 412015050109, 411015050109, 410015050109, 414015050109, (1) 2x4 "L' Brace Length = 8' 7" 413030050109, 412030050109, 411030050109, A10030050109, A1403005010` Maximum "T` Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' ASCE 7-10 Gable Detail Drawings A11515ENC1D0212, A12015ENC100212, A14015ENC1002i2, A16015ENC100212, A18015ENC100212, A20D15ENC100212, A20015END100212, 420015P "" V 4 Nails i i A11530ENC100212, A12030ENC100212, A14030ENC100212, 4160301 • Ceiling A18030ENC100212, A20030ENC100212, A20030END100212, A211'.to pm�fi See appropriate ITW gable detail for maximum unreir' '' 1..' 1�ppFiss AA wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI C7`� �`,N`C' /OY wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19575 P -r 9 DATE LET-IN 1 1^� V E R T Trusses require extreme core in fabricating, handling, shipping,installing and bracing. Refer to ; • • 'r LATE 2/I6/1C JT7/ 7 Follow the latest edition of BCS] (Building Component Safety Information, by TPI and WTCA) For sa' /practices prior to performing these functions. Installers shall provide temporary bracing per BCSI DRWEj GBLLETIN02l2 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom 0 16/2014 chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable Apply plates to 0 0P/ QN n each face of truss and position as shown above and on the Joint Details, unless noted otherwise `1 TT4 • Building Components Group Inc. Refer to drawings 160A-Z for standard plate positions. va' 20 19�b 1TW Building Components Group Inc. shall not be responsible For any deviation from this drawing, any 9"OLD W.0 AP �fiAX. TOT. LD. 60 PSF failure to build the truss in conformance with ANSI/TPI I. or for nandling, shipping,installation L ) a ) bracing of trusses. A seal on this drawing or cover page listing this drawing,Indicates acceptance DUP. FAC, ANY of professional engineering responsibility solely For the design shown. The suitability and use of this ..of for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2P Renewal(Salle e/30/2015 For more information see this Job's general notes page and these web sites Earth City,M063015 g .,.r. p g MAX SPA('TNF, 24 (1" 1 (JIt�T 2.014 - O 0 IS I 126/8 b,-- 1' STRUCTURAL CALCULATIONS NEW RESIDENCE RECEIVFD 1/FD SEP 9 2014 CROSS PARTITION, LOTTy'0FT!GARv Dt i riiigrnv TIGARD, OR PR 0A-4- *G1NE�' tr4 4' :5g�573 ''�' y Q/�f� OREGON/ ti FRE Y D • \N`L 06-03-14 • EXPIRES: 06/30/2014 3e E EUO PROJECT: CROSS PARTITION, LOT 3 PROJECT#: 189-007 JOB ADDRESS: TIGARD,OR CLIENT: ZETO HOMES 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 TEL: (503) 467-8812 DATE: 06/03/14 PAGE: 1 FAX: (503) 639-9592 www.emeriodesign.com , RAv ray • Lo4DS Zoo c.■vE = 2.5r3k L\VE vo,34 RmeF Vt 0Np FLoor_ Tx:4p /3Qa f 4714 r goeF 'FRAM1It, +� MA&JMC. ELooc Tfzuss 5 011.4 rb ¢-R,-I L=7-6" W Z(19 /Z>= let ttC Try 3,/1 7', (A CD, 135p ■ V= 343Syn �= 0,136" A.f 4e.61 ✓ C Z (_ r •6r1 et) = ti2(4Vs) t -rr 41ra DF L4 -sub cb = r259ra'r 64-0A105 X1:1= 11.46rs4 V= 2533m ,57 ps■ ✓ S = o.o�' L �193� ✓ LATTE L p(Ce . FLAMmuti • tAQ I L— /O'O" —rr tir/Z pf w= tiz(z)_ Witti- H = /6 50=' = / ip3', ✓ 4-y {, �= Li d� o.oz5" = 3/\-c M - - t� r2 e t'17-(2)410(0 4- 55(x) = 219 p - 1"1= 211,10 l 7°;533st p z E;S1" V= 1x084 Il I R �z r S%z p4 kf.6 ‘; 16.1O p3; wy- /02.1ra •cy • 212 F; ✓ � = 0.23"_ I /4zc, ✓ MINLE RH O PROJECT: (r r oy, 3 PROJECT#: .��/4 // JOB ADDRESS: �/ CLIENT: 6107 SW MURRAY BLVD. 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SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL: 503 746-8812 FAX: 503 639-9592 www.emeriodesign.com F �B-S L- 2 e-a" K (A 55 ("1.):.("1.):. "° 1{- - 24 i V- G,��� TrI 4-it/Le PJL- 2.00 wz - /oce' 4 4LC4°`/2\= It Cl rki Q�= G 7 it i4pTr tLOS- /ac: ,/ 12Z.= HBSD" `tyr my pJ: ✓ 1.J-Z, W i r e,"."."^ )I r.^"\nn r� = 0,40 t., = hi 3 ‘/ 4' 3' Lt Lb" '-(; t.� -g_ `c z d-ou 'I r y 5'/:n 4 et cil LA-) _ 'tZ(t c42r1{- ✓ 40 to= 339 �: 4= 71 oo ss V- 4/011 o= c,..2_5-1c,..2_5-1',.-- )1451-. tos-10 L L. R'-o'l w = LIZ(q/7'_ I g9 r%- Tr), Ink to DF 04-4 4--. 11/1•1111t $m= k too car', ✓ V _ t5I* ky. 39Ps, ✓ 0_ c.o}'_ X//08,8 L& -I I L ∎ ct'_p u w ; �2(ya/y> 4lo(8)1E5(1) II4ye\F -rte 3%2 PIN tSL r1= 11 �b�r� 4 ,_ iz3� ps, ./ 4Y= 14,0 r,: ✓ u= ZZ3e) 4. :: 0,1-sq".= /�5o ✓ ut3 -iZ L— ti,.4.,, w = 55(A)2 +l o(6's 57-g`lk- T.- 5-',4 x 914 PS, pit = /5;338 e` Z523;u:✓ U ' 11,51°mt P - 5 3fer `�v - fy2PJ, y= 0,31 ' 36 / 4 5 -4' I R, Q t 1C`% REO PROJECT: PROJECT#: . 1/J�"4ilei // JOB ADDRESS: ., CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL 546-881 FAX: 503 03 7611: 922 www em eriod es i g n.com r MA fu tLobe fQan��,rrc, M1 L= Ile-0•e --r-r7 kXiZ PP - to = 50(f"/2.)= 350(4 'cc 800 fs: ✓ok. r�= 5-z.y1 s1r Y` �3r v° 192.6 , = 0,1/,1=),/ 101 ,/ 'peck ZoI$'1s Zre/oe / "0c. w z So(tb//1)= e � = 92s r r: < 850 rt1,t$c 4-f'9ra; ✓ r pt.= r�42" 'Cyr 51 p,. ?Ala-z L. G-d' w = 56(14/,.)4 Jo(4)+55(r)r Li S �, v. 14604 Tr/ 4x1z OF n! = 4tet4 21= zf0y- f,,= 78-3 pJ R1::: Little 4,4016". J, IISbS � Le) = 55(3%), 925p\F 7t/ --c'%11X 2S, LJL tle'S F-5 Jr r = 41.07,1"-A/277'3 ✓ r 1>3�4 L = a'-& DL r: /0ps�+ 3'1coNc ='(Mink- L t_ = '01354- .c 3000m u 4 c lc. p,scoe f 46ps�(Z'1z)= 504�tF \1` “.4 er r fit: cry. a41Ji \Je 32'SN Vr 'S2GyC 1g W 41va 'f-r j Y/L,c °t G‘La "C iv= Zf IPs; ✓ Cv=155 ft: ; d=0,143 =1-71 ✓ M 0D PROJECT: PROJECT#: � �/ JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL 503 746-8812 FAX: 503 639-9592 www.emeriodesign.com C,A¢Ac[ Cz)zx12 @ lb"off. . L b',O,, wL = yors-i or � lob o 48 Psi _3000 w= 88(Mit) 111f:4 LA.). <16(Ileltz) (401.4 Vs IN4.111' As�u.xe C.Z) 4.6 isAs act 406ekt.+ 9 �= 83 M 99(0-5- J Z7gts: 6=- 0.04 1f2k21 = 204)5 1,_ ��: 2r.�a', fib= Sw�st ✓; o.Iie - 57.7 ✓ Ec J c Al 1 t o iJ court GT(t t "P_ s5i16,2) + 8S(7 / 4 S5(Joh) +ro tot)r 2o ,0 1342,,t; 2°70/(4,rz.) 16 53 tsl a eC. ✓ U.rt rho" ecu't T-14. CoN a:L T. 55(7_0/1)4-ss (OA)4- 10(7_4) +-47421 : 1411 \+ 020.x;^ I ct Z f lt�/iz') _ /c lo rsr ✓ GU-C. IV t'D cnu't Cowr LIZ( ■4'2 4 55 1,z) 4-10(1.1) F 50(I4Iz)_ 17,51p« Gear:A = tas9 Ritoirzl- 1'3Iq ps.k ✓ V.n IL' w%AE coat, 'F11., __PHA. 1 'P = Iµ'6-k 12-1cn 1<2 c Ig25K2= 3850 ILeekr:# = Zete)/(z)z = gto5 Psi ✓ L jL— 7_''6"3d A-Z P :45-2 R,thtk- tats-H each . 10,464 4- X327 = !�lobo Eeat;r _ r$2OL/(3.5)1 = I184 list 3•(: SO `'NEE aka(' PROJECT: PROJECT#: w/7 JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL 503 746-8812 �P FAX (5033 639-9592 www.emeriodesign.com • FTh- 3 ? - MFl••S RKv\4 1.03-`1 s Z'iaf.4- ?;iy22 = g7ze,* So ctr I ea, = 91-Le,/C3-0)7- = 110et Psi ✓ U.,t 3.-O" s4 FTIn. FR-`i ep- t~b-i2 QFa R, 4. ug_10 Rya 4-50(1SA'(YT1 LI SQc4- est r i4t'S = /1714 3eat■nta 317-gJ(Z.SYz = 1141 rd- r µ,rc Z-b" .54 t" r4)- p s u 8-9 ¢x e + 4 z(10/2)(3/4'+SO(id/z} 4to + 115 4 8 5 = 1.03,t) 'searing 7.. 7Cs (2 = sor3 ✓ Ust.. Vets" 5Q FTU. 'P = 'AZ-KcLxv■ ec = '5214xZw444631 13PAr � _ cy‘e/(z.$)z psl ✓ LkrL eq."SO FIB.. = CA T'S-V 240, Q 2 + 141.11 V.7eK '- 1'3,0 ro 9 4 sz'S e 1.8;164.� 15e4" 1 -''' 111706/0.5)2' 1444 PSF cc.n 3'.'„s0. VILA . tc,X. g z P 'on) tr•Loot' w= 55(16/r) 73 el- V = .4 fTS Vmax= 1350 ✓ 1=0,585” = /hoo 'two LOAD CgsE w ;-3 P t>r St I4'-G•, _Cis(0214 V3(41 )j 1411L j!?zo et tZ S M 53i7 11-9141 4./ A.A.-tot", � L ¢Zr 5X ; �je 11" kr1:4 RcW' A� LoAo W = 750 yk tray scan; tJ=1.0e; 4.4 .01/411141 left" =ES CIO/7.,)4 16 t4� ��°,1_ = 42.e21. �. M= 2 %/ al=883x ; V r /6,oQ'� ; ♦ 0.Sez A q6e✓ sc.3t ; 1-z= ztira6-4 12.3 8:4 Xa RED PROJECT: PROJECT#: JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL (503 746-8812 FAX: (503 639-9592 www.emeriodesign.com 2'.0 SO.%18• THICK CONC. • r -1 r —1IG FTG. I ® I 1 ® "� �S In-k LJ L_J 2 y 8'-0 12' 13,7 10'-3 1/? / / y 17 STEM AT REAR WALL I L ti�1 r 1 e p1i►'Z .4,4r 1 iI - C411-3 4 • (, --1 ,//,1( 1r x r msaL 8•CONC.STEM J III COMM .VA ON 18' G'KE X b mom NT. CO THICK FTG. 0 J 3Bx3ex12 •r 1 1 1 8 MIL VAPOR BARRIER AT HATCHED AREA. 36%30%12 /./fj / CONC.FTG•R-15 E MIN INSULATION RT PERIMETER S OF �V�� HATCHED AREA INSULATION SHALL ,� /11/mil Al I EXTEND DOWNWARD FROM TOP OF SLAB _ FOR 24'MIN.OR DOWNWARD FROM TOP 1-/ I OF SLAB THEN HORIZONTALLY BENEATH / SLAB FOR DISTANCE OF 24'MIN -Ir x e•INxXc CONC.FTO.W! (2)44 COHT. �! /J- 1 tiT r1 i A II V/ r.r 12=111MA L �ii/ f ,,Y/1z \ I • 1 r I I 1exsncK I c 1 _L. 6} L 1 � CONT,44 I 9'•91/7 9,91/7 5,5 WV y 7.11 1/41 /1 r 44'•11/7 r— ---1111+++ I 1 • I 7-0•SO.X17 L— --J -T-} L-_iCONC.FTG. 12'WIDEXB' Gel[(•F1G1—1 THICK CONC. FTG WI(21/14 18'WIDE X B' CONT. .1 THICK CONC. o 0 k FIG w/C T ON .J J I I 74'SO.%17 / l } L--5 CONC.FIG.•{ ^ // / CONC.FTG. I I- // / / -RAISED STEM'. I '". / L AT HATCH 4J r / L_ I_...1 Fr(4-`1 I I / i/ / / NI I ® I RETAINING WALL [) _< - I ® 11 1 J PER5/D5 ��l�S L— 30%30%18 20'•11' 4'-11 114' CONC.FTG. / / / / 1,-4 3M• I ® I I ® I L_J L J 24%24%18 CONC.FIG. L L FOUNDATION PLAN $3 4110 1/4'=1'-0• Use menu item Settings>Printing&Title Block Title : 4FT RETAINING WALL Page: to set these five lines of information Job# . ...New... Dsgnr: Date: 3 JUN 2014 • for your program. Descr: Nall in File:\\emeriofs2\redirectedfolders\rpoirier\My Documents\Reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06060613 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: Emerio Design _ Criteria a j Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in --' Surcharge Loads A Lateral Load Applied to Stem I [Adjacent Footing Load i Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 400.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary i L Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftf ft= 0.00 Overturning = 8.13 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 OK Thickness = 8.00 Rebar Size = # 4 • Total Bearing Load = 3,810 lbs Rebar Spacing = 18.00 ...resultant ecc. = 2.07 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 823 psf OK fb/FB+fa/Fa = 0.314 Soil Pressure @ Heel = 562 psf OK Total Force @ Section lbs= 744.7 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 1,148.1 ACI Factored @ Toe = 1,023 psf Moment Allowable = 3,655.6 ACI Factored @ Heel = 698 psf Shear Actual psi= 9.9 Footing Shear @ Toe = 4.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 2.0 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 681.8 lbs LAP SPLICE IF BELOW in= less 0 %Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Friction Force = - 1,023.0 lbs Added Force Req'd = 0.0 lbs OK Masonry Data - ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = - Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2.500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 4FT RETAINING WALL Page: to set these five lines of information Job# : ...New... Dsgnr: Date: 3 JUN 2014 . for your program. Descr: Nall in File:\\emeriofs2\redirectedfolders\rpoirier\My Documents\Reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06060613 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: Emerio Design Footing Dimensions &Strengths i Footing Design Results I Toe Width = 1.25 ft Toe Heel Heel Width = 4.25 Factored Pressure = 1,023 698 psf Total Footing Width = 5.50 Mu':Upward = 780 4,935 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 5,573 ft-# Mu: Design = 639 638 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.39 2.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel = 1,576.7 3.71 5,846.8 Surcharge over Heel = 181.8 2.50 454.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 358.3 3.71 1,328.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.58 316.7 Load @ Stem Above Soil= "Axial Live Load on Stem = 400.0 1.58 633.3 = Soil Over Toe = Surcharge Over Toe = Total 681.8 O.T.M. 1,287.9 Stem Weight(s) = 450.0 1.58 712.5 Earth @ Stem Transitions= = = Footing Weighi = 825.0 2.75 2,268.8 Resisting/Overturning Ratio = 8.13 Key Weight = Vertical Loads used for Soil Pressure= 3,810.0 lbs Vert.Component = _ Total= 3,410.0 lbs R.M.= 10,473.5 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: /0 8.in Conc w/#4 @ 18.in o/c a 6" 1 1 1 . litr1 3/4" 4'-0" 4'-6" • 4 •i{ 2" V I. I V 0 . L_---- — — -- 3" Y #4@18.in @ Toe 1 #4@a 18.in @ Heel Designer select all horiz.reinf.-• -3" 4'-3" a- See Appendix A 5'-6" I1 D = 1 0,p =0.in V Pp=0.# 681.82# 562.11psf 823.34psf Z. Use menu item Settings>Printing&Title Block Title : 6FT RETAINING WALL Page:- to set these five lines of information Job# : ...New... Dsgnr: Date- 17 APR 2014 for your program. Descr: Wall in File:1\emeriofs2\redirectedfolders1rpoirier\my documents\reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 ' License:KW-06060613 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:Emerlo Design . [Criteria 11 Soil Data a. I Retained Height = 6.00 ft Allow Soli Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 _ Height of Soil over Toe = 0.00 In Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in , Surcharge Loads 11 [Lateral Load Applied to Stem i Adjacent Footing Load M Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft I-Axial Load Applied to Stem i has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 400.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary I Stem Construction Top Stem Stem OK - Wall Stability Ratios Design Height Above Ftf ft= 0.00 Overturning = 8.53 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 6,656 lbs Rebar Spacing = 12.00 ...resultant ecc. = 2.04 in Rebar Placed at = Edge Soil Pressure @ Toe = 972 psf OK Design Data fb/FB Soil Pressure @ Heel = 746 psf OK Total +fa/Fa 01.1 1 500 p Total Force @ Section lbs= 1,501.1 Allowable = psf Momenl...Aclual ft-#= 3,351.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,190 psf Moment Allowable = 5,412.6 ACI Factored @ Heel = 913 psf Shear.....Actual psi= 20.0 Footing Shear @ Toe = 7.7 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 5.9 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.72 Lateral Sliding Force = 1,234.5 lbs LAP SPLICE IF BELOW in= less 0 %Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in= 8.40 less 100%Friction Force = - 1,876.8 lbs Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Short Code IBC 2009,ACI = Dead Load 1.200 Equiv.Term Factor v.Solid Thick. Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data --- ---- - ----- fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu Item Settings>Printing&Title Block Title : 6FT RETAINING WALL Page: to set these five lines of information Job# : ...New... Dsgnr: Date: 17 APR 2014 for your program. Descr: Wall in File:11emeriofs21redirectedfolders lrpoirier\rny documents\reta RetainPro 10 (c)1987-2012, Build 10.13.8.31 ' License:KW-06060613 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:Emerio Design - Footing Dimensions &Strengths 1 L Footing Design Results I Toe Width = 1.50 ft Tee Heel Heel Width = _. 6.25 Factored Pressure = 1,190 913 psf Total Footing Width = 7.75 Mu':Upward = 1,318 15,263 h-# Footing Thickness = 12.00 in Mu':Downward = 203 17,644 ft-# Mu: Design = 1,116 2,381 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.73 5.85 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces &Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 3,685.0 4.96 18,271.5 Surcharge over Heel = 254.5 3.50 890.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 558.3 4.96 2,768.4 Adjacent Footing Load = Adjacent Footing Load = - Added Lateral Load = Axial Dead Load on Stem= 200.0 1.83 366.7 Load @ Stem Above Soil= •Axial Live Load on Stem = 400.0 1.83 733.3 = Soil Over Toe = _ Surcharge Over Toe = Total 1,234.5 O.T.M. 3,177.6 Stem Weight(s) = 650.0 1.83 1,191.7 Earth @ Stem Transitions= _ = Footing Weight = 1,162.5 3.88 4,504.7 Resisting/Overturning Ratio = 8.53 Key Weight = Vertical Loads used for Soil Pressure= 6,655.8 lbs Vert.Component = Total= 6,255.8 lbs R.M.= 27,102.9 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 111 • 8.in Conc w/#4 @ 12.in o/c 6" A • • '~ 1 3/4" s'o" 6'-6" • t. . 2" • • 1'-0" • 3" #4 18.in Toe #4 18.in Heel Designer select all horiz.reinf..•1 s"►. 6'-3" See Appendix A T-9" Is- D = =1 f = 1 :k r r r Pp=0.# 1234.5# 745.66psf 971.97psf Ic. LATt eAL W1toD Vas_ 95..-,11 ; Exp R 3E13t IJ _0,II144 /1,Li o.0?`twA- . P,va7 = (3.,47eArrs Ka t .I- flc4 (7 (134,;) fs 1.V5 rs F ' e ...- 0.70 upfar d3) (9/ U' C (S/2.)° b2 o+�u / '35 38941- K71 x-1- 110 0.5-7 /co #r u,4 04 up(i.v E 15(I'NO) W,upu c 1.--EE IA/AzD ? t to(s03)(6/z� c1,41 " D.)/ 4- D,64 s o.8O Poo¢ ' t lc( 24 Y a/2) C/lkl ' v.41 4- 0.SI — 19.q9 weJ,1 _ flit Sns" '� ()Lk_ 0,ivt }€9c 41A 3ur4c 0,:r cAlt mk N-a:A tr (e2-q) 7Ni.T = 23(0,'4)("4YOXIA /S ,I2 P:F uMF 11O(Llq) OA) ?PET = 1.5( b'to 2)(0144)Q,0 VONV I3.4D r.E vs"li, - 3tiwte QuLT= 2-'5(. .s;)(0.14)(1.41,0) - 17.3Z ps1.- lewtr s } +1 1 ) =0'0' 9 (15,"554)-: 2-4ct3 4 we...= X5,13( 7) t14,13(Giz)= VI i 1f H;,I, Vr.,=c9.0pq(94,so ) _ 'Ss 16 V L : 0.o�93w1azZt.4�( )wu = i5.11(5214..q + 15,13(8/�)� 3^sPlf i ':f 24100(, W►.d+ tt il.40(8/7_a 14 41/i1= 1241/,\ ea.. A.:1- . WLr )2.3.2(4/2. 1 I +Qi) = 1Z3pti ea. ( :(. — .-- plez. el 1010 r'L r.-, l-1-)ALc. Ltaur tO!o.Ds Wu _ z1g(5O) _ MVO U► = VIe,(IU<z)= zSC:1 V _ 121(55)= 44165 uZa- z�g(zi4/z..)= 390(4.46- M- i+, d o sq L* r 2.46(le-�/2'_ z za �/c : i ( 3)= (. 1-1 : Zy6(10lz)- 2iaz st £ Z1,4`lc( a �g = iyQ,(IZ=6/z)c t,Sso 1 k4r u3 = gdt3o/2= 41t.Et 1".1 I = 12'-(32/Z'c 2-0324' "DI c'floiv A,R M : 2. = 1Z7($sf 3441? I 'Vu,_ '3^x1(30')= 4193© it/Cc )2.7 (2.5)?_):_- 141IIT 1 V M= 11.7.7 (3a) x 'iVO NIA M6=17; ( o/z F (405 V Le 1 2.3(30)= 3C.go 2 f71430 Lk- 120,('•.n./2)` zo3o't I.:z....,- 12'S(3'S/7)= zo'3er" `4 11^1 WV' c0 Vit.et.5 FDIC 1=11,04 917-tr U J LA= L3- ►21(30/71= Ie`tS4' IR E RHOD PROJECT: CrC..1.3 -1'4'1 z PROJECT#: . --- a lei� � JOB ADDRESS: ," CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: • 503 74 1 FAXTEL: (5035 636 9-9-8812 592 www.emeriodesign.com • SHE Oa LU ldl L= 5' fog' t- 6'-G," 4 1' G" = l?-(, V- 23 5(06 1= 2356/1-1-(r= 1"x.5 p1F Me 2 -551005C3-.(0/1-7-4, _ '� vo" / Mir JP-(" ) + /0(q .\ -Z Diegj (I'-L)(z-6)_ 7z54 0 F,s. = re )moo = t•93 1.(e.; ,. /3v - c> 4- 1 L= Vg '-A0L ; 3e106//5.3„ : 75cf■F rdl Cl" Di EI-M 'S107'544' Glek41, q.50 t•tS L = 4' +4' 4 .-r' 4 w'-G-' = 1 e'-y,,; V= 1550 ` v = r s 5o/r e.-4 "_453 plc r"10= 15-51)(42:)(1-t/16.4) 2fG45 44 Lt i.(.44 142 3t u� L-- -t'-6" ; V= tt4Ce.5M1 ; v- `te-i4 (71 -6 : 23611-- Mo ' `14f45 (vo) = ?? �.� MQ= C� (6)4to(�� 2Z4).T ., v.3(21'-6)l3) ` ,(1) 4-4 d-a40-44)/ G,J5 4r by .rrtl Act elf-kJ •le. y /ArPecJ,'uK ) /JoE{®'S L1.b L '-q'' 4 g',3„ _ 22r l :7496.54 k.•p : yk o 5(6)(®-;/z_z) =t3 1 4 84 5 E7(6)4 190.))"1Cg 4 (11(V-3 (yy ) = 2-53€, LkcA;;* _ /044 &-- !U e l; ;I„t� tt s t a A\. eY rAJp-ei4,'vout., N .4 � Dt s j) \f/),- M I L Z, 1i 4-"S c 5',4„ V= 2�5(. a 2o-5Z - Y3'66; v =43t a/ Ma :(1.- 54,os)4 X03'2..( )Y7-'-a/&• > _ �4o2g fi' � M - C� (k8,4)+ I E(e)A 10(1'4)� 2-:::10 r Do99)V41)(.3) = 8139�n : 8024 RMIERE® PROJECT: PROJECT#: JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL 503 746-8812 FAX: 503 639-9592 www.emeriodesign.com L= I4'-3" 1 u� 3906+2294 4-t vt + 14 VI= 11,411..5.17 ; 'r= IIgzS/l4'--5= 514 rlF- Mn= C&?6C04-214 kf7-2-3.4)(q) 3441(1)� = 107,-525" cAp ,• (4 N3 L= ,2-0" ; Ug. y24y 9r=ZZ9y,IZc 191PIf /1o = zX14(6)= /$35Zr s ,A a : /7-40-0 > 1 0(t)� � i = 1.08* U104-1- = soa 0 7Q 35Z/2= 162-9 0 = re-e" V = Z . -z r v-= 213Zj)t = 184 fki- N1� Zz3Z 11e)' 1118 win,_/17 1121 + 10(6Y) _ ?0r446 is Vow�",p,� q 0s�.1,i 1116 v Mi4 L. re. a„ * Z&,' o" = k3'-0" V= 9965 +1405 = 68g04i (,1380/4^Sr 11.0?\;- Ho== Cg65W.+-1905 (0120/ws (1Zl 1R' ['7 'rt /S(e) + +b(11 )7 L 4 Ctizt, (10(14) = 105zS4" A F,5. = 2,iS > 1.6.4 Om 44 D'r re74 Veto ; Y = (191105.11405 = 6g40; v. : 4S10/1Z40-42^ 251 My : t(46 (1S't 1905(R') - /0(,,,5)5*Ir MR = � + (E(B)1- 1001)1 zZg ILi9, 539"/ ` ur,1,j.� r 633' C rcr'itca. by 5/e," ¢ A,1s . eye,"oG AT e�4ry e,� Q resrs#4. Ia • s-trar Q Grea 1e0.,., e�� ►{D 1 v U= 1550+ I'tbl r. 501(4 ; 6ozc,4F Mo r E556(r1D)4I4(,I(12 /$ = 20St$s'' _ C (e)1-15( 1o(q)l04.51-4 [x`16-1 -& (s) -800 lifa f-14 = tjz9o° /� s I'J 1 T JMC) PROJECT: PROJECT#: JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 DATE: PAGE: TEL 503 746-8812 FAX: (503; 639-9592 www.emeriodesign.com L= 3'-(0" 4 3'-(0" 4 � D � l -D"1 Vr Z'b56)4 7-03Z+ Zvi= (#/tile ! v-= ‘!4IG/ID =454ZPg 1A1 [? to(2 ) f?o3t,(le)t zolo(?)] -5/10 s‘,2.41.(1 '1#2 . 0) /s(e)xy. + i10(z(.).7 C3��Z + L4ot (�s' l(,) = gokS`r § ( 4 U r 1.-4 ° /o,Z'Ver L2 LL ZG'-0"� ya 40.4z744 i Z'2'st+ 20' 0 = i1,9sZtj v-° s34-1,(f rio. (A41o‘,4 zi94471'51+' 4,1 ) IGs 47010(6) = 2oZ 1604' Cq(.0)4 LS(e) ?C'L 10(6)]ca,47__XL ;1(e tE, ; V= 49t%S f I°IOSk IPksx _ ; 30(g,t4 Mo = 41!05(70)4 19051'S) +-1&45(4'_ feg91 - /"��� � ISC9)x2 + 10(2r,)-1 �2 r = z5Stzce lir14-4 = r22L'r Y 1 . EtHUC® PROJECT: PROJECT#: 4 JOB ADDRESS: CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON. OREGON 97008 DATE: PAGE: TEL 503 746-8812 z FAX: 5033 639-9592 www.emeriodeeign.com Itit,A qua `t.\ v v v 1 I c , i r AL v 1 uZ 4 j \\\''- SEE 2/L2 FOR TOP OF WALL DETAIL AND 5/L2 FOR BOT OF WALL DETAIL \ U 1...CS v I (. SEE 2/l2 FOR TOP OF WALL DETAIL I • AND 5/L2 FOR BOT OF u WALL DETAIL o e V" v T-11- e v u5 F-)• L .1 v° v° e o v v ® UPPER FLOOR PLAN 1pr=i,-0. 21 M PAZ 9 IL � e © SEE 6/L2 FOR v v TOP OF WALL DETAIL 0 v SEE 6/L2 FOR / TOP OF WALL DETAIL -- ralq A!. 2 v v NOTE USE 5/8'DIAM ANCHOR • BOLTS @ 48'OC U.N.O. ® MAIN FLOOR PLAN v4.=v-0. ZZ L.l v v A- USE 518'DIAM. e n A.B'S @ 24" =I I I J O.C.AT THIS WALL LINE CUSE 518"A.B.'S (d 24"O.C.AT THIS WALL LINE 0 v U LZ USE 518'A.B'S O 24"O.C.AT THIS WALL LINE NOTE USE 518"DIAM ANCHOR BOLTS @ 48'OC U.N.O. ® LOWER FLOOR PLAN 1/4"=rm (1-4) SHEARWALL SCHEDULE MARK SHEATHING EDGE NAILING FIELD NAILING NOTES 7/16"APA-RATED 8d @ 6"O.C. 8d @ 12"0.C. TYP. EXERIOR WALL SHEATHING 7/16"APA-RATED 8d @ 4"0.C. 8d @ 12"O.C. DOUBLE STUDS AT SHEATHING PANEL EDGES 7/16"APA-RATED 8d @ 3"0.C. 8d @ 12"0.C. DOUBLE STUDS AT SHEATHING PANEL EDGES D 7/16"APA-RATED Sd @ 2"O.C. 8d @ 12"O.C. DOUBLE STUDS AT SHEATHING PANEL EDGES 7/16"APA-RATED DOUBLE STUDS AT SHEATHING,EACH SIDE 8d @ 4"O.C. 8d @ 12'0.C. PANEL EDGES OF WALL HOLDOWN SCHEDULE MARK 'SIMPSON'HOLD DOWN ANCHOR NOTES NOTES AL NONE REQUIRED N/A - - 0 AL v SIMPSON MSTC48B3 N/A DOUBLE STUD MIN. - AL SIMPSON MSTC28 N/A DOUBLE STUD MIN. v . AL 42 16d FASTENERS BELOW SIMPSON CMST12 N/A 4X6 END STUD FLOOR AND 33 ABOVE FLOOR AL SIMPSON HDU4-SDS2.5 SSTB24L DOUBLE END STUD v SIMPSON HDU8-SDS2.5 SSTB28L 4x6 END STUD - v SIMPSON HDU14-SDS2.5 SB1X30 6x6 STUD MIN. - a SIMPSON MSTC66 N/A DOUBLE STUD MIN. - SHEARWALL AND HOLDDOWN NOTES: 1. ALL PLYWOOD EDGES TO BE BLOCKED 2. USE 2x PRESSURE TREATED MATERIAL WHEN IN CONTACT WITH CONCRETE. 3. ALL EXTERIOR WALLS SHEATHED WITH CONVENTIONAL SHEATHING TO BE SHEATHED AND NAILED PER SHEARWALL SCHEDULE'A' 4. ANY FASTENERS EXPOSED TO WEATHER TO BE GALVANIZED. 5. HOLDDWONS OCCUR AT EACH END OF EACH SHEARWALL SEGMENT U.N.O. 6. LAP WALL TOP PLATES 4'-0"MINIMUM W/(8)16d EACH SIDE. 7. 'SIMPSON'PRODUCTS SHALL BE INSTALLED PER MANUF.SPECIFICATIONS. 8. SHEATHING ON SHEARWALLS SHALL NOT BE INERRUPTED BY ANY WALL BUTTING INTO SHEARWALL. 9. ALL NAILS TO BE COMMON NAILS. 10. ALL SHEARWALL TO HAVE 2x STUDS SPACED 16"MAX.O.C.MAX.U.N.O. 7 ti 11. ALL ANCHOR BOLTS TO HAVE 3"x 3"x 1/4"PLATE WASHERS 12. 5/8"T1-11 IS AN ADEQUATE SUBSTITUTION FOR 7/16"SHTG.