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Plans (439) EMI= \M, `r 2,0t-7 - o U`f i. I 3 ict bw LVA MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2892-A MARQUAM-HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2767028 thru K2767044 My license renewal date for the state of Oregon is December 31,2017. E D PROF ��? 414 89200PE - 4.7,OREGON t. �t i '/O 9' 14,2$ P� MRIL1x I, 1_.. January 18,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. -- b. wit .. MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2892-A MARQUAM-HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2767028 thru K2767044 My license renewal date for the state of Washington is May 16,2017. OtRII,L s, 44.951/74A3 �g4 r �ti _`Wc rr, "d�+ \,a 51398 k,� az44,:cisr>~�a a _ "r• January 18,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. f This design prepared from computer input by ?. PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-09 6-09 1 1' '1 12 6.00 IIM-4x4 12 Q 6.00 3 • E© P.RQ�F , (90 � \AGI NE,e sifo 89200PE v1- 2 M O f (•1 O Eine .0 -7/...„ • .ON D, A.4,/'4' 14 ;ie` M-3x4RI M-3x4 �eR RIO.. EXPIRE& 12/31/2017 ) 1 y y 2-00 13-06 2-00 • was ��L • , , RR[ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Al Scale: 0.4949 �`>a "•.3o 0 WARNINGS: GENERAL NOTES, unless otherwise noted: *WW) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ‘mi7 ,,. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper j,.ri/ 2 2x4 compression Web bracing must be Installed where shown i. incorporation of component Ie the responsibility of the building designer. - / '•/ - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .0 A.r is the responsibility of Me erector.Additional permanent bracing of 7 o c end al 10.o c respect very unless braced throughout their length by a�);g yA 51398,-, ter. DATE: 1/18/2017 the overall structure a the responsibility ohne building eealgner. continuous sheathing such as plywood sheathng(TC)and/or drywall(BC) 3 25 Impact bridging or lateral bracing regmredwhere shown•, Ci,�'3ara SE! : K2767028 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ] 7 e - lC fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, "�1Y AL - TRANS ID: LINK design loads be applied to any component. and are ea rn conditon'of Base. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design eumes full bearing at all supports abson.Shim or wedge If fabrication.handling,shipment and installation of components. 7.Design nemmsssumes adequate drainage Is provided January 18,2017 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIA TCA in BM,copies of which will be tumished upon request. lines coincide With joint center lines. 9.Digits indicate sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate dedgn values see E5R-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6-(-27) 509 6-3=(0) 311 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-676) 114 6-4=(-27) 509 WEBS: 2x4 DF STAND 3-4=(-676) 114 LOADING 4-5=( 0) 101 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -145/ 795V -76/ 76H 5.50" 1.27 DF ( 625) 13'- 6.0" -145/ 795V 0/ OH 5.50" 1.27 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.040" @ 15'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 15'- 6.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.032" @ 3'- 7.3" Allowed = 0.452" MAX TC PANEL TL DEFL = 0.193" @ 3'- 7.2" Allowed = 0.677" MAX HORIZ. LL DEFL = 0.005" @ 13'- 0.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 0.5" Design conforms to main windforce-resisting 6-09 6-09 system and components and cladding criteria. f 1' '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 IIM-4x9 Q 6.00 load duration factor-1.6, Truss designed for wind loads 3 4.0" in the plane of the truss only. �T ❑p 1.1 C;' AGINE',� (5) �".-44/ 89240PE 1--- 'J,,' © �: This design prepared from computer input by r PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1513TR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 1- 2=( 0) 101 2- 7=(-292) 1056 3- 8=(-361) 250 WEBS: 2x9 DF STAND 2- 3=(-1254) 367 7- 8=(-292) 1056 8- 9=(-104) 508 LOADING 3- 4=) -908) 245 8- 6=(-271) 1028 B- 5=(-331) 235 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 5=( -908) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1232) 367 OVERHANGS: 29.0" 0.0" TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. M-1.5x4 or equal at non-structural (SPECIES) vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -199/ 1013V -88/ 103H 77.00" 1.62 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6'- 5.0" 0/ 88V 0/ OH 77.00" 0.14 DF ( 625) Unbalanced live loads have been 19'- 5.5" -109/ 805V 0/ OH 5.50'• 1.29 DF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5(- psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 Refer to Computrus Standard MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" Gable End detail for complete MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" specifications. MAX LL DEFL = -0.034" @ 9'- 8.7" Allowed = 0.629" MAX TL CREEP DEFL = -0.076" @ 9'- 8.7" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" 9-08-12 9-08-12 Design conforms to main windforce-resisting 5-01-10f system and components and cladding criteria. 4-07-02 4-07-02 5-01-10 T 12 f T Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 IIM-4x9 12 load duration factor=l.6, Q 6.00 Truss designed for wind loads 4,0" in the plane of the truss only. N l M-2.5x4 or equal at no - - diagonal inlets. . ,t PRQF�s M-3x4 M-1.5x3 ;.�a�� 1::::::::? �,�� _. �e `,.._‘"4./ 9�- on 441 2oo P OREGON �� 7 o Cr 2- Rim B - O co 1 M-9x8 M-3x4 0 �'�° `�. M-3x4 - -.. EXPIRES: 12/31/2017 y 5-10-03 y 3-10-09 y 9-08-12 y l l 2-00 19-05-08 y 4' i• WAS :/ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B1 �/'" �" Scale: 0.3089Ai ��, as WARNINGS: GENERAL NGTES, unless olhenvlve noted: (..'� 'A TrussB 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences building component Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown« 2 Incorporation or component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction Design assumes the top and bottom chords to be laterally braced at DATE: 1/18/2017 Is the responsibility of the erector.Additional permanent bracing of 7 o e and at lift o c.respectively unless braced throughout their length by :$1398 [,, the overall structure is the responsibility of the building designer. continuous sheathng such as plywood sheathing(TC)andior drywall(BC) 4.No load should be applied to 3 In Impact of Crusging Is lateral bracing ty st the where showncot a C'�v tiS710' _ SEQ. : K2767030anycomponenluntlarterallbredngand 4.InstallalonoflrusslatheresponslbllayafthereepeGvecontrector. '"Gf6s lF'�D'� Yq` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, S TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. �xQNi�T+ `G Design onre 5.CompuTrus has no control over and assumes no responsibility for the B necessaassumes full bearing at all supporta shown Shim or wedge I( fabrication,handling.shipment and Installation of components. ry' 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIA4'lCAInBCSI,copiesofwhichwillbefurnishedu B.Plates ncileelocated oeboth faces ofbuss,and placed sotheir center January 18,2017 p quest. lines coincide with joint canter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E B.Digits Indicate sae of plate In Inches. 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MITek) TTypehis desiingn r here prepared from computer! input by youcompany name TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION I24R0ASE = 1.15 LUMBER SPECIFICATIONS 1- 2=( 0) 101 2- 8=(-195) 1060 3- 8=(-324) 245 SPACED 24.0" O.C. 2- 3=(-1271) 309 8- 6=(-237) 1060 8- 9=( -41) 535 BC: 2x4 DF #1&BTR 3- 4=( -948) 200 8- 5=(-324) 244 WEBS: 2x4 DF STAND LOADING 4- 5=) -948) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 309 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-( 0) 101 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF OVERHANGS: 29.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -177/ 1045V -104/ 104H 5.50" 1.67 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 5.5" -177/ 1045V 0/ OH 5.50" 1.67 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.033" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.077" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL - 0.040" @ 21'- 5.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 21'- 5.5" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.016" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" 9-08-12 Design conforms to main windforce-resisting 9-08-12 ' ,r system and components and cladding criteria. 5-00-12 4-08 4-085-00-12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '1' '1 'f •1/ 12 1 (All Heights) fEnlo I IEnclosed,All Heights), Cat.2, Exp.B, MWFRS(Dir), 12 M-4x4 Q 6.00 Truss designed for wind loads 6.00 in the plane of the trus - 4.0" 4 tQ P:R.D,ts: = co. t4G I N E,6. sio M-1.5x3 M-1.5x3 s 3 7et OREGON 1.41 49 ab ..1 1'44, 0.;•• 4' M Cr 0 0 1 M-3x4 M-3x8 M-3x4 7 0 EXPIRES: 12/31/2017 y y 9-08-12 9-08-12 1 i' . y 2-00 y 19-05-08 2-00 q� ,y-o WAS Icr,ltitat�`i? , JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B2 ' `,f�� 1' Sicae: 0.3006 �• ��/ ,�-- WARNINGS: GENERAL NOTES, unless otherwise noted: 1 Builder and erection contractor should be advised of all General Nates 7 This design is based only upon the parameters shown and isfor an individual r� 7' Truss: B2 and Warnings before conslmctton commences boding component.Applicability of design parameters end proper '.a'r cerporolon of component:the responsib lily of the balding designer. '� 2 2x4 compression web bracing must be installed where shown v. 2.Design assumes the top and bottom chords to be laterally braced at • 1'308 £s. 3 Additional temporary bracing to)sure stability during construction Toc and at 10.ec respectNely unless braced throughout their length by 4 ^ �y "'l' Is the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �GIST$� 44, DATE: 1/18/2017 the overall structure is the responsibility of the building designer. 3,2%Impact bridging or lateral bracing required where shown.. ,} S E K2 7 6 7 0 31 4.Ne load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. S., l��Q� 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, '3710�t Ld and are for"dry condition"o/use TRANS I D• LINK des gn loaS be applied to any component. 5Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary, p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. January 1 V,2017 6.This design is fumished cabled to the limitations set forth by e.Plates shall be located on both faces et truss.end placed so their center 4 TPIANFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in Inches. MiTek USA,Inc.ICompaTrus Software 7.6.8(1 L)-E to For basic connector plate design values see ESR4311,ESR-1966(MiTek) x , This design prepared from computer input by Type in your company name here! LUMBER SPECIFICATIONS LU: 2x4 EF FICATR TRUSS SPAN 19'- 5.5" LOAD DURATION INCREASE = 1.15 = 2015 MAX MEMBER FORCES9WR/3-F/= -5,90 1- 3=() 3) 101 2- 6=(-151592)) 2264 3- 4=)(--41) 393 BC: 2x4 DF #16BTR WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 4=(-1113) 521 8- 6=(-1592) 2264 8- 5=( -41) 535 LOADING - 3- 5=(-1110) 200 8- 5=(-579) 393 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1653) 200 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1653) 521 OVERHANGS: 29.0" 24 p" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 101 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 5.5" -180/ 1045V -2919/ 2919H 5.50" 1.67 DF ( 625) 19'- 5.5" -180/ 1045V -2919/ 2919H 5.50" 1.67 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5(- psf) uplift at 24 "oc spacing] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.048" @ 14'- 5.5" Allowed = 0.927" MAX TL CREEP DEFL = -0.077" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = 0.040" @ 21'- 5.5" Allowed = 0.200'• MAX TL CREEP DEFL = -0.046" @ 21'- 5.5•' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.037" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.097" @ 19'- 0.0" 9-08-12 9-08-12 II'' OND. 3: 150.00 PLF SEISMIC LOAD. I T Design conforms to main windforce-resisting 5-00-12 4-08 4_08 5-00-12 system and components and cladding criteria. f f f f 12 Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 IPM-4X4 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 load duration factor=1.6, a�l 4.0" Truss designed f��`1"8FQ � N� in the plane of �T❑'i, M-1.5x 3 M -1,5x3 89200PE 9f s 400REGON 4,/� wpm 2 - � MeR R L‘- M-3x5 M-3x8 M-3x5 y b EXPIRES:. 12/31/2Q17 9-08-12 y b 9-08-12 2-00 19-05-08 y y z-ao RTZ .44WAS JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B2DRAG Scale: 0.3006 • 77%.-)1: WARNINGS: GENERAL NOTES, unless otherwlm noted: `: .:1 ' .-S 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the parameters shown and is for an individual and Wass ngs before constructon commences building component.Applicability of design parameters and proper TiUSS: B2DRAG1' 2.2x4 compression web bracing must be Installed where shown�. eTr incorporation of component Is Be reponibility of the building designer r u, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el / ', is the responsibility of the erector.Additional permanent bracing of o c and at 10'o c respectively unless braced throughout their length by -1r.,4, s C 1370 A"}'ay DATE: 1/18/2017 the overall structure B the repomlblldq of the Wilding designer continuous sheathing such as plywood sheathing(TG)and/or drywall(BC). © J :70 'ft SEQ. : K2767032 4.No componentload should beapplied toany 3 In lalltionofact gnaIs hterelpracmgmqutherespresheota p any after greater and 4.Design of truss lathe are to beb usedity In no aped respectiveaenvironment. nulncontractor. fasteners are complete and at no see should any bads greater than 5 Design assumes trusses to be In a nomcorroslve environment, TRANS ID: LINK design loads beapplied bany component. IS and arefordrycondition'ofuse � �� 5. a Design assumes full bearing al all supports shown.Shim or wedge if CampuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment end Installation of components. ne ry 6.This design is furnished subject to the limitations set forth by T.Design assumes adequate drainage is provided. TPI/WTCAInBCSI,copiesofwhichwillbefurnishedB.Plates incilewithjoince tech/acesoltrum,andplacedmthelrcenler January 18,2 17 uponthrequest. lines coincide located Joint center face nes. MiTek USA,IncJCompOTms Software 7.6.6(1 L)-E S.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1 SBB(MiTek) This FIC designLUMBER:preparedLarry from computer input by PACIM TRUSS SPAN 26'– 0.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PEFIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce–resisting TC: 2x4 DF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 DF #16BTR LOADING Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor-1.6, TOTAL LOAD= 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. RIMIIRD STORAGE DOES NOT APPLY CUE TO NOT BEANIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 13-00 13-00 T '( 12 12 I IM-4x4 Q 6.00 gliillioir 6.00 3 40c . 140INE, ,c, 6- /0 . 44. 89200P r" 17 T v - t4,f v.., o o M-3x5(S) '1/{�.` VO [_jl� ; /3 0 1 _ -�-..-3x4 M-3x4 EXPIRES: 12131/2017 y b 16-00 10-00 b y 2-00 y 26-00 SRILZ, ,4 WAS JOB NAME : LENNAR 2892—A MARQUAM AMERICAN — Cl 0„of:/` t�` — Scale: 0.3150 GENERAL NOTES, unless otherwise noted: ` , WARNINGS: 1.This designI based onlythe t h d is for an individual - 1 Builder and erection contractor should be advised of all General Notes s upon parameters era a own an ,,� Truss• Cl andWarnngsbefore constructioncommences building component.Applicability ofdesign parameters and proper /�„ must be Installed where shown+ ncorporatlon of component is the responsibility of the building designer. y. Q/ 2.Ai4compression web bracing mu 2 Design assumes the top and bottom chords tobelaterallybraced at .(0 51398 -W 3 AEdll onal temporary bracing to Insure stability during construction Tac and at 10'o c.respectively unless braced throughout their length by 4�GlSTB0' l k the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) i3 1 , DATE: 1/18/2017 the overall structures the responsibility of the building designer. 3.Dr Impact bridging ar lateral bracing required where shown++ i� 4.No bad should be applied to any component until after all bracing and 4.Inslallatlon of truss h the responsibility of the respective contractor. S `O A T 1 REQ.: K2 7 67 0 3 3 fasteners are complete and at no time shoMd any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, ` AL and are for dry condNon•of use. TRANS ID: LINK design bads be applied to any component. e.Design assumes full bearing at all supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for thenecessary. p�y fabrication,handling,shipment and installation of components. 7,Dawn assumes adequate drainage Is provided. January 'J 1ViGO,t 17 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be fumished upon requestlines coincide web joint center lines. �' 9.Digits indicate she of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,EBR-199e(MiTek) This design prepared from computer input by 1 PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x4 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-363) 261 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-1819) 410 7- 8=(-124) 1002 7- 4-(-131) 632 LOADING 3- 4-(-1591) 412 8- 6-(-307) 1532 4- 8-(-128) 645 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 5=(-1594) 425 6- 5=(-387) 258 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1816) 422 OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -220/ 1334V -127/ 1410 5.50" 2.13 of ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -131/ 1091V 0/ OH 5.50" 1.75 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/100 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.063" @ 17'- 1.9" Allowed = 1.254" MAX TL CREEP DEFL = -0.149" @ 17'- 1.9" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 13-00 13-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-09-04 6-02-12 6-02-12f f load duration factor-1.6, f fTruss designed for wind loads 12 f f in the plane of the truss only. 6.00 M-4x6 12 Q 6.00 4.0" IIIIIIIIIIII 4 0 ;'.i;.;:%11:::;;;1?... atD PROpt 43'1,Os 114111444 oonn n/ CC /0 M-1.5x3 t?:721��:PL 9� M-1.5x3 3 5 p OREGON 4 �4 '`I}� 14,Z�, -, Cr le p MSRR11,L 4' o }t o M-3x5 M-3x4 0.25" M-3x5 6 0 M-5x8(0) o EXPIRES: 12/37f2017 l 8-10-03 y 8-03-11 y y l l 8-10-03 2-00 26-00 y . y'„ WA 4, JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C2f/�° ,�� , Scale: 0.2926 ['+ ��'Y s • WARNINGS: 0" f� ,.a 1�'')0 GENERALNGTES, unleseoMerwlsenmed: 1 Truss: C2 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an Individual f and Warnings before construct on commences building component Applicability of design parameters and proper 2.2,4 compression web bracing must be Installed where shown+ incorporal on o/component Is the responsibilty of the budding designer / r Vi 74 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 7 o c and at 7O o c respectively unless braced throughout their length by ..A G 1 3 DATE: 1/18/2017 the overall structure lathe responsibility of the building designer continuous sheathing such as plywood required mg(TC)and/or drywall(BC) •P` J 1 J70 4.No load should be applied to 3.:n Impactoffru bridging:sor latent esslbiracing req f the respe shown♦+ 0 �GIS'i'#3R SEQ.: Kra767034anycomponentanyafterallbracingand 4.DelallafanoftrussIstheatetobe Illy nheon.contvecontractor. fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, TRANS ID: LINK design loads baappnetltoany compenen andare for gnascvdry full bearing use S ANALSai � 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and Installation of components. .f 6.This design is fumished subjed to the limitations set forth by 7.Designs assumes adequate tonboth face Is provided and 1 V,2�1 7 8.Plates shall be boated on both laces of truss,and placetl so their center TPIANTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E S.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This PACIFIC designLUMBER: Lpreparedarry fromM computer input by LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 SPACED 24.0" O.C. 2- 3=(-1814) 410 7- 8=(-124) 1002 7- 4=(-131) 632 BC: 2x4 DF ST&NDR 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 WEBS: 2x9 DF STAND LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+SL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -220/ 1334V -127/ 141H 5.50" 2.13 OF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -131/ 1091V 0/ OH 5.50" 1.75 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.063" @ 17'- 1.9" Allowed = 1.254" MAX TL CREEP DEFL = -0.149" @ 17'- 1.9" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 13-00 13-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'r load duration factor-1.6, 6-02-12 6-02-12 6-09-04 Truss designed for wind loads 6-09-04 f I ' in the plane of the truss only. 12 12 M-4x6 Q 6.00 J'� f 6.00 9.0" >�ay © Sn O�C i. c 89240PE vv•- M-1.5x3 M-1.5x3 3 5 4,ix / _...., OREGON1)4 44/ /40 :1 � k i44,2- -4 rn M 'ERIO- 7i, �' I o M 3x5 M-3x4 0.25" 14-3x5 ,4, EXPIRES: 1213112017 M-5x8(5) 1 l b 8-10-03 8-03-11 8-10-03 J' -`¢� y 2-00 y 26-00 -l��'" ,,,,R1/445, a oi w.AS -1 ,, JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 Scale: 0.2426 ,1 / `e WARNINGS: GENERAL NOTES, unless otherwise noted .N.-, , 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual %�� Truss: C3 and Warnings before oonstrucbon commences building component.Applicability of design parameters and proper bracing mus corporation of component Is the responsibility of the building designer. ,vey 2.2v4 compression web bra 1 be installetl where shown. 2 Design assumes the top and bottom chords to be laterally braced at 51398 [.,,4 3 Additional temporary bracing to insure stability during construction T o c and at 10's c respectively unless braced throughout their length by 4, J J "Y Is the responsibility of the erector.Addbonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tlrywaNFIC) ' .t,44-"�' .V' DATE: 1/18/2017 the overall structure Is the respons b Iky of the building designer. 3 2x Impact bridging or lateral bracing required where shown+* '� 4.No load should be applied to any component until after all bracing and 4 Installa on of truss s the responsisil ty of the respective contractor. SEQ. : K2 7 67 03 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, S�1oNA1- design loads be epplietl to any component. and are for"dry conlbon"of use. TRANS ID• LINK 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility bili for thenecessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 1 Vi2�,f 17 8.This design Is furnished subject to the limitations set fort by 8.Plates shall be located on both faces of truss,and placed as their center I TPINVrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. S MiTek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TC: 2x9 EF FICATR TRUSS SPAN 21'— 0.0" !COND. 2: Design checked for net 5 LOAD DURATION INCREASE = 1.15 (— psf) uplift at 29 "on spacing.I Design conforms to main windforce—resisting BC: 2x9 DF #15BTR SPACED 24.0" 0.C.LOAD TC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearingwall UON. M-1x2 or equal typical at stud verticic als. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 10-06 1' , 10-06 M 2 12 6.00 int—]x9 12 3 Q6.00 I�� ,� �tGINE, 9 /0 '2S�OPE sr 9 _Aiiiiiiiild o l 14-3x5(S) •- • 1 4/ e M-3x4 � `14 �{ A, y y EXPIRES:. 12/31/ O17 y y 10-06 10-06 2-00 21-00 y 14 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D1 wa Scale: 0.3803 _/J WARNINGS: GENERAL NOTES, unless otherwise noted: !". .A,..�1. Truss D1Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences building componentApplicability of design parameters and proper —a 2.284 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the buiMmg designer % � 3.Adtltt anal temporary bracing to insure stab IXy during construction 2 Design assumes the top and bottom chords to be laterally braced al 4es,a is the the responsib ldy al the eregor.Additional permanent bracing of 2 o.c.and at 10'o c respectively unless braced throughout their length by T 4,5 1 3118 ,fir DATE: 1/18/2017 the overall structure Is the responsibility of the building designer. 2x Imp ore sheathing such as plywood aired n ere shown and/8 drywell(BC) J 1cr�7vp [�' after 3 In Impact oftrus is latthe rel brapon ng required where tive co♦+ �+` �jli l P+} q^}Y SEQ. : K2767036 4.Noloadshould be leteantatnycemphould untilNodsllbrecngantl 4 Installationofestrusesaretobeusyoliheon-corbvecennviron [ail P+ {TC,` fasteners are e applied complete a and at no timempo ant. any roads greater than 6 Design assumes trusses are to be used n e non-corrosive environment, TRANS ID: LINK design loads beappledtoany cemponent br and are for"dryconditon•of use. QNAL 5.CompuTrus has no mce control over and assumes no responNbllity for the 6.Design assumes full hearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. a scary. fi.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is rovkled TPI7WI CA In SCSI,copies of which will be furnished upon request. 6.Plates shall be located on both faces of truss,and placed m their center January 18,2017 lines Digits indicate with sof platet ain Ines9 . MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E D Fig ba isic con sizeofptecoign values 70.For basic connector plate design values see ESR-1311,ESR-1968(Mick) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&HTR LOAD DUSPAIED I24R0ASE = 1.15 LUMBER SPECIFICATIONS 1-2=( 0) 101 2-7=(-285) 1158 3-7=(-357) 258 SPACED 29.0" O.C. 2-3=(-1384) 364 7-6=(-279) 1161 7-4=( -91) 593 BC: 2x4 DF ST&NDR 3-4=(-1032) 240 7-5=(-363) 254 WEBS: 2x9 DF STAND LOADING 4-5=(-1033) 257 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1387) 373 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -155/ 1127V -98/ 109H 5.50" 1.80 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 0.0" -105/ 881V 0/ OH 5.50" 1.41 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.039" @ 10'- 6.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.092" @ 10'- 6.0" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.019" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 20'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� load duration factor=l.6, 9-11-12 9-11-12 5-06-04 Truss designed for wind loads 5-06-04 T 'f ' in the plane of the truss only. 12 12 I IM-4x9 Q 6.00 pp�pp•//^+y� 6.00 p 4 4 (}1E� F lVF,1: . �: � GINE (S> 1.1 ``'. 8924QPE yr _ 11 M 1.5x3 M-1.5x3 s 3 7 A_OREGON 1, .<!r .411111111111111111111h.4 M Men R 11)4.- M i O _ , z`s' 7 0.25" M-3x4 0 1 M-3x4 M-5x10(S) EXPIRES: 12/.1.1/2017 b y 10-06 1' 10-06 J. J" y 21-0 0 L 8 2-00 1_- q' A •V WAS `x? JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D2 Scale: 0.2828 ,11.1Z.',74 1p 51 pp O. WARNINGS: GENERAL NOTES, unless otherwise noted: .- J , 1.This designIs based onlythe t h d is for an individual , 1 Builder and erection contractor should beativlsetl of all General Notesupon pareme eras own an �,� Truss: D2 and Warnings before construction commences building component.Applicability of design parameters and proper '7 r 2 294 compression web bracing must be installed where shown+. Incorporation9assumes a component s me m chords I ty of the lateralingly tledgner. (gyp 'fir` 2 Designnnd aIS the losandvely unless css brcd tIrouglobracedet }a 51375 �1 3.is the real temporary the er .to Insure slab lily rm ng cobracin'on T nti and at hes o c respectively as ply braced throughout their length).by "C •Q per+,(, is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywcotlsealhing(TC)endlor tlrywall(fiC) �� 4T„1 '�'�j l+" DATE• 1/18/2 017 the overall structure Is the responsibility of me building designer. 3 2x Impact bridging or lateral bracing required where shown++ �i S E K2 7 6 7 0 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respons b bly of the respective contractor. ss.. A p ...ICI.4.: fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In anon-conos a environment, !1t.S% and are for"dry condition'of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if G CompuTrus has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 18,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPI/WTCA in 6051,copies of which will be furnished upon request. lines coincide with joint center lines. ?.. 9.Digits indicate she of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1966(MiTek) 4 This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(-285) (- 69) 258 BC: 2x9 DE#1&BTR SPACED 29.0" O.C. 2-3=(-1339) 357 7-6=(-252) 1221 7-4=( -83 ) 548 WEBS: 2x4 DF STAND 3-9=( -986) 233 7-5=(-299) 231 LOADING 9-5=( -989) 298 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5-6=(-1284) 347 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 29.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 1107V -700/ 700H 5.50" 1.77 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -102/ 860V -700/ 700H 5.50" 1.38 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.035" @ 10'- 6.0" Allowed = 0.979" MAX TL CREEP DEFL = -0.081" @ 10'- 6.0" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.019" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" 'COND. 3: 700.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting 10-06 10-00 system and components ,( f y and cladding criteria. A 5-06-04 / 4-11-12 4-11-12 5-00-04 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 1' ,( ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 IIM-4x4 2 6.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 ,F,( 10 PROF 44.1 M-1.5x3 M-1.5x3 -Q2u01. L �� 3 5 C3 1 OREGON Ac�� .1111111111111' M-3x5 rn M /tel' 4,` P+. -/o -to �o MRR1L\ 6 0 1 M-3x9 0.25" o M-silo(s) EXPIRES: 12/3117017 1 l b 10-06 10-00 J' l y 2-00 20-06 . RRIL , QFras � JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D2SDRAG G Ts Scale: 0.2950 ' 0WARNINGS: GENERAL NOTES, unless otherwise noted. opP..,,,...,_/✓ " 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual a Truss: D2SDRAG and Warnings before construction commences bolding component.Applicability of design parameters and H fcom tis the responsibility of Proper 2 2x4 compress on web bracing must be installed where shown+ incorporation c component pony Hyo he bu kung tlestgner. - - fes' 3.Additional temporary bracing to insure etabllTy during omstruction 2 Design and at I p the top and bottom unlesschobrads o be throughoutty braced at ,yf 5139 13 * Is the responsibility of the erector.Additional permanent bracing of 2'o c.antl at 1 a o c respect vely braced their length by DATE: 1/18/2017 the overall structure B the responsibilityf the bu b n desoontinuous sheathing such as plywood sheathing(TC)and/or drywall(80) o g goer. 3.rat impact bridging or lateral heenng required share shown++ Qx �GIST'E1 SEQ. : K2 7 67 0 3 8 4.No bad should be applied to any component until after all bracing and 4.Installation of Buss Is the responsibility of the respective contractor. Y � - fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used In a noncorrosive environment, ''40N A TT deal loads be applied to an and are for"d MHion"of use. Qyr Ay - TRANS I D: LINK 9n oay component. 8.Design assumes full bearing at all suppods shown.Shim or wedge if 5.CompuTus has no control over and assumes no responsibility for themcescary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center January 18,2017 TPI/WTCA in 9051,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc/Com UTNs Software7.6.8(114-E 9.Digits Indicate size of plate In Inches. P 10.For basic connector plate destgn values see ESR-1317,ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 18-06-04 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6936) 1424 1- 6=(-1222) 6056 6- 2=( -370) 1958 BC: 2x6 CF SS 2- 3=(-4664) 998 6- 7=(-1210) 6000 2- 7=(-2214) 506 WEBS: 2x4 DF STAND LOADING 3- 4=(-4662) 996 7- 8=(-1128) 5600 7- 3-) -814) 3848 LL = 25 PSF Ground Snow (Pg) 4- 5=(-6630) 1360 8- 5=(-1138) 5652 7- 4=(-1748) 410 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 4- 8=) -346) 1838 BC LATERAL SUPPORT 8= 12"OC. UON. BC UNIF LL( 206.5)+DL( 160.4)= 366.9 PLF 0'- 0.0" TO 20'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 0'- 0.0" -909/ 4417V -91/ 91H 5.50" 7.07 DF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout20'- 6.0" -912/ 4417V 0/ OH 5.50" 7.07 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o ICONS. 2: Design checked for net(-5 psf) uplift at 24 .oc spacing.] 9" oc in 1 row(s) throughout 2x4 webs. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.061" @ 10'- 6.0" Allowed = 0.979" MAX TL CREEP DEFL = -0.192" @ 10'- 6.0" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.044" @ 20'- C.E. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-06 10-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f '1 4' load duration factor-1.6, 5-10 4-08 4-08 5-04 Truss designed for wind loads f 4 f ' ,c in the plane of the truss only. 12 12 Q6.00 6.00 4.0" 3 ":7( "1 � � : ��E� PRQ��s � �GINELc� Sl.? PE M-3x6 4 9 -3x5 ct- 8120.U_ E 2 f f Ak OREGON X44/ M-5x10 .,. t 0 - ill + fi . i., 1 �o �R R 11� I 1 6 7 0.25" M-3x6 M-6x8 ** s o - -- --- - M-3x6 M-7x8(S) EXPIRES 12/31/2017 y y ), b l 5-08-04 4-09-12 4-09-12 5-02-04 J, 1, 20-06 . 'RRIL. q +y ,ei .AS -t? JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - DGIRD v � ;n;��'. �' Scale: 0.3128 ,Jj `r,-lin 0. 4 WARNINGS: GENERAL NOTES, unless otherwise noted: `- / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: DGIRD and Warnings before construction commences building component Applicability of design parameters and proper /.rr 2.204 compression web bracing must be nstalled where shown«. Incorporation of component Is the responslb lily of the building designer. 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom chords braced be laterally braced at • C 1 3n a s the responsibility of Me erector.Additional permanent bracing of 2 o.c and al l0 o c respectively unless throughout their length by 3 7 �, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 4GIST'9-'{`1r DATE: 1/18/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*« 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,(0 - 1( SEQ.: K2767039 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In anonconosiveenvironment .ANAL"- TRANS ID: LINK design loads be applied to any component. and are for'dry contlmon"ot use. 5.CompuTms has no control over and assumes no responsibility for the a Oeeigs�ssumesfull bearing at all supports shown.Shim or wedge if ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. January I 18,2Q�7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches 1... MiTek USA,Inc.ICompuTrus Software 7.6.8)1L)-8 10.For basic connector plate design values see ESR-7371,ESR-1986(MiTek) i t • This design prepared from computer input by f Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS IC: 2x9 DF #1SBTR TRUSS SPAN 18'— 7.0" ICOND. 2: Design checked for net 5 BC: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 (— psf) uplift at 29 "oc spacing. SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=23.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud Verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 12-03-07 6-03-09 4 A 12 —/ 6.00 M-3x5(S) 0 R r �' � P:JZ � GINE$Opts, ',/Q `t- 89200.E of p ,OREGON 0 <0 :4Y 14,2 `y- ,;. ,,,,,,,, ' RRI �- 3 EXPIRES: 12/31f2Q17 M-3x9 l 18-07 l z JOB NAME : LENNAR 2892—A MARQUAM AMERICAN — E1 JA QV . A 0 Scale: 0.3911 + ,0„.4,-.^^� :�� 0 WARNINGS: GENERAL NOTES, unless 0therwNe noted: • 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based on thev Truss: El and Wacongs before construction commences only parameters and isForan individual J `: building cemponent orient is theity n(desig i parameters vi ars and proper a 2.2x4 compression web bracing must be installed where shown« incorporation of component is the responslblllty of the building designer '.41', 3.Additional temporary bracing to insure slab Idy during construction 2 Design assumes the top and bottom chords to be laterally braced at /'i, - istheresItmbIdyoftheerecfor Additional permanent bracing of 2coo.c and at 10oc.respectively unless braced throughout mer length by 'xR1i `�G1398� c' • DATE: 1/18/2017 Ne overall structures the responsibility of the building des Impact sheathing such l b acing re sheathing(TC)heresand/or drywall(Bc) `("/� ,/f1 J 1 U 4.No load should be applied to a 9 finer. 3 In Impact of truss or th lateral bracing required where shaven v a Q1.'49.o 1 �'STSY (7 SEQ. : K2767040any component until after allbrawngantl 4Desi In assumes tristhe re to be Iseo(iherespective coenviror. fGjs (r1 liT` fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, th? TRANS ID: LINK design loads be applied to any component. and are form condition of use. rQNl�I 1 5.CompuTrus hes no control over and assumes no responsibility for the 8.Designassumes(all bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and installation ofcomponents. ry' e.This design Is furnished subject to the limitations set brit by T.Design assumes adequate drainage Is provided. - - - TPIA1rrCAInBCSI, S.Platesc coincide eelocatedonboth faces oftmss,and placed sotheir center January 18,2017 copies of which will it famished upon request. lines co hall b located ith joint center linea. 9.Diggs Indicate s¢e ofplate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector plate design values see E5R-1311,ESR-t988(MiTek) This fidesignLumber preparedand fromTruss-BC computer input by c IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cst=1.00 TRUSS SPAN 18'- 7.0" LUMBER SPECIFICATIONS1-2=(-1150) 293 1-6=(-430) 978 2-6=(-349) 229 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE C 1.15 2-3=( -873) 254 6-7=(-271) 522 6-3=( -37) 576 BC: 2x4 DF STARS; SPACED 24.0" O.C. 3-4=( -196) 187 3-7=(-733) 248 9-5=( 0) 0 7-4=(-175) 184 WEBS: 2x4 DF STAND; LOADING 2x4 DF #1,08,T13 A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -93/ 780V -137/ 350H 5.50" 1.25 DF ( 625) 18'- 7.0" -126/ 813V 0/ OH 5.50" 1.30 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = -0.026" @ 6'- 5.9" Allowed = 0.883" 5-10-05 5-10-04 0-03-12 MAX BC PANEL TI DEFL = -0.062" @ 4'- 3.5" Allowed = 0.588" 6-06-11 _ _ _ mAx HORIZ. LL DEFL '1 MAX HORIZ. TL DEFL = 0.017" @ 18'- 1.5" 12 M-1.5x3 s 6.00 4 Design coaf0 Is, to main windforce-resisting Ds and components and cladding criteria. Wind: 140 mph, h=23.8ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 001 load duration factor=l.6, End verticals) are exposed to wind, M-SX6(S) Truss designed for wind loads in the plane of the truss only. 0' o3 1C .1 ��. - �G1NE / 9r M-1.5x3 o nn p 4,OREGON Ascr� r, -R R 11s\- I"v� _ '7 0 1 M-3x9 M-3x9 M-3x4 EXPIRES:- 12/31/2Q1J * * 9-06-12 y 9-00-09 1 J' 18-07 ALL$ a 1 WA 14-. JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - E2 �� .o did Scale: 0.3055 ,li(j n�. WARNINGS: GENERAL NOTES, unless otherwise noted: Ilk.; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Be parameters shown and Is for an Individual 1 building component Apps ceb llty of design parameters and proper Truss E2 and soc warning.newsbracing l°^wmme"c<a incorporation of component Is the responsibility ofthe balding deagner , r �}. 2 2s4 comprec on web bracing must be installed where shown i 2.Design assumes the top end bottom chords to be lateralty braced at 51', a -Lx. 3 Add ttonal temporary bracing to Insure stability during censtrucl on 7 DA and at 10'o c respectively unless braced throughout their length by ,l" /R ��y," ki Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheath)ng(TC)and/or drywall(BC). -4.10/srok` ,c4i DATE: 1/18/2 017 the overall structure is the responsibility of the building designer. 3 Zr,Impact bridging or lateral bracing required where shown++ 4.N°load should be applied to any component until aBer all bracing and 4.Installation of truss s the responsibility of the respective contractor. SE K 2 7 6 7 0 41 fasteners are complete and at no time should any mads greater than 6.Design assumes trusses are t°be used m a non-corrosive environment, S.6„,,QNAL7�y Q• and are for udry condrclon of use. TRANS ID: LINK design loads be applied to any component6.Design assumes full bearing at all supports shown Shim or wedge If S CompuTrus has no control over and assumes no responab l ty for the - necessary fabrication handling shipment and installation ofcomponents. 7 Design assumes adequate dralnags is provided January 18,2017 6.This designs furnished subject to the limitations set forth by 8.Plates shall be loceted on both faces of truss and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./ColnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate deagn values see ESR-1311,ESR-1088(MiTek) f a This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 DF #1&BTR TRUSS SPAN 5'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 77 3-5=(-182) 177 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 2-3=(-128) 104 LOADING 3-9=( -10) 5 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT TOTAL LOAD= 42.0 PSF MAX HORZ BRG REQUIRED BAG AREA BHANGS: 29.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -129/ 549V -44/ 122H 5.50" 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.0" -30/ 240V 0/ M-1.5x4 or equal at non-structural OH 5.50" 0.38 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5(- psfJ uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.086" @ 2'- 11.9" Allowed = 0.366" 5-07-04 0-03-12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.0" Allowed = 0.549" f f 12I MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.3" 6.00 Refer to Computrus Standard M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.3" Gable End detail for complete 4 specifications. 3 Design conforms to main windforce-resisting system and components and cladding criteria. I• Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. , 0 1 o ' �� NINE ,R 2 I ` 8920OPE 9f �.5 M-3x4 M-1.5x3 1 Y4"OREGON D, �£Q #® 'lk 14,SAN ,- y y y E.RRI O- . 5-07-04 0-03-12 l y 2-00 5-11 y EXPIRES: 12/31/2f117 1. 1,0 a was � JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F1 °k /_[yam/��s ,�•'fl `1� Scale: 0.5675 ,Ali, WARNINGS: GENERAL NOTES, unless otherwise noted: '..� T Y'u S S: F I 1.Bulmer and erection contractor should be advised or all General Notes 1.This design Is based only upon me parameters shown and Is for an individual and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, inmrporebon c(cemponent is the responsibility of the building designer. '�/ 3.Addtional temporary bracng to Insure stability durng consttuchon 2 Design assumes the top and bodom chords to be laterally braced at / I Is the responsibility of the erector.ore stability nal permanent bracing of 2 a c and Cl 10 the respectively unless braced throughout their length by arc.,aA p G 1 3(1• `y DATE: 1/18/2 017 the overall structure s the responsibility or the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(51) Yk ,yP J 1 J7 e 4. 3 2x Impart bodging or lateral bracing required where shown+« 0 + , _�{,,. SEQ.: K2767042 4.No load should baappledManycomponentuntlefterallbacingantl 4lnsallatlanoftussalheresponsbll8yo/thereapectvecentrector. listeners are complete and at no t me should any loads greater than 5 Oesgn assumes/tosses are to be used In a non wroshe environment, C TRANS ID: LINK design loads be appl'etl to any component. and are for"dry ct full 'of use. S r� A u 5.CampuTrus has no control over end assumes no responsibility for the S Design esumes full bee nog at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. a ry' _. 8.This design Is furnished subject Io the limitations set forth by T.Design assumes adequate drainage is provided. - -copies TPIM?CAInSCSI, whichwillbefurnisheduponrequest. e.InPlescoites ncilenee eatedon ts,linoth cesoftruss,antlplacetlsotheircenter January 18,2017 oflines coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-t 0813(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 5'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 77 3-5=(-182) 177 TC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-128) 104 BC: 2x4 DF ST 3-9=( -10) 5 WEBS: 2x4 DF STAN D LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -129/ 549V -44/ 122H 5.50" 0.88 DF ( 625) OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 11.0" -30/ 240V 0/ OH 5.50" 0.38 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX Ti CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.086" @ 2'- 11.9" Allowed = 0.366" 5-07-04 0-03-12 MAX TC PANEL Ti DEFL = -0.096" @ 3'- 0.0" Allowed = 0.599" f f MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.3" 12 M-1.5x3 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. 1111111111 II I Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. PP�a.�4y�//q'�� M �� to e BOOR sp_ �GINE � cS<2 . o � $92QPE f 2� ►5 M-3x4 M-1.5x3 OREGON t� MeRRIL Q' J. Jl 5-07-04 0-03-12 ), y EXPIRES: 1913112017 2-00 5-11 . L4 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F2 Scale: 0.5875 s` , 3o GENERAL NOTES, unless otherwise noted. "., )( ., WARNINGS: y uponparameters 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based on the tens shown and is for an individual �r.„..,, - T rus s' F2 and Waco ngs before construction commences. building component Applicability of design parameters and proper / .r must be Installed where shown+ incorporation of component is the responsibility of the building designer. 2 2x4 compression web bracing m 2 Design assumes the top and bottom chords to be laterally braced at 51398 3 Additional temporary bracing to Insure stability during construction T o c.and at 18 o c respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �© -t".",� DATE: 1/18/2017 the overall structure Is the responsibility of the building designer. 3 2.Impact bridging or lateral bracing required where shown+a 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ON S EQ. : K2 7 6 7 0 4 3 fasteners are complete and at no time should any bads greater than 41 5.Design assumes trusses are M be used In anon-cortosive environment, ION ALS and are for dry concilion'of use. TRANS ID• LINK design leads be applied to any component 6 Design assumes full bearing at all supports shown.shim or wedge if 5.CompuTnis has no control over and assumes no responwblllty for the necessary. ^ .l fabrication,handling.shipment and installation of components. 7.Bangs assumes adequate drainage Is provided. January ,l 18,2017 6.This design is!unshed subject to the limitations set forth by B.Plates shall be located on both Faces of truss,and placed so their center TPIYdTCA in OCR,copies of which will be famished upon request. lines coincide with point center Ones. 4- 9.Diggs indicate she of plate In inches. MiTek USA,Inc.ICorrlpuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) I This design prepared from computer input by !re PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1-2=(-126) 107 1-4=(-57) 76 2-9=(-185) 173 WEBS: 2x4 DF STAND 2-3=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF -30/ 254V -42/ 106H 5.50" 0.41 DF ( 625) 5'- 11.0" -37/ 243V 0/ OH 5.50" 0.39 DF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.l REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.088" @ 2'- 11.9" Allowed = 0.366" MAX TC PANEL TL DEFL = -0.100" @ 3'- 0.0" Allowed = 0.599" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 5'- 7.3" 5-07-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 7.3" 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -/ load duration factor=l.6, End vertical(s) are exposed to wind, oHli i lTruss designed for wind loads in the plane of the truss only. no rn M , ,.... ....„..........,..ss\c: r) PROp" , Q 8920.0 PE v� Of. , 116:341 "9 M-3x4 M-1.5x3 - ,�OREGON b,. �Z� /40:.• �Iyr gyp 74 ' 4 y FRR10- 5-07-04 0-03-12 y y EXPIRES: 12/31/?n17 5-11 t JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F3 � W � 'tc'• Scale: 0.5460 r �'j^M Q �� WARNINGS: GENERAL NOTES, unless otherwise noted fC Truss F3 1.Binder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual and Wars ngs before construction commences. building component Applicability of design parameters and proper cc 2.2x4 compression web bracing must be installed where shown+. Incorporation of components the responsibility of the building designer. _ - _ a Additional temporary bracing to Mauro stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / � is the responsibility of the erector.Additional permanent bracing of T 0.end at 10 o c respectively unless braced throughout them length by _ ,�51398 , ; DATE: 1/18/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or Mywall(n). 3.in Impact bridging rus or lateral bracing ofthe where shown++ . I� �R + SEQ.: K2 7 67 0 4 4 4.No load should be applied to any component until after at bracing and 4.Installation oft truss is the responsibility the respective contractor. C' fasteners are complete and at no time should any loads greater than 5. m Design assumes Pusses are to be used a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. fi andDeslare for"dry condtton of use SQNAL � 5.CompuTrus has no control over and assumes no responsibility for the we assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ne scary' S.This design is furnished sutyed to the limitations set brie by 7.Design assumes adequate drainage is provided. - 8.beesPlates malleo with on both faces of truss,and placed mtheir center January 18,2017 TPIANrCA ini Burns copies of which will it furnished upon request. coincide located center face 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) s 4 Symbols y Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/" Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths 4 y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. resat Dimensions are in ft-in-sixteenths. 11%14. Apply pylatesembed to bothteeth.sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 0-116 4 wide truss spacing,individual lateral braces themselves maFs bracing should be uire conside considered. or alternative Tor I � iiillikipApi O3. Never exceed the design loading shown and never �_� Ai U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7$ cea cs s designer,erection supervisor,property owner and IIIFor 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- liiw from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each �. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jolint a nd ns a ebe fdfullgulay d by and ane e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. , Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ti IP reaction section indicates joint 17.Install and load vertically unless indicated otherwise. NM= number where bearings occur. Min size shown is for crushing onlyMINIM . III 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANS'I/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. • 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, rtJI'� Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 RECEIVED OCT24 2017 4 I=MINI ler BUfOiNG MiTek° CLDIN 1-1GAR® DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458_MAIN_H Fax 916/676-1909 2892 A/E MARQUAM The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R51740751 thru R51740757 My license renewal date for the state of Oregon is June 30,2019. co GIN -,9 wo ci. 2 87022PE 9r N -7 �Aj, OREGON ti� 0H 9C, AMBER ` O OS A. HE t- . � : 1. I sir September 18,2017 Hernandez,Marcos IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI-1, Chapter 2. NMI MI MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458 MAIN H Fax 916/676-1909 2892 A/E MARQUAM The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R51740751 thru R51740757 My license renewal date for the state of Washington is January 2,2019. 0-cONIO ,p, d� WASA, ey l� 7r "b 49639 wa %, 'Gis R 4 S`Sfir " September 18,2017 Hernandez,Marcos IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • r Job Truss Truss Type Qty Ply 2892 NE MARQUAM PLI6-458_MAIN_Fl F01 FLOOR 6 1 R51740751 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:20 2017 Page 1 ID:DckOXxdfingu?pIKW64fdjz_Utw jexhN2e0nVVwsOlfsuQcdJlnAbSzxb2spDtPlcycQWj 0-6-8 H 1 2-6-0 I 1 1-2-4 1 1 1-2-0 1 P Scale6-8 11:34.1 3x5= 1.5x3 I I 3x8 = 1.5x3 II 3x8= 1.5x3 II 3x8= 1.5x3 II 3x5= 1 23 4 5 6 7 8 9 1.—'I 16 15 14 13 12 11 10 1.5x3 II 3x10= 3x10= 3x4 II 3x10= 3x10 = 1.5x3 II 6- "68 81 9-8-12 I 18-10-12 1g_5.g 9-2-4 9-2-0 0-6-8 Plate Offsets(X,Y)— f1:0-1-8,Eddel,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.04 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.09 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=309/0-6-0,9=307/0-6-0,13=987/0-5-8 Max Gray 1=342(LC 3),9=341(LC 4),13=987(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1005/0,2-3=-1005/0,3-4=-96/468,4-5=-96/468,5-6=-86/475,6-7=-86/475, 7-8=-1001/0,8-9=-1001/0 BOT CHORD 14-15=-98/947,13-14=-1270/0,12-13=-1272/0,11-12=-103/940 WEBS 5-13=-987/0,1-15=0/1035,3-14=-1014/0,5-14=0/1069,9-11=0/1031,7-12=-1018/0, 5-12=0/1059 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. ��ED F R oFFss �5 c NEF�4 �� 4 -41 , 2 87022PE v� rcONIO a5 °fWASI 7 �j`OREGON cid Ok/ / �' On 41E3 ER Al r�'I On A. HER�P Safi �.49639,0. �a SIONALti EXPIRES: 06/30/2019 September 18,2017 I WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not - �" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M iTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply 2892 NE MARQUAM R51740752 PL16-458_MAIN_H F02 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:29:21 2017 Page 1 ID:DckOXxdfingu?pIKW64fdjz_Utw-BgV4a0f0c1enTYKrPbxr9WHyp?omgl W?1scyg2ycQW 0-6-8 I II 2-6-0 II 2-6-0 I 2-6-0 II 1-8-12 I I 1-0-4 II 2-3-0 Scale=1:36.2 3x5= 1.5x3 II 3x8= 1.5x3 II 3x10 = 1.5x3 II 3x8= 3x6 FP=1.5x3 II 3x8 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 999 Y • 19 18 17 16 15 14 13 12 1.5x3 I I 3x10 = 3x6 FP= 3x10= 3x4 II 3x8= 3x8= 3x5= �.g 10-3-4 20-9-8 b-6.8{ 9-8-12 10-6-4 Plate Offsets(X,Y)-- 0:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.06 13 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.10 16-18 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) -0.01 15 n/a n/a Weight:88 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=317/0-6-0,12=360/0-2-8,15=1092/0-5-8 Max Gray 1=361(LC 3),12=393(LC 4),15=1092(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1081/0,2-3=-1081/0,3-4=-312/557,4-5=-312/557,5-6=0/615,6-7=0/615, 7-8=-1408/0,8-9=-1408/0,9-10=-1408/0 BOT CHORD 17-18=-156/1094,16-17=-156/1094,15-16=-1511/0,14-15=-1577/0,13-14=-182/973, 12-13=0/1075 WEBS 5-15=-1079/0,1-18=0/1113,3-16=-982/0,5-16=0/1384,10-12=-1116/0,10-13=-21/346, 7-13=0/569,7-14=-1275/0,5-14=0/1103 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. N5"\`' GI EF.gs-o Qr 87022PE -9� 0(W5 a •4 was Q i N yNC"-4� OREGON fL Q<v� 'A0 AMBER \\ . a 4, 49639 4/ O P ' `S A. HE�� SSIONAL0 EXPIRES:06/30/2019 September 18,2017 t -- t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. 'P INII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mirek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777777 Greenback Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 c Job Truss Truss Type YP Qty Ply 2892 NE MARQUAM PL16-458_MAIN_H F03 FLOOR R51740753 11 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional)7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:21 2017 Page 1 ID:DckOXxdfingu?plKWs"4fdjz_Utw-BgV4aof0c1enTYKrPbxr9WHyv?oAg2E?lscyg2ycQWi 0-6-8 I I 2-6-0 I i 1-2-12 1 1 1-2-0 1 6-8 Scale'=1:34.2 3x5= 1.5x3 I I 3x8= 1.5x3 I I 3x8= 1.5x3 II 3x8 = 1.5x3 II 3x5= 1 2 3 4 5 6 7 8 9 16 15 14 12 11 10 1.5x3 II 3x10= 3x10= 3x4 II 3x10= 3x10 = 1.5x3 II 0-6-81 9-9-4 I 18-11-4 1p-6.5-1? 8 r8 9-2-12 9-2-0 8 Plate Offsets(X,Y)-- (1:0-1-8,Edael,f9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.04 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.09 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=310/0-6-0,9=307/0-6-0,13=990/0-5-8 Max Gray 1=344(LC 3),9=341(LC 4),13=990(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1011/0,2-3=-1011/0,3-4=-114/460,4-5=-114/460,5-6=85/482,6-7=-85/482, 7-8=-1001/0,8-9=-1001/0 BOT CHORD 14-15=-92/960,13-14=-1273/0,12-13=-1279/0,11-12=-107/940 WEBS 5-13=-989/0,1-15=0/1042,3-14=-1007/0,5-14=0/1090,9-11=0/1031,7-12=-1020/0, 5-12=0/1060 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. kk •< �`'NF,q s/0 87022PE 291' ¢ 1 0 of . y�"(1>, OREGON ��OAU -4/ 0 MBER 1N 1 S9 A. HE,., 0 4,c 963RD „,4" • �ssj0NALE 6•� EXPIRES: 06/30/2019 September 18,2017 4 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 444•44. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply 2892 NE MARQUAM R51740754 PL16-458_MAIN_H F04 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:22 2017 Page 1 ID:DckOXxdfingu7plKW64fdjz_Utw-fl 3SnkgeNKmeSivl zJ S4ikg86P BwPS49GWM VMVycQ Wh • 0-6-8 2-6-0 I 1 1-1-4 1 10-5-01 Scale=1:22.5 1.5x3 II 3x8= 3x8 = 3x4 II 3x8= 1.5x3 II 1 3x5= 2 3 4 5 6 7 Mi _ g liMIIIIIM 12 11 'j ,-,1111P, 8A 1.5x3 II 3x10= 3x6= 3x10= 3x5= I Ogg 5-11-0 I 9-9-4 12-11-4 0-6-8 I 5-4-8 3-10-4 3-2-0 Plate Offsets(X,Y)-- r1:0-1-8,Eddel,r3:0-3-0,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.01 11 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.02 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:11-12. REACTIONS. All bearings 0-6-0 except(jt=length)10=0-3-8,8=0-1-12,9=0-5-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)1,8 except 10=465(LC 3),9=332(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-456/0,2-3=-456/0 WEBS 3-10=-306/0,1-11=0/470,3-11=0/643,4-10=-288/0,6-9=-286/51 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. �5��t�NGI N `Si c-T 2 �� 87022PE -9� ;pep ofy�� , Ncv ��j, OREGON �© 4i / = N 9� ccyBER �� ,d ie OS A. HE��p' 7�° 4'4, s6 al, �c,' Ss1ONAL� " EXPIRES:06/30/2019 September 18,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 11q Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 777777it7 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 i. 4 Job Truss Truss Type Qty Ply 2892 NE MARQUAM PL16-458_MAIN_H F05 FLOOR R51740755 5 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:22 2017 Page 1 ID:DckOXxdfingu?pIKW64fdjz_Utw-f13SnkgeN Km e5iv1 zJS4ikg6tP8PP Vb9G WMVMVycQVvh 0-6-8 I I I 2-6-0 19-4-41 I 1-2-0 1 0-6-8 I Scale=1:23.4 1.5x3 II 3x8 = 1.5x3 II 3x8 = 1.5x3 I I 3x5=- 1 3x5= 2 3 4 5 6 7 __ ics, ? 13 12 10 9 8 1.5x3 II 3x10=3x4 II 3x10= 3x10 = 1.5x3 I I 10-6-8 3-9-4 0-6-8 I 3-2-12 I 12-11-4 13-5 12 9-2-0 I 0-6-8 Plate Offsets(X,Y)-- f1:0-1-8,Edgef,f7:0-1-8,Edgef LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) -0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=-35/0-6-0,7=340/0-6-0,11=774/0-5-8 Max Uplift1=-126(LC 4) Max Gray 1=81(LC 3),7=343(LC 4),11=774(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/596,2-3=0/596,5-6=-1010/0,6-7=-1010/0 BOT CHORD 11-12=-855/0,10-11=-808/0,9-10=0/958 WEBS 3-11=-775/0,1-12=-613/0,2-12=-251/0,3-12=0/525,7-9=0/1040,5-10=-885/0, 3-10=0/977 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift at joint 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. -(<-.\.° PR°FFss ,\ NGINEF�4 �o 87022PE 9I- 5 �was ittii,44 • O. i ;�. Q ri .,. '*6),< OREGON ti�QAC/ / 44 SER A\ On A. HERCP • 'r'p Rg49639 w, • ctsT 4' ss1ONALti EXPIRES: 06/30/2019 September 18,2017 ' 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. rwr. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job TrussTruss Type Qty Ply 2892 AIE MARQUAM R51740756 PL16-458_MAIN_H F06 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:23 2017 Page 1 ID:DckOXxdfingu?pl KW64fdjz_Utw-8Ddg74gG8euVjsU EXOzJ ExN H0oUE8y0IVA53uxycQWg 1 2-6-0 I 1 1-6-12 I I 1-2-4 1 I g-e-81 Scale=1:33.7 1.5x3 II 3x8= 1.5x3 I I 3x8= 3x6 = 1.5x3 II 3x8= 1.5x3 I I 3x5= 1 2 3 4 5 6 7 8 9 � �_om bl � _ _a �� d 15 14 13 12 11 10 3x5= 3x10= 3x6= 3x10= 3x10= 1.5x3 II 18-7-8 }9-2-1 9-5-4 9-5-4 9-2-4 0-6-8 Plate Offsets(X,Y)-- F9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.04 14 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.10 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=306/0-6-0,13=1002/0-5-8,15=319/0-2-8 Max Gray 9=342(LC 4),13=1002(LC 1),15=352(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1077/14,3-4=-1077/14,4-5=0/1288,5-6=-90/506,6-7=-90/506,7-8=-1004/0, 8-9=-1004/0 BOT CHORD 14-15=0/992,13-14=-438/215,12-13=-1288/0,11-12=-122/944 WEBS 5-13=-549/0,2-15=-1023/0,4-14=0/1019,4-13=-1201/0,9-11=0/1034,7-12=-1027/0, 5-12=0/1051 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. �S��NGP EFR s�o c� 87022PE '9� �y1ONIO it 'y�C\:?FOR6.EEGRHOI . tiO<U ,1� .4f4 6 IT 4' �w . ONALE EXPIRES:06/30/2019 September 18,2017 t .. 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. e Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 777777it7 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 . Job Truss Truss TypeQty Ply 2892 NE MARQUAM PLI6-458_MAIN_ FOS FLOOR R51740757 H 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(notional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:23 2017 Page 1 ID:DckOXxdfingu?pl KW64fdjz_Utw-BDdq?4gG8euVjsUEXOzJExNJOoTnBvtIVA53uxycQ Wg 0-6-8 I I I 1-4-0 i 2-6-0 I Scale=1:18.6 1.5x3 II 3x8= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 w _ cr., ILIIIIIIIII.11.11 OM lily Mill 8 3x4= 7 3x10= A3x5= 0-6-8 I 9-9-0 9-2-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.05 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.12 6-7 >935 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=399/0-6-0,6=399/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=0/369,2-3=-1448/0,3-4=-1448/0 BOT CHORD 7-8=0/769,6-7=0/1178 WEBS 4-6=1214/0,4-7=0/279,2-7=0/701,2-8=-847/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. •<<- P R QFFon tc.. �NGINEF'V W� 2 87022PE �� z°Nro AS' of w C1 �R 7 '$, OREGON ti�a1 / �' C' MBER 1� / '�'/ O`S A. H E��P ,t--,k 4�49639 k`� .� ctsTS ;e' �S'ONALti a EXPIRES:06/30/2019 September 18,2017 o AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ...... , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/" Centerplate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths 4 y I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEIDimensions are in ft-in-sixteenths. ITObh, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS C1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'116" 4 wide truss spacing,individual lateral braces themselves MI" .1nit O Q may require bracing,or alternative Tor I Ebracing should be considered. _ O 3. Never exceed the design loading shown and never OMAN, U stack materials on inadequately braced trusses. O 0_ 4. Provide copies of this truss design to the building I-- c7-8 C6-7 O5• OI— designer,erection supervisor,property owner and FOplates 0- 111d'from outsidee 4 x 2 orientation,locateBOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint a nd ns aembed fullltulad by and wanANSTPIe at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. i�� by Indicated theby symbol nl shown and/or truss unless otherwise shown. by text in bracing section of the 13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 111 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. til=� reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. MI Mill 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ip-mo 63 project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. BCSI: Design Standard ferr Safety Bracing. lie�� 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 pot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458_UPPER Fax 916/676-1909 2892 A/E MARQUAM 2&3 CAR The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R51740758 thru R51740766 My license renewal date for the state of Oregon is June 30,2019. 2 87022PE yr N �N VCNAj, OREGON cls <N •,14SER � ;(:)OS A. HEY' . , • � I> September 18,2017 Hernandez,Marcos IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. NM MIN MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL16-458_UPPER Fax 916/676-1909 2892 A/E MARQUAM 2&3 CAR The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R51740758 thru R51740766 My license renewal date for the state of Washington is January 2,2019. 01ONIO OS O�WASE "!r letco 49639 � YAsz, FGISres-P" ' 140 September 18,2017 Hernandez,Marcos IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR PL16-458_UPPER F01 FLOOR 851740758 5 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Inc.,Mon Sep 18 08:29:37 2017 Page 1 I D:fRr?p7cJab_FzM3?rJKN H5z7mGH-jvT7xs2rxutWOOYwLyDcpuyZRSSDQFSMjMUo07ycQWS 0-1-8 H I 2-0-0 °I-7--� 1i 20 -n0+n2 2-6-0 Scale=1:29.7 3x5 = 3x4 = 1 2 3 4 3x4 = 4x4= 5x5= 0 5 6 7 8 9 10 11 e � :i T 0 \ = e e e 17 18 15 14 13 3x6 = 3x8= 3x5 = 4x5 = 5x5= 3x4= I 17-6-12 Plate Offsets(X,Y)— 18:0-1-8,Edgel,f13:0-1-8,Edge1,f19:0-1-8,0-0-01 17-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.25 15-16 >836 480 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.39 15-16 >529 360 TCDL 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/M12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=759/0-5-8,12=764/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2454/0,3-4=-2454/0,4-5=-3330/0,5-6=-3330/0,6-7=-2749/0,7-8=-2749/0,8-9=-2129/0,9-10=-2129/0 BOT CHORD 17-18=0/1442,16-17=0/3063,15-16=0/3197,14-15=0/2129,13-14=0/2129,12-13=0/1764 WEBS 8-14=-386/0,9-13=-904/0,2-18=-1589/0,2-17=0/1125,4-17=-677/0,4-16=0/296,10-12=1894/0,10-13=0/1192, 6-15=-533/0,7-15=-426/0,8-15=0/1110 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��NGi EFss% 87022PE If:" 1ONIO iii C.a 04WAs y'P- OREGON C OCL lallr.i NOp MBER 1v ,4 ,� / `s A. Heck C� is 4, 49639 w� . .-,,SIO TE�� EXPIRES: 06/30/2019 September 18,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I Design valid sew gtem for usef only w,th MITedi connectors.must design is pped only upon parameterspara parameters and is for individual sidesg componenttnot �'. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek° fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 .: Job Truss TFLOrussOR Type Qty Ply 2892 NE MARQUAM 283 CAR R51740759 - 5 1 PL16-458_UPPER F02 JOb Reference(optional) 7.610 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:38 2017 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID.fRr?p7cJab_FzM3?rJKNH5z?mGH-B61 V8CsgcFnN0976vgkrL6Uugrd89mGWx0ELwZycQWR 1-7-8 I I 1-9-0 I Scale=1:10.6 1 3x4 = 21.5x3 II 3 3x4 = 4 1.5x3 II ao c? 3x5= 5 7 • 6 3x4= 1.5x3 I 5-6-0 I 5-6-0 , LOADING(psf) CSI. DEFL. in (loc) I/deft 1../d PLATES GRIP TCLL 40.0SPACING- 1-7-3 Plate Grip IDOL >999 480 MT20 220/195 1.00 TC 0.08 Vert(LL) -0.00 6 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.02 5-6 >999 360 BOLL 0.0 Rep Stress Ina- YES WB 0.06 Horz(TL) 0.00 5 n/a n/a Weight 26 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 7=236/0-3-12,5=236/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-310/0,2-3=-310/0 BOT CHORD 5-6=0/300 WEBS 3-5=-342/0,1-6=0/357 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0.V PRO�� GSs co INE k, �yONIO 1,4 87022PCvw� . ' ti ii;v. ° d /- tg y T OREGON 4 -I IS -'-q FMBER 'N\ 1�,, OSA Hert 0 '4'c sisw w •.• 4''ONAL, EXPIRES:06/30/2019 September 18,2017 A.. 9 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. `p Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7Suite777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 I (Job (Truss ITruss Type I Qty Ply 2892 NE MARQUAM 283 CAR PL16-458 UPPER F03 FLOOR 11 1 R51740760 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.rJMon 18 8 2017 Page 1 ID:fRr?p7cJab_FzM3?rJKNH5z?mGH-B61V8CsgcFnN0976vgkrL6UsyrZ 91KWx0ELwZycQWR I 2-6-0 I 1 0-8-11 I I 1-2-0 I I 1-1-13 10,1_A 'ill Scale=1:16.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4 = 6 m m 12 o • e 1.5x3= e ° e 11 10 9 8 4W 3x4= 3x6= 1.5x3 II II 3x6= I 8-9-8 Plate Offsets(X,Y)-- 14:0-1-8,Edge1,15:0-1-8,Edgel,112:0-1-8,0-0-01 8-9-8 I LOADING(psf) SPACING- 1-7-3 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 DEFL. in 9-10 >999l 4800 PLATES GRIP TCDL 10.0 Lumber DOL 1.00 Vert(LL)Vert(T -0.04 1 MT20 220/195 BCLL 0.0 BC 0.35 ) -0.08 10-11 >999 360 Rep Stress Ina YES WB 0.12 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=373/0-5-8,11=378/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=841/0,3-4=-841/0,4-5=-554/0 BOT CHORD 10-11=0/719,9-10=0/554,8-9=0/554,7-8=0/554 WEBS 2-11=-772/0,3-10=-251/0,4-10=0/464,5-7=-692/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. S �NG P EF�ss% 87022PE r • zorrro 7�-0i,OREGON q?Off % . N MBER � � `9 A. HE-?` �G Sx�R 4,1:2 SI�NAL� EXPIRES: 06/30/2019 Septem::,ber 18,2017 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see MiTek° Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,tVAP223314 lity Criteria,DSB-89 and BCS(Building Component 7777 Suite 10Greenback Lane 9 Citrus Heights,CA 95610 Job (Truss Truss Type Qty FLOOR 1 1 Ply 2892 NE MARQUAM 2&3 CAR R51740761 ` PL16-458_UPPER F04 Job Reference(Optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:39 2017 Page 1 Pacific Lumber&TrussCo., Beaverton,Oregon ID:fRr?p7cJab_FzM3?rJKNHSz?mGH-glatMYtINYvEeJiITNG4uJ1wGFn3u9ofAgzvTOycQWQ 1-10-13 II 1-2-0 1 1 2-5-15 I � 2-6 0 � Scale=1:28.4 1.5x3 II 3x5= 1.5x3 1I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 6 7 8 1 2 3 4 5 .e — o \ e _ m o 0 0 NI 3x8= 12 11 10 9 1 x 3x8 1.5x3 II 1.5x3 II 3x4= 3x4= 3 13-6-13 - -1 16-3-12 I 12-4-13 r0-7-0310-7-0 I 2-8-15 12-4-13 1Q11 Plate Offsets(X,Y)-- 1.6:0-1-8,Edgel,f7:0-1-8,Edclel LOADING(0. SPACING- 117-3.00 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.67 Vert(LL) -0.2511-12 >785 480 MT20 220/195 TCLL 40.0 Plateuma Grip DOL 1.00 BC 0.87 Vert(TL) -0.38 11-12 >510 360 TCDL 10.0 Lumber DOL YE1.0S WB 0 29 Horz(TL) 0.05 9 n/a n/a BCLL 0.0 Rep Stress 12 YES Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012lTPI2007 (Matrix) BRACING- TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER-P CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 14=712/0-3-12,9=712/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2537/0,3-4=-2537/0,4-5=-2764/0,5-6=-2764/0,6-7=-1832/0 BOT CHORD 13-14=0/1563,12-13=0/2893,11-12=0/1832,10-11=0/1832,9-10=0/1832 WEBS 6-11=-300/0,7-10=0/286,2-14=-1678/0,2-13=0/1045,4-13=-382/0,5-12=-303/0,6-12=0/1104,7-9=-1961/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R :;��NGp EF9 611/o ZONIO 87022PE v WASE �! � 1,1°,;:6;1319::.4). 'r N y SAT ORN �,© 0�/ � �C FMBEGOER 1� r�, OSA :60,,..„0-',4,, � c 6��' i � Ssp.,.INTALE EXPIRES:06/30/2019 September 18,2017 aWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mit Design valid for use only wkh MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 eekack Lane is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Suite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN5IITPI7 Quality Criteria,DSB-89 and BCSI Building Component 7C7r7s renba,k LA ne610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. ( Job Truss :.'ri.'ljss TypeQty ply 2892A/E MARQUAM 283 CAR PL16-458_UPPER F058517407622 1 Pacific Lumber 8 Truss Co., Beaverton,Oregonial) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:40 2017 Page1ID:fRr?p7cJab_FzM3?rJKNHSz?mGH-8U8FZutx8s15FTHV15nJRXa6uf9IddyoPKjS?SycQWP 26-0 11 1-10-13 II 1-2-0 II 1-3-15 1 1-6-0 1 1 1-1-7 I 1 1 2 0 1 P-10-11 Scale=1:43.4 3x5= x4 = 3x6 FP=3x5= 4x6= 3x4 II 3x5= 1235 678 3x4= 3x4 =9m� a g1011121314 15 ems = 7 SII/ � � 26 25 24 23 22 21 20 it �. 3x4 = 19 it 18 17 16 3x6 = 3x6 FP= 3x8 = 4x5 = 3x8= 3x8 = 3x4 = 12 -13 13-6-13 12r11-1,3 16-6-1 160-12142 24-3-11 I 11224-4:1133 2-4-13 123-i-11 2-8-11 12541-1132x 4-12 6-7-0 2161-61:811 „_„ 6_5_,5 Plate Offsets(X,Y)— 17:0-1-8,Edgel,113:0-1-8,Edge),114:0-1-8,Edge),121:0-1-8,Edge) 0-7-0 7 0 1 1 0-7-0 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.61PLATES GRIP TCDL 10.0 Lumber DOL 1.00 Vert(LL)T -0.21 22-23 >965 480 MT20 220/195 BCLL 0.0 BC 0.72 Vert(TL) -0.3122-23 >635 360 Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 20 n/a n/a BCDL 5.0 Code IBC2012rrpl2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400E 2.0E(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structuralnwood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc b - REACTIONS. (Ib/size) 16=181/Mechanical,26=623/0-3-12,20=1418/0-5-8 • 10-0-0 oc bracing:25-26,23-25. -<C-'a. 'PROFFS Max Uplift 16=52(LC3) ,s\� �NG'N�F9 �,/O Max Gray 16=283(LC 4),26=647(LC 3),20=1418(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 87022PE TOP CHORD 2-3=-2205/0,3-4=-2205/0,4-5=-2105/0,5-6=-2105/0,6-7=-2105/0,7-8=-1007/110, 8-9=-1007/110,9-10=0/1730,10-11=0/1728,11-12=-409/523,12-13=-409/523, 13-14=-360/127 BOT CHORD 25-26=0/1396,24-25=0/2391,23-24=0/2391,22-23=110/1007,21-22=-110/1007, (l1 N 20-21=-594/0,19-20=-1079/0,18-19=-127/360,17-18=-127/360,16-17=-127/360 - �A�, AAO--REGON q, 14.1 -25=0/869, WEBS 7-22=-27-23=0/1327,9-20=-1437/0,9-212/0,8-21=-598/0, =0/1491213-19=-482 52311 19=0/1052 1-20=834/0, �=-391/0,5-23=-324/0, ��Q�,V'eER �\ �`Q 14-16=-520/183 NOTES- tSA. HE'‘' ` 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. EXPIRES. 06/30/2019 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 16. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131”X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. oZONIp 1,4 0 pf WAS�r,, `�. t/il�;"• `W . d N �n 49639 k� O,��sjo �d September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. f Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and pe. For y incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,iVA 223 Quality Criteria,DSB-89 and BCSI Building14. Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 ) Job Truss 1 Truss Type Qty Ply 2892 NE MAROUAM 2&3 CAR R51740763 �' FLOOR 3 PLI6-458_UPPER F06 Job Reference(optional)_ 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:40 2017 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:fRr?p7cJab_FzM3?rJKNH5z?mGH-BUBFZutx8s15FTHV15nJRXa9JfEPdexoPKjS?SycQWP 1 1-2-0 I 1-10-4 i 2-6-0 1-5-8 11 1-2-0 1 10-10-0 1 10-9-121 Scale=1:36.1 4x6= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 3x4= 10 11 12 13 1 2 3 4 5 .6 7 8 9� o 1 o • o e of ® �o _ h m . e e e ® 17 18 15 14 245 23 22 21 20 19 18 = 3x4= 3x4 = 3x4= 3x6 FP=3x6 = 3x4 I I 4x6= 3x6 19-0-12 4--0 17-10-12 1 -5-1 1 21-2-0 1 1 4 1 0 8 4 b-7-0 1 3-8-8 8-9-12 k-7-0 b-7-0 2-1-4 4-1-0 0--8 b-7 0-7-0 Plate Offsets(X,Y)-- 14:0-1-8,Eddel,111:0-1-8,Eddeh 112:0-1-8,Eddel.123:0-1-8,EdcIel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 PlateGrip DOL 1.00 TC 0.39 Vert(LL) -0.1016-17 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.14 16-17 >998 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 14 n/a n/a Weight 97 lb FT=0%F,0%E BCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0ocb��.P R O�es WEBS 2x4 DF No.1&Btr(flat) REACTIONS. (lb/size) 14=429/0-1-12,19=1158/0-3-8,24=264/0-3-12 \"..7,\� <<,, t m EFq `r/0�9 Max Uplrft24-2(LC 4) Max Gray 14=446(LC 4),19=1158(LC 1),24=340(LC 3) t>; 87022P r"FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-626/273,3-4=-626/273,4-5=0/795,5-6=0/795,6-7=0/581,7-8=0/581, 8-9=-1182/0,9-10=-1182/0,10-11=-1182/0,11-12=-878/0 BOT CHORD 23-24=-88/617,22-23=-273/626,21-22=-273/626,20-21=-273/626,19-20=-1208/0, A +N /�/ 18-19=-1208/0,17-18=-0/652,16-17=0/878,15-16=0/878,14-15=0/878 �T OREGON ti�Q�/ WEBS 6-19=-1132/0,2-24=-662/95,2-23=-254/11,4-20=-1021/0,6-20=0/698,11-17=-73/326, 10-17=-256/0,8-17=0/618,8-18=-1155/0,6-18=0/886,12-14=-983/0 �O FM6 ER �� Q- �S A. HE�N4 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. EXPIRES:06/30/2019 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2 lb uplift at joint 24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. otONIO i. 5% OV P/ASI - A . , d " N \� , ei 49639 ' • • --to1VALti September 18,2017 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MM is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane Suite 109 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777s Heights,enbk CA ne610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I i( Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR PL16-458 UPPER F07 R51740764 FLOOR 11 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:41 2017 Page 1 ID:fRr?p7cJab_FzM3?rJKNHSz?mGH-chidnEuZvAAytdshaolYzk6HC3TpM3Nye_SOXuycQ WQ 1 2-6-0 I 1 1-8-9 1 1 1-2-0 1 1 2-5-15 Scale=1:28.1 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 1 2 3 4 5 8 7 8 o oo hi — fig — a '—'-' [Og°°°°III.IIIIIIIII.IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIN _ a a --o 1A 13 12 11 10 9 3x4= 3x8 = 3x8= 1.5x3 II 1.5x3 II 3x4= I 12-9-9134-9 16-1-8 12-2-9 I 12-2-9 10-7-0 10-7-0 2-8-15 Plate Offsets(X,Y)-- (6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.23 11-12 >830 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.36 11-12 >539 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=704/0-1-8,9=704/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2495/0,3-4=-2495/0,4-5=-2675/0,5-6=2675/0,6-7=-1798/0 BOT CHORD 13-14=0/1542,12-13=0/2830,11-12=0/1798,10-11=0/1798,9-10=0/1798 WEBS 6-11=-304/0,7-10=0/278,2-14=-1656/0,2-13=0/1023,4-13=-360/0,5-12=-303/0,6-12=0/1062,7-9=-1925/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '' <- PR R OFFsS S �NGINEF'� vo • k, 87022PE 1 ONTO o �,�WAs ttile.',1, iiv. © r> g. ��'�j, OREGON ti� �ti r % •N 9O �MSERAN �4 �`s A. HE��P .15 1Q ,et 49639_4N k� . , GISTER ' • s40VALE14,6• EXPIRES: 06/30/2019 September 18,2017 I 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NERC Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FVliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 A Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR R51740765 PL16-458_UPPER F08 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Sep 18 08:29:42 2017 Page 1 ID:fRr?p7cJab_FzM3?rJKNH5z?mGH 4tGO_avBgTlpVnRt8WpnWyfPITp05XQ5seCZ3KycQWN 0-1-8 1-5-8 1-2-0 1-2-8 1-6-0 H I 2-3-0 Si lcale=1:30.3 1.5x3 II 1.5x3 = 3x6 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 2._7",, ,:_ � 17 — • 15 14 13 12 3x6 = 3x8 = 3x6= 3x4 = 4x4= 3x4= 17-5-8 I 17-5-8 Plate Offsets(X,Y)-- 112:0-1-8,Edgel.(13:0-1-8,Edgel,117:0-1-8,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.31 13-14 >679 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.49 13-14 >426 360 BOLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=754/0-5-8,11=759/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2623/0,3-4=-2623/0,4-5=-3300/0,5-6=-3300/0,6-7=-2107/0,7-8=-2107/0,8-9=-2107/0 BOT CHORD 15-16=0/1576,14-15=0/3184,13-14=0/2886,12-13=0/2107,11-12=0/1099 WEBS 7-13=0/362,8-12=-587/0,2-16=-1704/0,2-15=0/1141,4-15=-612/0,6-14=0/490,6-13=-970/0,9-11=-1305/0, 9-12=0/1283 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��tio PR O�Fss 5 CaINEcR /02 �� 87022PE 9r o��wa� � y , OREGON ti� �/ �ajC c°MBER �1 4 � '�'`� OS ��,��G �• (.4.,44) • SsIONALO EXPIRES: 06/30/2019 September 18,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 777757 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 1 Job Truss Truss Type Qty Ply 2892 NE MARQUAM 2&3 CAR PL16-458_UPPER F09 FLOOR 3 1 R51740766 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Sep 18 08:29:42 2017 Page 1 ID:fROp7CJab_FzM3?rJ KNHSz?mGH-4tG0_avBgTlpVnRtBWpn WyfUBTtK5Y953eCZ3KycQ WN 2-6-0 I I 1-8-0 I I 1-2-0 1 1 1-10-4 1 Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I 1 2 3 q 6 6 3x4 = 7 r ° m a - 1 E. 11 10 9 Bd 3x4= 3x6= 3x4= 1.5x3 II 3x4= 10-1-8 I 9-5-0 Ito-8-8 I 12-9-12 9-g 9-5-0 0-y 0-7-0 0-7-0 2-1-4 Plate Offsets(X,Y)-- 16:0-1-8,Edge1,110:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.17 10-11 >890 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.27 10-11 >558 360 BCLL 0.0 Rep Stress lncr YES WB 0.19 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=558/0-2-8,8=558/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1764/0,34=-1764/0,4-5=-1165/0,5-6=-1165/0 BOT CHORD 11-12=0/1182,10-11=0/1704,9-10=0/1165,8-9=0/1165 WEBS 2-12=-1269/0,2-11=0/624,4-10=-655/0,6-8=-1306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �S<<'?:G P`'REF,q sip cc 87022PE v� ONIO �4 ofw 10-'!.•v. ,i• tri �1‘AjOREGON cy©�<C/� �S AeEHER� ,aO ?4,c s69 ' 4,- ,`StONALE EXPIRES: 06/30/2019 September 18,2017 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. hill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/, Center plate on joint unless x,y I 64-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury offsets are indicated. r�� Dimensions are in ft-in-sixteenths. 11E4646. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 0' 16 Qc-z cz-a 4 2. Truss trbursascisnpgamcinugst,bnedideuiganatebranbraecnesinteheerm.For es may require bracing,or alternative Tor I a bracing should be considered. _ � 3. Never exceed the design loading shown and never OMAN, 0_ U stack materials on inadequately braced trusses. a a O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 OF designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 1/id'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jint and locations embedre fullyegulad by and anPI e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that or Trusses are designed for wind loads in the plane of the specified. by �i� Indicatedtext in the bracing section of the truss unless13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. lkil= reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 1111.0.1111 number where bearings occur. Min size shown is for crushing only. MU_'85 18.Use of green or treated lumber may pose unacceptable environmeal,health or performance risks.Consult with projectntengineer a ore use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. BCSI: Design Standardfor Bracing. i� I � BCSI: Building Component Safety Information, 20. assumes manufacture in accordance with Guide to Good Practice for Handling, DesignPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015