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Plans 711,sr2c/q-&oo73 z v2 /bS'th APF RECEIVED FEB 0 6 2019 MiTek® BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60-B POLYGON 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: K2838966 thru K2838983 My license renewal date for the state of Oregon is December 31,2017. � D PROre G I N E � /o t `r 89200PE O 4OREGON Q. �O '/P 14,24� RRIL�- ' .401—PX:d..- • February 10,2017 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. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF hl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #105TH SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=21.9ft, 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 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. 8-00 8-00 f 1 T 12 I I M-4 x 4 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 6.00 V A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF E 3 GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION �� POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL iliiooIIIII BRACING TO THE HINGE TYPE CONNECTION. 12 IIIIIIIIIIII Q 8.00 o f- 1` --/o IIS 1 1p O 1 M-3x4 M-3x4 ; ), y !�q-_cO PRQFF 1-06 16-00 4t- t,9200PET �c- JOB NAME : 60—B POLYGON — Al ' �� Scale: 0.4209 ` KS � - WARNINGS: GENERAL NOTES, unless otherwise noted'. , OREGON kr1.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 1.- v Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper <� ,7 �(�A` 4 2.Sof compression web bracing must be Installed where shown v. 14, . Incorpomibn of component k the responsibility of the building designer. _T 1J P- cho 3.Addkbnal temporary bracing to insure stability during construction 2.Design assumes the top and bottom ass braced to be laterally t their et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ICY o.c.respectively unless braced throughout their length by [[`+.. DATE: 2/9/2017 the overall structure is the res Ibipof the building designer. 2x Impact sheathing such as adng requiredplywooesheathing(TC)oorreresewn•r drywall(BC). R R 10- DATE: ;�� pons ty g 3.2a I pact bridging or lateral bracing where shown�. SEQ.: K2 8 3 B 9 6 6 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the respo th ullity of In a nontortivelve emlmnrmanl, then5. are fasteners are complete and al no time should any loads greater Design assumes h se. TRANS I D: LINK design leads be applied to any component. B and Desl re for'Wry condition" of ut all supports anawn.smm or wedge it 5.CompuTrus has no control over and assumes no responsibility for the Hr�asumas Beg EXPIRES: 12/31/2017 ry fabrication, q.shipment and installation of components. 7.Design assumes adequate drainage Is provided. February 1 0,201 7 A turn 6.This design h furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 5 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Olgits indicate size of pieta In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E /0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) -4 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 99 2- 8=(-393) 1177 3- 8=(-262) 283 BC: 2x4 KDDF 1{1&BTR SPACED 29.0" 0.C. 2- 3=(-1936) 927 8- 9=(-240) 941 8- 9=(-122) 833 WEBS: 2x4 KDDF STAND 3- 4=(-1129) 226 9- 7=(-148) 572 8- 5=(-229) 237 LOADING 4- 5=( -935) 215 5- 9=(-930) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=( -790) 252 9- 6=( -15) 128 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI 6- 7=( -895) 236 TOTAL LOAD = 92.0 PDF OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -153/ 858V -120/ 131H 5.50" 1.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 0.0" -82/ 671V 0/ OH 5.50" 1.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 8-00 8-00 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" f ,' MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.038" @ 7'- 9.7" Allowed = 0.754" 3-09-14 4-02-02 4-04-11 2-01-01 1-06-04 MAX TL DEFL = -0.062" @ 7'- 4.7" Allowed = 1.006" T I' ' 1' T T SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6 ' :j8.00 MAX HORIZ. LL DEFL = 0.036" @ 15'- 6.5" 8.00MAX HORIZ. TL DEFL = 0.057" @ 15'- 6.5" 4.0" 4 ,,,_ Design conforms to main windforce-resisting ��\ system and components and cladding criteria. Wind: 190 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x9 ,mmimmimmilrammomm .*: 8 -"lIllir'H , 581.5x3 M-3x9 ii o r DD y * 7 O i 1 M-3x9 0 M-5x6 ,.4.00 4.00 (1,.. 12 12 )' > y 7-06-07 6-09-09 1-08 p p y 1-06 y 7-04-12 y 6-11-09 y 1-08 y • VD r R Ope, y 16-00 y 6�5.• , IihUs/Q �. ' 89200PE -7 89200PE JOB NAME : 60-B POLYGON - A2 /, /•� ', ---- Scale: 0.3198 L IIIP CZ" WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON! `j.. 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 en individual �/' V R C V i Y fi t�'t� Truss: A2 and Warnings before constructon commences building component Applicability of design parameters end proper G .\ 1 2.254 compression web bracing must be Installed where shown 5. incorporation of component is the responsibility of the leu b ng designer. /h Al k 1^1 2. y. �'° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4./ *'4 Is the reeponeibillty of the erector.Additional permanent bracing of Y o.c.and at 17 ob.respectively unless braced throughout their length by ,7 R. SVh DATE: 2/9/2017 the overall structure Is the responsibility ty of the building designer. continuous Sheathing such as plywood sheathing(TC)andor drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 9 6 7 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responaroilsy of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID• LINK design bads be aplldtoany component. and are for"dry condition"ouse. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Desitin assumes full bearing at e4 supports shown.Shim or wedge If EXPIRES: ++r7 Jry Jr] fabrlcetlon,handling,shipment and installation of tom necessary. IL'1\7 /C a p components. 7.Design assumes adequate both Lege is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shed be located on both faces of truss,and placed so their center TPINJrCA In SCSI,copies of Which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate size of plate in inches. MITek USA,Int./CompuTnus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 94 2- 9=(-177) 2230 9- 3=( -77) 702 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-2832) 346 9-10=(-175) 2220 3-10=(-819) 102 2x6 KDDF #1&BTR B1 3- 4=(-2003) 314 10-11=(-134) 1262 10- 4=(-306) 191 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1952) 415 11- 7=(-323) 2517 10- 5=(-271) 931 LL( 25.0)+01,( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2766) 328 5-11=(-112) 1775 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3017) 390 11- 6=(-253) 260 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 94 OVERHANGS: 18.0" 18.0" LL = 25 PSE Ground Snow (Pg) ADDL: TC UNIF LL+DL= 64.0 PLF 4'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (won). 0'- 0.0" -310/ 2017V -183/ 1B3H 5.50" 3.23 RODE ( 625) ADDL: TC CONC LL+DL= 128.0 LBS @ 4'- 0.0" 22'- 0.0" -229/ 1363V 0/ OH 5.50" 2.18 KDDF ( 625) ADDL: BC CONC LL+OL= 729.0 LBS @ 6'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.054" MAX TL DEFL = -0.203" @ 14'- 7.3" Allowed = 1.406" 11-00 11-00 MAX LL DEFL - -0.011" @ 23'- 6.0" Allowed = 0.150" T f ' MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" 4-00 3-09-12 3-02-04 5-03-09 5-08-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS f i128# T 1' ' 1' MAX HORIZ. LL DEFL = 0.057" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.135" @ 21'- 6.5" M-5x6 8.00 ' Q 8.00 M-1.5x4 6.0" Design conforms to main windforce-resisting M-3XS �� M-3x5 system and components and cladding criteria. IN Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5,11010 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), M-1.5x3 M-1.5x9 load duration factor=1.6, M-3X5 Truss designed for wind loads • f 11111. w M-3x5 in the plane of the truss only. M-1.5x4 �,,,-- M-314-51.,;4•111 ' M-1.5x3M-2.5x9 or equal at non-structural diagonal inlets. M 33 5� Truss designed : :t :: : ok . 2x9 let-itructural tophd nard areas only. 11 6 =M-6x6 M-3x6 r r- 0 Al , 4 _ ear 9 10 to M-3x6 M-1.5x3 M-6x10 0 ., 4.00 4.00 12 12 y )' 1729# 1 1- b 4-00 3-08 6-11-04 7-04-12 b l ; k y b .r\�,F'� P R O SS'' 1-06 y 7-08 6-11-04 7-04-12 y1-06 �,�ca �NG1N E' lit 22-00 eco. 89200PE 1 JOB NAME : 60-B POLYGON - B1 Scale: 0.2283;77 tea. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 44.1 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 4 V I-1 G i..7 V!Y "cif Truss: B1 and WarMnge before construction commences. building component.Applicability of design parameters and proper L�� Al 1�rt�,k 2.Oo4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction tzk- 2.Design assumes the top and bottom lieschoto be laterally braced et �.s Is the responsibility f the erector.Additional permanent f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �fiR R 1 L �7 p ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L' DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown* SEQ. : K2838968 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the reepenalbillyofthe respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes busses are to be used m a non-corrosive environment, TRANS ID• LINK design loads beappledleany componen1. and are fordrycondftbn'ofuse. 5.CampaTr"a has no control over end assumes no responsibility or the 6.Design ssumee Mt bearing at all supports shown.shim Sr wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate dcenageIsprovided February 10,2017 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center . TPI/WTCA in SCSI,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./CompuTrue Software 7.6.8(1L)-E 10.For Melo connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 94 2- 8=(-126) 875 3- 8=(-396) 327 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1185) 269 6- 9=(-134) 784 8- 9=(-2B5) 389 WEBS: 2x9 KDDF STAND 3- 4=(-1136) 991 9- 6=(-355) 1818 4- 9=(-226) 1360 LOADING 4- 5=(-1931) 925 9- 5=(-265) 249 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2193) 466 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 92.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 POP 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 0'- 0.0" -189/ 1095V -184/ 184H 5.50" 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -184/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed - 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = -0.085" @ 14'- 7.3" Allowed = 1.059" MAX TL DEFL = -0.141" @ 14'- 7.3" Allowed = 1.406" 11-00 11-00 MAX LL DEFL - -0.011" @ 23'- 6.0" Allowed = 0.150" A A MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" I 1 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-06-09 3-05-12 5-03-09 5-08-07 f 1' 1 '1' T MAX HORIZ. LL DEFL = 0.059" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.097" @ 21'- 6.5" 8.00 M-9x6 Q 8.00 4 0" Design conforms to main windforce-resisting 9 system and components and cladding criteria. J0\ Wind: 190 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-1.5x31111007 in the plane of the truss only. 3 M-1.5x3 9 M-5x6 M-3x9 •000000000010101111111.111111 ►r_ ae O B _.6 0 I M-3x9 M-5x6 I 0 a 4.00 4.00 12 12 { F� p y 1-06 y 7-08 y 6-11-04 y 7-09-12 y 1-06 y A "‹. r fi y y 0\ 4t. siQ2 22-00 89200PE r' •JOB NAME : 60-B POLYGON - B2 /� Scale: 0.2533 71.* tO WARNINGS: GENERAL NOTES, unless otherwlce noted: .} OREGON E (v' her 1.Builder and erection contractor should be advised of all General Notes t This design k based only upon the parameters shown end Is for an Individual F 4,4✓Il kkkJJJ 1 Y A Truss: B2 and Wamings before construction commences. building component.Applicability of design parameters and proper G yt qY I� 2.2a4 compression web bracing must be Inslalletl where shown�. incorporation of component is the responsibility of the building designer. '11' 7 y 47 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be IateralN braced at �. 1^4 t{� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.recpedb antro braced throughout their length by ��'R R �^ DATE: 2/9/2017 the overall structure Is the res bill f the building tlesl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ponsi N o g gner. 3.24 Impact bridging or lateral bracing required where shown SEQ. : K2838 9 6 9 4.No load should be applied to any component until after all bracing and 4.Installation of nuns is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. TRANS ID• LINK design loads be applied to any component. and are fordrycondinon°afuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.De scolgeasumas full bearing at allsupports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. ry. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-138) 1006 3- 8=(-291) 251 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-1258) 273 8- 9=( -77) 656 8- 4=(-147) 519 WEBS: 2x4 KDDF STAND 3- 4=(-1107) 334 9- 6=(-166) 952 4- 9=(-146) 519 LOADING 4- 5=(-1107) 334 9- 5=(-291) 251 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1258) 273 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -164/ 1095V -184/ 164H 5.50" 1.75 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 0.0" -184/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) 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 D8FL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.030" @ 14'- 6.4" Allowed = 1.054" MAX TL DEFL = -0.050" @ 14'- 6.4" Allowed = 1.406" 11-00 11-00 MAX LL DEFL = -0.011" @ 23'- 6.0" Allowed = 0.150" A MAX TL DEFL = -0.013" @ 23'- 6.0" Allowed = 0.200" f ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-07 5-03-09 5-03-09 5-08-07 T f f 1' v( MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.023" @ 21'- 6.5" 8.00 p M-9x6 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. J1ai\ Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 tA„11111111111i„iiiillillikkih , - 0 8 9 Io 1 M-3x9 M-3x9 M-3x5(S) 14-3x9 M-3x9 oI 1 ) 1 b 7-05-10 7-00-12 7-05-10 fi D A y 12-00 y 10-00 y C( GINE-6.- i;ya 1-06 22-00 1-06 89200PE ry JOB NAME : 60-B POLYGON - B3 !°y . .-- --- Scale: 0.2533 g WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /i-. 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 V I-1 G 4-7 V I V "(�,y Truss: B3 and Warnings before construction commences. budding component.Applicability of design parameters and proper ,I (� 2.2s4 compression web bracing must be installed when shown+. Incorporation of component Is the responsibility of the building designer. LIQ f y A,2 t`� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to m laterally braced at Y11//'+�. (a'F { Is the responsibility of the erector.Additional permanent bracing of 2 continuous and rI al o.c,rsuch as ply unlace braced throughout their length by "`•R R.I _ - DATE: 2/9/2017 tde overall structure,la me responsibility one building mai continuous sheathing such as plywood ahealhing(TC)and/or drywell(BC). apona ty o g gner. 3.2s Impact bridging or lateral bracing required where shown+. SEQ.: K2838970 4.No bad should be applied to any component until eller all bracing and 4.Installation of trans Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are m non- corrosive used In a nonorrosive environment, TRANS ID• LINK design loads beapplied many component. and are for condition of use. 5.Csrrpvirvs has rossnlrsl scar and essonres no rseponsibbfy for the 8.Design ssumesfugbearing atall suppodpshown.Shim orwedge if EXPIRES: 1213112017 ry fe:15 design handling,shipment 10 the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPIAYICA in SCSI,copies olwhlch will be furnished upon request. lines coincide with Joint center linea. 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTras Software 7.6.8(1 L)-E 10.For basic connector plata design values see ESR-1311,E512-1988(Weft) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 POE (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 POE 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. 11-00 11-00 T T 12 I I M-4x4 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), 8.00 173 A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION dIli1I1IIIII '°° , POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 12 8 o jr 0:011 „ 0 1 M-3x5(5) o M-3x4 M-3x4 y 12-00 y 10-00 b , . Pf?OFFS 1-06 '� 22-00 �"� tNE R s/�2 rr 89200PE �� JOB NAME : 60-B POLYGON - B4 Scale: 0.3158 -` �'" �(.}ai'.�. WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON ` 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for en Individual i /J OREGON ll. i V {�.� [' Truss: B4 and Warnings before construction commences building component.Applicability of design parameters and proper I//s � 1�^ '\ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. !jam ^� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chortle to be laterally braced at 'Sw/ �� Is the responsibility o permanent bracing of 2'o.c.and at 10'o.c.respeUHaly unless braced throughout their length by1/1 � �� ponsiblll of erector.Additional continuous sheathing such as plywood aneaininmic)and/or drywall(BC). DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K2 8 3 8 9 71 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. fasteners are complete and et no time should any loads greater then S.Design assumes trusses are to be used in a noncorrosive environment, toads beapplied to and are for"dry condition"of use. design TRANS ID: LINK anyconpassul 6.Design assumes LIIbearing atall supponashown.Shim orwedge If EXPIRES: 12131/2017 5.CompuTrus has no control over and assumes no responsibility for the sorry. fabrication,Handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1 L-E 7.6.8 9.Diggs indicate size of plate in Inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-198B(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 8.5" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RIDE #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=20.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration fforown.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. 19-1x2 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. 3-09-09 3-04-09 T T ' 12 12 8.00 F. ' 8.00 IIM-9x9 3 9 r o /- 0000 �o O O M-3x4 M-3x9 y b b 1-00 6-08-08 PROF <c, (9t2 /p2o `r 89200P c JOB NAME : 60-B POLYGON - C1 Scale: 0.5968 Q r te, . , Cr WARNINGS: GENERAL NOTES, unless otherwise noted: �j'- ON /a... 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual f ',/}� /�"'V Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper <0 '.4t ��t 2O��116: - ` 2.204 compression web bracing must be Instated where shown*. Incorporation of component is the responsibility of the building designer. _7. 3.Additional temporary bracing to Insure stability during consirucibn 2 Design assumes the top and bottom chords to be laterally braced at �+.., 4 Is the responsibility of the erector.Additional permanent bracing of 2'ntindna attilhin respectivelysucas woods Eraceathroughoutrhelrlength) 4 RRIM� DATE: 2/9/2017 the overall structure is the res IbiMthe continuous sheathing ouch es ptywood eheaMiheree and/or tlrywell(BC). responsibility ofbuilding designer. 3.24 Impact bridging or lateral bracing required Where shown<< SEQ.: K2838972 4.No lead should be applied to any component until after all bracing and 4.Installation of truss usshee rresspoo�ul�Ifthh^^sppeocfOee conttacttor�ent, fasteners are complete end et no time should any mads greater than Design assumes TRANS ID: LINK design mads be applied to any component. end are for-ary condition•of use. 5.Cornpulrue hes no control oser and assumes no responsIbIlity for the 8.Design essumesfull bearing at all supports shown.Shim or wedge If EXPIRES: 12131/2017 ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 B.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 TPIIWrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate eke of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by , PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind. 190 mph, h=20.2ft, TCDL=4.2,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. 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. 6.00 "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. 3 -, O O N 2 . 111111 ro, rn /— o 0 a o 0 """""""""""""'i 4 1 M-3x4 y 1-04 y y 400 �� PRQFScS' 4._.. 89200PE �<' JOB NAME : 60—B POLYGON — D1 ll, . Scale: 0.8719 .-a�� Cr WARNINGS: GENERAL NOTES, unless Otherwise noted: 7 ,OREGON fi- 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 indNldual OREGON C V,VA* e,, Truss: Dl end Warnings before construction commences. building component.Applicability of design parameters and proper incorporation I� 2.204 compression web bracing muni be Installed where shown�. Incorporation of component Is the responsibility of the building designer. y�7 3.Add8lonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �� 1't 1 � : la the responaibllity of the erector.Additional permanent bracing of 2'5.c.and Cl ICY o.c,such as ply unless braced throughout their length by 4l'w.a` R IO- DATE: 2/9/2017 the overall structure is the responsibility f the building desi continuous sheathing or auch as acing required uiredereshown 4 drywall(Bc). pone N o g finer. 3.Zit Impact bridging or lateral bracing requiretl where shown�. SEQ.: K28 3 8 9 7 3 4.No iced should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for dry condition"of use. 5.CompuTma has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.use or wedge if EXPIRES. 12/31/20{7 fabrication,handling,shipmentcomponents. nemmaign ss EXPIRES: t'IJ (SJI1 totealmitaonafwm T.Platesshalleladequate bodrainage laprovided. February 10,2017 8.This design is famished subject to the limgalbns set forth by 8.Plates shell be located on both laces of truss,and placed so their center TPIMTDA in BCE,wales of which wgl be furnished upon request. lines coinGde with joint center lines. uTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Com P ( ) 10.For beak connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 67 2-4=(0) 0 BC: 2x9 KDDF ql&BTR SPACED 24.0" O.C. 2-3=(-73) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -68/ 389V -13/ 78H 5.50" 0.62 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.08 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) 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 psf) uplift at 24 "oc spacing. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL DEFL = -0.008" @ -1'- 4.0" Allowed = 0.178" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" if Design conforms to main windforce-resisting 41 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r,.1 load duration factor=l.6, o Truss designed for wind loads cin the plane of the truss only. o N M /- 1 O /O - - I f2 4* O / M-3x4 y b ), 1-04 4-00 'PROVIDE FULL BEARING:Jts:2,4,3I ,t�R,Fs PR Or `r :.9200PE y49 � JOB NAME : 60-B POLYGON - D2 Scale; 0.7996 ICaillIP110 Cr WARNINGS: GENERALNOTES, unless otherwise noted pREGt)N * �J,/ 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: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,` /� 1 2,204 compression web bracing must be installed where shown«. Incorporation of component I°the responsibility of the building designer. T14 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 1 O Is the reeponsibilly of the erector.Additional permanent bracing of continuousntc.and at i hin.rsuch ply woods braced throughout their dry length).by �L^+/�'L DATE: 2/9/2017 the overall structure Is the responsibility one buildingsee 2,Impact sheathing such as plywood required where and/or erywan(ec). LA- pons y o designer. 3.2n Impact bridging or lateral bracing where shown«« SEQ.: K2838974 4,Noised should be applied to any component until after all breGngand 4.Installation oftruss ithe responsibility ofthe noonepacthncontractor. 4.Desi fasteners are complete and at no time should any loads greater than gn assumes seare o usedhnon-corrosive TRANS ID: LINK design bads be applied to any component. and are tor•dry condition"Ouse. 5.CompuTrus has no control over and assumes no responsibility for the 5 Design ssumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 y. l.� .1 r� .l fabrication,handling,shipment and ie limitations etfoonents. 7.Design assumes adequate drainage is provided. February 10,2017 5.This design Is famished subset to the limitations set forth by 8.Plates shaft be located on both feces of truss,and placed co their center , TPIANSCA In SCSI,copies of which will be furnished upon request. lines coincide with Mint centerlines 9.Digits Indicate alae of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MITek) • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1-2=(-106) 77 1-9=(-98) 51 2-4=(-152) 152 BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 210V -35/ 88H 5.50" 0.39 KDDF ( 625) ** For hanger specs. - See approved plans 9'- 10.5" -32/ 199V 0/ 08 5.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.090" @ 2'- 7.5" Allowed = 0.298" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.035" @ 2'- 7.5" Allowed = 0.946" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 6.8" 1 1 f MAX HORIZ. TL DEFL = 0.000" @ 4'- 6.8" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights),M-1.5x3 3 load duration factor=lCat.2, Exp.B, MWFRS(Dir), .6 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O I O N ' N f I ` 1►� 4 M-3x4 M-1.5x3 y l b 4-06-12 0-03-12 l b 4-10-06 t3 PR p fids Co �c�GtNFFR 02 89200PE mac" JOB NAME : 60-B POLYGON - D3 / ✓ Scale: 0.5695 r^� - AP 1.7C WARNINGS: GENERAL NOTES, unless otherwise noted' 'S OREGON `'.. 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual / OREGON kl'V fi. , Truss: D3 and Warnings before construction commences. budding component Applicability of design parameters and proper 4� y� f. 4. 2.2x4 compression web bracing moat be Installed where shown+. Incorporation of components the responsibility of the building designer. '0 A 3.Additional temporary bracing to Insure stability doting construction 2.Design ad t tO the top and bottom chords to be laterally braced at VV "t 1 Is the responsibility of the erector.Addlibnal permanent bracing of 2'ntin and at ea hino.crespectivelyplywood unless braced throughout their length).b ��R ARA- DATE.: 2/9/2017 the overall wruuure is the responsibility of building designer. continuous sheathing such as plywood Sheathing(11)entlror tlrywell(BC). P ty o e e 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K2 8 3 8 9 7 5 4.No load should be applied to any component until after ell bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, loads be a nee to ancomponent. and are for^dry condition"of use. dew TRANS ID: LINK en PP r6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.. 12/31/2017 6.CompuTrus has no control over and assumes no responsibility for the nate fabrication,handling,shipment and Installation of components. 7. seely. Design assumes adequate onbodrainage isprovided.n February 10,2017 e.This design Is furnished subject to the limitations sal forth by B.Plates shall be located on both feces of truss,and pieced so their center TPINslCA 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./CompuTms Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2X9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"0C. 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x9 or equal at non-structural Truss designed for wind loads vertical members (tion). 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. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-06-12 0-03-12 T T T 12 6.00 M-1.5x3 3 0 11 -4111111111111111111111111111111 ,, 0 ti N maIO -��4 4 5 M-3x9 M-1.5x3 l b11 4-10-0s •<(- , D PR ppFss `t :9200P • JOB NAME : 60-B POLYGON - D4 /`r/ Scale; 0.6010 WO 40 CC. WARNINGS: GENERAL NOTES, unless otherwise noted J OREGON 40. 1.Builder and erection contractor should be advised o/all General Notes I.This design is based only upon the parameters shown and is for an individual OREGON N. , Truss: D4 and Warnings before construction commences. budding component.Applicability of design parameters and proper • ,Ia. 2.744 compression web bracing must be installed where shown a. Incorporation of component k the responsibility of the building designer. J� f" ., 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and boftom chords to be laterally braced at /�./ 1 nand a'hirespectively unless bracedthroughout length41!ti R R I t4LIs the responsibiIly of the erector.Additional permanent bracing ocontinuous sheathing such as plywood sheathing(TC)and/or dywall(BC). DATE: 2/9/2017 the overell structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown.. SEQ.: K2 6 3 6 9 7 6 4.No load should be applied to any component until after ad bracing and 4.Installation slims is the responerolgy of the respectfte contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used ins non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are tar dry oondltias ntis.. 5.CompuTrua has no control over and assumes no responsibility for the 8.Designeassumes full bearing at ad supports shown.Shim or wedge if EXPIRES: 1 2 f31 201 7 ry,, 1, .l /eJ 11 11 fabrication,Is furnished shipment antlhelinatian of components. 7.Design assumes adequate drainage is provided. February 10,20 7 8.This design is furnished subject to the limitations set forth by B.Plates shad be located on both laces of truss,and placed so their center , TPIMITCA in SCSI,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./CompuTrua Software 7.6.6(1L)-E 10,For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by , PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIP Wind: 190 mph, h=19.8ft, 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=1.6, Truss designed for wind loads LL = 25 POE 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. 12 Refer to CompuTrus gable end detail for 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —/ u1 r 0 N /— , Iiili1 o M-3x4 e b 1, 1- 1-00 4-00 c.N �NGiNEccR f0 4. 89200PE �� • JOB NAME : 60—B POLYGON — El .-404011,0007. �j� Scale: 0.8842 i1O�F - ' ...NV WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON `!;}.. 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 / N Truss: El and Warnings before conabuctioncommences. buutlngcomponent.Applicability ofdesign parameters and L++ ♦�Ys Incur t Icom Its the res Proper �` 2.2c9 compression web bracing must be installed ohms shown+ poraiono component responsibility of the building designer. <0 y A 2.Design assumes the top and bottom chords to be laterally braced at �./ 1�t t �en 3.Additional temporary bracing to insure stability during construction 2'o.c.and al la o.c.respectively unless braced throughout their length by /r.., + is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �KRR1�.'- DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.Ia Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 9 7 7 0.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, designtoads be applied to anyand are tor'dry condition"of use. TRANS ID: LINK pp lerBesug.Design assumes mil bearing at all supportsshown.Shim or wedge if EXPIRES: 12/3 /2017 5.CompuTrus has no control over and sesames no responsibility for the gnas X RES 2/3 20 t fabrication,handling,shipment and installation of components 7.Design assumes adequate drainage is provided. February 1 0,201 7 6.This design b furnished sublet to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate eke o/plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-99) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 333V 0/ 47H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 I,. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.215" MAX TC PANEL TL DEFL = 0.014" @ 2'- 5.4" Allowed = 0.322" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,ci in the plane of the truss only. I r 0 ti LI, f I M 1 - - -/ oi 2 4:>,-.< M-3x4 y y k 1-00 (PROVIDE FULL BEARING;Jts:2,4,314-00 $usc�NGNE q0/ 2'S' 89200PE v'' JOB NAME : 60-B POLYGON - E2 ,11 Scale: 0.8845 M( , WARNINGS: GENERAL NOTES, unless otherwise noted: f 1C"�C(�(�A1 /i.. 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 en Individual f �,[}�4�I-1G+.w v'V "L/ Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper '^" ',,<7 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is 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 laterallybraced al 14 1 .+.L is the responsibility of the erector.Additional permanent bracing of 2'D.C.and at 10 0.0.rsuch Maty unless braced throughout their length by t t V DATE: 2/9/2017 Iseeeerspstr"biureithere� rain ofcontinuous sheathing suchaeplywood aheetwherC)and/or drywall(BC). �ARIL- pone responsibility o building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2838978 4.No bed should beapplbtltoany component untilsoleranbracing and 6.Installation allationoftrusIsthherespo sibulity of ssdinanovorttivec environment, fasteners are complete and at no time should any beds greater than Design assumes are design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.ConrpuTrue has no ontmlocerendassumesnoresponsbnnyrorme 6.Design assumes ruli heeling at alt supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrbatlon,handling,shipmentcomponents. necesorry ueotlleelmiatio of 7.Design elcted on eoth face to trrusssd. February 10,2017 6.Thla design is famished subject to the limitations set forth by S.Plates shah be located on both feces of truss,and placed w their center TPI/'ICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. WO USA,Ino./CornpuTrus Software 7.8,8(1 L)-E 10.For bask conneGor plate design values see ESR-1311,ESR-1988 IMITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.9" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-9=(0) 0 8C: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-88) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -100/ 909V -18/ 79H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -99/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.9" 0/ 34V 0/ OH 5.50" 0.05 KDDI ( 625) 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL - -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.009" @ 1'- 0.8" Allowed = 0.119" f f MAX BC PANEL TL DEFL = 0.005" @ 1'- 9.1" Allowed = 0.205" MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed = 0.205" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 B.SO 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • ' in the plane of the truss only.a 0 0 c3 � I rJ o I 2�� ', M-3x9 Jr Jr Al' 1-06 3-11-15 PROVIDE FULL BEARING;Jts:2,3,4 I K p PR Oi 'S'& •$.�c, ..-`' cR /q _ ,c' 89200PE re JOB NAME : 60-B POLYGON - J1 4.11°<9;*----- ---- " -. �.. Scale: 0.7016 =� '"�'�� IV tr WARNINGS: GENERAL NOTES, unless otherwise noted: -yam ,OREGON 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 i) Truss: Jl and Warnings before construc _ AS on commences proper building component Applicability of design parameters and N '11' 2.2x4 compression web bracing must be'nstalmd where shown+ Incorporation of component Is the responsibility of the building designer. ! y 2.Q;\ t 3.Additional temporary bracing to insure stability during consirucimn 2 Design assumes the top and bottom chortle to be laterally braced at 1 1 ttt is the responsibility of the erector.Additional permanent bracing of 2'sc.and at 10 0.0.reapeUNety unless braced throughout their length by DATE: 2/9/2017 the overall,trudure Is the responsibility of the builtling designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2i Impact bridging or lateral bracing required where shown+a SEQ.: (<283897 9 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, fasteners are complete and at no time should any mads greater than 5.Design assumes hisses are to be used Inc noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry,ndmmnof use. �/ �jC 5.Com Tru,hes no control over and assumes no re 6.Design assumes mil bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112017 pu responsibility for the spry. .I /lr RES fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February IO,2O17 6.This design Is furnished subject to the Imitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPLM'TCA In SCSI,copies of WINS will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF d16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x9 KDDF p1&BTR SPACED 24.0" O.C. 2-3=(-91) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PIF 0'- 0.0" -81/ 418V -33/ 120H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.9" -47/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) 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 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" 8.00 F3 MAX TC PANEL LL DEFL = 0.029" @ 2'- 5.4" Allowed = 0.277" MAX TC PANEL TL DEFL = 0.028" @ 2'- 5.4" Allowed = 0.415" SEASONED LUMBER IN DRY SERVICE CONDITIONS '' MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I o Truss designed for wind loads o i in the plane of the truss only. r•-;r /- 0 1 o 4� 0 M-3x4 )' b )' 1-06 3-11-15 [PROVIDE FULL BEARING;Jts:2,4,31 <0 ANG N E*6- f© rCy 1" 89200PE c- . JOB NAME : 60-B POLYGON - J2 >- - C Scale: 0.7197 -'4.41101111111!4.°1;P. WARNINGS: GENERAL NOTES, unless otherwise noted, w OREGON kt 1.Builder and erection contractor Mould be advised of all General Notes 1.This design k based only upon the parameters shown and Is for en Individual A Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper '-'2.,.. 4,,�!l �Qi`� � 2.204 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building designer. 'I V 3.Additional temporary bracing to Insure stability during construction 2.Detlgn assumes 0.5.the too end bottom asechobraced to be laterally braced et 1 /S Is the responsibility of the erector.Atltlitweal permanentbracing of 2 b.c.and at es o.c.respectively unless throughout their length by �}^w•.[-�p YVt IO- DATE: 2/9/2017 the overall structure is the responsibility f the buildingdes! continuoussimpactrisging org sueh as aciplyng re shee c ess,r• tlrywall(BC). rl l-i ��. P ty o designer. 3.20 Impact bridging or lateral bracing required where Mown SEQ.: K2838980 4.No bed should be eppiled teeny compsnenr until after sU bnaslng and 44.. tellationofImsisthhresponsibility ydInanonthe metNc ntractonmant, fasteners ere complete and at no time should any loads greater than Design assumes eare to TRANS ID: LINK design loads be applied to any component. end are for"dry condition"Muse. 5.compulnshas^acontrol over endsasumeanoraeponmmnyforthe 8.Design assumes full bearing et all supports shone.Shim or wedge if EXPIRES: 12/3112017 fabrication,handling,shipment and Installation of components. 7.Design aesumee adequate drainage is provided. February 1 0,2017 8.This design Is furnished subject to the limitations Oct forth by 8.Plates Map be located on both feces of truss,and placed so their center • TPI/WTIA In SCSI,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./CompuTlus Software 7.6.8(1 L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MiTek) IL • This design prepared from computer input by e PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 16-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-124) 119 1-4=(-47) 51 2-9=(-152) 158 BC: 2x6 KDDF #16BTR 2-3=( -13) 6 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TI UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 175.0)+DL( 139.0)= 319.0 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -155/ 783V -46/ 91H 5.50" 1.25 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -173/ 729V 0/ OH 5.50" 1.17 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.026" @ 2'- 1.7" Allowed = 0.231" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.029" @ 2'- 1.7" Allowed = 0.396" f 4' '( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" miiimmi 8.00 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting M-1.5X3 3 system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rm (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. o i 0 0 r ,_ I� L 0 I a o I 1 g 0 M-5x10 M-3x8 ), > ), 3-08-04 0-03-12 y y 4-00 KCC 4261 \* �N��fi <a 1 .,p 89200PE �� • JOB NAME : 60-B POLYGON - JGIRD Scale: 0.5977 ,N 10 1:4- WARNINGS: GENERAL NOTES, unless otherwise noted' 'F'' OREGON `' 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 / OREGON V * 4Y/�f ksTruss: JGIRD and Warningsbefore construction commences. building component.Applicability ofdesl parameters Lr V Incorporation f t Is the responsibilityg�Paracme proper 2.2x4 compression web bracing must be Mstalktl where shown+, rporo ono component 1 the building dei goer /� � 3.Additional mporerybraangtolnwrestabilityduringconaWction 2 Design assumes the top and bottom chords to be laterally braced at �"k,./ a�� 74, 111 Is the responsibility of the erector.Adtlilienal permanent bracing of 2'o.c.and at 10'o.c.respeGHety unless braced throughout their length by l r i DATE: 2/9/2017 fhe overall structure Is the responsibility of buildingdeal continuous sheathing such as plywood required ing(TC)andlor drywall(BC). �I RIO- ponsi ty o designer. 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility f the res tive contractor. SEQ.: K2 8 3 8 9 81 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design bads be applied to an and are for Idly condition'.of use. TRANS ID: LINK gncrandassul. B.Deagnaaeemeennbearing atansupports shown.Shim orwedge:1 EXPIRES: 12/31/7017 5.camparrnanaan000mreloveranaaeapmeanoreepanaronnyrortne necessary. fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. a February 10,2017 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and aced so their center TPIANfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.DIgds Indicate size of plate In Inches. MiTek USA,Inc./CompaTtns Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131I,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-78) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -124/ 930V -18/ 79H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -73/ 96V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.6" -19/ 91V 0/ OH 1.50" 0.07 KDDF ( 625) 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 psf) uplift at 29 "cc 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 = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.059" 1-11-10 MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.171" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o co 1110=-.40 4111111 ti M-3x9 y Y y 1-06 1-11-15 'PROVIDE FULL BEARING;Jts:2,4,31 0 PR OF ss 89200PE • JOB NAME : 60-B POLYGON - SJ1 ,rC Scale: 0.7100 WARNINGS: GENERAL NOTES, unless otherwise noted. w D�E5.701V Ja 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an Individual v "V Truss: S Jl and Warnings before construction commences. building component.Applicability of design parameters and proper � 1} �h� �� 2.204 compression web bracing must be Installed where shown s. Incorporation olcomponent Is the responsibility of the building designer. '1 14 1J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at 1 erylifts Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 1 i hino.crsuch as pty unless braced throughout rheic length by Iq,f DATE: 2/9/2017 the overall structure Is the responsibility f the building designer. 2x Impact uoua sheathing such as ptywood aired here)ownand/ tlrywall(BC). ponai ty a B gnat. 3.za Impact bridpmg or lateral bracing required where shown t t SEQ.: 1<28 3 8 9 8 3 4.No road should be applied to any component until after all bracing and 5. allation of truss:xhe a eioonsiboleee of rove c envhtnment, batenera are compkte and at no time should any loads greater than Design assumes be TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. B.Compalras has no control over and assamoeno responsibility ,the 6.Design assumes full bearing at all supports shown.shim or wedge it EXPIRES: 12/31/2017 fabrication.handling, spryh q .l edlsmeectto teheiabnsfcompoheyla. 7,Design be oneoth fece lotrussea. February 10,2017 B.This design Is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,end placed so their venter TPWNJICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompuTrns Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MRek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I ( (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 111111.311111111111.331111 p may require bracing,or alternative Tor I _ IL11.111Awilp, AllilEIE �_ O3. Never exceed the design loading shown and never orO a stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building C-5 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ',d'from outside BOTTOM 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 and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 ,-.'" Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the • by AWC in the 2005/2012 NDS 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. 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. 4h=MIr reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN 1111111 1/07.---.1 g 18.Use ofteen or treated lumber may y pose unacceptable ►=� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, lIe 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate 1, Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 A RECEIVED FEB 0 6 2019 CITY OF TIGARD MiTek, BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: PL15-32 MAINOW Fax 916/676-1909 POLYGON 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: R53038504 thru R53038511 My license renewal date for the state of Oregon is June 30,2019. " c('��D PROFFs �NGI►VE9 d/0 87022PE -7 c‘'NAj OREGON ti� <tr� R ` � OS A. He?, Aor EXP RES: 06/30/ 119 February 2,2018 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 POLYGON R53038504 PL15-32_MAINOW F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:45 2018 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-7JKWUc8jRUSBhCPzH?h9PDAtAQOIgV WxzOAhVNzpBAe 1 1-0-0 X 1 1-2-0 HO-8-41 Scale=1:36.3 3x4 = 4x4= 3x4 = 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e as e -„;,-.• o o a •-. +``` ///` \ - /-\ ..... 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4= 4x5= 3x6 FP= 3x5 = 3x5= 3x5 = 3x4= 3x4 = 3x5= 3x5= 4x5= 3x4 = 1.5x3 SP= 3x5 13-6-0 12-4-0 1111 21-9-12 I 12-4-0 '0-7-010-7-01 8-3-12 Plate Offsets(X,Y)- 128:0-1-8,Edge1,129:0-1-8,Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.39 29-30 >670 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Inc: YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:110 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-4-4,36=795/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1463/0,34=1463/0,4-5=-2603/0,5-6=-2603/0,6-7=3427/0,7-8=3427/0, 8-9=-3932/0,9-10=3932/0,10-11=4130/0,11-12=-4130/0,12-13=3968/0, 13-14=3968/0,14-15=3968/0,15-16=3422/0,16-17=3422/0,17-19=-2605/0, 19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,32-34=0/3052,31-32=0/3717,30-31=0/4070,29-30=0/4084, 28-29=0/3968,27-28=0/3721,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=114/284,14-28=341/0,2-36=-1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=-406/0,8-31=0/301,12-29=454/159,22-24=1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=-620/0,17-27=0/523,15-27=-447/0, 15-28=0/585 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 ��),' ,D P R OF6-0 be attached to walls at their outer ends or restrained by other means. ��\ - I N E -� /02 Q 87022PE 1 v1- cv --ojC OREGON 4)O4v� or, M8ER � SA. H59' EXPIRES:06/30/2019 February 2,2018 1 -- ®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 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 F 4 ek° 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 POLYGON R53038505 PL15-32_MAINOW F02 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:46 2018 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-bVuvhy8MCoa21M_AgiCOxRiOSpmoZy34CfwF 1 qzpBAd 2-6-0 I 1-9-12 II 1-2-0 ii 1-5-0 1 Scale=1:25.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 • • 0 e o 0 o :INNN'N'' 1>1 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 I I 1.5x3 I I 3x4= 13-5-12 I 12-3-12 52-10-121 I 15-1-12 1 12-3-12 0-7-0 0-7-0 1-8-0 Plate Offsets(X,Y)— (6:0-1-8,Edael,17:0-1-8,Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.16 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.24 11-12 >743 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/fP12007 Matrix-R Weight:68 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=551/0-4-4,9=551/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1822/0,3-4=1822/0,4-5=-1793/0,5-6=-1793/0,6-7=-989/0 BOT CHORD 13-14=0/1147,12-13=0/2003,11-12=0/989,10-11=0/989,9-10=0/989 WEBS 6-11=265/0,7-10=0/294,2-14=-1238/0,2-13=0/728,6-12=0/929,7-9=1194/0 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. �ti��° P R Open :,..4,,,c c�G{NEER /�y 87022PE �, t' cv y SAT OREGON eE 4N 9O �c�BER �\ ÷ OS A. He?, EXPIRES: 06/30/2019 February 2,2018 4 g MINIM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with MiTek6/connectors.This design is based only upon parameters shown,and is for an individual building component,not g 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' AjT�.k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R 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,Alexandra,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R53038506 PL15-32_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:47 2018 Page 1 I D:ivpMQj6GkNOGM21 MwRLN MEzou9e-4iS HuH9_z5ivwW YMOQjd UeFDsDAOITkDRJfoa GzpBAc 1 2-3-0 1 1 1-2-0 110-5-4 I 2-6-0 Scale=1:20.3 1.5x3 II 3x4 = 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e 0 N:,...,.. -------------41-; is is e ' 12 11 10 9 40* 3x4= 1.5x3 II 3x4= 3x6= 3x4= 1 2-6-0 1 3-1-0 13-8-031918 11-11-12 I 2-6-0 0-7-0 0-7-00-1-8 8-2-4 Plate Offsets(X,Y)- 12:0-1-8,Edae1,110:0-1-8,Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.09 9-10- >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix-R Weight:54 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, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-916/0,3-4=-916/0,4-5=-1260/0,5-6=-1260/0 BOT CHORD 11-12=0/916,10-11=0/916,9-10=0/1126,8-9=0/867 WEBS 3-10=0/386,2-12=1000/0,6-8=-936/0,6-9=0/423,4-10=-530/0 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. P \co i,\ N Fi4 s4‘-':-/.. ��' v 87022PE CV 7 cC\- OREGON ti4 O./ 'AO 'M8 ER 11 4 O ' k HE# EXPIRES: 06/30/2019 February 2,2018 ®WARNING-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 1111 .. 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 \] is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �i(kR fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PN 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 POLYGON R53038507 PL15-32_MAINOW F04 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:48 2018 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-Yu0f6dAckPgmYg7Yy7Fs1 soEldbH1 zxNgzPL6izpBAb 2-0-12 1 3x4= 5 2 1.5x3 I I Scale=1:8.6 0 N 4 3 1.5x3 II 3x4= 2-3-12 I 2-3-12 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2O12/TPI2007 Matrix-P Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, BOT CHORD 2x4 DF 2400F 2.OE(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=385/Mechanical,3=252/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-380/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)517 lb down at 0-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=517(F) 0:0 P R OFFss �k.�\� ��GINEER 87022P CVy - ti' OREGON <t/ FMBER II ,-O OSA. 1-10"‘ EXPIRES: 06/30/2019 February 2,2018 MOMS WARNING-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 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 ANSIITPI1 Quality Criteria,DSB-89 and SCSI 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 POLYGON R53038508 PL15-32_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:49 2018 Page 1 ��2 0,.4_p ID:ivpMQj6GkNOGM2IMwRLNMEzou9e-04a1JzBEVjyd9gilWgm5Z3KaD1g4mHnWud8ve9zpBAa 66 1 1-0-0 I I91 1-2-0 ii is Scale=1:36.4 3x4= 3x4 I I 4x4= 3x5= 3x4 = 3x4= 4x4= 3x4 = 3x4 = 3x6 FP= 3x4 = 3x5= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e �;1/\ \,/•\ / \ /:.\ /:.\ / -\_ / \ / \ N N e e 36 35 34 33 32 31 30 29 28 27 26 25 Si 3x6= 4x6= 3x10 MT2OHS FP= 3x4 = 4x4= 3x5= 3x5 = 3x5= 3x5 = 3x6 = 3x6 = 3x6 = 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,Y)- 11:Edge,0-1-81,130:0-1-8,Edoe1,[31:0-1-8,Edgel LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.35 29 >731 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.56 29-30 >465 360 MT2OHS 165/146 BCLL 0.0 Rep Stress Ina- NO WB 0.60 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=924/0-5-8,24=714/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1810/0,3-4=-1810/0,4-5=-3229/0,5-6=-3229/0,6-7=-4312/0,7-8=4312/0, 8-9=-4426/0,9-10=-4426/0,10-11=-4426/0,11-12=4298/0,12-13=4298/0, 13-14=3923/0,14-15=3923/0,15-16=-3310/0,16-17=3310/0,17-19=-2460/0, 19-20=2460/0,20-21=1373/0,21-22=1373/0 BOT CHORD 35-36=0/963,34-35=0/2594,32-34=0/3804,31-32=0/4407,30-31=0/4426,29-30=0/4397, 28-29=0/4139,27-28=0/3645,26-27=0/2913,25-26=0/1945,24-25=0/739 WEBS 10-30=-302/24,2-36=-1313/0,2-35=0/1186,4-35=1098/0,4-34=0/889,6-34=-804/0, 6-32=0/711,7-32=396/0,8-31=264/144,22-24=-1007/0,22-25=0/888,20-25=801/0, 20-26=0/722,17-26=-635/0,17-27=0/556,15-27=-469/0,15-28=0/390,13-28=-315/0, 13-29=0/302,11-29=-314/0,11-30=46/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. �`�O P R OFF, 4)Required 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 G) r , s� be attached to walls at their outer ends or restrained by other means. �� N F o 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)112 lb down at 3-7-0,and 380 ��? ?y lb down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8- I-2 2 P E 1-- /6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 U) N Uniform Loads(plf) CC‘ Vert:24-36=5,1-23=50 -y 'cj, OREGON rP O� Concentrated Loads(Ib) )- 1/(,18 ER , Vert:4=92(B)7=360(B) On A ��P H EXPIRES: 06/30/2019 February 2,2018 ,„ 1.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �n 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 ANSIRPII 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 POLYGON R53038509 PL15-32_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:50 2018 Page 1 I D:ivpMQj6GkNOGM21MwRLNMEzou9e-UG8PXJBsG04UnzHx3YHK6HtmjRHIVtQg7HuSAbzpBAZ 2-0-12 1 3x4= 5 2 1.5x3 I I Scale=1:8.6 • 0 4 3 1.5x3 II 3x4 = 2-3 12 2-3-12 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) 0.00 4 ."` 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012TTP12007 Matrix-P Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, BOT CHORD 2x4 DF 2400F 2.OE(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=92/Mechanical,3=117/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)89 lb down at 1-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=-50 Concentrated Loads(Ib) Vert:5=-89(F) PROFFco. 5 yG I NEER s-21... 87022PE 87022PEcv 9<\Ati OREGON ti�Op C� MBER 1 OS A. H ERCP EXPIRES: 06/30/2019 February 2,2018 � I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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,notMN, 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 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!TP11 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 POLYGON R53038510 PL15-32_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:50 2018 Page 1 I D:ivpMQj6GkNOGM21MwRLNMEzou9e-UG8PXJBsGO4UnzHx3YHK6HtoRRHOVtyg7HuSAbzpBAZ 1-8-8 I 1.6-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.6 111 . 111 111 -PA1111111 • en. Mil k4A 5 k:41. 3x4 = 3x4 = I 3-5-8 I 3-5-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 - Lumber DOL 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-P Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=122/0-4-8,5=122/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 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. .,\- ,NJ 2v 87022PE r N 'y SAT OREGON ti� z� 9O -8ER .\V tO OS A. H-'3' EXPIRES: 06/30/2019 February 2,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-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 I- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall q 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 Componem 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 Oty Ply POLYGON R53038511 PL15-32_MAINOW F10 Floor Girder 1 1 Job Reference(_optional) Pacific Lumber&Truss Co., Beaverton,Oregon 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Feb 2 11:58:51 2018 Page 1 ID:ivpMQQj6GkNOGM2IMwRLNMEzou9e-yThnkfCU1 KCLP7s7dFoZeUQ_XgdjEJbpMxdOj1 zpBAY 1 1-0-0 1 0-M1 1-2-0 Ip-7-0l Scale=1:36.0 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 44141kAki ./ '\— i?''-'-104. • % "• ". ... .2"..."4111.". ....••• •••••�•#. • •••• •• *****fir= 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x5 = 3x5 =3x6 FP=3x5 = 3x5 = 3x5 = 4x4 = 3x5= 3x5= 3x5= 3x6 = I 21-9-12 21-9-12 Plate Offsets(X,Y)— 11:Edge,0-1-81,128:0-1-8,Edge1,129:0-1-8,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) 0.00 25 "" 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep-Stress Incr NO WB 0.07 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix-R Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0-0 oc bracing:28-29. REACTIONS. All bearings 21-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,29,28,34,32,31,30,24,24 except 35=255(LC 1), 25=278(LC 1),26=260(LC 1),27=412(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 16-27=-311/0 NOTES- 1)All plates are 3x4 MT20 unless otherwise indicated. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)202 lb down at 15-3-8,and 42 lb down at 18-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard QED P R OFE S 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 c5' Uniform Loads(plf) sCo ��yGl NEAR /� Vert:24-36=10,1-23=100 Concentrated Loads(Ib) cr 2S' Vert:20=-42(B)16=202(B) 87022PE r' CV 7 -- OREGON 25 AV MBER OS A. He?, EXPIRES: 06/30/2019 February 2,2018 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-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 MiTek: A'Tek: is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f !rr li 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 1-1 3/q y I Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths p y (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 ry Mr = Dimensions are in ft-in-sixteenths. iitv Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'11164 wide truss spacing,individual lateral braces themselves al may require bracing,or alternative Tor I ❑ bracing should be considered. O= O 3. Never exceed the design loading shown and never �—� U � U stack materials on inadequately braced trusses. n. p4. Provide copies of this truss design to the building C7-6 c6-7 C5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. p p y plates 0- /1/' 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 joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber 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 6 Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. 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. I 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. 41=10 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. IIIIIIIIII Min size shown is for crushing only. MU 1.-.7.—_-.118.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mill ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for M Bracing. , BCSI: Building Component Safety Information, ilek20.Design assumes manufacture in accordance with 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. 10/03/2015 RECEIVED FEB 0 6 2019 CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-32_UPPER Fax 916/676-1909 POLYGON 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: R46497338 thru R46497345 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ct�NC"NFF,c� `r/O 2 87022PE �< -7 'Ozs, OREGON c7c <t✓� -5)Co SMB E R ` �O S A. HER\� i EXPIRES:06/30/0 7 February 5,2016 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 4. Job Truss Truss Type Qty Ply POLYGON R46497338 4 PL15-32 UPPER F01 FLOOR 31 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:52 2016 Page 1 ID:5u_v3gE KOkyU3yKt6jOV EBzp9O5-BJxZSDAVY0102y9k_h3 V2ln2m u18VzQ I EzrvcWzo9U n 0.�0.� p-&011 1-2-0 1 �1 1-0-0 11 1-2-0 11 1-16 11 1-0.0 i 1 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4=- 3x4 3x4 I I 4x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 ee ,, o a -. -tea - a - o ® o ® ® s e s i N / \ /\ � � /\ /\e ...\:A. e e e l'L 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5 = 4x6= 4x4= 3x6= 4x5= 3x5= 15-4-14 19-0-12 14-2-14 1411,;-92-_0146-211,;-92-_0146-24211 125142 1b- a-71 21-9-12 I 14-2-14 2-9-0 Plate Offsets(X,Y1- I1:Edae,0-1-81,115:0-1-8,Edae1,117:0-1-8,Ednel.118:0-1-8,Edoel,120:0-1-8,Edgel,f25:0-1-8,Edge1,132:0-1-8,Edael LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-5-8,24=791/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1285/0,3-4=1285/0,4-5=2293/0,5-6=-2293/0,6-7=-3076/0,7-8=3076/0, 8-9=-3634/0,9-10=3634/0,10-11=3634/0,11-12=-3970/0,12-13=3970/0, 13-14=4053/0,1415-4053/0,15-16=3955/0,16-17=3955/0,17-18=-3518/0, 18-19=2939/0,19-20=2939/0,20-21=2027/0,21-22=-2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3518,28-29=0/3518,27-28=0/3518, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=-419/0,21-25=-591/0,2-39=-1027/0,2-38=0/903, 4-38=815/0,4-36=0/731,6-36=-643/0,6-35=0/559,8-35=-469/0,8-34=0/386, 11-34=300/0,17-30=0/706,15-30=402/124,20-27=0/1265,18-27=857/0, 22-24=1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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 � D PR OFF attached to walls at their outer ends or restrained by other means. S QED ��G4NEFR 5'c7 87022PE r- -N cv Ast fi- OREG•N ro <C/ '9e AMBER .\1 \- OS A. H - ' EXPIRES:06/30/2017 February 5,2016 t INENNI a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A19.7473 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 b 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualify Crlerfa,DSB-89 and BCSI Bulding Component Safety Infonnalion 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 POLYGON R46497339 PL15-32_UPPER F02 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:53 2016 Page 1 1113:5 -f\ JxfZB7JK9tg5kwYObkaWKGp181E1MRTdaT8yzo9Um I 1-3-0 I I 1-2-0 I I 2-5-14 I I 1-2-0 1 1 1-0-5 1 1 1-2-0 I I 1-5-13 I Scale=1:18.1 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 3x4= 8 e e e e ° : o ® o /e e o N0 O N \\"� e O e O o e eX e e — — 16 15 143x4= 13 12 3x4= 11 10 0 3x4 = 3x4= I 1-6-0 1 2-1-0 1 2-8-0 21918 5-4-13 1 5-11-13 1 6-6-13 6-18-p 7-10-3 1 8-5.,3 1 9-0-3 1 10-9-0 I 1-6-0 0-7-0 0-7-0 0-1-8 2-7-6 0-7-0 0-7-0 0-1- 1-1-13 0-7-0 0-7-0 1-8-13 Plate Offsets(X,Y1— 12:0-1-8,Edgel,14:0-1-8,Edge1,16:0-1-8,Edge1,17:0-1-8,Edgel,112:0-1-8,Edgel,114:0-1-8,Edcte1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 13-14 >947 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 • Vert(TL) -0.21 13-14 >601 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 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) 16=467/Mechanical,9=467/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-767/0,4-5=-1221/0,5-6=-1221/0,6-7=-770/0 BOT CHORD 15-16=0/767,14-15=0/767,13-14=0/1221,12-13=0/1221,11-12=0/770,10-11=0/770,9-10=0/770 WEBS 2-15=0/259,6-11=-264/0,2-16=-963/0,4-14=-514/0,6-12=0/641,7-9=917/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. <<-1° PROpp SS N.5 NGiNEF'Q /„ 2 87022PE 9r - SAT OREG•N 're)Owl 9O AMBER 1� �s A. H ERCP EXPIRES:06/30/2017 February 5,2016 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Mirekr•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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 223)4. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497340 • PL15-32_UPPER F03 - Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 ID:5u_v3gE KOkyU 3yKt6j OV EBzp9O5-7i2JtvCI4d Ikl FJ7566z7jsN 7iQ Uzuhbi H KOhOzo9U I 2-3-0 1-4-0 I I 1-2-0 I I 1-11-14 I I 1-2-0 j 10-7-10 ' Scale=1:27.6 3x4 = 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e ( a. o ej .°\I . V. / \ I \\ N ; otir e ee e 1-Ain 17 16 15 14 13 12 3x4= 3x6= 3x5= 3x5= 3x4= 15-4-14 I 10-10-0 I11-5-0 112-0-0 I 14-2-14 14-s-141 16-3-8 10-10-0 0-7-0 0-7-0 2-2-14 0-7-0 0-7-0 0.10-t 0 Plate Offsets(X,Y)- 16:0-1-8,Edge1,18:0-1-8,Edoel,19:0-1-8,Edoel.114:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.20 15-16 >956 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.32 15-16 >614 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(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) 18=593/0-4-8,11=593/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1907/0,3-4=1907/0,4-5=-2289/0,5-6=-2289/0,6-7=1934/0,7-8=-1934/0,8-9=764/0 BOT CHORD 17-18=0/1147,16-17=0/2266,15-16=0/1934,14-15=0/1934,13-14=0/764,12-13=0/764,11-12=0/764 WEBS 7-14=-346/0,8-13=-345/0,9-12=0/495,2-18=-1257/0,2-17=0/834,4-17=394/0,6-16=0/534,8-14=0/1308, 9-11=1296/0 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. <��ED PR0re �<G.. ACo NG i N SFR ip29 87022PE r" yN ,� SAT OREG N (y) 40 9On F'1'�BER '\'\ �O OS A. Heck EXPIRES:06/30/2017 February 5,2016 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ill., Design valid for use only with Mitek®connectors.This design S based onlyupon parameters shown,and u tor an individual building coponent.not a truss system.Before use,the building designer must verify the applicability of devgn parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi€'ek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Qualify Criteria,DSB-89 and BCSI Building Component 109 uite Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SSuites Heights,CA 95610 • Job Truss Truss Type thy Ply POLYGON R46497341 PL15-32_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:54 2016 Page 1 I D:5u_v3gEKOkyU3yKt6jOVE Bzp905-7i2JtvCl4d Ikl FJ7566z7j sP4iS9zxJ biH KOhOzo9U I I 2-6-0 I 1 2-0-12 II 1-2-0 11 1-5-12 I Scale=1:26.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 e _ o o et N o o N e 9 B e e _ 1 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 II 1.5x3 II 3x4= 13-8-12 I 12-6-12 13-1-121 I 15-5-8 12-6-12 0-7-0 0-7-0 1-8-12 Plate Offsets(XX)— f6:0-1-8,Edoel,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.17 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.27 11-12 >681 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:69 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) 14=562/0-4-8,9=562/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1878/0,3-4=1878/0,4-5=-1911/0,5-6=-1911/0,6-7=-1045/0 BOT CHORD 13-14=0/1175,12-13=0/2086,11-12=0/1045,10-11=0/1045,9-10=0/1045 WEBS 6-11=-262/0,7-10=0/300,2-14=-1268/0,2-13=0/759,6-12=0/977,7-9=-1246/0 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. ��Cg Co � AGN 4, ss , 2 87022PE 4-c- 9r / 7 �A), OREGON ti Qk// 9O F,yBER \1 �`s A. HEQ'�P EXPIRES:06/30/2017 February 5,2016 t A a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with M7eke connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal 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/TP11 Quality C°Deria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infoalton available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nn Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497342 ' PL15-32_UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:56 2016 Page 1 II D:5u_v3q EKOkyU3yKt6jOV EBzp905-35A41 aD?bFYRXZT V DX8RC8ylaV94Roeu9bp71Hzo9Uj 1 1-0-0 I O..7-1 11-2-0 I I 1-1-6 I 1-3-0 i I 1-2-0 I I 1-0-5 I I 1-2-0 I I 1-45 1 Scale=1:37.3 3x4= 3x4 11 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 ® a e NI' /1' OM 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x4= 3x6 = 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X,Y)- f1:Edge,0-1-81,f14:0-1-8,Edoel,f17:0-1-8,Edael,f19:0-1-8,Edge1,f20:0-1-8,Edgel,f25:0-1-8,Edoel,F29:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.33 29-30 >788 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.51 29-30 >504 360 BCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(TL) 0.06 22 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 36=593/0-5-8,22=593/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1119/0,3-4=-1119/0,4-5=-1959/0,5-6=-1959/0,6-7=2564/0,7-8=2564/0, 8-9=-2928/0,9-10=2928/0,10-11=3064/0,11-12=3064/0,12-13=2911/0, 13-14=2911/0,14-15=-2642/0,15-16=2642/0,16-17=2642/0,17-18=-2090/0, 18-19=2090/0,19-20=1076/0 BOT CHORD 35-36=0/608,34-35=0/1567,33-34=0/2290,32-33=0/2290,31-32=0/2774,30-31=0/3025, 29-30=0/3022,28-29=0/2911,27-28=0/2911,26-27=0/2090,25-26=0/2090,24-25=0/1076, 23-24=0/1076,22-23=0/1076 WEBS 17-26=-255/0,18-25=-488/0,19-24=-488/0,20-23=0/328,2-36=-829/0,2-35=0/715, 4-35=-628/0,4-34=0/549,6-34=-463/0,6-32=0/384,8-32=-294/0,12-29=-346/1, 17-27=0/734,14-27=477/0,19-25=0/1377,20-22=-1297/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 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. ��G�"0 P R()Fe. S ��\� tiNG)N�F•r /o'T'y 87022PE r Cl) �N -y �-0), OREGSN r)� �N 9O FMBER .\1 v..O �S A. HE?' EXPI RES:06/30/2017 February 5,2016 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and 5 for an individual building component,not 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and brocing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 1 • Job Truss Truss Type Qty Ply POLYGON R46497343 PL15-32_UPPER G1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7,530 s Jul 11 2014 MiTek Industries,Inc. Fri Feb 05 12:42:58 2016 Page I ID:5u_y3qEKOkyU3yKt6jOVEBzp905-?TlqiGFG7so9mtcuKyAyHZ1?0JIlyPIAdvIEq9zo9Uh 11-2-13 1 1 1-2-0 1 1 1-0-5 1 1 1-2-0 16:8:: 10-10-6 1 1 1-2-0 1 H&4� Scale=1:37.1 3x4= 3x5= 3x4= 5x5= 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4=3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 ®- a �, e e �-may s e e III/� NO2,\:. �\ /\ %\ %\ /\ /\ /+\ %\II2o e .c. e. o. o. 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x10 = 5x5= 4x6= 3x4= 3x5= 3x5= 3x5= 3x5= 3x6 FP= 3x6= 3x10=- 3x5 3x5= 3x5= I 21-9-12 21-9-12 1 Plate Offsets(X,V)- 12:0-1-8,Edge1,13:0-1-8,Edgel.15:0-1-8,Edge1,19:0-1-8,Edgel,125:0-2-0,Edgel,136:0-1-8,Edge1,139:0-1-8,Edgel LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.42 35 >609 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.66 35 >388 360 BCLL 0.0 Rep Stress Incr NO WB 011 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF 2400F 2.OE(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 26=686/0-5-8,42=832/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1517/0,3-4=-3106/0,4-5=-3106/0,5-6=-3931/0,6-7=-3931/0,7-8=-4071/0, 8-9=-4071/0,9-10=-4066/0,10-11=-4066/0,11-12=3911/0,12-13=-3911/0, 13-14=-3620/0,14-15=-3620/0,15-16=-3191/0,16-17=-3191/0,17-18=-3191/0, 18-19=2622/0,19-20=2622/0,20-21=1915/0,21-22=1915/0,22-23=-1069/0, 23-24=1069/0 BOT CHORD 41-42=0/1517,40-41=0/1517,39-40=0/1517,38-39=0/3106,37-38=0/3106,36-37=0/3979, 35-36=0/4071,34-35=0/4071,33-34=0/4004,32-33=0/3782,31-32=0/3422, 30-31=0/2923,29-30=0/2285,28-29=0/2285,27-28=0/1509,26-27=0/594 WEBS 2-41=0/498,3-40=-747/0,4-39=-751/0,5-38=-523/0,2-42=-1852/0,3-39=0/2152, 24-26=-888/0,24-27=0/773,22-27=-715/0,22-28=0/660,20-28=-602/0,5-37=0/1324, 6-37=-691/0,20-30=0/548,18-30=-489/0,18-31=0/435,15-31=-377/0,15-32=0/322, 13-32=263/0,9-34=256/124 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. Cps P R oF-- 3)Required 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. NG I N . /O C?N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)359 lb down at 6-2-8 on top chord. �' •R The design/selection of such connection device(s)is the responsibility of others. Q� 870 2P E ,57c" 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N CV Uniform Loads(Of) �' cc\ OREGON w Vert:26-42=5,1-25=50 T ti O Concentrated Loads(Ib) 'QOn<M$ R S A SER Vert:6=-339(B) EXPIRES:06/30/2017 February 5,2016 k t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based onlyupon parameters shown,and a 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 overallii building design. Bracing indicated is to prevent bucking 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 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 POLYGON R46497344 PL15-32_UPPER G2 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Feb 05 12:42:59 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-UfsCwcGuuAw0O1 B4ufi8gnaKdjF_eERKrZ1 nMczo9Ug I 1-60 I 1-4-8 1 1 1-2-0 1 1 2-5-14 1 1 t-2-0 I I 1-o-5 I I 1-2-0 1 1 1-5.13 I Scale=1:21.4 6x8= 5x6 I I 5x6 I I 4x6 I I 1 18 2 3 4 19 5 6 7 8 9 e e e e e o N 9 \9 e e a e ® ` e N e/ e e % a \e T e e s e 1‘ 16 155x5 I 14 135x6 I 1 12 11 o 6x8= 4x6 II 4x6 I I I 12-6-0 I 12-6-0 Plate Offsets(X,Y)— 14:0-3-0,Edciel,15:0-3-0,Edgel,f6:0-3-0,0-0-01,f7:0-3-0,Edgel,18:0-3-0,Edgel,(11:0-3-0,0-0-01,f13:0-3-0,Edael,115:0-3-0,Edae1,F16:0-3-0,Edael LOADING(psf) SPACING- 1-4-0 CSI. DE FL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.10 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 14-15 >986 360 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:87 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.18,Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1896/0-3-0,10=720/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=317/0,2-3=-3245/0,3-4=3245/0,4-19=-3245/0,5-19=-3245/0,5-6=-2888/0,6-7=2888/0,7-8=-1484/0 BOT CHORD 16-17=0/2791,15-16=0/3245,14-15=0/2888,13-14=0/2888,12-13=0/1484,11-12=0/1484,10-11=0/1484 WEBS 3-16=292/0,5-14=-267/0,6-13=-553/0,7-12=-609/0,8-11=0/376,2-17=-3204/0,2-16=0/853,5-15=270/537, 7-13=0/1818,8-10=-1707/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1159 lb down at 1-7-0,and 350 lb down at 0-7-4,and 231 lb down at 6-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard PR 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��`�D Opp Uniform Loads Vert:10-17=-7,1-9=-67 ,?\. 04 -,:i /Q2 Concentrated Loads(Ib) �w 870 2PE 9 Vert 2=1159(F)18=350(F)19=204(B) 7 �-0j, OR EGO r O40 9On FMBEF �'\ OS A. He?, aP EXPIRES:06/30/2017 February 5,2016 _ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-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 property incorporate this design into the overal building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Miiek' 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 QueRy 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 POLYGON R46497345 PL15-32_UPPER G4 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:59 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-UfsCwcGuuAw0O1 B4ufi8gnaCAjJmeJJKrZl nMczo9Ug 1-2-4 1 3x4= 5 2 1.5x3 I I Scale=1:8.8 0 � N } } 4 3 1.5x3 II 3x4= 1-5-4 I 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-4 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) 4=364/Mechanical,3=237/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-360/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)529 lb down at 0-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=-529(F) ,?,ED PROFe,, ��C ANGINSFR � 870 2PE y(1.`AOREGO ti <id On A. HER�P EXPIRES:06/30/2017 February 5,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeksS 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 property incorporate this design into the overafl 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 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/IPII Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury MIKDimensions are in ft-in-sixteenths. G? Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16" 4 wide truss spacing,individual lateral braces themselves i WEBS O may require bracing,or alternative Tor I _EM obracing should be considered. 3. Never exceed the design loading shown and never 1.1.440, Ai stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 c..7 I- designer,erection supervisor,property owner and plates 0 'n6' from outside BOTTOM 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 and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber 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-131 1,ESR-1352,ESR 1988 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 , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. 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. 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. 4.111.1110 reaction section indicates joint 11111116. number where bearings occur. 17.Install and load vertically unless indicated otherwise. .. Min size shown is for crushing only. 11111.1111 18.Use of green or treated lumber may pose unacceptable Per.i4 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. N BCSI: Building Component Safety Information, M iTek 20.Design assumes manufacture in accordance with 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. 10/03/2015