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Plans (300) _ ,3\G, R9-Noi -0).1 111-1 M iTe k� MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60-A REVISED ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2838936 thru K2838951 My license renewal date for the state of Oregon is December 31,2017. c‘ � PROFe 89200PE OREGON t. 1U <f) `i' 14,2-° p ' F�R1L1- EXPI `017�_ 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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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. 7-08 7-08 T T T 12 1104-4x4 12 19.00 7 3 7\14.00 AL II co o O M-6x6 =14-6x6 o l-6x6 1 .<,c 061 PRQF4, y y y ), ,Cj t:,0 '',,54 /� 1-01-08 15-04 1-01-08 w� - :9200PE, r' JOB NAME : 60-A POLYGON - Al /, Scale: 0.2980 1 WARNINGS: GENERAL NOTES, melees otherwise noted. S OREGON 40 1.Builder and erection contractor Mould be advised or al General Notes 1.This design is based only upon the parameters shown and is for an Individual lJ f1Cl.V , "[/ Truss: Al end Warnings before construction commences. binding component Applicability of design parameters and proper �q NO, 2 2a4 compression web bracing moat be Installed where shown e. A. Incorporation of component is the reaponelbllly of the building designer. '1/K `.7 1�i 2- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be leterely braced at G7 101' Is the responsibility of the erector.Addllonal permanent bracing of T continuous and at ea10'o c respectively as ply unless braced throughout their langur). '�9k7i fi l DATE: 2/9/2017 the overall awaure Is therensibON f the building des 2 Irapa ut sheathing such ab plywood ab ltdng(TC)and/or drywal(BO). apo y o g goer. 3.?K Impact bridging or lateral bradng required where Mown., SEQ.: K2838936 4.No load should be applied to any component until aper all bradng and 4.IInnatallatianoftrussisthheerebbebullaedithe in anespedNNecoctor.environment, fasteners are compete and at no time should any loads greater then gn assumes design bade be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us has no control ova and assumes no responsibility for the 8.Design assumes NI bearing at all supporta Mown.Shin or wedge It 1 1 IOEXPIRES: 12/31/2017 fabrkatlon,handling.shipment and installation of components. 7.Design assumes adequate drainage k provided. February ,2��7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and planed so their center TPIA"RCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-7377.ESR-1558(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-04-00 GIRDER SUPPORTING 29-06-04 FROM 0-00-00 TO 9-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.001 TC: 2x4 KDDF #168TR 15-04-00 GIRDER SUPPORTING 52-09-00 FROM 9-00-00 TO 15-04-00 1- 2=(-5442) 1210 1- 6=(-762) 3280 1- 2=(-5442) 1210 4- 8=( -884) 3898 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3956) 1014 6- 7=(-760) 3264 6- 2-( -420) 2064 4- 5=(-6590) 1502 WEBS: 2x4 KDDF STAND; 3- 4=(-3954) 1012 7- 8=(-848) 3952 2- 7=(-1262) 414 2x6 KDDF #2 A LOADING 4- 5=(-6590) 1502 8- 5=(-854) 3980 7- 3=(-1464) 5662 LL = 25 PIP Ground Snow (Pg) 7- 4=(-2412) 706 TC LATERAL SUPPORT <= 12"OC. SON. TC UNIF LL( '50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 4.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 344.0)+DL( 253.9)= 597.9 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BIRO AREA BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 9'- 0.0" TO 15'- 4.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. BC UNIF LL( 634.9)+DL( 931.9)= 1065.8 PLF 9'- 0.0" TO IS'- 4.0" V 0'- 0.0" -1268/ 5659V -237/ 2376 5.50" 9.05 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 9.0" -1718/ 7580V 0/ OH 5.50" 12.13 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs, BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.038" @ 11'- 2.9" Allowed = 0.721" MAX TL DEFL = -0.065" @ 11'- 2.9" Allowed = 0.961" . SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-08 7-08 f f f MAX HORIZ. LL DEFL = 0.010" @ 14'- 10.5" / 4-01-02 / 3-06-14 / 3-05-02 / 4-02-14 / MAX HORIZ. TL DEFL - 0.016" @ 14'- 10.5" 1 f 1 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 19.004 D 19.00 Wind: 140 mph, h=23.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, q � inuthess dplanethe eof d for wtruss only. M-4x12M-4x12 7 e ♦' © M-1.5x3 \M-1.5x3M-6x16 M-7x16 o AtN Y iii 1 I� O 11 leAIMEE0 1- 6 7 8 1, o M-3x8 7.-J4-10x10 M-4x10 1 0 y 4-01-02 y 3-06-14 y 3-06-14 y 4-01-02 y .` ss/ 15-04 i�'?: ''' "z 89200PE t-- JOB NAME : 60-A POLYGON - A2 "... --Z_.--. Scale: 0.2646 ,10111 WARNINGS: GENERAL NOTES, unless p olherwlse noted' 1119 CC" _J7 OREGON � .. Truss: A240 Binder and erection contndor should be advised of an General Nates 1.This design is based only upon the parameters shown and is bran Individual / t,_ and Warnings before construction commenwes. building componentApplicability of design parameters and proper ,� 'V� 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility or the building tleslgnar r/� y 14 y�p� -�.. 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chods to be laterally braced et fir( Is the responsibility of the erector.Additional permanent bracing of T continuous and a1 10 sheo.cathing respectively as ply unless braced throughout their length by .' ` R I L� DATE: 2/9/2017 the overall structure Ia the recont pacts ddgingior lateb plywood requsheatired where s and/or a drywaA(BC), ej71 responsibility of the building designer. 3.20 Impact bNdginp or lateral braGng required where shown++SEQ. : K2 8 3 8 9 3 7 4.Na bad 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 loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condlion-or use. 5.CempuTrashas nocontrol over and assumes noresponsibility for the 6.Design assumes Nnbearing ataesupports shown.Shim arwedge 11 EXPIRES: 12/31/2017 necessary. A� fabrication,handling,shipment andlnstalhtfun of components. 7.Design assumes adequate drainage is provided. February 10 201.I 7 8.This design la furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIPA/rCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.Forrbaslo connector inches. plate design values sae ESR-1371,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 52'— 9.0" kOND. 2: Des ion checked for net/-5 nsf) uplift at 29 "or soaring. 1 TC: 2x9 ROOF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #100TR SPACED 29.0" O.C. Design conforms to main n windforce—resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=29.7ft, TC DL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 92.0 PSF Truss designed for wind loads considered for this design. r LL = 25 PSF Ground Snow (Pg) n 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. ef Rx2 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. 26-06 T 26-03 T 10-10-09 15-07-07 15-07-07 10-07-09 12 IIM-9x9 12 5.00C7 as 4 5.00 M-3x5(5) 141144 .M-3x5(5) 00i, M-3x5(5)+ M-3x5+(S) M-3x5(5)+o { t o_ ML3x9 897 D, G qtr 1-00 52-09 JOB NAME: 60—A POLYGON — B1 Scale: 0.1628 ,A.�4e WARNINGS: GENERAL NOTES, unless otherwise noted: 1 Builder and erection contractor should be advised of all General Notes 1.This deelgn C based only upon the parameters shown end is for en Individual /0 4 1 4 2-.° 1� �'�:.. Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 1 L 2 2a4 compression Web bradng mull be installed where shown.. Incorporation of component Is the rcepanstbWlty of the building dealgnar. �,�j 3.Addalonal temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chorda to be laterally braced et .'.! P,RIO- 1 Is the responsibility et the erector.Add/seed permanent bracing of 2'e.e.and at 10'o.c.reapectNely unless braced throughout their length by f7 l•• DATE: 2/10/2017 the overall structure le the responsibility or the builds designer. continuousx Imp sheathing or later as brplyacing resheathing(TC)uirerel ssn,and/Or drywall(SC). ng g 3.2a Impact bntlging or lateral brecing required where shown.. S E 4.No bad should be applied to arty component unit aver all bracing and 4.Installation of truss is the responslbbty of the respective contractor. 4 K2 8 3 8 9 3 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment. EXPIRES:' 12/31/2017 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.ComWTrushas nocontrol over and assumes noresponsibility for the 6.DesgneeaumesNAbeeringetallwppe ashown.Sh:eorwedgell February 10,2017 necessary. fabrication,handling,shipment end Installation or components. 7.Patae el adequate drainage le provided. 6.This design is furnished subject to the limitations set forth by S.Plateses shagn bb e located on on both latae of trues,and placed w their center TPII`FCA in SCSI,copies of which MU be furnished upon request. linea coincide with faint center lines. 9.Digits indicate Nee of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate deelgn value.see E5R-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1767) 778 1-13=(-625) 1634 2-13=( -274) 375 9-18=(-123) 470 BC: 2x4 KDDF #1EBTR SPACED 24.0" O.C. 2- 3=(-1508) 630 13-14=(-281) 1272 13- 3=( -149) 405 18-10=(-373) 340 WEBS: 204 KDDF STAND 3- 4=( -817) 391 14-15=( -68) 821 3-14=( -608) 324 LOADING 4- 5=( -141) 199 15-16=(-343) 458 14- 4=) -132) 587 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 5- 6=( -113) 367 16-17=(-608) 455 4-15=( -967) 459 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -134) 902 17-18=(-138) 214 5-15=( -370) 412 TOTAL LOAD = 42.0 PSF 7- 8=) -237) 966 18-11=(-106) 381 15- 6=( -669) 1301 OVERHANGS: 0.0" 12.0" 8- 9=( -179) 737 6-16=(-1714) 629 LL = 25 PSF Ground Snow (Pg) 9-10=) -200) 108 16- 7=( -385) 418 M-3x4 where shown; Jts:1,4,8,11,13,18 10-11=( -477) 241 16- 8=( -303) 271 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 43 8-17=( -154) 141 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17- 9=( -663) 324 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -139/ 977V -233/ 228H 5.50" 1.56 KDDF ( 625) 29'- 6.2" -379/ 2347V 0/ OH 3.50" 3.75 KDDF ( 625) 36'- 7.0" -74/ 768V 0/ OH 3.50" 1.23 KDDF ( 625) 52'- 9.0" -106/ 544V 0/ OH 5.50" 0.87 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.077" @ 10'- 8.3" Allowed = 1.446" MAX TL DEFL = -0.125" @ 10'- 8.3" Allowed = 1.928" MAX LL DEFL = 0.013" @ 46'- 11.8" Allowed = 0.785" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.086" @ 33'- 2.7" Allowed = 0.468" MAX TC PANEL TL DEFL = 0.080" @ 33'- 2.7" Allowed = 0.702" MAX BC PANEL TL DEFL = -0.048" @ 48'- 10.0" Allowed = 0.517" SEASONED LUMBER IN DRY SERVICE CONDITIONS 26-03 26-06 5-06-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 MAX HORIZ. TL DEFL = 0.034" @ 29'- 6.2" 1' 4 T 1 T 1' T 4 4 4 4 12 12 Design conforms to main windforce-resisting 5.00 17 M-4x6 d 5.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 4+( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .-1.505v7, 7M-1.5x3 load duration factor=l.6, Truss designed for wind loads '� in the plane of the truss only. M-5x6(5) M-5x6(5) q + 0.25" 0.25" +t + `/D M-1.5x32 -1.5x3 INM u-) s + ,-1O O tn l 13 14 15 16 , 17 i 18 i 2 I0.25" M-4x8 0.25" 0.25" oI M-5x6(5) M-5x8(S) M-5x6(S) ��'p�GI E� ss/ J. J. J. y y J, J J. cam ` �N -9 �,-,, y 8-04-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 y y ;SI (��J try - .� . E r- 52-09 !PROVIDE FULL BEARING;Jts:1,16,17,11( 1-00 44c- 89200 JOB NAME : 60-A POLYGON - B2 411, fr Scale: 0.1124 WARNINGS: OENERALNOTES, unyapotherwleenoled' 7 OREGON �4/. 1.Builder and erection contractor should be advised of el General Notes 1.This design b based only upon the parameters shown and Is for an Individual Truss: B2 and Wamlngsbefore construction commences. building component.Applicability of design parameters and proper 20��Q"�' 2.244 compression web bracing must be metalled where shown*. Incorporation of component Is the responsibility of the building designer. 'i/'ti .}A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top cod bottom chords to be laterally bread et 'fid 1 W Is the responsibility of the erodor.Additional permanent bracing of 2'o.c.end at 10 o.c respectNely unless braced throughout their length by i 4 't=' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ''!!! y� y DATE: 2/9/2017 the overall structure is Me responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown s* e 2 SEQ.: K2 8 3 8 9 3 9 4.No load should be applied to any component until ager all bracing and 4.Installation of hum Is the responsibility of the respective contractor. fasteners are complete and al no dme should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing al all supports shown.Shim or wedge II EXPIRES: f)/ry 201 fabrication,handling,shipment end Installation of con gnus. L/J fC Aman components. 7.Pepgn eloted en othltone to truss,a. February 10,2017 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,end placed so!heir confer TPIMTCA In SCSI,copies of Mich will be famished upon request. linea coincide with joint center lines. B.Digits indicate pplate In inches. MiTek USA,Inc./Com uTrus Software 7.6.8(1E)•E 7I For basic coonectorplalodesign val ognool see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF fit&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -112) 73 14-16=(-155) 1167 14- 1=( -121) 69 21- 7=( -299) 102 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2- 3=(-1554) 631 16-17=(-155) 1167 14- 2=1-1341) 571 21- 8=( -443) 1442 WEBS: 2x4 KDDF STAND; 3- 4=(-1543) 627 18-19=1 -22) 65 16- 2=( 0) 210 8-22=(-1855) 873 2x6 KDDF #2 A LOADING 4- 5=(-1612) 741 19-20=1-227) 1083 2-17=( -388) 710 22- 9=( -188) 210 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -775) 495 20-21=( -56) 542 18-17=1 -148) 0 9-23=( -264) 163 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -51) 217 21-22=(-567) 503 17- 3=( -189) 138 23-10=( -666) 317 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -33) 261 22-23=(-501) 406 17-19=1 -409) 1685 10-24=( -107) 445 8- 9=( -136) 747 23-24=( -54) 173 17- 4=( -151) 424 24-11=( -383) 350 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -131) 628 24-12=(-148) 467 19- 4=1-1146) 513 10-11=1 -241) 137 19- 5=( -272) 798 M-3x4 where shown; Jts:5-6,9,12,22,24 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 -572) 293 5-20=( -718) 516 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1 0) 43 20- 6=( -377) 984 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-21=(-1129) 583 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. BEARING MAX VERT MAX OZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -156/ 1038V -297/ 189H 5.50" 0.70 KDDF (1485) 29'- 8.0" -332/ 2096V 0/ OH 3.50" 3.03 KDDF ( 625) 36'- 7.0" -100/ 860V 0/ OH 3.50" 1.38 KDDF ( 625) 52'I-- 9.0" -113/ 588V 0/ OH 5.50" 0.94 KDDF ( 625) Hen 2: Ensign char-ked for net i-5 psf) uplift at 24 "or spacing 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.095" @ 10'- 2.0" Allowed= 1.446" MAX TL DEFL = -0.151" @ 10'- 2.0" Allowed= 1.928" MAX LL DEFL = 0.015" @ 46'- 11.8" Allowed= 0.785" I MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.102" @ 33'- 1.9" Allowed= 0.468" MAX TC PANEL TL DEFL = 0.095" @ 33'- 1.9" Allowed= 0.702" 10-02 16-01 26-06 MAX BC PANEL TL DEFL = -0.061" @ 48'- 4.1" Allowed= 0.542" f f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS 4-06 4-04-0400-04,-07-13 5-04-05 5-04-05 3-01-08 6-11 5-05-09 5-02-01 5-09-14 'f 1 1' T 1' T 1' 'f '' T 1' T MAX HORIZ. LL DEFL = 0.050" @ 29'- 8.0" 12 12 MAX HORIZ. TL DEFL = 0.065" @ 29'- 8.0" 5.00 1111-4x4 45.00 40" Design conforms to main windEorce-resisting 7 •y,( system and components and cladding criteria. •\ M-4x4 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ..\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-Sx6(S) End vertical(s) are exposed to wind, M-5x10 Truss designed for wind loads 0.25' in the plane of the truss only. M-1.5x3 M-3x8 M-1.5x3 *' f * *1 Note: Legdown not checked for any lateral loads. o ./... 2....2.5M-5X6 M The design shall be reviewed and approved by Project Engineer or qualified building designer I A - / /\%.111........„............ .-3..5X3 for lateral load and latezal stability. oom f is A1116116.' - . 16 7 '_ .:_ 41 14 M-1.5x3 o 18 19 20 21 22 ¢3 1 24 12 1 M-5x8 0.25" M-4x8 C.25" I yy+•�� pp pp�•( M-3x6. o M-1.5x3 0 ��L PR Vfk,` M-1.5x4+ .( M-3x10 M-5x6(8) M-5x6(5) \ GIN •"/ yy y ,1 y y y y y y .1' <:;\ ,N '7',52 COY 0-0 48.080088 9084-091-02 8-06-06 7-08-06 3-0�4-00-08-11 7-01-09 9-00-07 l)' • Y lfn 89 2� 0 P E r 52-09 ippnvrnF Frtrr neuecur•.Tra•14,22 23,12 1 1-00 `l�• r.. JOB NAME: 60-A POLYGON - B2C so t Scale: 0.1094 , OREGON w )a, WARNINGS: GENERAL NOTES. unless otherwise noted OREGON 10 t* . 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 '<0 -AlA Y {A i° \ .. Truss: B2C and Warnings before conslrudbn commences. building component Appicablllty of design parameter.and proper tJ 1'^Y 2.204 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building tleelgnar. /,s+, 3.Additional temporary bracing to Insure stability during construction 2.2e s.assumes the top and bottom chords to be laterally braced at "/,�.`I"'l}"'3 l k 4� le the responsibility of the erector.AddlyHnal permanent bracing of T cc.and at 10 c.c.respectively unless braced throughout Meir length by f-�fl {_' continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). DATE: 2/10/2017 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ S E K2 8 3 8 9 4 0 4.No load should Be applied to any component until alter all bracing and 4.Installation or truss is the responsibility of the respective contractor. Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used lea nonoorroeheenvironeent, EXPIRES- 12!31/2037 design beds be applied to any component, and are for"dry condition.of use. TRANS ID: LINK 5.CompuTmshasnoconhuloverandaesumesnoresponsrollnyforthe 6.DestgnaryssumeaNllbeedngeteNsupports shown.Shim orwedge lf February 10,2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design A furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI(WICA M SCSI,copies of which wID be furnished upon request. Anes colndde with Joint center lines. S.Digits Indicate sloe of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.for bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -112) 73 14-16=( -694) 2408 14- 1=1 -121) 68 21- 7=( -980) 1959 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=1-4187) 1768 16-17=1 -694) 2408 14- 2=1-3091) 1323 21- 8=1-1037) 613 WEBS: 2x9 KDDF STAND; 3- 4=1-4165) 1759 18-19=1 -52) 131 16- 2=( 0) 208 8-22=( -246) 778 204 KDDF #IbBTR A; LOADING 4- 5=1-4442) 1963 19-20=1-1378) 3613 2-17=(-1145) 2466 22- 9=( -951) 433 2x4 KDDF STUD B; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3648) 1749 20-21=(-1075) 3103 18-17=( -151) 0 9-23=( -107) 569 2x6 KDDF #2 C DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2869) 1466 21-22=1 -987) 2896 17- 3=( -146) 119 23-10=( -570) 279 1 TOTAL LOAD = 42.0 PIP 7- 8=(-2851) 1485 22-23=(-1295) 3561 17-19=1-1635) 4381 10-24=1 -55) 359 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=1-3245) 1525 23-24=1-1492) 4008 17- 4=1 -209) 582 24-11=( -193) 276 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=1-3937) 1702 24-12=1-1696) 4282 19- 4=1-2423) 1062 10-11=1-4536) 1820 19- 5=( -236) 716 OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-4773) 1923 5-20=1 -685) 502 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1 0) 43 20- 6=) -359) 946 M-3x4 where shown; Jts:5-6,8-9,22,29 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 6-21=(-1092) 568 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -330/ 2196V -297/ 189H 5.50" 1.48 (ODE (1485) MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 52'- 9.0" -370/ 2341V 0/ OH 5.50" 3.75 KDDF ( 625) BOND 2.i Design chackad for nef(-5 ysf) uplift at 24 'or spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.437" @ 29'- 8.0" Allowed= 2.592" MAX TL DEFL = -0.658" @ 29'- 8.0" Allowed= 3.456" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed= 0.100" MAX TL DEFL= 0.003" @ 53'- 9.0" Allowed= 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.164" @ 52'- 3.5" MAX HORIZ. TL DEFL = 0.267" @ 52'- 3.5" 10-02 16-01 26-06 Design conforms to main windforce-resisting 9-06 1-ny0'I 04 5-09-05 5-09-05 3-01-08 6-11 5-05-09 5-02-01 5-09-19 system and components and cladding criteria. T 4 1 k 1 1 1 1 T 1 T Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-09-09 5-07-13 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 M-4x6 "'5.00 load duration factor=l.6, End vertical(s) are exposed to wind, 4.,,0" Truss designed forwind loads 7 in the plane of the truss only. 3,0" Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by M-5x6(5) Project Engineer or qualified building designer for lateral load and lateral stability. M5x3 'M-1.5x3 M-4x12 M-1.5x3 +f +o ,� ///i"... .'"2'5"`M-1.5x3 b,,H\ o C 0 ro, ,_, c t 15 ��1 ..,.,�, \Adihra , 0 16 14 M-1.5x3 •• 18 19 20 21 22 23 24 2 tea' M-4x6 I M-7x10 0.25" M-9x8 0.25" M-3x10 od _p M-1.5x4+ M-7x12 M-1.5x3 M-5x8(S) M-5x6(S) o �) r Ra�r�� OI'l l l l 1 ) L b l l �Gj �yG4NE�R /� y9-00-08 4-09-0915,-02 8-06-06 7-08-06 3-05 6-11 7-01-09 9-00-07 ,(� y 8-08-08 99-00-08 1-00 4' 89 200 P E �<' y ; _ 52-09 1-00 JOB NAME : 60-A POLYGON - B3C In CC" Scale' 0.1077 OREGON etc, WARNINGS: GENERAL NOTES, unless olherolse noted Truss B3C 1.Builder and erection contraderMould beadvised ofall General Notes 1.This design Isbased ontyupon the peremetersshown end Isfor enIndividual a "�1' i4 ZQ� 4and wamlnge before construction commences building component Applicability or design parameters and proper 2.294 compression web bracing must be Installed where shown+. Incorporation of component Is the reeponiebitty of the building designer. /�, 3.Additional temporary bracing b Insure shbllity during construction 2.Design assumes the by end bottom chords to be laterally braced at •.F`9eR R 11-\- 7 Y I.the responsibility of the endo,.Additional permanent bracing of T o.c.and ale o.c.reach c pry unless braced throughout their length by ( (� L+ DATE: 2/10/2017 the overall structure lathe responsibility of the building designer. continuous sheathing such as plywood required ng(TC)and/or drywan(BC). T 3.29 Impact bridging or lateral bracing where shown++ SEQ.: K2 8 3 8 9 91 4.No bad should be applied to any component until after all bracing end 4.Installation of trues Is the ree u ty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design be wed assumes trusses are to be ed In a non-corrosive environment, and are for"dry condition"of use. EXPIRES: v CnP C R L7. 12/31/2017 TRANS I D: LINK design loads ba ade applied to any component. T 5.CompuTnre has no control over and assumes no respons1Wlny for the 5.Design assumes full beating al all supporta shown.Shim or wedge If February 10,2017 nece fabrication,handling,shipment end installation of components. ssary. S.Tha design is bmished subject to the limitations set forth by7.Plies assumes adequate botdrah facees h provided. r S.Pica c ncbe located Deleon laces of(ruse,and placed so their center TPNMCA in SCSI,copies of which will be furnished upon,agues. lines coincide with Joint center lines. 9.Digits indicate adze of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ES17-1311,ESR-7985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4609) 1970 1-13=(-1698) 4099 2-13=1 -91) 298 9-18=1 -67) 366 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-9929) 1855 13-14=(-1429) 3911 13- 3=( -92) 317 18-10=(-186) 267 WEBS: 2x9 ROOF STAND 3- 4=(-3879) 1678 14-15=(-1211) 3509 3-14=(-513) 284 LOADING 4- 5=(-3207) 1992 15-16=( -752) 2593 19- 4=(-105) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3180) 1621 16-17=(-1246) 3539 4-15=(-908) 933 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-3188) 1636 17-18=(-1499) 3981 5-15=1-369) 412 TOTAL LOAD = 92.0 PSF 7- 8=(-3214) 1479 18-11=1-1646) 4269 15- 6=1-653) 1263 OVERHANGS: 0.0" 12.0" 8- 9=(-3912) 1665 6-16=(-662) 1286 LL = 25 PSF Ground Snow (Pg) 9-10=(-4535) 1824 16- 7=(-369) 412 10-11=(-4759) 1924 16- 8=(-938) 430 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 43 8-17=(-107) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17- 9=(-564) 285 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -329/ 2215V -233/ 228H 5.50" 3.54 KDDF ( 625) 52'- 9.0" -371/ 2332V 0/ OH 5.50" 3.73 KDDF ( 625) 0OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.919" @ 29'- 6.9" Allowed = 2.592" MAX TL DEFL = -0.636" @ 29'- 6.9" Allowed = 3.456" MAX LL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 53'- 9.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.199" @ 52'- 3.5" MAX HORIZ. TL DEFL = 0.245" @ 52'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 26-03 26-06 ,f Wind: 140 mph, h=29.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-06-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' 1' f f . f I ' f , load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 • M-4x6 ''':15.00 4.0" 6 4`,I. M-1.5x3 `%mk M-1.5x3 5 `i.0" 7 M-5x6(5) M-3x4 M-3x4 M-5x6(5) 4 0.25" + + 0.25" +1 +1 M-1.5x3 + + M-1.5x3 4 /NN a, ,z/r* 0 o N 1 13 14'� 15 16'f' 17'r 18 _•`2rJ (1(1 PR") oI M-4x8 M-3x4 0.25" M-4x8 0.25" 0.25" M-3x4 M-3x10 i ` pts o M-5x6(5 )M-5x8(S) M-5x8(S) r IN ' S/ • 8-04-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 y y l :9200PE r* 52-09 1-00 JOB NAME : 60-A POLYGON - B4 Scale: 0.1238 .: WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /a. 1.Balder and erection contractor should be advised or el General Notes 1.This design Is based only upon the parameters shown and Is for en individual /�� ,,,y A. Truss: S4 and Warnings before construction commences. building component.Applicability of design parameters end proper +r/ I11 (A t '.` 2.2x4 compression web bredng must be Installed where shown*. Incerporetlon of component Is the responsibility of the building designer. 1 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et "ISV{0. is the responsibility I the erector.Additional permanent bracing of T o.e and at 17 o.c.reepeciNaly unless braced throughout their length by �:. t_ `SrJ • M o continuous sheathing such as pywood sheathing(IC)and/or dryweA(BC). L DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where Mown* SEQ. : K2 8 3 8 9 4 2 4.No load should be applied to any component until after all bracing end 5.4.Designion of truss N thhe e are to sibe uity of syd Inhe a non-corrosiveive contractor.nmant, fasteners are complete and at no time should any bads greater thenend gn for assumese condition"of tob. �i TRANS ID: LINK dewgnbadsbeapplied ioany component. S.Design assumes full bearing at all supports sheen.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the wry, 1,, EXPIRES: I/IJ fLll l! fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage 6 provided. Fe I., 10,2017 8.This design is famished subject to the limitations set forth by 8.Plates shag be located on both feces of truss,and placed so their center TPIANTCA in BC51.copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size o/plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.For beak connector plate design values see ESR-1311,E5R-1g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 53'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-19=(-1658) 9291 3-14=(-185) 266 19-11=(-185) 266 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4783) 1933 19-15=(-1427) 4004 19- 4=( -66) 365 WEBS: 2x4 KDDF STAND 3- 4=(-4560) 1833 15-16=(-1223) 3562 4-15=(-564) 285 LOADING 9- 5=(-3938) 1675 16-17=( -751) 2567 15- 5=(-106) 557 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3240) 1989 17-18=(-1244) 3562 5-16=(-938) 930 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3214) 1639 18-19=(-1448) 9004 6-16=(-369) 912 TOTAL LOAD = 92.0 PSF 7- 8=(-3214) 1639 19-12=(-1645) 4291 16- 7=(-662) 1286 OVERHANGS: 12.0" 12.0" 8- 9=(-3240) 1489 7-17=(-662) 1286 LL = 25 PSF Ground Snow (Pg) 9-10=(-3938) 1675 17- 8=(-369) 912 10-11=(-4560) 1833 17- 9=(-938) 930 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-4783) 1933 9-18=(-106) 558 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 43 1B-10=(-564) 285 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 10-19=( -66) 365 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -371/ 2340V -236/ 236H 5.50" 3.74 KDDF ( 625) 53'- 0.0" -371/ 2390V 0/ OH 5.50" 3.74 KDDF ( 625) 2OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.427" @ 29'- 9.9" Allowed = 2.609" MAX TL DEFL = -0.655" @ 23'- 2.1" Allowed = 3.972" MAX LL DEFL = 0.003" @ 54'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.003" @ 54'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.150" @ 52'- 6.5" MAX HORIZ. TL DEFL = 0.251" @ 52'- 6.5" 26-06 ' 26-06 Design conforms to main windforce-resisting T1' system and components and cladding criteria. 5-09-14 5-02-01 5-05-09 6-09-04 3-03-043-03-04 6-09-04 5-05-09 5-02-01 5-09-14 'I' ' 1 4' 'l' 4' 4' 1' 4' 4 I` Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 D M-4x6 ." duration factor=1.6, d 5.00 Truss designed for wind loads I 4.0" in the plane of the truss only. 7 'I''f M-1.5x3 I'� M-1.5x3 6 e.0" M-5x6(5) M-3x4 M-3x4 M-5x6(5) s 0.25" + + // 1.5X31.5x3 0.25" 55x34N\ IONN ./*2 14 15 � 16 17', 18'r19 \3 CANO PR°PFs oM-3x10 M-3x4 0.25" M-9x8 0.25" 0.25" M-3x4 M-3x10 o ff M-5x8(5) M-5x8(5) M-5x8(S) V`40'IN S<© l l y y y y b i \ 8-07-13 7-06-03 7-00-12 6-06-08 7-00-12 7-06-03 8-07-13 .� l l i ) �" 89200PE r- 1-00 53-00 1-00 JOB NAME : 60-A POLYGON - B5 Scale: 0.1199 i (� Cr.ARNINGS: GENERAL NOTES, unless otherwise noted: W A�{ /A• 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual �j A-OR�GO1"1 . .'V(/ Truss: B5 and Warnings before construction commences. building component Appilobility of design parameters and proper L` ✓f. 2.204 compression web bracing must be installed where shown c. incorporation of component Is the rasponsibllAy of the building designer. //'q y` {4 2 O� �4 3.Additional temporary bracing to Insure stability during ceneWdion 2.Design assumes the top end bottom chords to be laterally braced et (r( I 4 by Is the responsibility of Me erector.Additional permanent bracing of 2'o Inc.and at 1 P hin.respectively as ply woplywood s braced)IC)and/or rely length). 4' 7 R 10- DATE: 2/9/2017 the overall structure Is the responalbgty of the building designer. continuous sheathing or lateb,oing requirede ething(re s ane/or dr/weA(BC). Y 3.In loped bridging or lateral ponalb where shovel t a SEQ. : K2 8 3 8 9 4 3 4.Na bed should be applied to any component until after all bradng and 4.Installation of truss Is the reeponsibHity of the IeepeaNe contractor. fasteners are complete end at no time should any keds greater than 5.Design assumes busses are to be teed inc non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition of use. C�+ 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumed NO bearing at all supports shown.Shim or wedge if EXPIRES: 1213 /2017 fabrication,handling,shipment and installation of components. 7.Design necess.wmes adequate drainage is provided. February 10,2l1�Y01�1((711.CU L I-Lel ! 8.This design is furnished subject to the limitations set forth by 8.Plates shell be heated on both faces of truss,end placed so their center TP WJiCA In SCSI,copes of which will be fumiehed upon request. lines coincide with joint center lines. 9.Digits Indkete size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by I- Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 53'- 0.0" IONS. 2: nasi on rherked for net(-5 nsfl 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 system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=29.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 92.0 PSF load duration factor=n.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on ontinuous 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. 26-06 26-06 T T T 10-10-09 15-07-07 15-07-07 10-10-09 12 SIM-4x4 12 5.00Q 5.00 AL M-3x5(5) M-3x5(5) ,'�ism �FcC_ . v , o- 1 o M-3x5(S)+ x ( ) x M-3x4 � '- 892OcqpE r. 1-00 53-00 y —00 • JOB NAME : 60—A POLYGON — B6 Scale: 0.1611 � OREGON to WARNINGS: GENERAL NOTES, unless otherwise noted' , + 4, , , 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based enty upon the parameters shown and b for an individual <'.)Truss: B6 and Warnings before construction commences. building component Applicability of design parameters and proper V14 V., 2.2x4 compression web bracing must be Retailed where shown+. Incorporetlan of component Is the responsibility of the building designer. /r r A�3{ Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et 3.Add ��11 Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 1-5 1 Lam. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/10/2017 the overall structure Is the responsibility of the building designer. 3.ZR impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 9 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are compete and at no time should any Rads greater than 5.Design assumes busses are to be used In a non-conoslva environment EXPIRES:R ., 1�,ry 1 �ryO TRANS ID: LINK design hada be applied to any component. and are for"dry condition"of use. LIYI�. il 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full beatlngatall supportashown.Shim orwedpelf February 10,2017 necessary. fabdotion,handling,shipment and Installation of component. 7.Design assumes Radequate drainage Io rustsco 8.This design is furnished subject to the limitations set forth by S.Plates shop be Rested on both latae of truss,and placed as their center TP W✓TCA In BCSI,copies of which nil be furnished upon request. Ilnea colndde v.th joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA Inc./CampuTrus Software 7.6.8(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-7965(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 EDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting i, 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 POE Wind: 140 mph, h=19.eft, TCDL=4.2,BC DL-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=1.6, Truss designed fox 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. 12 Refer to CompuTrus gable end detail for 4.00 ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 -I N r 0 Ln S- cr M-3x4 4 J' y y 1-00 4-00 ppnr - 89200PE fir' JOB NAME : 60-A POLYGON - Cl Scale: 0.8842 ammo. WARNINGS: GENERAL NOTES, unless otherwise noted. 10 Cr OREGON ' I.Budder and erection contractor should be advised or an General Nates 1.This design la based only upon the parameters shown and is for an Individual ,/ A OREGON 1 V e� Truss: Cl and Waminga before construction commences. building component.Applicability of design parameters end proper M 2.204 compression web bradng must be Installed where shown.. incorporation or amponent b me reaponalbpny or the building designer. �,h }+' .�4 r�Q � 3.Additional temporary bracmg to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a1 V �r Is the responsiblety of the erector.Additional permanent brecing of 2'on end et I I o c.rsuch as ply unlace braced throughout their length W /t.,7tw,� '�� DATE: 2/9/2017 the overall structure lame responsibgn or the building designer. 25 colada sheathing such l b adng re uiredsheathe e shown and/or arywall(BC) f(4 Y g 4.In Impact bodging lr thterei preeng ry ofthe where e co t a SEQ.: K2838945 4.Naload mes areltlbe mhteapplied tat any component only after all eeterth end 4. esidntlanoftrs tristhe responsibilitytboftheoapedosi contractor. fasteners are amplete and a no time should any loads greater than 5.Design assumes susses are to be used m a non-corrosive environment, designloads be applied to an ponen end ere far" condition"of use. TRANS ID: LINKany s.DeNgn.awmeeMIbeanngat.nwpportsshown.sntmerwedge It EXPIRES 12/31/2617 5.ComWTrus hes no control over and assumes no reaponelblllly for the essary. fabrication,handling,shipment and installatonofcomponenta. 7.Deugnassumesadequatedrainageisprovided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPINJFCA in SCSI,copies of which win be furnished upon request. Ines coincide vlth joint center lines. Wick USA,InEiCom uTrus EoHware 7.6.8 1 L E 9.Digits indicate aloe of plate In Inches. F ( 10.For bask connector plate design values see ESR-1317,ESR-1888(Web This design prepared from computer input by III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-54) 36 .E WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -60/ 325V -15/ 48H 5.50" 0.52 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 1 f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3''- 8.2" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, 4 .! End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. ti 111111:1111m 2�SO S. M-3x9 M-1.5x3 3-08-04 0-03-12 1 1 1 1-00 4-00 ` Q,c,O P R axeSS 4 :92200PE r' JOB NAME : 60-A POLYGON - C2sale, 0.6384 10 . WARNINGS: GENERAL NOTES, unless otherwise noted: le i OREGON 1.Builder and erection contractor should be advised of ail General Notes I.This design is based onN upon the parameters shown and is for an individual �" 4lfZ G17�,.JNV w_ Truss: C2 and Warnings before construction commences building component Applicability of design parameters and proper QN 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building tlenlgner. / 17 {v{ Z 3 Additional temporary bracing to Insure stabllly during construction 2.Design assumes the lap and bottom chords to be IeteralN braced at /♦/� !"Y })+. Is the responsibilay of the erector.Additional permanent bracing of 2'continuous and ate hin rsuch as ply unless braced throughout their length by DATE: 2/9/2017 the overall structure is the responsibility f the build) designer. 2a Impact shging or such as plywood re meed where shown and/or drywall(BC). apon NY o ng g 3.2x Impact bdtlging or Wterel bracing required where shown++ SEQ. : K2838946 4.No load should be applied to any component until after all bracing and 4.ogle.a�mnlssiCxsespoebRtyameerespeufhaconItraoorned, fasteners are complete and at no time should any Naas greater than g se. TRANS ID: LINK design bads be applied to any component. 8 and for"dry NN bearingat al supports shown.Shim or wedge yT] p 5.CompuTrus has no control over and assumes no reeponsiblitO for the Design g a ppo g EXPIRES: V f]!l7 CLs•_ 12/3112017 z11ry 1/ f11'7 fabrication,handling,shipment and installation of components 7.Designassumes adequate drainage isprovided . February 100,2/50117RC1J G/JL ll l/ B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINITCA in SCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA Ina/CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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 /CODE #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=20ft, TCDL=4.2,BC DL=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 POP load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. 4.00 L7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 -/ ti ti I uO f ti m 1 _� """ """" """"""i 4 M-3x9 b l y 1-00 5-00 4,00 O PR apt ss � ' 89200PE ter' JOB NAME : 60-A POLYGON - D1 ��.yji�Jy -C--- Scale: 0.8051 4111. ✓ [}"' WARNINGS: GENERAL NOTES, unieas otherwise noted 7 OREGON i'^. i Builder and erection contractor should be advised of ail General Notes 1.This design la based only upon the parameters shown and le for an Individual -"�7 fl C. 1J I`a f,� Truss: D1 and Wamings before construction commences. building component.Applicability of design parameters and proper A ` 2.204 compression web bracing mud be Installed where shown.. Incorporation of component is the responsibility of the building designer. ✓,,Iy 4). 14 t).,R --a. 3.Addtibnal temporary bracing to Insure stability during construction 2.Design eawmea the top and botiam chords is be leterelty brecod at �l 4 \\ by Is IM responsibility of the erector.Additional permanent bracing of 2'oSn end at 10 o c.rsuch as ply unless braced throughout they length). RIO continuous ddgingior later l b plywood ldnere s and/or drywall(BC). r` ,lll DATE: 2/9/2017 the overall structure Is the responsibility of the bonding designer. 3.2o Impact bdaebg or lateral bracing required wears mown. SEQ. : K2 8 3 8 9 4 7 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads 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 for"dry condition"sl use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes foil bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. we assumes 7.Oates ahoy me laded oneoth fans to trussed. February 10,2017 8.This design h furnished wbNd to the limitations eel forth by B.Plates shag be located on both feces of Imes,and placed w Meir center TFbWICA In SCSI,copies of whkh will be furnished upon request. lines coincide with Joint center tees. MiTek USA,Inc./Com uTrus Software 7.6. 1L E 8.Digits Indicate sin of plate In Inches. Inc./CompuTrus 8( I I.For beak connector plate design values see ESR-1317,ESR-1888(MINA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-31) 34 3-5=(-152) 122 BC: 2x4 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-66) 47 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 358V -19/ 60H 5.50" 0.57 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -23/ 201V OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ar 1111 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design Checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.031" @ 2'- B.9" Allowed = 0.262" 4-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.032" @ 2'- 6.6" Allowed = 0.393" ,r 1 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 9.00 D MAX HORIZ. TL 0D/EFL = 0.000" @ 9'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -� load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads ,� in the plane of the truss only. N r-I r 2�� 5 cs M-3x9 M-1.5x3 l l 4-08-04 0-03-12 k k i 1-00 5-00 . k- 0 PROpk, c1' G4NE�� /Q,0. 4 89200PE v JOB NAME : 60-A POLYGON - D2 / . Scale: 0.6183 �. WARNINGS: GENERAL NOTES, unless otherwise noted -7• OREGON /y"... 1.Builder and erection contractor Mould be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Indlddual 1 1l 1.71.11`VA "'V Truss: D2 and Warnings before construction commences building component Applicability of design parameters and proper \* 2.254compresalonwebbracingmoatbeInnalbdwhereshown.. Incorporation of component is the responsibility of me budding designer. Le ) 4)." . 4.. 2-Q 3.Additional bracing to Insure stability during construction 2.Design sesames the top end bottom chords to be lateraliy braced et Z o.isahinchayodi )doddt)Bby is the responsibility of the erector.Additional permanent bradrq m w.M/ R ` .ntnuoushat etg suspwosamg(TGr rywC) DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2r Impact hedging or lateral bracing required where shown v 0 SEQ.: K2 8 3 8 9 4 8 4.No load should be applied to any component until after at bracing and 5.4.Installation of truss is thhe ar e siboited in a non-corrosive c nnacter.environment, fasteners are complete and al no Urns should am bads greater thenDesign assumes design beck be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S.CompuT us has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. snary. T.Platesshallbeeloctedoneofacelaprusis, February 10,2017 8.This design is furnished subject to the limitations sal bah by 8.Plates shall be boated on both faces of truss,and placed so their center TP WJTCA In BCSI,copies etwhich will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CornpuTrus 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 I,, PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #110TR SPACED 29.0" 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.eft, TCDL=4.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (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 DON. 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 9.00 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —/ N 0 I ,-I u) f cm cm 0 M-3x4 4 1 )' y 1-00 4-00 .4Aco- , PR(}EPSs �u� �c �� f49�' '�` 89200PE -$7_,. JOB NAME : 60—A POLYGON — D3 .4110 ,I Scale: 0.8842 ..: —�. WI rr WARNINGS, GENERAL NOTES, un/ass athemt,e fluted: OREGON 1.Builder and erection contractor should be advised of all General sates 1.This design Is based only upon the parameters shown and Is for an Individual A+OREGON'V Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper -wf/� A 2.254 compression web bredng mus be installed where shown v. Incorporation of component is the responsibility of the building designer. /f\ "f Y 1 4 2 U x 4 3.Atltlttlonal temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al V Y 0 \\ by Is the responsibility of the erector.Addttlenal permanent bracing of 2'nt,and at ee o n respectively ply unless braced throughout their length). ee R I�� DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 2 Impacts sheathing such l b acinplywgod silted o/rate shown +arywall(BC). (y"*'OI 3.In bridging Is literal bracing required of the where she co+• SEQ.: K2838949 4.Noenload Mould cmleteapplied toany component auntil yloadall erednhand 5.DesiNnasufWarIsthe aretobeseltherespective connector. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non<onosNe environment, sea loads be applied to ancomponent. and are for"dry condition"at use. TRANS ID: LINK enyB.Design assumes hit bearing at aN supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the wry, hbticatlon handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by B.Plates shah be boated on both faces of truss.and placed so their center TPVWfCA In SCSI,copies of which MN be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR•1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF it1.513TR LOAD DURATION INCREASE = 1.15 1-2=(-125) 125 3-5=1-280) 280 3-4=(-1342) 1324 1-6=(-627) 625 BC: 2x4 KDDF fi1&BTR SPACED 29.0" O.C. 9-1=( -587) 566 5-6=1-690) 618 WEBS: 2x9 KDDF STAND 9-5=( -771) 768 6-2=( -54) 25 LOADING 4-6=( -289) 286 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:l-6 0'- 0.0" -1314/ 1360V -278/ 2780 3.50" 2.18 KDDF ( 625) f 1 2 -I LL = 25 PSF Ground Snow (Pg) 1'- 10.3" -1311/ 1366V -278/ 278H 3.50" 2.19 KDDF ( 625) �''I 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 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290� TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.009" @ 0'- 3.5" Allowed = 0.069" MAX TL DEFL = -0.009" @ 0'- 3.5" Allowed = 0.085" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ICOND. 3: 150.00 PLF SEISMIC LOAD. All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design assumes shear panel to align with verticals in adjacent trusses. a 6 N Note: Attachments as stated above must account I � o for the component overturning moment. 0 1111111111111 o r r MUMMEMMan 1-10-04 S CC'4.144° ' '1".:4:9G2 1 ON:PE 1 1 5 1/°*lj' JOB NAME : 60-A POLYGON - SP1 /'�. Scale: 0.5364 . r'^ r " WARNINGS: GENERAL NOTES, unless°then*se noted 7 OREGON Cf'ON /a I.Balder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an Individual /�. l✓f7 C.1,�V�Y "`{f Truss: SP1 and Warnings before construction commences. building component.Applicability of design parameters and proper + ©� 2.2x4 compression web bracing must be installed where shown a. Incorporation or component is the responsibility of the building designer. "/M `7 1 4 2 3.Additional temporary bracing to insure stability during consiruction 2.Design assumes the top and bottom chords to be laterally braced et �.l 1 ';9' 2' by is the responsibility of the erector.Additional permanent bracing of 2'nti end et ea10'o c respectively unless braced(TC)anthroughout their length). 111. 4".. ..10- DATE: }y conllnuous sheathing such ea ptywootl sheathing(TC)armor drywall(BC). DATE: 2/9/2017 the overall strrwwre is the responsibility ofthe building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K2838950 4.No load should be applied to any component until eller all bracing and 4.Installation of tru,sIsh reesponbsiebilll�df theron non-corrosive contractor. fasteners are complete and at no time should any loads greater than Design assumes to design beds be applied to any component. and are for"dry and6on"of use. TRANS I D: LINK B.tempuTn,e has no vornrol over and assumes no reaponstbgity tar the 6.Design assumes NX bearing at all supports shown.Shim or wedge if February �Or2�t17 EXPIRES: 12/31/2017 fabrlvalloe,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIWICA 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./CompuTrus Software 7.6.8(1L)-E 19.For basic connector plate design values see ESR-1311,ESR-1886(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-125) 125 3-5=(-280) 280 3-4=(-1908) 1889 1-6=(-864) 862 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 9-1=( -839) 818 5-6=(-892) 870 WEBS: 2x4 KDDF STAND 4-5=(-1065) 1063 6-2=( -54) 25 LOADING 4-6=( -289) 285 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:1-6 2 0'- 0.0" -1880/ 1925V -278/ 278H 3.50" 3.08 KDDF ( 625) f LL = 25 PSF Ground Snow )Pg) 1'- 10.3" -1876/ 1931V -278/ 278H 3.50" 3.09 KDDF ( 625) . e-JL 1.1.1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Designchecked for tiet)-5 psf) uplift at 29 "ocspacing.BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.018" @ 0'- 3.5" Allowed = 0.064" MAX TL DEFL = -0.018" @ 0'- 3,5" Allowed = 0.085" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ICOND. 3: 150.00 PLF SEISMIC LOAD.All connections and attachments of components to form the structural system for imposed seismic loading is the responsibility of the engineer of record. Design a sumes shear panel to align with verticals in adjacent trusses.rNote: Attachmentsas stated above must account, II 6 foxthe componentoverturning moment.4L I rn a, n Gila y y , .0PROf 1-10-04061 89200PE r' JOB NAME : 60-A POLYGON - SP2 . Scale: 0.9022 - `iiii �' WARNINGS: GENERAL NOTES, unless otherntlse noted: OREGON i 1.Builder and erection contractor Mould be advised of all General Notes 1.This design S based only upon the parameters shown and Is for an Individual �7 OREGON Y S� Truss: SP2 and Wemings before construction commences. building component Applicability of design parameters and proper /� /� 2.2s4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. L� '7 Y` 1�I /1 O� �'j� 2.Design assumes the top and bottom chorda to be laterally braced at V 1 W` !+ 3.Atltlttlanal temporary bracing to Insure stability during construction 2 o,c,and al 10 o,c,respectively unless braced throughout their length by Af/_ rr.+s.ry Is Me responob l ty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC) "•,�`r.r R �� DATE: 2/9/2017 the overall structure k the responkbiltty orae building designer, 3.2t Impact bridging or lateral bracing required where shown++ as s l i SEQ. : 2 8 3 8 9 51 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility orae 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, TRANS ID: LINK design keds be applied to any component. and are for"dry condition"of use. 5,CompuTms has no control over end assumes no responsibility for the a necessary. ease assumes Nil bearing at all supporta Moven.Shim or wedge 11 EXPIRES: f]I Cl CG':. ()/vS )/f(t 1 7. fabrication,handling.shipment and installation of components. ry' C//�l ff``.1I RF�LL x\..77 L JJ IlLW t 7.Design assumes beelo c ted on both is provided.n February 1 0,201 7 6.This design Is furnished subject to the limitations sal forth by 8.Plates shah pared on both faces of truss,and placed so their center TPWJICA in SCSI.copies of which MN 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(1 L)-E t0.For baso connector plate design valuer)see ESR-1311.ESR-1988(MITek) Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. 11111 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 44444 2. Truss bracing must be designed by an engineer.For 0 16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or altemative Tor I Millir."7EM ,, bracing should be considered. r 3. Never exceed the design loading shown and never d �� O stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building C7-6 c6-7 ce-6 I-- designer,erection supervisor,ISOr,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- iid'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. 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-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 /� bysymbol Indicated shown and/or SYP represents values as published specified. �iby AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Iiii NM e...-..—.... 18.Use of green or treated lumber may pose unacceptable 1.. 1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil 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. •Tek0 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-261_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: R46497320 thru R46497327 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. ��REp PR 5FF`5'S 414 Ql NE "t 87022PE 9r u) cv -7 '0), OREGON qQ 4Y 'Q� AMBER 11 .\‘Q OS A. 1 U ack E "" :1./ ic '�r 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. Job Truss Truss Type Qty Ply POLYGON R46497320 PL15-261_UPPER F01 FLOOR 31 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:06 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-XT9AoUdeNtEXXteul1 FiBbtBNM2NjA1XfphT?Azo9W a�A 10-8-01 11-2-0 1o-10 F -0� _i 1 1-2-0 1 I 1-1-0 11-1_0_1-0 1 1-2-0 11 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 II 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 e NI/ e itsle,s, 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= } 15-4-14 710-1 119-0-12 I 14-2-14 1 ;140i 7-0 7-0 I 12-5-142 1 b-7-0 b-7-01 22-97 I 142-14 Plate Offsets(X,YI- I1:Edoe,0-1-81,115:0-1-8,Edoel,117:0-1-8,Edoel,118:0-1-8.Edue1,120:0-1-8,Edae1,125:0-1-8.Edael.132:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl 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 Ina YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=-4053/0,14-15=-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 .1 1) P R OFF attached to walls at their outer ends or restrained by other means. s ��c., �Co NGINEF'1 s/Oy� $70 2PE -N ,--I N SAT OREG N ti� �O 'M8EFt N �Q OSA. He?, EXPIRES:06/30/2017 February 5,2016 4 ► ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTekm 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 verily the applicability of design parameters and property 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/TPI1 Quail),Criteria,056-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497321 PL15-261_UPPER F02 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:07 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-?fjY?gdG8BN091 D4rkmxjpQ0QIR_SjMguTR 1 Xdzo9VU I 1-3-0 I I 1-2-0 1 1 2-5-14 I I 1-2-0 I I 1-0.5 I I 1-2-0 1 1 1-5-13 I Scale=1:18.1 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 3x4= 8 • e • e o 7. e o • o • • e- 0 0 N I o e o e o o e e e , 16 15 143x4= 13 12 304= 11 10 3x4 = 3x4= I 1-6-0 1 2-1-0 1 2-8-0 21918 5-4-13 15-11-13 1 6-6-13 618.6 7-10-3 I 8-5-3 I 9-0-3 I 10-9-0 I 1-6-0 0-7-0 0-7-0 0.1 2-7-6 0-7-0 0-7-0 0-1-8 1-1-13 0-7-0 0-7-0 1-8-13 Plate Offsets(XY)— 12:0-1-8,Edael,14:0-1-8,Edael.16:0-1-8,Edae1.17:0-1-8,Edgel,112:0-1-8,Edgel,114:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl L/d 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 Ina YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. _,rp � P R pFFFs Ca �GINEs/,,� R Ac 87022PE r / N N S ,ay AOREGON tio / AP o OBER �1 S A- HE-C)' \-4,P EXPIRES:06/30/2017 February 5,2016 ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual buldng coponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design gn into the overall bulding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek` 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/TM Quality Criteria,DSB-89 and BCSI Building Component Safety Informaflon 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 R46497322 PL15-281 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 12:42:08 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-TsHwDAeuvWFmBoHPSH BG0yZa9n?B90p77Aa43zo9VT 1 2-3-0I 1 1-4-0 1 1 1-2-0 1 1 1-4-12 1 1-60 I Scale=1:26.4 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 e e e _ e--Or e e •` N e e a e e Ad.. e 1 14 13 12 11 3x4= 3x5 = 3x5= 1.5x3 I I 3x4 = 3x4= I 1610-0 111-5-0 112-0-0 I 15-1-12 I 10-10-0 0-7-0 0-7-0 3-1-12 Plate Offsets(X,Y)— f6:0-1-8,Edge),111:0-1-8,Edgel LOADING(psf) SPACING- 1-4--0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.13 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.21 12-13 >870 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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, 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) 15=551/0-4-8,10=551/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. I TOP CHORD 2-3=-1721/0,3-4=-1721/0,4-5=1929/0,5-6=1929/0,6-7=-1439/0,7-8=-1439/0 BOT CHORD 14-15=0/1053,13-14=0/1987,12-13=0/1439,11-12=0/1439,10-11=0/754 WEBS 7-11=-333/0,2-15=1155/0,2-14=0/733,4-14=-292/0,6-13=0/646,8-10=907/0,8-11=0/842 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �Sti�NGIIry- % 8 a 2PE r" N / n ti y cl\A), OREGO cP AU 90 ��BER \\ r OS A. HEY'. EXPIRES:06/30/2017 February 5,2016 a NI.,®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mick®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 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/1811 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 Job Truss Truss Type Qty Ply POLYGON R46497323 PL15-261 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 12:42:08 2016 Page 1 ID:5u v3gEKOkyU3yKt6jOVEBzp9O5-TsHwDAeuvVVFmBoHPSHBG0yXh910B8xp77Aa43zo9VT 2-6-0 I I 2-0-12 I I 1-2-0 I I 1-5-12 1 Scale=1:26.9 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 • e _ N 0 — N e e a• ...l. o 1 13 12 11 10 9 3x4= 3x6 = 3x6= 1.5x3 II 1.5x3 II 3x4= 13-8-12 I 12-6-12 111-12 I I 15-5-8 I 12-6-12 0-7-0 5-7-0 1-8-12 Plate Offsets(X,Y)— 16:0-1-8.Edge1,17:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl 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. �cc 0 PROFFS k• f� ANG'NEAR s/0� 8 • 2PE /9c co 7c, --- .. A./ -c>, OREGO cy� *i 'AO EMBER 1,, �O �s A. H -'3 EXPIRES:06/30/2017 February 5,2016 4 I r ,,a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. Design va/d 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 6 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/TPI1 Quaily Crrteria,DSS-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 Job Truss Truss Type Qty Ply POLYGON R46497324 PL15-261_UPPER F07 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:10 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-PEOhesg9R61zOVyfXsJfLR2uBzSJf?F6aRfh8xzo9VR 11-0-0 1 121 1-2-0 1 1 1-1-6 I I 1-3-0 II 1-2-0 1 1 1-0.5 I I 1-2-0 I I 1-4-5 1 Scale=1:37.3 3x4= 3x4 I I 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 e I:1Arab - � lfti°-mak, = 1._®N 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)- 11:Edge,0-1-81,114:0-1-8,Edae1.117:0-1-8,Edgel,f19:0-1-8,Edgel,120:0-1-8,Edae1,125:0-1-8,Edgel,129:0-1-8,Edge1 LOADING(pst) SPACING- 1-0-0 CSI. DEFL. in (lac) I/defl Ltd 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/TPI2007 (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. <c? .O PR OFe. (�5 �NGINFF9 io144 9 87022PE c' cv �yA,, OREGyQ<U 9 �On 8R SA- He'i;,�P EXPIRES:06/30/2017 February 5,2016 t 6 iii.r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mack®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 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 ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497325 PL15-261_UPPER 01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:12 2016 Page 1 ID:5u_v3gEK0kyU3yKt6jOVEBzp9O5-MdWR3YhPzj?hFo52eHM7Qs78dm2 7?MP218oDgzo9VP 11-213 1-2-0 ii 1-0.5 ii 1-2-0 1 o-F� o-f 16 11 1-2-0 1 lo-�i 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 e :��® g \,,,\:. ;\:/\ /\:/\:/\: /\:1.'v oo c - IcN 1 ° ' `e ee cL 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= I 21-9-12 I 21-9-12 Plate Offsets(X,V)- 12:0-1-8,Edgel,f3:0-1-8,Edael,f5:0-1-8,Edge1,19:0-1-8,Edael,f25:0-2-0,Edge1,f36:0-1-8,Edael,f39:0-1-8,Edgel LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud 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 0.21 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. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)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 241=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. ��p P ()FA, 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. ‹Gj ANG)N cR /o 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. �? 2 The design/selection of such connection device(s)is the responsibility of others. �� 87022PE 9� 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 N Uniform Loads(plf) Cr " Ni -0 OREG N o QIL Vert:26-42=5,1-25=-50 isti Q Concentrated Loads(Ib) Vert:6=-339(B) OQS�8ER 1`Q A. HER` EXPIRES:06/30/2017 February 5,2016 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. El Design valid for use only with MiTek®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 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 bracing of trusses and truss systems,see ANSI/711 Quality Crileda,DSB$9 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 R46497326 PL15-261_UPPER G2 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Feb 05 12:42:13 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp905-gp4pGti1j17YtygEC?tMz4gTEAYDsQ2ZGPuLIGro9V0 1-6-0 I 1-4-8 1 1 1-2-0 I I 2-5-14 I I 1-2-0 1 1 1-5-5 I I 1-2-0 I I 1-5-13 I Scale=1:21.4 6x8= 5x6 II 5x6 I I 4x6 II 1 18 2 3 4 19 5 6 7 8 9 • • • 9 • w e / �• e o • •e e N e e e e • e e • e e e e 11 1 16 155x6 II 14 135x6 I I 12 c 6x8= 4x6 II 4x6 II I 12-6-0 I 12-6-0 Plate Offsets(X,Y- 14:0-3-0.Edael.15:0-3-0,Edgel.16:0-3-0,0-0-01,17:0-3-0,Edge1,18:0-3-0.EdgeL 111:0-3-0,0-0-01.113:0-3-0,Edael,115:0-3-0,Edge1,(16:0-0-0.Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) Udefl 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 >985 360 BOLL 0.0 Rep Stress Ina NO WB 0.38 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=1905/0-3-0,10=721/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-Alt forces 250(Ib)or less except when shown. TOP CHORD 1-17=323/0,2.3=3248/0,3-4=3248/0,4-19=-3248/0,5-19=-3248/0,5-6=2890/0,6-7=-2890/0,7-8=1485/0 BOT CHORD 16-17=0/2796,15-16=0/3248,14-15=0/2890,13-14=0/2890,12-13=0/1485,11-12=0/1485,10-11=0/1485 WEBS 3-16=-292/0,5-14=267/0,6-13=-553/0,7-12=-609/0,8-11=0/376,2-17=-3210/0,2-16=0/852,5-15=270/539, 7-13=0/1819,8-10=-1708/0 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 360 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). LOAD1)RDead lor LivS) e(balanced):Lumber Increase=1.00,Plate Increase=1.00 �tindard Q`�� P R�FFSS Uniform Loads(plf) 1- co. �C1GINE'R /p29 Vert:10-17=7,1-9=-67 Concentrated Loads(Ib) 87022PE f Vert:2=-1159(F)18=-360(F)19=-204(B) • yU' N SAT OREG•N qo O<U 'AO AMBER 'N\ �S A. H .# EXPIRES:06/30/2017 February 5,2016 as.__ ®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 Mack®connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not . a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckfing 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 hiss systems,see ANSI/7PI1 Quality Criteria.DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46497327 PL15-261_UPPER G4 FLOOR GIRDER 1 1 Job Reference(options° Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Feb 05 12:42:13 2016 Page 1 ID:5u_v3gEKOkyU3yKt6jOVEBzp9O5-qp4pGti 1j 17YtygEC?tMz4gLnAc?sVwZGPuLIGro9VO 1-2-4 1 3x4= 5 2 1.5x3 II Scale=1:8.8 rt N 4 3 1.5x3 II 3x4 1-5-4 I 1-5-4 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud 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 Ina 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14=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) F'9s/a 2 87022P- 9r r i N c"c%•$, OR GON (15, UN '' F"g8ER 1\ �O< OS A. Heck EXPIRES:06/30/2017 February 5,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 0(147473 rev.10103/2015 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 budding 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 MWWek 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,defrvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria.DS11-89 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4I s " Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16" wide 4 ss spacingrci,inla may requbangor alternativedividualteral Tor I braces themselves IIMMM b p bracing trusus hi be considered., rY 1_1=Aillor 3. Never exceed the design loading shown and never A � stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7-e Co.? 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- /Id'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 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 ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 '! 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 (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved 16.Do not cut or alter truss member or plate without pr or approval of an engineer. hMI0 reaction section indicates jointWI IAN&MI number where bearings occur. 17.Install and load verticallyverticallyunless indicated otherwise. Min size shown is for crushing only. INN OM018.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. � BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, a kANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.10/03/2015 lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-261 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: R45108968 thru R45108975 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <<-R�4 P R OFFss �NGlNEF9 /O 87022PE 9r' N N <‘-‘Aj, OREGON ti�OWN 5b ‘4lER .\ 0,9 a. -i - EX' ' : •.I + August 6,2015 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45108968 PL15-261_MAINOW F01 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:14:44 2015 Page 1 I D:ivpMQj6GkNOGM21MwRLN MEzou9e-KpBYcfngMR DD IfKMOfj SKLKC s8G51?Bm4M2vhhyga?v 1 1-0-0 1 1 1-2-0 1 ILI3A-I Scale=1:37.2 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 a •/ ,\ e / t o/ N a/•N 2/ !o X\a / !a/ l a/•\ o / \• ,'{S _ o imi e e - -m e- e 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 I 12-4-0 1?-11-0 1 21-9-12 I 12-4-0 b-7-0 b-7-0 8-3-17 Plate Offsets(X.Y)- j28'0-1-8 Edge].[29:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >670 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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, 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) 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=1463/0,3-4=-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=3422/0,17-18=2605/0, 18-19=-2605/0,19-20=2605/0,20-21=1463/0,21-22=1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=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 be attached to walls at their outer ends or restrained by other means. ��_o PR QFFss �c\� �NGINEc9 /any 4..C.'. 87022PE f N cv -y SAT OREG•N cP O<U 9O AMBER -V\ On A. FiEF�P EXPIRES:06/30/2017 August 6,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02116/2019 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. �+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the WIDE*" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lYl 1 R fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quarrly Criteria,DSI-89 and SCSI 6ulding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 f,itnwc Heights rA 05610 Job Truss Truss Type Qty Ply POLYGON R45108969 PL15-261_MAINOW F02 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Aug 06 10:14:45 2015 Page 1 I D:ivpMQj6GkN OGM21MwRLN M Ezou9eo?Iwp?o171L4wpvYyN FhtYsL8YeM m SkvJooSE8yga?u I 2-6-0 I I 1-9-12 11 1-2-0 I I 1-5-0 1 Scale=1:26.4 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 MO ww \mal \1f/� _`MiN Mir — Y Yillillil—i 1•� 13 12 11 10 9 3x4= 3x6= 3x6= 1.5x3 II 1.5x3 II 3x4= 13-5-12 I 12-3-12 112-10-121 1 15-1-12 I 12-3-12 0-7-0 0-7-0 1-8-0 Plate Offsets(X Y)— 16'0-1-8 Edge.[7:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.16 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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/TPI2007 (Matrix) Weight:68 lb FT=0%F,0kE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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=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. R ��Ea P °FFt.S's C3 �,\ �G[NEF9 /�2 8 •• 2PE �9r 7 N�-0j, OREGO ti� �� 9O AMBER 01 .O EXPIRES:06/30/2017 August 6,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 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. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cdleda.001.89 and BCSI BuBdtng Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 cen,s Hrighlc co 95810 Job Truss Truss Type Qty Ply POLYGON R45108970 PL15-261_MAINOW F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Aug 06 10:14:45 2015 Page 1 I D:ivpMQj6GkN OGM2IMwRLN MEz0u9eo?Iwp?o171L4wpvYyN FhtYsNol I Vm W9vJ0oSE8yga?u I 2-3-0 I I 1-2-0 I I0-5-4 I 2-6-0 I Scale=1:20.8 1.553 II 3x4= 1.5x3 113x4= 1.5x3 I I 3x4= 1.553 II 1 2 3 4 5 6 7 e 0..., N e• e ,„ e e 12 11 10 9 11001. 3x4= 1.5x3 ll 3x4= 356= 3x4= I 2-6-0 1 3-1-0 1 3-8-0 3918 11-11-12 I 2-6-0 0-7-0 0-7-0 0-1-8 8-2-4 Plate Offsets(X.Y)— [2:0-1-8 Edge] [10:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 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/TPI2007 (Matrix) 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 puriins, 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) 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 OFFss �cc.. ANG 1 9 /O4-9 87022P r 7 '0), OR GON ti� <U '9O �cMSER 1,� .O OSA HE # EXPIRES:06130/2017 August 6,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitlity of the p p- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Qualtly Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 0551n Job Truss Truss Type Qty Ply POLYGON R45108971 PL15-261 MAINOW F04 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Aug 06 10:14:46 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-GCJJ1 Lpwu2UxXzUkW4mwPmPPhy7OVOM3XgX0mayga?t 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 0 N N S K } K } K 4 3 1.5x3 II 3x4= 2-3-12 I 2-3-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) 0.00 4 "`* 480 MT20 220/195 TCDL 10.0 Lumber Increase 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 IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 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) 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) C�� NGNEc'9 `r�o , 87022PE v1- yN r A),, OREGON 9© 'Pon ER .\ O S A. HO; EXPIRES:06/30/2017 August 6,2015 6 7 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `B]Tek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY� 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CRmc Heights CA QiRtr Job Truss Truss Type Qty Ply POLYGON R45108972 PL15-261_MAINOW F05 FLOOR GIRDER 1 1 Job Reference(optional) ' Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Thu Aug 06 10:14:47 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLNMEzou9e-kOthEhgYfMco963w3oH9yzyl_MMI EK9CmKHZIOyga?s 1 1-0-0 { 12-0 iW_i Scale=1:37.3 3x4= 3x4 I I 4x4= 4x4= 3x4= 3x4= 4x4= 3x4= 3x4= 3x6 FP= 3x4= 3x5= 3x4 II 1 2 3 4 375 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 _ 0-� -e e- . 7 a . e IM 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 4x6= 3x6 FP= 3x5= 3x4= 4x4= 3x5 = 3x5= 3x5= 3x5= 3x6= 3x6= 3x5 SP= 4x5= I 21-9-12 I 21-9-12 Plate Offsets(X Y)- [1 Edge 0-1-8].[30'0-1-8.Edge].[31.0-1-8.Edge] LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.36 29 >722 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.56 29-30 >459 360 BCLL 0.0 Rep Stress Ina' NO WB 0.61 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (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) 36=931/0-5-8,24=720/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1823/0,3-4=-1823/0,4-37=-3326/0,5-37=3326/0,5-6=-3326/0,6-7=-4391/0, 7-8=-4391/0,8-9=4493/0,9-10=4493/0,10-11=-4493/0,11-12=-4354/0, 12-13=4354/0,13-14=3968/0,14-15=3968/0,15-16=3344/0,16-17=3344/0, 17-18=2482/0,18-19=2482/0,19-20=2482/0,20-21=1384/0,21-22=1384/0 BOT CHORD 35-36=0/971,34-35=0/2621,33-34=0/3886,32-33=0/3886,31-32=0/4480,30-31=0/4493, 29-30=0/4459,28-29=0/4189,27-28=0/3684,26-27=0/2941,25-26=0/1962,24-25=0/744 WEBS 10-30=311/14,2-36=-1323/0,2-35=0/1193,4-35=1118/0,4-34=0/987,6-34=-785/0, 6-32=0/707,7-32=-398/0,8-31=-276/131,22-24=-1015/0,22-25=0/896,20-25=-809/0, 20-26=0/729,17-26=-643/0,17-27=0/564,15-27=-477/0,15-28=0/398,13-28=-323/0, 13-29=0/309,11-29=-323/0,11-30=-31/434 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. P R 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down at 4-1-8,and 380 lb ,`Ce`�� >��ss down at 6-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. �Gj ANG]NEr- i- 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �C? 2 LOAD CASE(S) Standard 87022PE 9r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:24-36=5,1-23=50 N ti Concentrated Loads(Ib) (% OREG N 11/ Vert:7=360(6)37=104(6) �'"P s.4,"Ii�ER \� .() A. HEck EXPIRES:06/30/2017 August 6,2015 i / WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL-7473 rev.02116/2018 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. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the # e�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Intormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 ['Krug Heights CA 95atn Job Truss Truss Type Qty Ply POLYGON R45108973 PL15-261_MAINOW F06 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:14:47 2015 Page 1 ID:ivpMQj6GkNOGM2IMwRLNMEzou9e-kOthEhgYfMco963w3oH9yzyIPMTdETcCmKHZI0ygais 2-0-12 1 3x4= 5 2 1.5x3 II Scale=1:8.8 } } K 4 3 1.5x3 II 3x4= I 2-3-12 I 2-3-12 LOADING(pot) SPACING- 1-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) 0.00 4 '•"• 480 MT20 220/195 TCDL 10.0 Lumber Increase 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 IBC2012ITP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 2-3-12 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) 4=99/Mechanical,3=129/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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)108 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(ptf) Vert:3-4=-5,1-2=50 Concentrated Loads(Ib) Vert:5=-108(F) opp. �co �NGI NEtcr9 /�2 870 2PE (%), OOREGO Jti O`U/V MBER A. 1-1 E \-4P EXPIRES:06/30/2017 August 6,2015 a r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/1612015 BEFORE USE. Design void for use only with Neck connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ��+. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPii Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CMnrx Heights rA 45010 Job Truss Truss Type Qty Ply POLYGON R45108974 PL15-261_MAINOW F07 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:14:47 2015 Page 1 ID:ivpMQj6GkNOGM21MwRLN MEzou9e-kOthEhgYfMco963w3oH9yzynQMSbETyCmKHZIOyga?s 1-2-12 I 2-0-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III III 0 NI= ME Tik4/: 5 742 3x4= 3x4 =- 9-1-81 1 3-11-12 I 1-8 3-10-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) 0.00 5 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/fP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-12 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=141/0-4-4,5=141/Mechanical FORCES. (lb)-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. • ,<0GIN '4 v<0,_ sr 870 2PE 9 cv NEAT OREGO /�Q�/V 9O �MBER \� �s a. Heck 0' EXPIRES:06/30/2017 August 6,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 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... Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��B T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTel( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/T8I1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 roes Height`PA 45$10 Job Truss Truss Type Qty Ply POLYGON R45108975 PL15-261_MAINOW F10 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Aug 06 10:14:49 2015 Page 1 I D:ivpMQj6GkNO GM21MwRLN M Ezou9e-gm?RfMrpBzs WOQ DJB DJd1019h99ji MP VEemgNvyga?q 11-0-0 I 01-11 1-2-0 1 P-7-01 Scale=1:36.9 4x4= 1.5x3 I I 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6 FP= 1.5x3 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 % - 0 0 - 0 o m o o % ill — jc, .11 *4h '° i4i... . • ii (I*0116°441kv 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 3x5= 3x5= 3x5 = 3x6= 3x5= I 21-9-12 I 21-9-12 Plate Offsets(X V)— j1•E•ge.0-1-8).(28:0-1-8.Edge1,.[29:0-1-8.Edge) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 25 *"• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 24-25 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.11 Horz(TL) 0.00 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 No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 36=142(LC 6),29=179(LC 7),28=182(LC 6),24=142(LC 7) Max Gray All reactions 250 lb or less at joint(s)36,29,28,35,34,32,31,30,24,24,25,26 except 27=359(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-31=253/236,10-30=-252/237,12-30=-286/281,16-27=289/0,15-27=-297/287 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 p8. 6)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. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)219 lb down at 15-3-8,and 66 lb ��RCt) PR OFee, down at 17-8-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ‹5 �NOI N E'-R /O LOAD CASE(S) Standard 2y 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q 0 2 PE / f Uniform Loads(plf) Vert:24-36=-7,1-23=67 t Concentrated Loads(Ib) Cl) cv Vert:19=66(B)16=-219(B) .' meq (15:'), OREGO QAC ��O�nS'�18ER \ 4 A. HE'?` EXPIRES:06/30/2017 August 6,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ... Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the R �T� + erector.Additional permanent bracing of the overall structure is the responsibility of The building designer.For general guidance regarding IXF E fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 !:150,5 Knight`CA ASal0 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 or Personaldimensions shown in ft-in-sixteenths Failure to Follow COUICI1u Cause Property 1 /q ( I (Drawings not to scale) Damage In offsets are indicated. Injury r�� Dimensions are in ft-in-sixteenths. 1114k. 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 BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/1i. 11 1 14 nit wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ 0 bracing should be considered. 3. Never exceed the design loading shown and never 111-� O stack materials on inadequately braced trusses. n_ Pro ide 0II. c7-8 cep C5-6 O- 4 designer,erectionthis supervisordesign property ownerrla d For 4 x 2 orientation,locate plates 0-1'U' 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 ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 �! Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. hNii 0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. a1 IIlIII.-7.7.118.Use of green or treated lumber may pose unacceptable r._ 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. MiTek* BCSI: Building Component Safety Information, 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.02/16/2015