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Plans (20) 13558 SW Beach Plum Terrace MS7A9/7-ovv L3562 SW Beach Plum TerraceMS7wrl- fsl a L3576 SW Beach Plum TerraceitA50 L3582 SW Beach Plum Terrace ieS7?&O vA1 lcof Cw RParh Plum TPrrace MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: AMERICAN MODERN STEP 5 PLEX 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: K2116169 thru K2116210 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <���1I PRQp co v\GINEk-. 89200P J OREGON oc 44/l' 142d° � MfiRRltti June 27,2016 Baxter,David 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. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=10) 0 1-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ OV 0,00" 0.00 yyyyy ( 0) M-1.5x9 or equal at non-structural 6'- 10.5" 0/ OV 0.00" 0.00 yyyyy ( 0) vertical members (uon). LL = 25 PSF Ground Snow (Pg) 7'- 0.5" 0/ OV 0.00" 0.00 yyyyy ( 0) 20'- 8.0" 0/ DV 0.00" 0.00 yyyyy ( 0) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 pef) uplift at 24 "os spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = 0.000" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.344" 11-02-12 9-05-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.958" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.008" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.011" 20-08 MAXIAX LL DEFL = 0.000" @ 11'- 2.8" Allowed= 0.681" MAX TL CREEP DEFL = 0.000" @ 11'- 2.8" Allowed = 0.908" 12 12 6.00 D IIM-9x9 4 6.00 00 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, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vartical(s) are exposed to wind, Truss designed for wind loads 144114 in the plane of the truss only. � O L 11111111111111111111111111 �o !D!Lf! ? NDARDo MPLETE� HEATHING : iiiiiiiii1P1' mosemmium 56 J' J' y 6-08-12 13-11-04 l l1 l 1-06 6-10-08 13-09-08 7-00-08 oyo2 13-07-08 y ,� u`9 J' y y 1-0 6 20-08 C..... 'i' 1p 89200PE fir- JOB NAME : AMERICAN MODERN STEP 5-PLEX - Al Scale: 0.2723 r, -/„ - WARNINGS: GENERAL NOTES, urine.0105,01,5 net.d Cr . OREGON <!✓ 1Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and I.for an Individualt� Truss: Al and Warnings beforesonatrudlon commences. building component.App8oabilfy of design parameters and proper j.. .1"A Vs 2.204 compression web bracing must be Malted where shown+. Incorporation of component Is the responsibility of the building designer. /cob C4 Y L 14 n' 4 3.Add temporary bracing to insure stability during construction 2.Design assumes the top and bottom nhords to be laterally braced at b the rowonstNNy of Me erector.Additional permanent bracing of 7 o.c.and at sO c.c.eapecllvply unless braced throughout their isngth by V. DATE: 6/27/2016 the overall elmcturo is theretb1A of the build) da c5 Imps usMeathmr later)bracing edMeewhere sown*)andfor drywaA(BC). 'wen Ui won y building signer. 3.25 Impact MMAMg or lateral bndng required where Mown.. Ate.Tl 1.. SEQ.: K211616 9 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design a nco es trusses are to be used In norrosive environment, TRANS ID. LINK design bads be applied to any component. end ere rorr^rywnalton^class, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes MI bearing at all support.shown.Shim or wage If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. ry. 7.Design assumes atadequate drainage isprovided.an June.27,2016 8.This design b furnished subject to the Imitations eel forth by e.Ptosis Mal be baled on both faces of truss,and placed W their unlet TPWYTCA in BCSI,copies of which wii be furnished upon request. lines coincide with joint center lines. MITek USA Inc./Com uTrus Software 7.6.7 1L E 0 Digits ats onte steerplateplata ignval P ( 1 S. For sic connector of design inches. o values we E50..137 7,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSITRUSS SPAN 20'- 8.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 014.BTR 'LOAD DURATION INCREASE = 1.15 1- 2=( -3) 92 8- 9=(-121) 143 8- 2=(-1040) 320 4-13=(-465) 199 BC: 2x4 KDDF #1013T0 I SPACED 24.0" O.C. 2- 3=( -939) 210 9-11=( -4) 16 2- 9=( -126) 824 13- 5=(-137) 542 WEBS: 2x4 KDDF STAND 3- 4=(-1307) 349 11-12=( 0) 0 9- 3=( -553) 181 13- 6=(-260) 135 LOADING 4- 5=( -933) 277 10-13=(-285) 1135 9-10=( -230) 855 6-14=(-116) 127 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -939) 295 13-14=(-225) 966 3-10=( -73) 397 14- 7=(-192) 921 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1125) 277 14-15=( -30) 62 11-10=( 0) 51 7-15=(-828) 248 TOTAL LOAD = 42.0 PSF 10- 4=( -8) 209 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-9,6-7,19 LIMIT6� STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 1069V -140/ 143H 5.50" 1.71 KDDF ( 625) REQUILIMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 20'- 8.0" -103/ 868V 0/ OH 5.50" 1.39 KDDF ( 625) ** Fox hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BO TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C0ND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.150" 11-02-12 9-05-04 MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" / MAX LL DEFL = -0.033" @ 6'- 8.8" Allowed = 0.987" 4 1 MAX TL CREEP DEFL = -0.067" @ 6'- 8.8" Allowed = 1.317" 3-07 3-03-08 4-04-04 4-05 5-00-04 4' 4' 4 4' 4' 4' MAX HORIZ. LL DEFL = 0.016" @ 20'- 6.3" 12 i 12 MAX HORIZ. TL DEFL = 0.026" @ 20'- 6.3" 6.00 17' RIM-4x9 4 6.00 4.0" Design conforms to main windforce-resisting 5 a'-,( system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 4 Truss designed for wind loads in the plane of the truss only. r .`S 3 7 Al -/m 0 2 1 m f o O 1 10 ,+ 13 14 *+15 �+ r1 M-3x8 M-1.5x3 0 1 RAM :1 0 ~ 8 7M-1.5x3 M-3x8 M- U3 ' 1 M-1.5x3 , - J, y y 3-05-04 3-03-08 4-C,6 4-08-08 4-08-12 J. 'I. l I l 1-06 6-10-08 13-09-08 y 7-00-08 o 02 13-07-08 y �,`.0 PF�QF . 1 ,1* tNGIN�fi� /� 20-08 :92.00PE r JOB NAME : AMERICAN MODERN STEW 5-PLEX - A2 ,/ Scale: 0.2509 r40 41110 . WARNINGS: I GENERAL NOTES, udese othernlse noted: -.s� /+y I.Builder and erection contractor should be adviss t f all General Notes 1.This design h based only upon the parameters shown and is bran Individual 7 OREGON V 1�. 1{,( Truss: A2 and Warnings before ometuctbn commence bulMing component.Applicability of design perametere and proper L . A,` 2.lot compression web bracing must be installer,')here shorn+. incorporation of component Is the responsibility of the building dealgner. ') 44' y w 2��' 4 3.Additional temporary brecmg b Insure stability Sedng construction 2.Design assumes the tap and bottom chords b be laterally braced et �,/ 1 Y L 1 r length by Is the responsibgty of Rha erector.Additional pe"9anent bracing of cordlnuousaahsathklg suchea pyvrootl sheathing(TC)unlessband/or tl.ughoutacedmedrywag BC DATE: 6/27/2016 the overall structure Is the responsibility of the balding designer. 3.2r Impact bridging or lettere)bracing required where shown a a kel1 R 1^� SEQ.: K211617 0 4.No bad should be applied to any component uAI ager all bowing and 4.Installation of truss is the responsibility of the respedNe contractor. fasteners are compete and at no time should all bads greater than 5.Design assumes trusses are to be used b a nontorroelve environment, design bade be applied to any component. end are for"dry condition.of use. TRANS D. LINK 8.CompuTNa has no control over and assumes ns' 6.Design assumes roll bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017/7�e5'1 fit ft�'7 IroaponstRy for me necessary. C/1 Ill ES31 IL OIIGLI 7 fabrication,handling,shipment end Retaliation/components. 7.Design assumes adequate drainage is provided. June 27,2016 8.This design b furnished subject to the limitatbnl'gel forth by 8.Plates shag be bated on both facet of truss,and placed so their canter TI°W/TCA in BCSI,copies of welch will be m d upon request. lines coincide with)oird anter lines. 0.Digits indicate sloe of plate in inches. MITek USA,Ino./CompuTrus Software 7 917(1 L}E 10.For beets connector plate design values see ESR-1311,ESR-1888(MITM O I� This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -867) 208 7- 8=(-109) 136 7- 1=(-830) 231 13- 5=(-294) 135 BC: 2x4 KDDF 1116BTR SPACED 29.0" O.C. 2- 3=(-1186) 309 8-10=( -53) 201 1- 8=(-174) 786 5-17=( -82) 130 WEBS: 2x9 KDDF STAND 3- 9=( -893) 271 10-11=( -50) 189 8- 2=(-493) 156 17- 6=(-189) 913 LOADING 4- 5=( -899) 288 9-12=(-200) 838 8- 9=(-160) 592 6-18=(-821) 245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1115) 273 12-13=(-229) 933 2- 9=( -52) 312 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -21) 94 10- 9=( 0) 120 TOTAL LOAD = 42.0 PSF 13-15=(-199) 861 9- 3=( 0) 168 14-16=( 0) 0 3-13=(-376) 164 Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) 15-17=(-221) 955 11-12=( 0) 107 considered for this design. 17-18=( -30) 61 13- 4=(-131) 506 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14-15=( 0) 85 •' For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -102/ 858V -138/ 130H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -102/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) 10-11-12 9-05-04 1' 1 ' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-00-04 1' f .' 1 - . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 12 MAX LL DEFL = -0.032" @ 12'- 8.2" Allowed = 0.975" 6.00 Q 6.00 IIM-4x9 MAX TL CREEP DEFL = -0.075" @ 12'- 8.2" Allowed = 1.300" 4.0" MAX HORIZ. LL DEFL = 0.013" @ 20'- 3.3" 4 4,7( MAX HORIZ. TL DEFL = 0.022" @ 20'- 3.3" NM\ Design conforms to main windforce-resisting system and components and cladding criteria. M-3)49 M-3x4 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), * 1r load duration factor=1.6, End vertical(s) are exposed to wind, Truss M-3x4 inthe dplane ef oftheor wtrussind oonly r� 3x9M-3x4 1111111111111111111 -sm 0 1 = 1 d1 ( I.'. � �'9 13 .,,It 17 �'18 o> �'-'1 M-4x8 I M-4x6 M-1.5x3 I ry 7 a* 8 M-5816 M-4x5 M-W6 ' M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 1 l l ) ) ) l l 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 l ' l 6-07-08 13-09-08 y y y ti`�D PRQpF F 13-00 6-04-08 7-05 ,<C 61 ) 1 �5 4.oGINE . /© 20-05 ) 89200PE <' JOB NAME : AMERICAN MODERN STEP 5-PLEX - A3 4; /-.4•-. Scale: 0.2631 i� ; _ WARNINGS: GENERAL NOTES, unless otherwise noted: 4. O O N1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onlyupon the parameters shown and Is for an Individusl w (4' Truss: A3 and Warnings before coferuabn commences. building component.Applicability of design parameter.end proper Vs 2.2e4 compression web bhang moa be installed wh.rd.berm incorporation of component is the respansibmy of the building designer. ^ 14. r�Cy'� ` 3.Addebnsi temporary bracing to Inure Mab83y during construction 2.Design assumes the top and bottom duras to be laterally braced at '.J `'� is the responsibility of tie erector.AddEnnsl permanent bracing of T o.a and at It/o.c.reepedNaty unless breed throughout their length by DATE: 6/27/2016 Sr.overall structure h the responsibility Atha bold) designer. NImpantcontinuouedgingsheathrg ltebh as ptyng re uirethhere shown drywaA(BC). 1"11��,; ng 3 In Impact leering la the lateral bracing required reaped.hewn•* 7 1 1 SEQ.: K2 11617 1 4.No bad should be applied b any component until seer all basing and 4.Installation of truss h the blity of the respective contractor. fasteners are compete and at no time should any bads greater are H berthan 5.Design assumes trusses are to used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for•drycondition.of use. 6.Design assumes 5.CompuTrus has no control over end assumes no responsibility ler the NI bearing et el supports shown.Shim or xwdps if EXPIRES: 12/31/2017 febrbellun,handling.shipment and Retaliation of components 7.Dneceesign assumes adequate drainage is provided. June 27,2016 S.Thh design h furnished uet b d b)ethe limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPVWTCA In SCSI.copies of whish will be rumbhed upon request. Pones coincide with)Dint center rhes. MITek USA Inc./Com uTrus Software 7.6.71L E N FurbDigits Indleente sirsofpietahign vat P ( 1 5.For basic contactor flet t design values see ESR-1311,ESR-1 BBB(MlTek) P This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS QRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD 3URATION INCREASE = 1.15 1- 2=(-156) 165 9-10=(-237) 317 9- 1=(-822) 353 7-13=(-264) 142 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-153) 693 1-10=(-337) 775 13- 8=(-173) 792 WEBS: 2x9 KDDF STAND 2- 4=(-159) 164 11-12=(-153) 643 10- 2=(-126) 194 8-14=(-820) 250 LOADING 4- 6=(-646) 270 12-13=(-192) 692 10- 4=(-810) 320 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+D11 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=( -34) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"00. SON. 3L ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 275 4-12=( -68) 114 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 207 6-12=( 0) 149 12- 7=( -89) 103 ' NOTE: 2x4 BRACING AT 24"00 UON. FOR LL a 25 POE' Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ---- - BOTTOM CHOR (CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD A LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -120/ 858V -241/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM 10RD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -105/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) " For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.032" @ 1'- 3.4" Allowed = 0.975" 0-11-15 MAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed = 1.300" 11-f------f 19-04-10 9-06-11 MAX HORIZ. LL DEFL= 0.008" @ 20'- 3.3" / / 1 I f ,r MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 0-05-12 4-08-05 4-08. 5 0-05-12 4-04-11 4-08-03 'l' '' 1 T 1' 1' 1' Design conforms to main windforce-resisting 12 I 12 system and components and cladding criteria. 6.00 c7. Q 6.00 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, 3 M-3x8 5 Truss designed for wind loads M-3x9 4 in the plane of the truss only. c ;AV I M-3x4 7 r--- o io M-3x4 o e I N .I I 0 � 1 f Ilk164ul - h.sl ryt AN 9' -/ 10 ' 11 12 13 '19 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) l l l l l l E) R R OF I_ 4-06-079 4-11 0 10-03 5 03 13 5-0, 13 0 � � y yy 20-05 4:t` GJ8`9G2I0VO�E• /Q?�.9 JOB NAME : AMERICAN MODERN STE 5-PLEX - B1 Scale: 0.2531 ((��''�� 444, WARNINGS: GENERAL NOTES, uiessolhendae noted. • ��'�A, f' 1.Builder and erection contractor should be adv of est General Notes 1.This design abased only upon the parameters them and is for an lncividual 'Y K/ Truss: B1 and Wamings before consirudion commences building componentApplicability of design parameters and proper 'I � s�J\ 2.204 companion web bracing meet be installer,were shown.. incorporation of component k he responsibility of Me building designer. !�/�..."7 1A �v "'l+._. i. 3.Additional temporary bracing to Insure stability Swing construction 2.Design assumes me top and bottom chorda to be Nleralh braced.t '�,//1"/E'" Y �.. lathe responsibility of the erector.Additional panent bracing 0l T o.c.and at 10 o.c.respectively unless brand throughout their length by :Rd Mr.RAI�� DATE: 6/27/2016 the overall structure lathe respensiblEy otthe ding designer. 3.2x I raped bdous dgi g or Ithing ntent es racA�ng required od h tE wn*• d yvn8(BC). F,( SEQ.: K2 11617 2 4,No load should be rippled to any component after all bracing and 4.malellasun of Inners the responsiblity of the respective contractor. fasteners aro complete and et no time should s'5 bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK deAgn loads be applied to any component. and are for"dry condition'of use. 5.Com Trus has no control over and assumes Wife onsibil for the 6.Deesign anumes NN bearing a1 all supports shown.Shim or wedge if EXPIRES: 12/31/2017 labrintion,handling.shipment and installation I)mponentss/. 7.Design a assumes adequate drainage Is provided. June 27,2016 6.This design is furnished eubJed to the limitation,bat form by 8.Plates shall be located on both fans Mimes,and placed as their center TPINTCA In SCSI,copies of which will be tun ed upon request. hes coincide with Joint center lines. 9.Digits Indicate sine of plate in inches. Wee USA,Inc./CompuTrus Software 71,7(1L).E 10.For basic connector plate design values see ESR-1311.ES13-1e88(5.5Tek) it This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1012) 243 6- 7=(-149) 146 6- 1=(-812) 242 8- 4=(-149) 111 BC: 2x4 KDDF #15BTR SPACED 24.0" 0.0. 2- 3=( -786) 266 7- 8=(-247) 858 1- 7=(-168) 843 4- 9=(-244) 142 WEBS: 2x4 KDDF STAND 3- 4=( -772) 263 8- 9=(-187) 701 7- 2=(-118) 151 9- 5=(-165) 744 LOADING 4- 5=( -822) 216 9-10=( -34) 46 2- 8=(-310) 152 5-10=(-818) 245 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 8- 3=(-106) 377 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:l-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 857V -151/ 168H 5.50" 1.37 KDDF ( 625) 20'- 5.0" -109/ 858V 0/ OH 5.50" 1.37 KDDF ( 625) ^` For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.021" @ 5'- 7.7" Allowed = 0.975" MAX TL CREEP DEFL = -0.043" @ 5'- 7.7" Allowed = 1.300" MAX HORIZ. LL DEFL = -0.006" @ 20'- 3.2" MAX HORIZ. TL DEFL = 0.011" @ 20'- 3.2" 10-11-12 9-05-04 1 1 1 5-08-08 5-03-04 4-06 4-11-04 Design conforms to main windforce-resisting 1 4 4 T 1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I IM-4x4 6.00 17" Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 3 ,�( Truss designed for wind loads NM\ in the plane of the truss only. 4 2 1 I +r re 1 .I I I Co O I IV dl CV r-i 1 �� T �I YY-- 6.. 70.25„ 8 9 •10 M-1.5x3 M-1.5x3 M-5x8(S) t� PR/'1 y 5-05 y 5-06-12 4-09-08 y 4-07-12 y �t+ pd O/ 0 .. k y Co* NGINE.4 s/ , . 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - A4 111,0/..,. .- Scale: 0.2881 �� �f� 'Millet /� (y WARNINGS: GENERAL NOTES, unless tithe tar noted OREGON �C/�4.`. 1.Bolds:end eradbn codredor should be advised dal General Notes 1.This design b based only upon the parameters Mown and N for an individual Truss: A4 and Warnings before construction commence. buildingcomponent.Applicability of design parameters and proper 4, y�V. 2.2a4 compression web brecmg must be installed where shovel., incorporation of component la the responsibility of the building aaslpner. /6 Y n�} 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chorda to be Were)/braced et +4 L by Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at eaICI o o.rsuch as ply woods brewed(TC)an ul their dry length). liE.R R I Lk- contep d sheathing such l b ding re u required antl/or arywsN(Bc). DATE: 6/27/2016 the overs""victors is the responsibility of me building designer. 3.Zr Inspect bridging or lateral boding required where shown.. SEQ.,: K2 11617 3 4.No load should be applied to any component until after.g bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter then 5.Design assumes trusses are to be used Inc non-corrosive environment, design basis be applied to any component. and are for"dry condition"of use. TRANS ID: LINK6.Design assumes NM bearing at all supports.hawn.Shim or wedge it X �l S 6.CompuTrus has no control over and assumes no responsibility for the EXPIRES: 1213112017 fabrication,handling,shipment and installation of components. 7.Desgn a renes adequate drainage is provided. June 27,201 6 8.Gila design b furnished subject to the limitations ca "h l forth by 8.Plates al be boated on both faces of truss,and placed so their center TPVWTCA In SCSI.copies of which 041 be furnished upon request. Ines coindde vdih)cent center lines. MITek USA,Inc./Com uTrus Software 7.6.7(114-E B.Digin indicateonere of pled in inches, P1.Forbaskcasize connector pleb design nvalues see ESA-1311,ESA-1988(MlTalq II I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS [BUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD )URATION INCREASE = 1.15 1- 2=(-158) 177 9-10=(-236) 298 9- 1=(-822) 387 7-13=(-264) 172 BC: 2x4 KDDF 816076 SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-244) 636 1-10=(-370) 771 13- 8=(-235) 742 WEBS: 2x4 KDDF STAND 2- 4=(-155) 175 11-12=(-244) 636 10- 2=(-126) 162 8-14=(-820) 308 LOADING 4- 6=(-646) 350 12-13=(-251) 692 10- 4=(-814) 405 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=( -36) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"OC. UON. )L ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 363 4-12=( -59) 106 TOTAL LOAD = 42.0 PSF 7- 8=(-806) 270 6-12=( 0) 144 12- 7=( -75) 63 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL i4 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -- -- BOTTOM CHORD,i1CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD A' LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -244/ 858V -242/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM()ORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20'- 5.0" -161/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) ** For hanger specs. - See approved plans ' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. II VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.036" @ 11'- 0.6" Allowed = 0.975" 4-01-11 4-00-10 12-02-11 MAX TL CREEP DEFL = -0.053" @ 11'- 0.6" Allowed= 1.300" III 0-11-15 3-01-12 2-00-05 2-00-05 3-01-12 4-04-11 4-08-03 MAX HORIZ. LL DEFL - -0.008 @ 20.- 3.3 MAX HO RIZ. TL DEFL = 0.012" @ 20'- 3.3" 4 T T T T T 4 I 2 12 6.00 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 5 ' Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-4x6 End vertical(s) are exposed to wind, M-3x4 M-3x8 Truss designed for wind loads 4 1 11 Ail, in the plane of the truss only. /- rr !p M111 M-3x4 w o +. ko M-3x4 0 V) .i I N O I CV 9** 10 ' 11 12 13 *14 M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) y y y y .ck ��0-1003 5-03-13 5-0:+13 4-06-07 4-04-11 ,('( 61,0 s l l � GINE . ` V/ co '4 ‘9' s' 20-0s ' ��„ :9200P r JOB NAME : AMERICAN MODERN STEP 5-PLEX - B2 Scale: 0.2531 41; / 4411111. WARNINGS: I GENERAL NOTES, unless otherwise noted 401 OREGON C,G IJ i.I C"+. 1.Budder and erection contractor should be advised'f el General Notes 1.ThIs design is based only upon the parameters shown and b ler en Individual G �'VL y+_ 40 Truss: B2 and Warnings before construction commence building component.Applicability of design parameters and proper /} ♦Vv 2.2a4 compression web bracing mud be installs ere shown+. incorporation of component is the reepons@MMy of the building designer. �/*FO .ar Y 14 fl ` 3.Add5W,b temporary bracing to insure stability*Ong construction 2.Design assumes the lop and bollen chords to be laterally braved al "�/ G ON 111 by Is Me responsibility of the credo,.Additional pe a(enent bracing of 7 continuous and at 70 o.c.respectivelyply unless braced throughout IMI,sg)Bength). 'R R.I,L- DATE: 6/27/2016 the overall structure is the responsibility f the a�In designer. canllnuous shgingl 0,aelateral b ting re airedsheatwere s enNor drywap(BC). Won Y o �-f''g B 3.)n Impact badging or th bracing rooftree where shown t• o SEQ.: K211617 4 4.Nobe should be applied to any comport udder all bracing end 4.Installation of truss is the responsibility of the aspedNe contractor fasteners are complete end at no time should se toads greeter then 5,Dselgn assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK dcslgn bade be applied to any component. 1 and are for"dry condition'of use. 8 Design assumes full bearing at all supporta shown Shim orxedge if EXPIRES: 12/31/2017 1/h 1,/10 17 5 CompuTrus has no control over and assume re responsibility for the necessary. G P t RES 1 2/3 I G 1 L fabrication.handling,shipment and Installation mponents. 7.Design assumes adequate drainage is provided. June 27,2016 6.This design Is Amish.subject b the beetle t forth by 8.Plates shag be bated on both faces of trues,end placed so their center J G/ L V TPUWICA In SCSI,copies of which veil be Nm bed upon request. lino coincide with joint center lines. B.Digits Indicate sin of plate in Inches. MITek USA,Inc.iCofnpuTrus Software 7.l7(1L(-E 70.For basic connector plate design values sea ESR-1377,ESR-1B8e NIT.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF 1b1iBTR LOAD DURATION INCREASE = 1.15 1-2=(-523) 229 5-6=(-237) 306 5-1=(-808) 307 3-7=( -89) 186 BC: 2x4 KDDF 016BTR SPACED 29.0" O.C. 2-3=(-562) 259 6-7=(-188) 798 1-6=(-174) 570 7-9=(-156) 756 WEBS: 2x4 KDDF STAND 3-9=(-909) 231 7-8=( -39) 96 6-2=( -29) 185 4-8=(-799) 255 LOADING 6-3=(-496) 224 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ 858V -292/ 197H 5.50" 1.37 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 20'- 5.0" -112/ 857V 0/ OH 5.50^ 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IIOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 3'- 2.3" Allowed = 0.417" MAX TC PANEL TL DEFL = 0.071" @ 3'- 2.3" Allowed = 0.625" 6-02 14-03 MAX HORIZ. LL DEFL = 0.005" @ 20'- 3.3" 1' ,r MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 6-02 6-10-14 7-04-02 4 'f '1' '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p IIM-4x9 d 6.00 Wind: 140 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 ':7' load duration factor=1.6, 0%41 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 /- y M-3x9 ,r r I to M-3x9 0 4 in o1 1-11111 II . N /- Ugliiiiiiiii11111111111111111MINgi -V' 5* 6 7 *B M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) y 6-02 1 7-02-06 y 7-00-10 y ,t(\ pF Qp�s y 20 0s y . .,Y GINE d '2 ` 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - B3 /' ..Scale: 0.2531 /VII WARNINGS: GENERAL NOTES, unlace otherwise noted: W' �'w�y1�' mow, 1.Balder end erection contractor shouts be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' / OREGON Y t ,( 44, Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters end proper {+ \a `+A 2.204 compression web bradng must be installed where shown+. incorporation of component Is Ms rosponsiblgy of the building designer. r/� '1)" w f1 'Vr 3.Additional temporary bracing to insure steboiy daring construction 2.Design assumes the top and bottom chords to be laterally braced al 'V Y L by Is me responsibility of the erector.Additional pediment bracing of conN7 o.c sits al otie ea10'0.0.such as plywoodly unless braced throughout their length). Ad ii R I L\- DATE: 6/27/2016 the overall ebucture la the responsibility of the building designer. 3.20 Impact d bridg n sheathing lateral bred" re aired where shonwno'drywal(BC). "!C w g e repo • SEQ.: K2116175 4.Nooneshould leenany amponemubiymeralerednhand 5.Dsigntion asumessristhe areobeueIn.ospedosia /aaanen are complete and at no time should any loads greater then 5.and are assumes condition'. trusses are to be used k a non-corrosive environment, deep"loads be applied to any component. end era ror"dry condlNon"of use. TRANS ID: LINK e.Design assumes b,ebeenngatalhShdgeIt e.compuirus hes no control over and assumes no responsibility for the supportssown. imorw. EXPIRES: 2/31/2017 fabrication,handling,shipment and installation of components. awry. 7,Plates helb.assumesaeden drainageis provided. June 27,2016 6.MI5 design Is Nmlahed subject to the Nmltalbns sat font by S.Plates sinal be located on both lads of buss,end placed so their"Mer TPINOTCA in SCSI,copies of which wig be Nmlehed upon request. Ines coincide with joint center Ines. 5.Digits kdiata size of plate in inches. MITek USA,Inc.(CompuTros Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR•1311,ESR-0o88(MINN This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LINO ICED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ1 REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I Gable end truss on continuous bearing wall DON. BOT)OM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP `4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-C 5-00 DESIGN ASSUMES SHEATHING 4 T T TO ONE FACE ONLY 12 1 12 8.00 IIM-9x9 Q 8.o0 2 I I (tel f -1 M ol o O I r r O o I 5 H l 2-00 1 10-00 y 2-00 y � ) PRO�� , • :9200P 44 yr JOB NAME : AMERICAN MODERN STEP 5-PLEX - C1 /' Scale: 0.9807 � WARNINGS: GENERAL NOTES, unlessethese noted. OREG gem 1 110 �w rvd tBuilder and erection contractor should be advise f 1 General Nates 1.This design is bawd only upon the parameters shown and S for an Individual / R G Truss: Cl and War . ts ps before conN action commence building component.App asb11M of des gra parameters antl p aper L- �n\ 2.291 compression web bredng nasi be Installedere hoa. incorporation of component Ie the responsibility </�y of the building designer. ^{ V S.Additional temporary bracing to Insure stabgity h ng anatrudbn 2.Design assumes the top and bottom chords to be laterally bread et "�,/ 14 m r by Is the responsibility of the erector.Additional ant bracing of contin c.end ate c.c.such as respectively ood s braced(TC)and/or n/ut Mab langur). 11.7 R i l-k- DATE: 6/27/2016 the overall NmdWe is the rosponsibiMy of the• Ing designer. dnuoaMgingor such aapywg rewired where tlrywel(BC). ^� S.In impact bridging or the gry of the where Mown t. SEQ. : K211617 6 4.No bed should be applied to any component Gill seen all bracing and 4.Inslega ion of truss b ha responsibility of respective contractor. featenem are complete and at no time Mould a Imbeds greater than 5.Design assumes trusses are to be used M e non-anasbe environment, TRANS ID• LINK design bads be applied la any component. end are for"dry condition.aruse. 5.CompuTrus hes no control over and aseumas rs pesponsiblllly for the8.Design assumes NI bearing at all supports Mown.Shim or wedge If EXPIRES: 1 2/31/2017 fabrication,handling,shipment end hdallation komponents. 7.Design assumes adequate drainage is provided. June 27,2016 S.This tleNgn Is furnished subject to the limitations}et forth by S.Plates shag be bated on both faces of truss,and placed so their center TPW..ICA In BCSI,apses of which will be Nm shed upon request. Ines coincide wgh joint center line. 9.Digin Indicate Nee of plate In inches. MITek USA,Inc./Com uTrus Software 7.,1_7(1L}E 10.For bask connector Mite design val values sea ESR-1311,ESR-r gSB(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-388) 2380 3-10=(-276) 193 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-2742) 549 10-11=(-269) 1991 10- 4=( -18) 497 WEBS: 2x4 KDDF STAND 3- 4=(-2485) 521 11-12=(-290) 1959 4-11=(-714) 255 LOADING 4- 5=(-1757) 468 12- 8=(-430) 2336 11- 5=(-245) 1166 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1757) 468 11- 6=(-714) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2485) 520 6-12=( -18) 497 TOTAL LOAD = 42.0 PSF 7- 8=(-2742) 549 12- 7=(-276) 193 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -191/ 1725V -206/ 206H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -191/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) hOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.136" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.276" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.059" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 36'- 6.5" 18-06 18-06 f T f Design conforms to main windforce-resisting 6-05-15 6-00 6-00 6-00 6-00 6-05-15 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,11CDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 5 Ace( Truss designed for wind loads M-5x6(S) trr` M-5x6(5) in the plane of the truss only. 3.1" 4444444, 0.25" 0.25" 6 IR! TO M-1.5x3 M-1.5x3 1/\1, /11op r r 0 0 r r a 1 1 II M-3x6 M-3x4 .io 10.25" M-3x4 M-3x6+ of ri�y M-5x8(S) {j ,,0 ("tl.0 .4,(5'4n 1, l 1. 1. 1 *5 t*" .AGI NE'4C#9 l' )' 1 9-05-15 9-00-01 9-00-01 9-05-15 1 ). �� `r T 7 1-06 37-00 1-06 4 89200PE. v JOB NAME : AMERICAN MODERN STEP 5-PLEX - B4 ,,,, a //-'' Scale: 0.1603 + • 0201. : WARNINGS: GENERAL NOTES, unless otherwise noted: I. it OREGON �',e, 1.Builder and erection osntrador should be advised of al General Notes 1.This design Is based only upon me parameters shown and is for en Individual ' ((� Truss: B4 and Warnings before amirudbn commences. building component.Applkeblllty of design parameters and proper �y 2.2a4 comprewon web bracing must be Installed where shown". Incorporedon of component is the raeponstblky of the building tlestgner. /'�/* 14 2 V� `4. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to los laterally baud et '�,/ Y 4- +l* baro responsibility of the erector.Additional permanent bracing o/ 2 otr end at 10 o.e.respectively unless braced throughout Meir length by 4n R 1 L\-4Yi T_ continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 6/27/2016 me overall structure le the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown. SEQ. : K2116177 4.No load should be applied to any component until after all bradngend 4. te'seofI ssistht: abMbulatyyam.espe rvec environment, fasteners are complete and at no time should any loads greater than Design design bads be applied to any component. and are for"dry condition"of me. TRANS I D: LINK 8.Design 5.EempuT us has no control over and assumes no reapane fol ty for the neceeseassumes fol bearing et al supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. June.27,2016 8.This design is Nrniehpd sub)ed to the limitetins set forth by 8.Plates.hal be located on both faces of tons,and placed w their canter TPWV1CA in SCSI,copies of which wil be furnished upon request. Ines coincide vAlh pint center lines. B.Digits indicate size of pleb In Inches. MITek USA,Ina./CompuTtus Software 7.6.7(1L)-E 1o.For be*connector plate design values we 108-1311.ESR-tone(Mire),) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR (LOAD DURATION INCREASE = 1.15 1- 2=( -153) 107 1-11=(-626) 2632 1- 2=(-2839) 638 5-17=1 -607) 249 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-2907) 709 11-12=(-629) 2628 11- 2=( 0) 177 17- 6=1 -358) 1206 WEBS: 2x4 KDDF STAND; 3- 4=(-2663) 698 12-14=(-608) 2708 2-12=1 0) 139 17- 7=1 -622) 272 2x6 KDDF #2 A 1 LOADING 4- 5=(-2653) 765 13-15=1 0) 0 12- 3=( 0) 113 7-18=1 -129) 608 LL( 27,10)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1646) 542 15-16=1 -8) 36 3-14=1 -611) 184 8-18=1 -573) 229 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1667) 525 16-17=(-337) 1681 4-14=1 -157) 130 18- 9=1 -5) 512 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2371) 651 17-1B=(-379) 1763 15-14=1 0) 54 9-19=(-2139) 541 8- 9=(-2227) 543 18-19=(-434) 1667 14-16=1 -355) 1775 19-10=1 -109) 74 LL = 25 PSF Ground Snow (Pg) 9-10=1 -38) 65 14- 5=1 -375) 1542 '* For hanger specs. - See approved plans , 16- 5=1 -644) 159 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE IIAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BCTITOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -201/ 1523V -154/ 191H 5.50" 2.44 KDDF ( 625) 36'- 1.0" -200/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) 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 = -0.155" @ 11'- 4.2" Allowed = 1.758" MAX TL CREEP DEFL = -0.312" @ 11'- 4.2" Allowed = 2.344" MAX HORIZ. LL DEFL = 0.060" @ 35'- 9.5" 8-11 9-01-08 1 9-01-08 8-11 MAX HORIZ. TL DEFL = 0.101" @ 35'- 9.5" T T T f T 4-05-08 4-05-08 2-06 3-01 3-06-08 4-07-10 4-05-14 4-05-08 4-05-08 Design conforms to main windforce-resisting f T . f 4 T ' 4 f f system and components and cladding criteria. 12 12 12 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 • 6.00 t14-4x6 Q 6.00 a 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, ( ,f,r• End vertical(s) are exposed to wind, /J %4, Truss designed for wind loads in the plane of the truss only. M-4x10 i s 3,1" M-3x4 7 M-1.5x3 4 M-5x6 i M-5x6 , '�ISJ I+! 4 M-3x102 4 + M-3x8 M-1,5x3 ''' , o /� + o-1.5x3 o t B 1+* 11 12 14 o o M-5x10 M-1.5x3 M-3x90 I B. w„ :` »a MNV �N I (0'- 8 M-3x8 17 4. 18 AY9 ¢4-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) y 4-05-08 y 4-02 2-0164 y=22.11-04 ) 3-08-Ci y 9-03-04 y 8-09-04 y ti y 10-09-04 ll 25-03-12 yt* O�LCsc CO ‘AGI - /p J' 11-03-04 0-06 29-09-12 yO(� ri 36-01 89200PE t. 414 9< JOB NAME : AMERICAN MODERN STEP 5-PLEX - B5 Scale: 0.1631 "WW1 . A" • WARNINGS: GENERAL NOTES, unless olhenda noted' + OREGON 1.Bulder and erection controdor should be advl S'I tl General Notes 1.Thlsdesign h based only upon the parameter shown and is for an individual rT�1 1.. Truss: 85 and Warnings before construdion commencebuilding component.Applicability of design parameters end proper y a L 2.204 compression web bracing must be Installs a Moven+. Incorporation of component is the nwonsibllty of the building designer. Gia -7}I 14 (}�' la:�..aa. 3.Additional temporary bracing to insure Nanny ng construction 2.Design assumes ms by and bottom chords to be laterally brand at G 1 Is the responsibility of me erecta.Additional pe nem bracing of 2 continuous and N lfr o c.respectively unless eaced(TC)a df their length by `R R..1144‘.. DATE: 6/27/2016 the overall structure a them sibl of m designer. antinuotidgingsheathing lateralbas plywood i where)and/or drywal)OI) wan SY o g alit 3,2.Impact bodging or Garel brsdng requited where shown SEQ. : K2 11617 8 4.No load should be applied to any component eel after at bnWg and 4.Designtion of trues Is the responsibility o/the reapectoe contractor, fasteners an compete and at no time should en loads greater than S. assumes nines are to be used In a non-corrosive environment, designloads beapplied to an nt, and are for"dry condition'of use. TRANS ID: LINKany 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTtue has a control over and temples rte rowonsiblldy for thenec,wary. EXPIRES: 12/31/2017 fabrication.handling.shipment and Installation Cl components. 7.Design assumes adequate drainage is provided. June 27,2016 8.This design is furnished subject to the limtiatbn net forth by 8.Plates shall be baled on both teas of truw,and placed ea their anter TP WVTCA in SCSI,copies of which will be fumed upon request. lima coincide with pint center linea. 9.Digits Indicate sire of pats in Inches. MiTek USA Inc./CompuTrus Software 7A 7(0L)-E 10,For basic connector pale design values see ENR-1311,ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to mai n windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End verticals) are exposed to wind, M-1.5x4 or equal at non—structural Truss designed for wind loads vertical members (won). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. M-3x6 where shown; Jts:2-3,7-8,11,13 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 18-06 18-06 T T T 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 T T T T T T T 12 12 6.00 17 I IM-4x9 d 6.00 4.0" 5 .r-•f wl` M-5x6(5) M-5x6(5) 0.25" 0.25" 6 ik r o 2 • r o 10 11 120.2 5n 33 14 • o M-1.5x3M-1.5x3 oI M-5x8(S) I PR R Fit. y y 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 . J tiNGI NE �ii) cSj This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS ,.. TRUSS SPAN 37'— 0.0" TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF 2900F !LOAD DURATION INCREASE = 1.15 BC: ICOND. 3: 150.00 PLF SEISMIC LOAD. .2x9 DF 2900F SPACED 29.0" O.C. WEBS: 2x9 KDOF STAND LOADING Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 2510)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, j TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x4 or equal at non—structural Truss designed for wind loads vertical members (uon), LIMITS: STORAGE DOES NOT APPLY DUE TO THE SPATIAL n the plane of the truss only. REQUIE'$BENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMCHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BC OM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 18-06 18-06 T T T 9-05-10 9-00-06 9-00-06 9-05-10 4 I1 14 I T 12 12 IIM-4x9 6.00 ISI Q 6.00 4.0" 4 .f( 1.1 • 111111140 M18HS-5x16(S) M18HS-5x16(S) 0.25" 0.25" 344 QC +F M-9x6 M-4x6 2 r f 1 1 7 �r 0 0 0 v 0 1 I 8 M-3x10 '00.25" M-3x10 12 M-5x6 M-5x8(5) M-5 . PROF s 9-02-02 L r 9-03-14 1 9-03-14 9-02-02 C * GIN4. t9/` �'6 y1-04y 37-00 "'�G! 1-04 89200PE -�"' JOB NAME : AMERICAN MODERN STEP 5—PLEX — BFWRH „/ Scale: 0.2122 —,� '- WARNINGS: , GENERAL NOTES, unless otherwise noted: + OREGON "W 1.Builder and erection oentrador should be advl,..n f N General Notes 1.This design h based only upon the parameters shown and Ie bran Individual �J G 1 Y ,{ to Truss: B FWRH and Warnings before consbuctln commence._, buridng component.Applicability of design parameters end proper 4 J`� `& 2.1x4 compression web bracing must be Metall. ere Mown.. Incorporation of component is the responsibility of the builtling designer. //� -7}I 3 Additional temporary bracing to insure stabilHy ng construction 2.Design mamas me top and bottom chords to be laterally braced at �,/ " by Is the responsibility of the erector.Additional p anent bracing of 2'continuous ou sheathing l V hrsuchclwely unless braced(TO)an ut melt length). )N,�a.,,,` R R.� DATE: 6/27/2016 the overall eBucture A the re sibnn fMem deener. cant!^uousigr coonaeaang re aired rrare sand/ordryw.w(Be). '♦(,+•'©7 epos v o ng g 3.2a Imp.a Mdgmg or Ural bracing required entre.Hawn SEQ.: K2 11618 0 4.No lad should be applied to any component uA after all bracing and 4.Instalatkm of truss le the responsiblity of the respective contractor. (aeteners are complete and at no time should a*loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment design lads be applied to any component. and an for"dry condition.of ass TRANS ID: LINK . 8.DesignarywmesNnbeadngatalsupportssheen.shinerwedgeif EXPIRES: 12/31/2017 5.Com hasn Trus no control over end assume responsibilityfor the fabrication,handling,shipment andlnstaltatlon 8components. 7.Design assumes adequate drainage Is provided 2 June 7,2016 6.This design Is furnished surfed to the llmltetlora et forth by 8.Plates shat be located on both fame elms.end placed so their center .. G G V TPCA m SCSI,copies of which will be rutd upon request. lines coincide with laid center lines. B.Digits Indicate size of plate M Inches. MITek USA,Inc./CempuTrus Software 7 11]7(1 L)E to.For basic connector plate design values me ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-1116) 1509 3- 9=( -430) 311 10- 6=(-550) 988 BC: 2x4 KDDF #1fiBTR SPACED 24.0" O.C. 2- 3=(-1372) 653 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-936) 345 WEBS: 2x4 KDDF STAND 3- 4=( -984) 404 8-10=( -10) 15 9- 4=( -149) 596 LOADING 4- 5=( -800) 246 10-11=(-1970) 1988 9- 5=( -611) 560 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -978) 334 9-10=(-1233) 1605 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=( -433) 304 TOTAL LOAD = 42.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 994V -2000/ 2000H 5.50" 1.59 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -324/ 970V -2000/ 2000H 5.50" 1.55 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8_06_08 MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed= 0.150" MAX LI.DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" T 1 1' MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 9-05-11 9-00-13 9-01-08 9-05 4 4 1 1' 4 MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.038" @ 0'- 5.5" DIM-4x9 8.00 17. Q 8.00 9.0" 'COND. 3: 2000.00 LBS SEISMIC LOAD. M-3xt 2"M-3x5 NM Design conforms to main windfozce-resisting system and components and cladding criteria. M-1.5x9 M-1.5x9 Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3xIIA. �� M-3X5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 M-3x9 load duration factor=1.6, End vertical(s) are exposed to wind, M-3X5 3 I ` Truss designed for wind loads '��� in the plane of the truss only. 111 M-1.5x9Truss designed for 4x2 outlookers. 2x4 let-ins �Iof the same size and grade as structof l top M-3x5M-3X9 chord. Insure tight fit at each end of let-in. Outlookers must be cut with caze and are p ' ' permissible at inlet board areas only. r*. i ) rn 1 0 1 - M-3x9 9�_ l 0 7 8 10 **11 -/,-, M-1.5x3 M-3x10 M-3x9 M-5x8 l l l l 1 7-07 0-11-08 9-03-09 9-03-09 Jr Jr Jr Jr 1-01-08 7-07 9-06 hh p�ryy y 8-09-12 0-09-12 8-08-09 y '<(" 6 .\ PRt,��t�� J• ..1. aJ 4 It. /0 17-01 fb 151 1,. 144 89200PE 9r JOB NAME : AMERICAN MODERN STEP 5-PLEX - D1 Scale: 0.2562 -v40, ace <:9,.........„ ,...----,.. WARNINGS: GENERAL NOTES, odes otherwise noted � '� ' OREGON 4 1.Bolder and erection contractor should be advised of e1 General Notes 1.This design Is based only upon the parameters shown and b for an individual y�_, co Truss: D1 and Warnings before construction commences. building component.Applicabiliyofdesignparametersandproper V• 2.]e4 wmpraplon web bndng must be beetled where shown*. incorporation of component a the raspwslbl8y of the building designer. 'TO "'}/ 14 2,c/ , '4 3.Additional temporary bracing to insure debility during construction2 Design assumes the top end bottom*horde to be laleraly breed al 'Sa,E is the responsibility of the frees,Addlene permanent bracing of continuous pp.and at 17 o w respectivelyrespectivelyua braced throughoutthroughoutfast length by �� continuousnuous sheathing such as plywood sheaming(TC)and/or drywxl(BC). RIR DATE: 6/27/2016 the ovate/structure is the responsibility of the building designer. 3.2s Impact bridging or Weal baring required where shown SEQ.: K2116181 4.No bed should be applied to any component until after e8 bracing and 4.Installation of truss I.the responeblly of the respective contractor. fareners are complete and at no Sm.should any bade greater than 5.Design assumes trusses are to be used Ina non<oneste environment, and are for"dry condition.of we. TRANS ID: LINK design beds be applied to any component. S.Design assumes full bearing atoll support.shown.Shim or wedge n X S 12/31/2017 5.CompuTrus has no control over and assumes no reponstbility for the mewed, EXPIRES: febrbatbn,handling,ehipwnt end BM.Ilatbn of components. 7.Design assumes adequate drainage B provided. June 27,2016 S.This design is furnished subject to the limitations set forth by g.Plates 061 be bated on both faces of trues,and placed so their center TP WWCA in SCSI,woes 0101101W be furnished upon request. Ines coincide vdth joint ceder Ines. MITek USA,Inc./Com uTrue Software 7.6.7 1L E 0 Fe,Diebasic con sizeofpplats ininches.val P ( 7.Dorba.b cote size pbtte in inches.s.ea ESR-7377,ESR-19811 @dlTak) fi This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR 'ILOAD DURATION INCREASE = 1.15 1- 2-) 0) 71 2- 9=(-214) 676 3- 9=(-226) 208 10- 6=(-107) 556 BC: 2x9 KDDF 1116BTR SPACED 24.0" O.C. 2- 3=(-909) 274 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-668) 206 WEBS: 2x9 KDDF STAND 3- 4=(-684) 225 8-10=( -1) 7 9- 4=(-149) 450 LOADING 4- 5=(-689) 246 10-11=( -25) 42 9- 5=(-154) 139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25 SIO)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-723) 187 9-10=(-132) 574 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-10=(-240) 199 TOTAL LOAD = 42.0 PSF OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -142/ 868V -138/ 175H 5.50" 1.39 KDDF ( 625) ** For hanger specs. - See approved plans LIMITEI, STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -84/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) REQUIP.EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOP CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BC"TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-08 8-06-08 MAX TL CREEP DEFL = -0.009" @ -1'- 1.5" Allowed = 0.150" / / MAX LL DEFL = -0.017" @ 8'- 6.5" Allowed = 0.808" I MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 4-05-11 4-00-13 ,. 4-01-08 4-05 ,( f ' ,f MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.2" 12 12 MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.2" 8.00 IIM-4x4 ISI Q 8.00 4.0" Design conforms to main windforce-resisting.(-, 4 ( system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(*) are exposed to wind, M-1.5X3 M-3x9 Truss designed for wind loads in the plane of the truss only. 3 M-3x9 - o aw rn 0 1 - 9 0 IM-3x9 I r- 0 o I p ^�4 IaMI XI o r+ 7 8 10 /"111 _' M-1.5x; M-3x8 M-1.5x3 M-5x8 7-07 0-11-08 4-03-04 4-03-04 y l l 1-01-08 7-07 9-06 y 8-04-12 0 y09-12 8-08-04 1 ,r�'V'.' GP �Fa 61 y 17-01 y ,S? .t ©t 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - D2 ,,/ Scale: 0.2562 [}. WARNINGS: GENERAL,T .edn Is untaupotherwise mete 7' .OREGON 1` 1.Bustler and erection anlrador should Be ativlsa[1 f all General Notes 1.This design h based only upon IM parameters shown and b for an individual L+ OREGON V Truss: D2 and Warnings beton construction commence building component.Applicability of design parameters and proper 2.2a4 compression web bradng must be.talk �h re*holm*. Incorporation of component Is the responsibility of the building daalgner. -b =' 14 A ` +�+.. 3.Additional temporary bracing to Insure sabilny ng construction Z.Design assume*the tap and bottom chords k be laterally bread at L by Is the responsibility of the erector.64481 nal p nem bracing of continuous and al ea hhro.csuch unman braced(TC) n throughout melt length). /a'�J)R 1,�� nnnuo t edging sueh l b plywood a where s antl,•drywen(BC). ^♦ DATE: 6/27/2016 me overall structure Is me responsibility of the 4 ng designer. 3.2(impact bntlgmg or sterol bredng required where Mown«* 1.1 SEQ.: K211618 2 4.No load should be spplkd to any component mil(after an bracing and 4.Installation of truss Is the responeblity of the respective contractor. fasteners aro compete and at no time should e'M cads greater than 5.Design assumes bosses aro to be used In a non-corroslve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"*ruse. 5.CempuTnn has no control over end assumes nlrseponsiblimy for the 8.Design assumes tali bearing at all wppoN shown.Shim or cassias If EXPIRES: 12/31/2017 necessary. hbdcalbn,handling,shipment and Installation is ttib. 7.Design assumes adequate drainage k provided. June ne 27,2O A C 6,Thio design b fumiehed subject to the limitation I forth by 8.Plates shall be baled on both faces of truss,and placed so their center J / G I lJ TPIMRCA In BCSI,copies of which Min be N ed upon request. Ines coincide with joint anter Ihr.. MITek USA,Inc./Cam uTrus Software 7B 7(11..)-E g.Digits Indicate size of pmts In Inches. p10.For beak connector pate design values see ESR•1311,ESR•1088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-01-00 GIRDER SUPPORTING 20-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2- 8=( -966) 9816 8- 3=( -372) 1922 12- 6=(-1210) 292 BC: 2x6 KDDF #1&BTR 2- 3=(-6040) 1276 8-11=( -958) 4774 3-11=(-1636) 396 6-13=(-2478) 554 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4256) 956 9-10=( 0) 0 10-11=( -108) 556 13- 7=(-1218) 5748 2x4 DF 2400F A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4236) 962 10-12=( -8) 40 11- 4=( -992) 4426 7-14=(-3964) 860 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 1.0" V 5- 6=(-5084) 1114 12-13=(-1098) 5268 11- 5=(-1004) 300 2x8 KDDF #2 C BC UNIF LL( 233.3)+DL( 178.7)= 412.0 PLF 0'- 0.0" TO 19'- 1.0" V 6- 7=(-4906) 1066 13-14=( -130) 612 11-12=( -876) 4386 5-12=( -214) 926 TC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BC LATERAL SUPPORT <= 12"OC. UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1031/ 4713V -135/ 183H 5.50" 7.54 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 1.0" -963/ 4506V 0/ 0H 5.50" 7.21 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN _, ails staggered: � 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. n9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" 9" oc in 2 row(s) throughout 2x8 webs. MAX LL DEFL = -0.069" @ 8'- 6.5" Allowed = 0.908" MAX TL CREEP DEFL = -0.141" @ 8'- 6.5" Allowed = 1.211" 8-06-08 7-04-10 3-01-14 MAX HORIZ. LL DEFL = 0.024" @ 18'- 9.2" f 'f 'f 1' MAX HORIZ. TL DEFL = 0.039" @ 18'- 9.2" 4-08-01 3-10-07 3-03-12 4-00-14 3-01-14 Design conforms to main windforce-resisting 12 12 g 9 8.00 M-4x6 Q 8.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 .(by( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Il load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X5 in the plane of the truss only. 14-3X53'4114111111 M-5x6 M-9x8 r-. Addlikk 7 R�7 7- 1,41. 4. �� Q .-1 11K1!C,I .r _ FAN �r_ c as / M-5x10 M-3x6 1 0 p N 4 9 10 12 13 -14 '' M-1.5x3 M-5x16 M-4x8 M-7x8 M-1.5x9 l 1 l . ), , l 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 . , l 1 1-01-08 7-07 11-06 y ; 1' y ti�EQ PI ©� s y 8-04-12 0-09-12 10-08-04 y �" yG'N E ,_ 19-0111 ,e 89200PE r" JOB NAME : AMERICAN MODERN STEP 5-PLEX - D3 �''�/!/0�1' Scale: 0.2195 "- Cr.ARNINGS: GENERAL NOTES, unless otherwise noted. RIP e' 1.Builder and eredbn contractor ahold be advised of al General Notes 1.ThI•design is based only upon the parameters shown and is for an individualO ,. Truss: D3 and Warnings before conMu dbn commences. building component.Appkablly of design parameter and proper �� + a �N A 2.7x4 compression web bracing muni be mablbd where Mown+. 2 Design incorporatioassume1 in.50top.na bottom chords responsibility o f laterally building designer. ;anon. .16 4 14 2.'3\ 4..�." 3.Additional temporary bracing to Insure cablldy during construction 7 o.c.and al 10 c.c.respectively unto breed throughout their I. by 'V/fly" Is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ardor drywal(BC). ^:+ ] C3 I 1 �,,,, DATE: 6/27/2016 me overel structure is the responsibility of the building designer. 3.7x Impact bridging or lateral bracing required where Mown++ l 8 f-� w. SEQ.: K211618 3 4.No load Mould be applied to any component until after a8 bredng and 4.Installation Ohms Is the responsibility ettM respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes musses are to be used Ina non-corrosive environment TRANS ID: LINK design bads be addled to any component, and are for"dry cord tlon"of use. 5.Comparrus has no control over and assumes no responsibility ler the 6.Design assumes NI bearing at al suppoN Mown.Shim or wedge If 1 EXPIRES: 12/31/7017 .fs .l 701 7 fabrication,handling,Mipmant and installalon of components. 7.Designnecesss assumes adequate drainage b provided. June 27,201 6 ! IJ/ / S.This design Is furnished subfed to the limitations set forth by 8.Plates shall be bated on both laces of truss,and placed.o their center TP6WTCA In SCSI,copies of which writ be furnished upon request. Ines coincide with Joint anter lines. MITek USA,Inc./Com uTrue Software 7.6.71L E 10.For basicIconcate sizeofplates inches.values P ( B. For nconnecter plate design vela•sss ESR-1311,ESR-1688(Welt) This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LC.D DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-84) 58 1-4=(-36) 38 2-4=(-124) 124 BC: 2x6 KDDF #1&BTR I, SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( I .0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -102/ 541V -27/ 68H 5.50" 0.87 KDDF ( 625) 4'- 0.0" -104/ 499V 0/ OH 5.50" 0.80 KDDF ( 625) ** For hanger specs. - See approved plans 1 LL = 25 PSF Ground Snow (Pg) ADDL('IBC CONC LL+DL= 704.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTO#CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.018" 0 2'- 1.8" Allowed = 0.202" AND II-l(TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.034" @ 1'- 11.5" Allowed = 0.181" MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 3-08-04 -73-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" T i. 12 Design conforms to main indforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 1 3 Truss designed for wind loads -/ in the plane of the truss only. r 0 0 1 N N O C 1I W ill O -/ I 1 4 0 M-3x4 M-3x6 I' 1 +704# 0-4 3-08-04 0-03-12 l 4 l 4-00 "\. O PROOFS 1 C3 -57 89200PE r JOB NAME : AMERICAN MODERN STEED 5-PLEX - DGIRD ,/ eLii; Scale: 0.5597 '�'gh /�''yy.... WARNINGS: GENERAL NOTES, uMeas otherwise noted. OREGON L�'•h. Truss: DGIRD 1.Bever and erection oontrador mould be addend of ell General Notes 1.This design is based only upon the parameters shown and b for an individual 'f7 and Warnings before construction commence building component.Applbebllily of design parameters and proper .L it, \b' '\ 2.204 compression web bradne must be installer r�yh,�ere shown*, incorporatlon of component h the responsibility of me building designer, rQ -7.I14 7.I14 2. 3.Additional temporary bracing to Insure stability�rl ing construction 2.Design assumes the top and bottom chord.to be laterelry braced et A Is me reeponslblNty of the erector.AddXbnal p nent bracing of T o in end et t P hin respectively as ply unless braced(TC)anthroughout mak length by . fi R I L r DATE: 6/27/2016 the overall stricture is 8w rasponalbuly of the e�sing designer. 3.2,In pact bridging or tale!as god wrodh�re sheathing(TC) • .rya�e(eo). /�'`•. SEQ. : K211618 4 4.No load should be applbd to any component 44 ager all bracing and 4.Inctegatlon of coo le the reeponabmty of the reapedlve contractor. fasteners are complete and at no ems should rite Wads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for oondllon of use. 5.compuTrus has no control over and assumes mi responsibility ler the 6.Design assumes NI bearing at all supped.mown.Shim or wedge if EXPIRES: 12/310017 neuessry. fab.daaig handling,shipment andlatellatron rirlforth ms. 7.Design assumes adegoebdrainage Isprovided. June 27,2016 6.This design Is NrSehed subject to me Ilmitatb i feat forth by B.Plates shall be located on both feces of Wes,and planed so their center TPUWICA in SCSI,copies of which et1 be N d upon request. Ones coincide vdih joint center lines. 9.Digits mdkate Nae Opiate in belles. MITek USA,Inc./CompuTrus Software 7 Si7(1 L)-E to.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 12-01-00 GIRDER SUPPORTING 13-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-2246) 424 1-5=1-410) 1929 5-2=1 -292) 1714 BC: 2x8 KDDF #16BTR 2-3=( -195) 139 5-6=(-403) 1885 2-6=1-2208) 987 WEBS: 2x4 KDDF STAND LOADING 3-4=( 0) 0 6-3=( -148) 149 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 5S.0)-IDL) 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 193.8)+DL( 117.8)= 261.5 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -380/ 1966V -80/ 200H 5.50" 3.15 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 1.0" -393/ 1967V 0/ OH 5.50" 3.15 KDDF ( 625) Hangers attached to the bottom chord will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 6-06-07 5-02-13 0-03-12 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" MAX TL CREEP DEFL = -0.074" @ 6'- 9.7" Allowed = 0.799" 12 MAX HORIZ. LL DEFL = 0.008" @ 11'- 7.5" 6.00 M-1.5x3 4 MAX HORIZ. TL DEFL = 0.013" @ 11'- 7.5" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x8 2 ul 0 i 0 I 1 „iidialll '1/4, 11 call i© JI of = 5 6 o M-5x16 M-3x10 M-6x10 l . 6-04-11 5-08-05 l 12-01 1 iro �Gj4��NG NES '96'' 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - F1 r ... /-.""' Scale: 0.4070 '"�aar , WARNINGS: GENERAL NOTES, unless dMrvnte noted: lo t! aR G ate r4,`t. 1.Builder and erection contractor should be advised old General Notes 1.This design is based only upon the parameters shown and Is loran Individual // (� Truss: Fl and Warnings before conNrudbn convnencas. building component.Applicability of design parameters and proper {_• J��^ `� 2.2s4 compression web bndng must be installed Where Mown*. incerpontbn of component is the responsiblily of the building designer. /je^ '14 fa .}w 3.Additional temporary Aiming to Insure atabgtiy during conenwtlon 2•Design assumes tits top and bottom chords to be laterally braced at "�J L R>1?... ry S Is the responsibility of the erector.Additional permanent bracing of T o.c"M at ea10'Data respectively,,ph unless braced throughout rtdryeir length by T_ continuous sheathing such as plywood sheathing(TG)and/or drywal(BO). * 1 R..I 1 - DATE: 6/27/2016 the overall structure le the responsibility Mile building designer. 3.2n Impact bridging or lateral bredng required where Mown** f 7 r SEQ.: K2 11 618 5 4.No bad should be applied to any component until ager all bradng and 4.Installation of truss lame responsibility of the respective contractor. fasteners are complete and at no Sme should any bads greater than 5.Design assumes trusses are to be used in e non-corrosive environment, design bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK w 8.Design assumes full bearing at atsupporisMown.Shlmorwedge if EXPIRES. 12/31/2017 S Command has no control over and assumes no responsibility si for the naceasery. fabrication.handang,shipment and Installation ofoomponsnb. 7.Dedgn assumes adequate drainage N provided. June 27,2016 8.This design Is furnished subject to the limitations est forth by S.Plates Mal be located on both feces of Imes,and placed so their anter TPWI1 CA In SCSI,copise of which MN be furnished upon request. Ines coincide with Mind center lines. 9.Digits indbate We of plate in Inches. MITek USA,Inc./CornpuTrus Software 7.6.7(114-E 1c.For basic connector plate design values see ESR-7311,ESR-1588(MITak) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. IC OND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( (.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, 1 End vertical(s) are exposed to wind, M-1.509 or equal at non-structural Truss designed for wind loads vertical members (uon). LIMIT D STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQU_ EMENTS OF INC 2012 AND INC 2012 NOT BEING MET. BOTT(h$CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND EPTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON, 6-05-04 5-07-12 T 1 T 12 6.00 p M-1.5x3 4 -, a M-3x6 H 3 ,n t 0 r i © mix 2 11 M-155x3 M-ix6 M-3x4 ), l y 6-03-08 F, 5-09-08t;,fi P R Op .O l ts 1-06 l 12-01 1 `� GxAGIN,�'� /©2 17 4:cy 892O0PE r' r JOB NAME : AMERICAN MODERN STEL 5—PLEX — FWA Scale: 0.3596 I ilk Cr /�.— WARNINGS: O.This design unless onthevlaeMtetl 1.. OREGON 0 7.Saucier and erection contractor should be adv of el Generel Notes 1.This tlesign Is bawd only upon the parameters Mown and b for an Individual I V 'bW Truss: FWA and Wamh,ga before construction commences building component Applicability of design parameters and proper 't/ / k 2.244 compreaslon web bracing must be Instalb( ere Mown+. incorporation of component k the responsibility of the building designer. Ir/� 7�+" may. !1�'} 3.Additional temporary bracing to insure stability ng construction 2.Design assumes the top ash bottom shores to be laterally braced at V ` Y , 1. Is the roeponsib6ty of the erector.Addaknal nem bracing of 2'o c and at 10 o.c.roapeclNaly unlace braced throughout their length by M,� '�� centinuuus sheathing such as pNwood shesUing(IC)color drywaa(BC). """'III ,Li7 tl DATE: 6/27/2016 the overall structure Is IM responelbalty of the ding designer. 3.2a Impact bridging or Iaterel bracing required where shown•+ SEQ. : K211618 6 4.No load should be applied to any component after all bracing and 4.Installation of russ is the responsibility of the reapedNe contractor. fasteners are complete and at no time should loads greater than 5.Design assumes tresses ere to be used Ins noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry cundbkn"of use. 5.Com ins Ms no control over and assumes N rs sibll for the 6.Design assumes Na bearing N a8 supporta Nom.Shim or wedge It spoon aynecessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and knetallMn 'components. 7.Design amuses adequate drainage A provided. June 27,2016 6.This design A furnished subject to the limitation WN fodh by 6.Plates shall M located on both feces of truss,and placed so their center TPIMTCA In SCSI,copies of which nil be fusMhed upon request. lines coincide with joint center lines. 8.Dight indicate size of plats In inches. Wee USA,Inc./CompuTnfs Software 71i7(1L)-E l0.For bask connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)051( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=23.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, vertical members (won). End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-02 14-03 T ' 1 6-02 6-10-14 7-04-02 T - - - T Q - - -. - T 12 12 6.00 I(M-9x4 Q 6.00 4.0" 2 ./-,f 111111 M-3x6 M-3x6 ,1111111 Al g r 0 o 11011111111"-,.,.,, M-3x6 0 l o I 1,1.1• 11.1110 .. 'I.I.I_ N . ....... ..... 5 0.25" 6 M—.3x6 B M-3x5 M-3x5 M-5x8(S) PN .°;" II y 6-02 y 7-02-06 y 7-00-10 ,, � \' GI sA, 20-05 " 92OOP <' JOB NAME : AMERICAN MODERN STEP 5—PLEX — FWB / �r Scale: 0.2375 tr WARNINGS: GENERAL NOTES ween otherwise noted OREGON 1.Builder and erection contractor should be advised of al General Notes 1.This design b band only upon the parameters shorn and is for an IndvkuN �R( Truss: FWB and Warnings before construction commences building component.Applicability of design parameters and proper ,�/ �� d" 2.2a4 compression web bracing must be Indatled where shown., Incorporation or component is the ra.pontleulry Orme bunging designer. "..0 "i 2('y ..�., 3.Additional temporary bracing to Insure stability during conabuction 2.Datlgn assumes the top and bottom chords to be laterally brand d Q +4 is the responsibility of the erector.Addlbentl permanent bracing of 7 o.e.and d 1O o e.respedNaiy unless braoed throughout their length by DATE: 6/27/2016 the overall pra structure ba reasonability of anllnuonabaetningsuch asplywood ahsethlnp( aiandfordryvlN(BC). . 1RIb designer. 3.2e Impact badging or!storm bractng required where ohown.. !l SEQ.: K211618 7 4.No bad should be spelled to any component untn after all booing and 4.Installation of bo..Is the tlbllty of the respective contractor. fasteners are complete and at no time ehouk1 any bum ads greeter than 5.Design asses trusses era en Is b be used In a momconoeNe environment, design beds be applied to any component. 8.and are for'dry condition"of un. TRANS ID: LINKDesign assumes ful bearing atalsupponashown.Shim orwedge if 5.compu .ry. EXPIRES: 12/31/2017 Tho has nocontrol over and mumes no responsibility forth. aan febrbedon.handling.shipment and installation of components. T.Design assumes adequate drainage is provided. June 2/,2016 8.This design Is furnished aub)ed to the Ihnitafion rat fort by 8.Plates Mel be(anted on both faces of truss,and placed as their center TPWVICA In SCSI,copies of which coil be furnished upon request. lines coincide With bird center lines. MITek USA Inc./Cam uTrua Software 7.6.711 E s ForDigitaisicconelasr ppistethigMn. P ( 1 S. For beak ate size piste design vetoes sea ESR-1311,ERR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR ILOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(-594) 595 3-4=(-214) 148 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-333) 331 WEBS: 2x4 KDDF STAND I LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -119/ 417V -600/ 600H 5.50" 0.67 KDDF ( 625) OVERHANGS: 18.0" 0.0" I 4'- 0.0" -126/ 251V -600/ 600H 5.50" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural LIAMTED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (tors). REQ.pIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BO'TM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AN9 BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.239" MAX TC PANEL TL DEFL = 0.024" @ 2'- 2.9" Allowed = 0.359" / 4-00 / MAX HORIZ. LL DEFL = 0.003" @ 0'- 5.5" 1 MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 kOND. 3: 150.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 I c 0 I N rI it 0 I 2 I x4 / O M-3x4 M-1.5x3 y ), I 1-06 4-00 P f �w,� NGINE.fiR /e 11 ' " ;920 " JOB NAME : AMERICAN MODERN STEP 5-PLEX - FWC "/ Scale: 0.6294 tlowWO (}. WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON y�v I.Builder end erection contractor Mould be advl (✓Id aU9 rel Notes 1.This design h based only upon the parameters shown and b for an Individual / t� t 1.0 Truss: FWC and Warnings before conalructbn commence �` bunging component.Applicability of design Aerometers and proper �le ' ka's 2.254 compression web bradng must ba Imtalled e Mown v. incorporotbn of component k the roapansibAAy of the building destgner. da 'ise 1 A n y �" 3.Additional to 2.Design assumes the top end bottom chords to be laterally brood et 1 Y L 111 temporary brecing to Inure atabillry A ng construction 2'o.c.and at l O o.c.respectively unless braced threughod Mair length by la the respon.RAty of the ruedor.Additional pe s)anent bracing of continuous sheathing suoh n plywood sheathing(TC)and/or drywall(BC). 41 -ti, �'L1,,, DATE: 6/27/2016 the overall structure is the roepondbllity of the t/(ding designer, 3.25 Impact bridging or lateral bradng required where Mown++ SEQ.: K2 11618 8 4.No load Mould be applied to any component toil atter all bradng end 4.Installation album is me responsibility of the respective contractor. fasteners are complete and at no time should en loads greater than 5.Design assumes trusses are to be used In a non-c'anosve envkonment, TRANS ID: LINK design loads beapplied toany wmponen. and aro ro dryesnanlon^mtae. 5.CompuT n,h o.n c Mipml over and ant ant In a les re`epo ibflay for the 6.Design assumes full beanng el ail wppnrh Maven.Shim or wedge If EXPIRES: 12/31/2017 �omponenta. 7.Design ssumes adequate drainage is provided. June 27,2016 8.This design is furnished subject to the limitation ret forth by 8.Plates shall be boated on both faces of trues,and placed so their center TPWVTCA in BCSI,copies of which WA be Nm ed upon request. Anes coindde vdth faint center line. 9.MITek USA,Inc,/CompuTrue Software 7.,kj7(1L}E 10.For basits c connector plate da.Ign al (MITek Ala gcvelues see ESR-7377,ESR-1988 ) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF Blunts LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF Al&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIP load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 4-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING 5-07-04 5-07-04 TO ONE FACE ONLY 4 4 4 12 12 IIM-4x4 8.00 F77 Q 8.00 ii A41111111111111111 I co co 0 0 O "-- 1 _,o 4 5 l l 1 l 1-01-08 11-02-08 1-01-08 r. CO PRQp . c. c.;• 4 GNGI1 �r'� /per$. 89200PE �" JOB NAME : AMERICAN MODERN STEP 5—PLEX — El ,,, /- ' Scale: 0.4900 , 4� : WARNINGS: GENERAL NOTES, unless othervse noted: 111. JAS 1.Builder end erection contractor should be advised of a1 General Notes 1.This design la based only upon the parameters shown and Is for en individual 'j7 Xi OREGON ttf Truss: E 1 and warnings before con.n,alon commences. building component.Applicability of design parameters end proper L. "7A \©/ `A, 2.2s4 compression web bracing must be lafalod where shorn.. incorporation of component is the roeponsibiny of the bulling dealgner. 4y� -7 14 e1 C 4 3.Additional temporary bracing to Insure stability during construction 2.Design eawmea the top end bottom chato be latently bead at L l:it Is the responsibility of the erector.Additional permanent bracing of T o.c.and at td o.c.respectively unless braced throughout their length by F_ DATE: 6/27/2016 the overall structure is the re .Ad of buildingcontinuous sheathing n such es plywoodaheealteTC)and/or dryweA(BC), *F" UI 1`� - Spon ray o designer. 3.N Impact bridging or leforsl bracing required were shove•+ T'1 S EQ : K2 11618 9 4.No load Mould be applied to any component until ager ell bracing end 4.Instillation of truss is the respensibllly of the respedne contractor. fasteners are complete end at no time should any bads greater than 5.Design eswmes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design Wads be applied to any component. end are ler"dry condition"of use. 5.Computrua he.no control over end assumes no responsibility for the 6.Design 11{6/1111.11 NA eeatIng at al supports shown.shin or wedge if EX.iPIRES. 2Z3.112017 fabrlatbWarrant handling. arrant and inalation of components. 7.Design tisanes adequate drainage h provided. June 27,LO I QV 6.This design Is furnished subject to the limitations set forth by E.Plates abe'anted on both faces olbse u .end placed so their anter TPIWICA W SCSI,copies of which win be furnished upon request. lines coincide with joint anter lines. O.Digits indicate ales of ptste ininches.MITek USA,Inc./CompuTrus Sallvare 7.6.7(1L iI For basic connector piste design values sea ESR-1311,ESR-1988(MITak) , , This design prepared from computer input by 1 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1fiBTR I�LOAD DURATION INCREASE = 1.15 1- 2=( -98) 104 1- 8=(-1326) 1519 1- 2=(-1002) 643 BC: 2x4 KDDF #1&BTR I. SPACED 24.0" O.C. 2- 3=(-702) 331 8- 7=(-1326) 1519 3- 8=( -496) 504 WEBS: 2x4 KDDF STAND 3- 4=(-562) 218 8- 4=( -64) 221 LOADING 4- 5=(-562) 218 8- 5=( -496) 504 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20 0).DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-702) 331 6- 7=(-1002) 643 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -9B) 104 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 I LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITS STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -317/ 724V -2000/ 2000H 5.50" 1.16 KDDF ( 625) REQUIF MENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 2.5" -317/ 724V -2000/ 2000H 5.50" 1.16 KDDF ( 625) BOTTOD (CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BC1TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-04 5-07-04 MAX LL DEFL = 0.023" @ 9'- 7.7" Allowed = 0.515" y f r( MAX TL CREEP DEFL = 0.024" @ 1'- 6.8" Allowed = 0.686" 1-08-12 1-00 2-10-08 ,, 2-10-08 1-00 1-08-12 MAX HORIZ. LL DEFL = 0.013" @ 10'- 9.0" 4 T '1 1' 1 1' MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 12 12 B.00 I7 IIM- x9 Q 8.0o ICOND. 3: 2000.00 LBS SEISMIC LOAD. 4 0" 4 I Design conforms to main windforce-resisting wN system and components and cladding criteria. - Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, • End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x31, M-1.5x3 in the plane of the truss only. 3 5 M-3x4 �'� ...L, r'' M-3x4 2 1 6 * * ,ti f -;.-I II IJ -I I I I o o 1 S a7 -�o M-4x6 M- x8 M-4x6 1 4' 1 5-07-04 5-07-04 1 11-�Iz oa 1 ������, GP Es`619 2 il I 89200PE r JOB NAME : AMERICAN MODERN STE 5-PLEX - E2 Scale: 0.4249 111 WARNINGS: , GENERAL NOTES, °Mese otherwise noted OREGON ��`v 1.Builder end ereotlon contractor should be advle/5'of all General Notes 1.This design la based only upon the parameters shown and Is for an Indlvidwl Illi GO Y Truss: E2 and Warnings before construdfon commence building component.Applicability of design parameters and proper y ` Z.2a4 compression web bracing must be installed re shown+. Incorporation of component is the respontblfty of the building designer. �/� '17 A ON '4.• 3.Additional temporary bracing to insure atebillly ng construction Z Design assumes the top end bosom drone to be laterally braced at 4 G (�11 b the roaponsibilty Milts erector.Additional pe nem bracing of 2 o.c.and at 10 c.c.respective unlace braced throughout melt length by 4�' + `- wntinuous sheathing such as plywood sheathing(TC)end/or tlrywel(SC). ,te '." DATE: 6/27/2016 the overall structure is the responsibility of the ng designer. 3.2i Impact bddging or lateral bracing required where shown++ S EQ K2116190 4.No Iced shouts be apolled to any component u after all bracing and 4.hesitation Ohms la the responsibility of the respective contractor. fasteners are complete and at no time should a bads greater than 5.Design assumes trusses are to be used in a non•corrostve environment, TRANS ID: LINK deAgnloads beapplied many component. and are for"dry condition.ofuse. 5.CempuTruehas nocontrol over and assumes rb eponelbilltyfor the B.Design gn assumeswmesNBWaM1ngalalwppoNshown.Shim orwedge if EXPIRES: 12/31L2017 fabrication,handling,shipment and installation mponenta. 7.Daeles adequate drainage is provided. June,27,2016 6.This design N famished sub)ed to the limltatbforth by 8.Plates Mal be located on both feces of truss,and placed so Meir center W TPWM Nm CA SCSI,copies of which will be ed upon request. lines colndde vAth Mint center linea. 9.Digits indicate size of plate In Inches. MiTek USA.Int./CompuTfue Software 7. (1L}E 10.For bade connector plate design values see ESR•131 I,ESR-1688(MiTek) 11 Ili This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-718) 1912 6- 3=( -309) 991 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2- 3=(-2191) 726 6- 7=(-547) 1421 3- 7=(-1008) 498 WEBS: 2x9 KDDF STAND; 3- 4=( -605) 155 7- 8=( -55) 125 7- 4=( 0) 319 2x6 KDDF#2 A LOADING 4- 5=( -604) 157 7- 5=( -4) 303 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( -525) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -122/ 716V -104/ 124H 5.50" 1.15 KDDF ( 625) 13'- 6.0" -75/ 547V 0/ OH 5.50" 0.37 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = -0.064" @ 2'- 11.5" Allowed= 0.629" 7-10-12 5-07-09 MAX TL CREEP DEFL = -0.124" 8 2'- 11.5" Allowed= 0.839" T 1 T 3-00-08 9-10-09 5-07-09 MAX HORIZ. LL DEFL = -0.051" @ 13'- 3.2" • MAX HORIZ. TL DEFL = 0.083" @ 13'- 3.2^ 12 12 IIM-4x4 8.00 Q 8.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4J =3X4 , `� a� FOR LATERAL LOAD AND LATERAL STABILITY,END VERTICAL /i;1C M -ro NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. 3x9 M-3x8 M-3x6 MIo I 2 M-5x6 ,-I o M-3x4+ 4 6.44 12 1 1 1 1 1 2-09 5-00 5-03-08 0-05-08 1 01-08 2-09 1 10-09 1 �y • C) �" OF' �, 1-01-08 13-06 1 Co , �CaIN,� 'j0 :9200PE v JOB NAME : AMERICAN MODERN STEP 5-PLEX - E3 ..e.iiilt ''' . , Scale: 0.3061 r. ASV /}. WARNINGS: GENERAL NOTES, unless dhervdse noted. 1' OREGON ` ""e. 1.Builder and erection coMnctor should be advised of all General Notes 1.This design Is based only upon 8M parameters shown and Is for an individual 7/ �J ©REGO1 Y Truss: E3 and Wamings before cawtructbn commences. building component.Applkabllty of design parameters and proper (�. 'j ` ��\ 4Asr. 2.2a4 compression web bracing nasi be installed where shown«. Incorporation of component Is the responsibility of the bidding designer. ey/� /s/ �9 3.Additional temporary bracing to Insure stability during conMrucbon 2 Design assumes I I the tap and bottom dares to be laterally braced at (J 4 Is the roNonsibilry of the erode.Additional permanent bracing of 7 o.c.and at 10 c.c.respectively unless braced throughout their length by DATE 6/27/2016 dro overall siruclure h the responsibility of th. de continuous sheathing such as plywood sheathing(TC)endbr drywatl(BC). R" C3 11 \, building signer• G 24 Impact bridging or Were)brodng required where shown«« •e f'\1 sr SEQ.: K2 11 6191 4.No bad Mould be applied to any component until eller all bradni end 4.Installation of truss Is the reeponslblily egret respective contractor. (wieners are complete and at no time Ywuld any loads greater then 5.Design assumes Crosses are to be used Ina non-corrosive environment, TRANS ID, LINK deelgnloads beapplied toanycomponent. and are for"dry condition.eruse. 5.CompuTrvs hes no control over and assumes no roapowblldy ler the 8.Design assumes NR bearing.t al supports shown.Shim or sedge If EXPIRES: 1 2./31/2 0.4 7 ewewry. 1! �7I7! 1/ fabric-Mien,handling,shipment and hodl.bwanes n of components. 7,Design adequate drainage Is provided. June 27,2016 8.This design Is furnishedwbpd b the limitations set forth by 8.Plates shat be located on both faces of bums and placed so men center TPWOTCA In BCSI,copies of which cele be furnished upon request. lines coincide with Joint canter line. 9.Didd MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E o.For b Ye connee connecof tor inches. plate sign values we ESR-1311,ESR-1988(MITak) I1 11 This design prepared from computer input by X111 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 1-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 I' TC: 2x6 KDDF #1SBTR #)I'08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-454) 650 4-5=(-1552) 6274 1-4=(-1760) 430 2-6=(-6868) 1714 BC: 2x4 KDDF #16BTR :l4AD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-454) 650 5-6=(-1552) 6274 4-2=(-6860) 1714 6-3=(-1760) 430 WEBS: 2x4 KDDF STAND; I - 5-2=( -120) 120 2x6 KDDF #2 A LOADING LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50 #)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( -12 5)+DL( 11.5)- -1.0 PLF 0'- 0.0" TO 9'- 8.0" V 0'- 0.0" -940/ 3764V -2000/ 2000H 5.50" 6.02 KDDF ( 625) TC UNIF LL( 426 0)+DL( 289.7)= 715.8 PLF 0'- 0.0" TO 9'- 8.0" V 9'- 8.0" -940/ 3764V -2000/ 2000H 5.50" 6.02 KDDF ( 625) _r- ' LIMI D STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN REQUI#EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. \/�/ 6" oc in 2 row(s) throughout 2x6 top chords, BOTT CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /X X 9" oc in 1 rows) throughout 2x4 bottom chords, AND TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.177" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 webs. ' MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.035" @ 9'- 2.5" 11 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 4-10 load duration factor=1.6, f f End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 Jin the plane of the truss only. i M-7x10 M-3x6 f 1 2 - --- II I - - II o II I II o I I o A A o ,-. ►ice F� �� ri 4�� X11 159 ;><.6 - M-4x10 IM-1.5x3 M-4x10 1 4-10 1 4-10 l - 1 1 9-08 _'-- c„r, (c., } , /a 89200PE r JOB NAME : AMERICAN MODERN STE 5-PLEX - G1 Scale: 0.5609 -„A /'� WARNINGS:Bolde O.ml.degraisNOTES, unteupotherwise parameters OREGON p. 1.Binder and erodbn contndoron co be commences. 'l fell General Notes 1.This assign pions.only upon the p wigs a r shownmeter and la for open InMvldual OREGON l7 V'V &((� Truss: G1 and Nhm rags before construction commence building component.Applicability Is of design parameters and proper " �y 2.254 compreadon web bradng must be Instal sd�ra shown r. Incorporation of component la the reepoo b 9 of the building designer, <0 '1 Y {A 25 �"4- 3.Additional temporary bracing to Insure daNlIy A ng construction 2.Design assumes the rap and bollen chose b be laterally braced at V 1't Is the responsibility o!the erector.Additional pe MM bracing of 2 o a end al 10 c.c.respectively unkss braced throughout thek length by yyy...,,s DATE: 6/27/2016 me overall structure is the n continuous sheathing such as plywood sheathing(TC)and/or dryaall(BC). a.a..�..�L�, spondbgky of the L1 Ins designer. 3.2c!mead bridging or lateral bracing required Where shown++ e SEQ.: K211619 2 4.No bad should be applied to any component mellow all bracing and 4.Inststlatlon of truss Is the respondbllty of the respective contractor. fasteners are compete and at no One should a.kleada greater than 5.Design assumes hisses are to be used Ina noncono.Na environment, TRANS ID: LINK design Rads be applied to any component. naareror^aryconanbn^Dries. 5.CompuTNs hes no conhol over antl aawmss r[Yespondblllly for iha a Design assumes NA bearing al a0 suppona shown.Shim ar wedge I! EXPIRES: 12/31/2017 2/31)r f 01 7 fabrkaton,handling,shipment and in tallatlon 'pomponenta. 7.memory. 1! I(LL Design amen.adequat e oth faces Inn,,d. June 27,2016 5.This sags n furnished subject to the limitations pt foil,by B.Plates shall be located on both faces of wash and placed as their Cather TPIWTCA In SCSI.copies of which will be rum seed upon request. Anes coincide wrath joint center lines. 9.Digs Indican sire of plate 6 Inch... MiTek USA,Inc./CompuTrus Software 7.L7(1 L)-E 10.For bask connedur plate design values see ES12•1311,ESR.aa9(IMTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4816) 998 1- 6=(-878) 3836 6- 2=( -356) 1848 4- 9=(-4980) 1086 BC: 2x6 KDDF #1&BTR 2- 3=(-3040) 682 6- 7=(-870) 3800 2- 7=(-1690) 414 9- 5=1 -40) 10 WEBS: 204 KDDF STAND LOADING 3- 4=(-2486) 598 7- 8=(-330) 1324 3- 7=( -310) 1402 LL = 25 PSF Ground Snow (Pg) 9- 5=( -110) 136 8- 9=(-330) 1324 7- 9=( -934) 2006 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -690) 2990 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 176.5)= 906.8 PLF 0'- 0.0" TO 15'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 1967.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT ( 2 ) complete trusses required. 0'- 0.0" -814/ 3900V -104/ 209H 5.50" 6.29 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1162/ 5399V 0/ OH 5.50" 8.55 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. XX9" oc in 1 row(s) throughout 204 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 @@ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.077" @ 4'- 10.3" Allowed = 0.969" MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" 9-00-12 6-04-12 MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" T T T 5-00-01 4-00-11 4-05-04 1-11-08 Design conforms to main windforce-resisting 1' 1' 1' T '( system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5X3 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8.00 173 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q; f� load duration factor=1.6, el EMEM End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 �` N I O l0 ll •,,,, , 1111 T Cil m GG INIIII , V , ° U 0 1 = 7 6 7 8 -'9 -! I o M-5x10 M-3x6 M-6x8 M-3x8 =M-4x4 1 y y 1967# y 4-10-05 4-04-03 4-03-08 1-11-08 c1,0 PR 0p6. s l 15-05-08 y c.\\ ( LL�. 06' /� ,19200PET Vit" JOB NAME : AMERICAN MODERN STEP 5-PLEX - E4 Scale: 0.3347410. /.y., WARNINGS: GENERAL NOTES, unless dhervdae noted. ©e•,EIaOIY `a. 1.Bulkier and erection conbador shroud be advised of al General Notes 1.This design h based only upon the parameters shown end Is bran IndNbuat1, OREG O Truss: E4 and Warnings before construction commence.. bolding component.Applkabe ty of design parameters and proper (,,.,. 4a ♦ / . 2.204 compression web bracing must be heaped wnere Mown v. incorporation of component h the reepontlblly of the building dasiener. I� "7), 1 4 20` �'4 3.Additional temporary bracing to insure Nobility during conduction 2 D.tlpn assumes Ilee tap and bottom dards to be laterally braced al L (stile reaponalbiRy of the erector.Additional permanent bracing of 2 mc.end at l g a.c.such e.sly unties braced throughout their I. by j `_ DATE: 6/27/2016 me eseron structure Is the responsibility Orme building deo continuous sheathing such es plywood required where Mow„.. SEQ.: K211619 3 4.No load shoud be applied to any component until after all bracing and 4. ellon of truss Is the responsibility y of the respedNe contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a nomcanoslve environment, design pads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 6.Design assumes MI bearing at al supports shown.Shim orwedgeif EXPIRES. 12/31/2017 6.Com/hamswe Tnn has no control or and assumes no responsibility for the necoesary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage ie provided. June 27,2016 8.This design Is fun/Med added to the limitations set term by S.Plates shag be located on both faces of tond and placed so their center TPIINRCA in SCSI,copies of which oil be fumined upon request. Ines coincide v4th joint canter lines. 9MiTek USA,Inc./Com uTrus Software 7.6.71L E I For bIndlconect,plots design ignhes. P ( )- 1.Dorbasicnte sin fpat in cvalues see ESR•1 J17,ES134g38(MITek) , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #16:BTR SPACED 24.0" O.C. 2-3=(-82) 21 I TC LATERAL SUPPORT <= 12"OC. UON. I' LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -86/ 333V -13/ 57H 5.50" 0.53 KDDF ( 625) 1'- 4.9" -49/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 9.0" -6/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LI TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RETIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BO'S'OM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AN (BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 1-05-11 MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0^ Allowed = 0.041" I - MAX BC PANEL LL DEFL = 0.003" @ 1'- 3.8" Allowed = 0.092" MAX BC PANEL TL DEFL = 0.002" @ 1'- 2.8" Allowed = 0.122" 12 MAX BC PANEL TL DEFL = -0.001" @ 1'- 5.9" Allowed = 0.122" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 4.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0' (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. I 0 I Ca It O _>-<:4 M-3x4 y l l 1-01-08 2 JJ 9 (PROVIDE FULL BEABjNG;Jts:2,3,4 cc :9200PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - EJ1 '1...- Scale: 0.7095 IM ir WARNINGS: GENERAL NOTES, unless aRmedse noted' 'II OREGON I.Budder and erection contradurshould be advlset(of al General Notes 1.This deeign h based only upon the parameters shown and is for an mdlvidual 7N♦ .. 1.0 Truss: EJ1 end Warnings before cantrudlon commence building component.Applicability of design parameters and proper 2.284 compression web bracing must be instal. here shown•. incorporation of component a Die rosponabAAy of the budding designer, /Q 'e4.' 14 fl 4 3.Adtlmonal temporwy bracing to Insure stability de['ng condruetion 2.Design sesames the top and bottom chords to be laterally braced et ` Y' G 11,.. Is me m nsibiq f the erector.Additional _[NN neral bracing o! continuous andats as sheathing rsuch s plywoodly woods braced(TC)and/or r dryeir length by i/.e>> R R I I-� aPo ty o Dars)a nmpa ah iho r such n suing re aired here shown•dryveg(BC). ///{` DATE: 6/27/2016 meowereAanmwreldm.responslbinyormel■ Ing designer. 3.2almp.abridgagwateralbradngragwlreawmereanown+. 1 SEQ.: K2 1161 9 4 4.No load should be applied to any component nO after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no brae Mould a loads greater than 5.Design assumes busses are to be used bra noncorrosive environment, TRANS ID• LINK de algnladsbeappledtoanycernponent. and are fardrycondlion^afuse. 5.compuTrua has no control over and assumes rB espontebitty for 8.Design assumes full bearing at el supports shown.Shim or wedge if EXPIRES: 12/31/2017 awry fabrication.handling.eopment and installinstallationMcomponerts. 7.Plate.sassumes badequate badrainage ls 5?russ,aprodded. June 27,2016 8.This design is furnished subject o the NmlUtbnl let forth by S.Metes shall be orated on both faces of truss,and paced ea their anter TPIM/ICA In BOB),copies of which nil be M ed upon request. Anes coincide with joint center line. 9.Digits Ind)sete the of pate In Inches. MITek USA,Inc./CompuTrus Software 7.4!7(IL)-E 10.For heed connector pate design values sea ESR-1311,ESR-1 988(MITek) F This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-62) 20 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -118/ 428V -10/ 68H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -72/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 6.00 D BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.150" MAX TC PANEL TL DEFL - 0.003" @ 1'- 0.9" Allowed = 0.224" MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.9" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.9" 1/11111i -/ Design conforms to main windforce-resisting system and components and cladding criteria. �' Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, of End vertical(s) are exposed to wind, mo Truss designed for wind loads I in the plane of the truss only. .-I r /- 0 o 2 9►' M-3x9 l y l 1-06 2-00 0-07-11 'PROVIDE FULL BEARING;Jts:2,4,3 ..,,co PR9FFs ti :9200P c"' JOB NAME : AMERICAN MODERN STEP 5-PLEX - ESJ1 � Scale: 0.8739 t�WARNINGS: GENERAL NOTES, uNess otherwise noted .s� /'� CC�V/'y1.Budder and erection contractor ahold be advlod of aI General Notes 1.This design b baked only upon the parameters Mown and N for an individual7 OC DNTruss: ESJ1 and wamings before construction commences. building component.Applicability of daslgn parameter.and proper G slot `L��� �1,.14, 2.2x4 comprosston web bracing must be Instalbtl where shown�. Incorporation of component b the responsibility of the building designer. "< q}I 14 3.Additional temporary bracing to Insure stability during construction 2 Design assumes me top and bottom choke la be laterally braced at Is the responsibility of Me erector.Adddlonsi permanent bracing of r o c.and at 1a o e.respectively unless brecetl throughout reek engirt by e, VO V,- continuous sheathing such as plywood sheathing(TC)and/or drywa8(B6). DATE: 6/27/2016 the overall structure N the rakponsibdlly of the building designer, 3.2a Impact bridging or lateral brodng required where she."+ SEQ.: K2 11 61 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of Irma Is the roaponlbdtty of the respective contractor. fasteners aro complete and at no time should any bade greater than S.Design assumes busses aro to be used m a noncorrosive environment, TRANS ID: LINK design lads be appibd to any component. and are kr"thy condition"of oaks 8. 5.CompuTnrs hes no control over and assumes no reaponsiblllty for the me tin assumes full bearing al a8 supports shown.Shim or wedge If EXPIRES: 12/31/2017 awry. kn.d.on.handrng,shipment and.limitations of components. 7.Design assumes adequate drainage N provided. June 27,201 6 6.This design N furnished subject to ms limitations set forth by 8.Plates shall be boated on both faces of Wes,and placed so their center TPBWTCA In BCS',copies of which will be furnished upon request. Ines coincide with joint center fines. 9.Digit.Indicate sloe f plate in inches. MiTek USA Inc/ComPuTrus Software 7.6.7(1L)-E 10. For basicconnector plta eign values see ESR-7317,ESR-19811(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 GIRDER SUPPORTING 38-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR J9AD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-518) 536 4-5=(-1414) 6992 1-4=( -170) 68 2-6=(-7378) 1494 BC: 2x8 KDDF #16 BTR 2-3=(-518) 536 5-6=(-1414) 6992 4-2=(-7378) 1494 6-3=( -170) 68 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -718) 3424 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50 (b)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 450 0)+DL( 326.0)= 776.0 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) LIMI'fD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) REQU l@EMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -''- ( 2 ) complete trusses required. I Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: ANDTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. XX 9" oc in 1 row(s) throughout 2x4 top chords, /X\/X\ 6" oc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 g MAX LL DEFL = -0.075" @ 4'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.152" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 webs. MAX NORIZ. LL DEFL = 0.012" @ 9'- 2.5" MAX HORIZ. TL DEFL = 0.019" @ 9'- 2.5" I, ICOND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-10 14-10 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 �iI M-4x12 M-1.5x3 f 1 2 3 -/ 10 o A _ A o o I o I f- iY o - - io I : 1 -+- I f -, f 4> < 5 �L6 =M-10x10 M-3x10 1-.M-10x10 .Jr ) l 4-10 ' 4-10 l ,1 9-08 <<, Ep PROP . �c\s ‹c., N Etc �'/p9 89200PE r" JOB NAME : AMERICAN MODERN STEP 5-PLEX - H1Scale: 0.5609 / -_ .. tI WARNINGS: I GENERAL NOTES, unless otherwise noted. OREGON /yF�` * �f L� 1.Builder and erection contactor should be advised oral General Notes t.This design la based only upon the parameters shown and is let an IndWldual Of78r V'1\J'V » to Truss: H1 end Warnings before construction commences building ocmpenent.Appllubilm or design parameters end paper b 2.2r4 compression web badng mud be installer Mare shown.. Incorporation of component Is the responsibility of the buntline designer. d ) '`1 Y 1 q; Zp - '.. 3.Additional temporary baring to insure debility Steins construction 2 Design.resumes the top end bottom drone b be Merritt ac..et Ie the responsibility f the erector.Additional p nem bac i 2'o.c.end at 10 o.c.raepectivety unless braced throughout melt length by A 1 FIR 10- continuousDATE: 6/27/2016 me overall sirucar is the responsibility of the. d designer.o 3.2e IImpact bridging lateral bsuch asran ori requishiratred rp(TC)and/or drywel(BC). ^^^III aeon NMrnngpa g regalred wnea shown.. SEQ.: K2116197 4.Nomad should be applied to erg component WS after all being and 4.Design Aee.m.a5lloRe..ioaibilty 5mh wnsactho contractor. fasteners are complete and at no time should off mads greater than end re ss medry trusses are use. TRANS ID: LINK design Dads be ns cndto any component. 6.Design assumes al bearing at al supports mown.Shim or wedge If 12/31!2017 5.Command has no cndrol over and assumes N responsibility for me EXPIRES: 1LL;il!/G r necessary. fabrication,handling,shipment and Installation)components. 7.Design.alleaaedaadthlmgslo provided. June 27,2016 Thissi S.Thdesign a nto furnished sub(actthe limitation set forth by B.plates shall be Mated on both feces of truss,and placed so their center TPWVTCA in SCSI,copies of Mich nil be mnlened upon request. lines coincide with loin center line. S.Digits indicate doe of plate In Inches. MITek USA,enc./CompuTrus Software 7 bi7(1L)E 10.For bask connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" DEC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -4) 62 5-6=(-142) 78 5-2=(-975) 319 BC: 209 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 6-3=(-224) 269 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. 12 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 1 ". 0'- 0.0" -138/ 983V -97/ 66H 5.50" 0.77 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 NODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIE. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main indforce-resisting -, system and componentsand cladding criteria. M-3x9 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I I load duration factor=1.6, I End vertical(s) are exposed to wind, Truss designed for wind loads e� in the plane of the truss only. 0 0 M No N r 0 :11 -I - II II - - 5X ..6 M-1.5x3 4-3x4 ���Q PR Qp�s y 1-06 y 1-02-08 y � NGI�E�,4 v�p�. 89200PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - HJ , /• ��1' Scale: 1.0366 It GENERAL NOTES, unless dhenviae noted- 1. OREGON �4 1.Builder and erection contractor should be advised of all General Nates 1.This design b based only upon til parameters shown end h for an individust Truss: H J and Warnings before construction commences. building component,Applicablity of design parameters and proper '�j.. "� A.Nm A. 2.204 eompresstan web bracing must be intoned where stwWn+. incorporation of component la the roaponstblily of the building tlealgner. - <Q 14 3.Additional temporary breemg to insure stability during construction 2.Deman assumes the tow and bottom chords to be Federallyho Maid at �y �A, Is the responsibility of the eredor.Additional permanent bracing of c'continuous i Siad et id o a rcool, ply unless braced(TC)and/or their len)in by -!!fin.R I t\- _ DATE: 6/27/2016 the overallmncmre Is therelab fthe builds designer. himpactstging or lateraalaedng retire where show,, dryWlal(BC). span NNY a building 3,In impact bridging or lateral bracing resulted where mown t SEQ.: K211619 6 4.No load should be applied to any camponam until after all bracing and 4.InstaNatbn of truss Is the responsibility Mho respective contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment. TRANS ID: LINK deed ledabespplledtoenycomponem. ane.rarer^arycandllos afro.. s.Compurrue has no control over end names no responsibility for the 6.Deman assumes full bearing at an supports Mown.Shim or wedge If EXPIRES: 12/31/2017 mown,, fabrication,haMnleh.dipment and installation or components.ma. T.Design assumes adequate drainage is provided. June 27,201 6 6,Thla designs furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TP WVTCA in BCSi,copies of which MI be furnished upon request. lines coincide with joint center lines. H.Fb Indicate size in inches. MITeUSA,Inc/Com uTrus Software 7.6.7(10-E 10.For back connector Mete design values sea ESR-7371,ESR-1868(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#14BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 314 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=1-224) 264 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LI 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) OVERHANGS: 18.0" 0.0" 1 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIDITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Korn 2• nevign rherked for nett-5 pnfl uplift at 24 'nr sparing I BC-TOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Ahi BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL= -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting •tI system and components and cladding criteria. 1 2 n Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 L- n9-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 9 load duration factor=l.6, 11 End vertical(s) are exposed to wind, Truss designed for wind loads 8 in the plane of the truss only. 1006,0 11 M-1.5x3 M-3x4 3 ' -/ 1'01 2 * provide 'support 01 00 C 4- provide support CD / ) 8-00 0 r CD i N ) p 1111 ( 5: s. ..2s.6 M-1.5x3 M-3x4 y y y - y ,co pROff 1-06 1-02-08 10 001N 0 5 G E' 89200PE JOB NAME : AMERICAN MODERN STE? 5-PLEX - HJ1 Scale: 0.4214 n WARNINGS: GENERAL NOTES, unless otherwise noted: '"' Orj�fr.O^1 ,a 1.Builder and erection contractor should be advised f al General Notes 1.This design ie based only upon the parameters Moven and A for en Individual !!ll 1177 t V �(,/ Truss: HJ1 end Warts before construction commence building component.Applicebllity of design parameter and proper /N a� 2.204 comPre.sion web bracing moat be Instslie r h fe.Hawn e. incorporation of component is me responsibility of the building designer. �/� '7 w !)v� "'�► 3.Additional temporary bracing to insure stability Wing construction 2 Design assumes the lop and bottom chords to be laterally braced al `t L `�h Is Be reeponsibilty of the eredor.Additional pel^{,eneH bracing of 7 a.continuous al ea o c respectively wood s eathMracW)TC)throughout Ih ylength by I �� DATE: 6/27/2016 the overall structure o the responsibility Ithe h din desi designer. 2Impactsheathing such l b aciplyng requirede here s awn a erywaN(BC). o g p 3.2a Impact bridging or lateral bring where shown,. SEQ. : 52116199 4.Na bed ersareshould be addled to any time component eYl)`looafter ell bracing and 4.DesignNlenum s truasses rotonbeebuseeityof in a respective environ. , fastener.are compote and at no nine should^A beds greater than and re for•dry condition.of use. ry [r tn� rryy.I(IN(}.N''7� TRANS ID: LINK design leads be app led to any component. n.Design assumes MN bearing at al supports shown.Shin or wedge if EXPIRES. 12/3it20NI 5.Compuinn has no control over and assumes no responsibility for the necessary. fabrication handling shipment and Installation mponeme. 7.Design assume.adequate drainage I.prodded. June 27,2016 e.This design is famished subject to the Ilmltatlare 1 forth by S.Plates shall be located on both faces of Imes,and placed so their center TPWWTCA In BCSI•copies of which 041 be M d upon request. lines coincide with plot center lines. 9,Digits Indicate slit of plate In inches. MITek USA,InuiConrpuTrus Software 7 Of1L}Z 10.For basic connector plata design value.see ESR-1311.ESR-195B(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-920) 923 3-4=(-1793) 1795 1-3=( -55) 94 2-4=(-1401) 1383 BC: 2x9 KDDF #140TR SPACED 24.0" O.C. 3-2=(-2264) 2257 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -1354/ 1910V -2000/ 2000H 5.50" 2.26 KDDF ( 625) TOTAL LOAD= 42.0 PIF 1'- 10.3" -1358/ 1903V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.001" @ 0'- 10.2" Allowed = 0.069" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.002" @ 0'- 6.7" Allowed = 0.096" M-1.5X3 M-3x8 MAX HORIZ. LL DEFL = 0.003" @ 0'- 3.5" MAX HORIZ. TL DEFL = -0.003" @ 0'- 3.5" 1 2 ICOND. 3: 2000.00 LBS SEISMIC LOAD. I - - Design conforms to main windforce-resisting system and components and cladding criteria. I I i - Wind: 140 mph, h=19.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M stn load duration factor=1.6, 0 I End vertical(s) are exposed to wind, el stn Truss designed for wind loads 0 0 I 1 in the plane of the truss only. I I 11I f All connections and attachments of components to form 'j"\ X4 the structural system for imposed seismic loading is the responsibility of the engineer of record. M-3x8 M-3x4 Design assumes shear panel to align with verticals in adjacent trusses. Note:Attachments as stated above must account for the component overturning moment. 1 Y 1-10-09 CEO PROF c;•• <c ��9 gip, 44, :9200P �t- JOB NAME : AMERICAN MODERN STEP 5-PLEX - GHBP ///,14 Scale: 1.2100 too yy.. WARNINGS: GENERAL NOTES, unless othendea noted OREGON 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and S for an Indivldud ,�j Truss: GHBP and Warnings before oondna isn commends. bidding component.Applicability of design parameters and proper . 4 A. 2.2s4 compression web bradng must be installed where shown,. Incorporotbn of component la the roeponsibWiy of the bulking designer. ,/e� 14 /T�' � S.Additional temporary bracing to insure slabilny during consimctlon 2.Design assumes the top and bottom dro inn to be isteraly homed at L Is the responsibility of the grader.Additional permanent bracing at 2 n i and et f e hin.resist a wply unless beacon throughout melt length 4,;Z•FIR'ft continuous ri ging or Pater as wing re uir et s oor,ar drywal(BC). DATE: 6/27/2016 the overall structure h the responsibility of me buntline designer. 3.2s Impact bringing or lateral bracing required where siwwn.• SEQ.: K2 11 62 0 0 4.No bad should be applied to any component until after all bradng end 4.Instanatbn of truss is the responsibility of the respective contractor. fasteners are complete end at no time mould any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design bade be applied b any component. end are for"dry condition"of ues. TRANS ID: LINK 6.Design assumes NA bearing al al supports shown.Shim or wedge If 5.Command hes no control over end assumes no responsibility forme naamry. EXPIRES: 12/31/2017 fabrication,handling.shipment and instsilatbn of components. 7 Design assumes adequate drainage is provided. Julie 27,201 6 6.Thin design Is fumishad cubed to the limitations set forth by S.Plates shag be bated on both feces of truss,and placed so their center TPWWrCA in BCSI,copies of which will be furnished upon request. linea ooindde with Joint coder lines. MITek USA,Inc./Com Trus Software 7.6.7 1 L E I Fa Indicate We of pleb in inches.et W ( 1 B. For haste cafe alee f pts design wastes see ESR-1711,ESP-1963(MITek) 11 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 314 9 KDDF l&BTR ! _ _ TC: 2x # BC: 2x4 KDDF #1fiBTR SPACED 24.0^ O.C. 2-3=(-118) 106 2 6=( 155) 306 WEBS: 2x4 KDDF STAND I3-4= 0) 0 6-3=(-224) 264 . LOADING TC LATERAL SUPPORT <= 12"OC. UON. II L( 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 12 TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:. 18.0" 0.0" 4.00 ' 0'- 0.0" -138/ 483V -47/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) IiIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �i•;EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. :OTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP "ND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028^ MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL = -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" M-1.5x3 4 Design conforms to main windforce-resisting -/ system and components and cladding criteria. M-3x4 3 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I011,f- e� raj End vertical(s) are exposed to wind, Truss designed for wind loads 1 MI in the plane of the truss only. I�' I 111111111110 0 mI o I r 0 I ti II NI f / 6 5 M-1.5x3 -3x4 vil\'0qPROft s 1-06 1-02-08 ,; <Ci R i. 89200PE r JOB NAME : AMERICAN MODERN STEP 5-PLEX - GJ Scale: 1.0366 /144 WARNINGS: GENERAL NOTES, unless othervdse noted • ©[9 !"rOAI 1i- 1.Builder and erection contredor should be advi, f all General Notes 1.This design Is based ont upon the parameters shown and Is for an Indivldual 7 OREGON 1 V 40 Truss: GJ end Warnings before construction commencebuilding component.Applicability of design parameters end proper G1, /( ��� `A. Incorporation of component Is the respnnsiblOy of the building designer, 0 4-7 ' '14 4 2.2a4 comprossian web bracing much he Meddle ere shown•. 2.Desi the and bottom chords to be laterally braced at '�/ {y 1 tin assumes p a J 3.Additional temporary bracing to Insure stability "ling construction T c.c.and W 10 c.c.respectively unless braced throughout their length by �/((�f�[� ` Is the responeitiRy of the erector.Additional t i anent bracing of continuous sileaMing such ea plywood Meathing(TC)andbr drywal(BC). ERR R i`•,,,\4+ DATE: 6/27/2016 the overall structure la the responsibility of the!• bine designer. 3.2s impact bridging or lateral bradng required where shown 4• S EQ K2116201 4.No load should be applied to any component !II after all bradng and 4.Installation of truss la the responsibility of the respective contractor. fasteners ere complete and at no time should`I bads greater then 6.Design assumes woes are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. Igt end ere for"dry condition'of use. 5.compuTrus hes no control over and assumes :responsibility for the H.Design assumes NA bearing at ail supports Mown.Shim or wedge If EXPIRES: 12/31/2017 fabriestion,handling,Mlpment end inelelhso!If components. 7.ledJuneDesign 27,2016 8.This design Is furnished subject to the IimitaSe)'set form by 8.Plates shallbe located on both faces of buss,end placed di their center TPIMTGA in SCSI,copies of which willbe fu ed upon request. Ines coincide with joint center lines. I� 9.Digits indicate sue of plata In Inches. MiTek USA,Inc./CompuTfu9 Software •.7(1L)-E In For basic connector plate design values see ESR-/311.ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 314 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-11B) 106 2-6=(-155) 306 WEBS: 2x9 [(DOE STAND 3-9=( 0) 0 6-3=(-224) 264 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 92.0 PSF LOCATIONS ' REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -138/ 983V -97/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 2.5" -200/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. KONG 2. nesign chocked for nett-5 pefl rtplift at 24 "nr sparing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.4" Allowed = 0.041" MAX HORIZ. LL DEFL - -0.000" @ 0'- 9.0" MAX HORIZ. TL DEFL = -0.000" @ 0'- 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.001--- , .,..09-1 L (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, a Truss designed for wind loads 'O 6'Q in the plane of the truss only. 10 M-1.5x3 M-3x4 3 ' -/ '01 1 2 r provide support o ee 4-00 provide support o o ILIII w� 8-00 0 N woram 5►--44 a=-6 M-1.5x3 M-3x4 J' J' y y 1-06 1-02-08 10-00cD PROF4, s , NGT E�rhy Sip :920OPE C JOB NAME : AMERICAN MODERN STEP 5-PLEX - GJ1 • 11!!744 ! ; Scale: 0.9219 ALGA • /- '� WARNINGS: GENERAL NOTES, unless dhenvise noted 1P �� �©� V. Truss: GJ 1 I.Builder and eredbn contractor should be advised of al General Notes 1.This design i based only upon the parameters shone end b for an Individual "V 44/ and Warnings before construction commences. building component.Applicability of design parameter*and proper ys 2.2a4 compression web bracing must be installed where Mown o. incorporation of component is roeponstbldy of he building designer. "/Q "1 ii 14 `2P �+y4� A AddBoml temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally brecotl et ( r lathe responsibility of he erector.Additional germanely bracing of 2 o.a and at 1P o.c.respectively unless braced throughout their length by '� DATE: 6/27/2016 he overall structure la the responemllly of the building Ms at Impact ehgi bridging or such i b plywwoe aired w ere s endbr dryvwl(BC). R"1 igner. 3.is Impend10.arlateralbractngry ofth.where Mown to fl L SEQ.: K21162 0 2 4.No bad druid be applied to any component until soot all bredng end 4.Installation of truss is he respondblse of the respective contractor. fadeners are complete and at no time should any loads greater then 5.Design imams trusses are to be used In a non-corrodve environment, end are for/dry condition-or use. TRANS I D: LINK design beds be applied to any component5.CompuTme hes no control over and assumes no nsponeld ty or the 8.Design assumes fol bearing al al Mom.own.Shim or wedge if EXPIRES: 12/31.12017 febdcalbn.handling,shipment end instalbdon of components. eaery. 7.Designassumesbeaaded on both to truss,d. June 27,2016 8.This design b furnished subject to the Imitations eel forth by 8.plates ehaA be located en both faces of Truss,end placed ss their center TPI WTCA in SCSI,copies of which will be furnished upon request. Ines coincide vdih)okd center lines. UTNE Software 7.6.7 1L Z 9.Digits indicate size of pleb in Inches. MITek USA,Inc./Co f^P ( )- 10.For basic connector plate design values see ESR-1311,ESR-11388(MITek) 'I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-22) 24 3-5=(-107) 93 BC: 2x4 KDDF #1/BTR SPACED 24.0" O.C. 2-3=(-51) 32 WEBS: 2x4 KDDF STAND 1 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( $5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. .,.. DL ON BOTTOM CHORD= 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1 0'- 0.0" -69/ 314V -14/ 47H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -16/ 143V 0/ OH 5.50" 0.23 KDDF ( 625) LIMII'k'ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQ"IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTS M CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-03-12 0-03-12 MAX TC PANEL LL DEFL = 0.010" @ 1'- 11.5" Allowed = 0.165" _ MAX BC PANEL TL DEFL = -0.009" @ 1'- 10.6" Allowed = 0.157" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 4.00 v MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 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. II I r- 0 I ko 0 N1 rn p 1 1 /2 ��5 0 M-3x41M-1.5x3 3-03-12 0-03-12 l ), l 1-00 3-07-04 S#c( PRop ,,. . 892O0PE r JOB NAME : AMERICAN MODERN STEW 5-PLEX - L1 / • Scale: 0.6296 Ilak WARNINGS: G.ThIeAb urly,psnMnaM lwted ORE ON i+ .. 1.Bottler and erection contractor should be adv.4 fatal General Notes 1.This design A based only upon the parameters Mown and Is bran Individual - 1177 V'V to Truss: Ll end Waminga before construction commences building componentApp8aablily of design parameters and proper 2.2x4 compreplon web bradng must be In.olle:ere shown a. incorporation of component Is the raspansibNNy of the building designer. 4",0 4 1 A �0 4 3.Additional temporary booing to Insure Mobility t np construction 2.Design assumes the lop tint bottom dwras to be laterally braced at V l Y by A the responsibility f the erector.Additional pae�tanent bracing of • Z ni:ro.cand at 10 sho.eathing respectively ply unless brawtl(TC)and/or their r is d(Bgth). (IRI" R 1�� ° ar In .bridging or Nterh I b plywood a obere.and/or drywag(BC). s's"'!!! DATE: 6/27/2016 Ins overall structure fa the responsibility orthe 1�Nding designer. 3.2s Impact bridging or lateral boring required where Mown*• SEQ.: K2 1162 0 3 4.Na load should be welled to any component u after all bradng and 4.Installation stallai io noofttru buses It,.arum Mblity of the In a respective e ssppaortivetcoe contractor. ant, fasteners ere omptele and at no ante should my loads greater than g design mads be applied to any component. and are for"dry condition"of ase. TRANS I D: LINK B.Design assumes fol bearing at al suppoda shame.Shim or wedge If EXPIRES: Il I17 G j 2131/ 017 5.Compered has no control over and assumes al responsibility for the necessary. CAq P RE t 3 20 1/ fabrication,handling,shipment and installation l y components. 7.Design assumes adequate drainage is provided. June.27,2016 8.This design Is furnished subject to the llmltal6eaast forth by 8.Plates shall be located on both faces of truss,end placed so their center TPUWTCA In SCSI,copies or which nil be fuml,ed upon request. Anes coincide with(old center lines. 9.Digits Indicate Mice of poo In Inches. MITek USA,Inc./COmpuTrus Software 7 6.7(1L)-E t9.For basic connector pots design values sae ESR4311,ESR-1988(MITek) I V This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #19BTR SPACED 24.0" O.C. 2-3=(-46) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 POP 0'- 0.0" -66/ 321V 0/ 47H 5.50" 0.51 KDDF ( 625) 3'- 4.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 7.5" -38/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) •• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. l BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, lr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, r End vertical(s) are exposed to wind, o Truss designed for wind loads koin the plane of the truss only. 0 .-i N / - r1I [ - 0 1 0 2� 4 e. M-3x4 l l 1 1-00 3-07-08 (PROVIDE FULL BEARING;Jts:2,4,3 I 9,0) PR Opk- 61 i�GINE fi >47 444 11 " 89200PE r- JOB NAME : AMERICAN MODERN STEP 5-PLEX - L2 / 'd' Scale: 0.8761 V' ' WARNINGS: GENERAL NOTES, unless dMrwiw noted OREGON 7 At 1.Builder end eredlon contractor should be advised of a8 General Notes 1.This design Is based only upon IM MMus]parameters shown and Is forMMus] 44/ Truss: L2 and VgamIngs before construction commences. building component.Appli abllIy of design parameters and proper 2 1r II,204 compra•tlon web bracing mud be installed where shown*. incorporation of component is the responsibility of the budding designer. "6 11)" 14 2.° 3.Additional temporary bradng to insure stability during construction 2 Design:manes the top and bosom Words to b•laterelty bnaW at ( O' lama responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10 c.c.respectively unless bfaceci throughout their length by /ji,,,� DATE: 6/27/2016 the overalldrtwbxe is the reeponsiblty of the build) designer. 2Impat sheathing suehaaacingotlaheewhere shown atl(BC). "F/�w L7 rjI ng b 3.In Impact bridging or hsrslbracingyanOR required re preshown a 8'1 fl L S EQ. K2116204 4.Nohadshould s bem feel ntoany component only rosier endrth and 4.D ignfm ofInesIsthe re to useofintre oorroe contractor. nviron fasteners are compote and at no time shouts any roads greeter than 5.and aseum•e bums are m les used In a remconoeNs environment, TRANS ID: LINK design loads beappledto any component. anamror^drycoMnlen^of use. 5.CompuTne has no control over end assumes no responsibility for the 8.Design assumes RIO beenng al a8 supports shown.Shim or wades if EXPIRES: rT/ryy/20 Z fabrication,handling,shipment and Installation of components. 7.Design necessary, adequate drainage is prodded. June 27,2016 7_1717E 8.This design Is furnished eub)ad to the limitations est form by 8,Plates shed be located on both races of how,and placed as then center TPNVICA In SCSI,copies of which WE be furnished upon rowed. Anes coincide wlih Joint cantor lines. MITek USA,Inc./Com UTnIs Software 7.6.7 1 L E 5.Digits USW*sir•of plate in indles. p ( to.For basic connector plate design values sea ESR-1311,ESR-1588 Web) f II� This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-163) 128 BC: 2x4 KDDF )16BTR I SPACED 29.0" S.C. 2-3=(-70) 50 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" I 0'- 0.0" -61/ 370V -20/ 64H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -25/ 216V 0/ OH 5.50" 0.34 RODE ( 625) M-1.5x9 or equal at no -structural LINMO�mrED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon)n REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I7OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTIIM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I MAX TC PANEL LL DEFL = 0.091" @ 2'- 10.6" Allowed = 0.285" 5-10-09 0-03-12 MAX TC PANEL TL DEFL = -0.047" 0 2'- 8.6" Allowed = 0.428" 'I' '1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 I7 1 1I Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, 1 End vertical(s) are exposed to wind, S' Truss designed for wind loads I Z in the plane of the truss only. c 0 I 0 rNI Lel 1 o ,/ r7 1 I /2 Wit` 5 0 M-3x4 M-1.5x3 y ) l I 5-o10-04 0-03-12 ) , 1 1-00 5-04 90 PR Opk- 619 �yGIN�fiI � /©4. 89200PE re JOB NAME : AMERICAN MODERN STF 5-PLEX - L3 //r . Scale: 0.5852 y ..... WARNINGS: GENERAL NOTES, unless otherwlw noted p /y 1.Wider and erection contradar Mould be adNelltl of al General Notes 1.This design is based only upon the parameters Mown and B for an individual OR©RGON40 yam_ Truss: L3 and Warnings before construction commence♦II building component Applicability of design parameter.and proper 4,/� 2.204 compression web bracing must ba Indalba ''ere shown*. Incorporation of componaM b the responsibility of the building designer. �<0 `7 3' 1 AY' fl Lc$ �` -- 3.Addlional temporary bracing to insure stability"ring construction 2.Design assumes the tap arch bottom chortle to be laterally braced d la the respondbSly of the erector.Additional p�ynanaM hracing of 2'o e and et 10 o.c.respectively unNas braced throughout their length by DATE: 6/27/2016 the overall structure Is the reWily of BAldin continuous sheathing such as plywood ng(IC)and/or drywatl(BC). ^'RIR I L`,.r Spon g designer. 3.a Impact bridging or lateral brewing required where Moven*. SEQ.: K2116205 4.No bad should be applied to ergnomponanth1,,yagerall bracing and 4. is the of fasteners are complete and at no time should-Y bads greater than De arer.for"dry tenses re t use. TRANS I D: LINK design bads be no lbdcan to any component. an1 8.Dedgn assumes ful bearing at all wears Mown.Shim or wedge If 5.CompuTrus has no control over and assumes av responsibility far the necessary. EXPIRES: 12/31/2017 fabrication.handling,shipment end instatta components. 7.Dedgn assumes adequate drainage is provided. June 27,2016 6.This dodge is furnished cabled to the limitaNds set forth by 8.Plates shal be located on both races of truss,and placed no their center TP WITEA in SCSI,copies of which AN be Nmsned upon request. Ines coincide hit joint center tines. 9.Digke indicate dee of Mete in Inches. MITek USA,lnc./CompuTrus Software nE.7(1L)-E 10.For bads connector plate design values sea ESR-0311,ESR-1888(MITek) b This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-20) 22 3-5=(-96) 82 BC: 2x9 KDDF 111613TR SPACED 24.0" 0.0. 2-3=(-51) 27 WEBS: 2x9 KDDF STAND LOADING 3-9=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. U014. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 308V -12/ 92H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.0" -13/ 128V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-00-04 0-03-12 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.6" Allowed = 0.145" 1' 1 f MAX TC PANEL TL DEFL = -0.007" @ 1'- 8.6" Allowed = 0.217" 12 9,00 17 MAX HORIZ. LL DEFL = 0.000" @ 3'- 0.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 0.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, 4 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I 0 ti 0 1 1 2 X5 0 M-3x4 M-1.5x3 l l •1 3-00-04 0-03-12 l l l 1-00 3-04 NAGIN,E R %b 1,.. 89200P E• r JOB NAME : AMERICAN MODERN STEP 5-PLEX - L4 Scale: 0.6972 .ray , 00 , WARNINGS: GENERAL NOTES, unless otnrvdse noted. CJ • t!. ' Truss- L 9 1.Builder and erection contractor should be adveed of ail General Notes 1.This design a based only upon the parameters shown and a for an individual 7 0® •N 4/ • and Warnings before construction commences, building component.Appllcebl111y of design parameters and proper low 4 2.204 compression web bracing mute be installed wham shown+. A. Incorporation of component is tha responsibAtty of the building designer. 'O q L 14 n&\'4 3.Additional temporary branng to Inure*Whitey during construction 2.2 o n assumes Ms lop and bosom chords to be throughout bread et I. L y.,, b the naponsibrlly of the erector.AdtlAbnl penamm bracing of 2'ac.and et td o.e.respectively unless braced ) dltheir length by f�s `_ DATE: 6/27/2016 the overall structure is the respaneblity of the building designer. 3.2t Ioontimpact d Ml ous sheathing lay ral brh es acing fired where shown drywaA(BC). �((/ pe d0 pity of the where Mowo contractor.a SEQ.: K2116206 4.Nobedsaretsbe ape ntoany component u y aNr allerectnhantl 5.DeteAn fonoftrustIsthees are to be use itherespectosieeniron fasteners are complete and at m time should any loads greater man 5.andDesign rassumes busses are b use.used In a non-corrosive environment, TRANS ID: LINK deeignloads beapplied toany eomponent. .n are for"dyannan°sees,. 5.ComWTroe has no antral over end assumes no responsibility for the 8.Design assumes aril bearing et all shown.own.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design eseubeeadequate drainage is prodded. June 27,20.a 1 6 S.This design Is furnished subject to the limitations set forth by 8,plates shall be b located on both faces of trtruss,and pieced ea their center TPANJTCA In SCSI.copes of whloh Mil be furnished upon request. Anes cobrdde with joint center linea 9.Digits indicate aim of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For bade connector plate design values see EBR-1311,EOR-19e8(MITek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'-. 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF B16BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-76) 64 WEBS: 2x4 BIDE STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( $5.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I TOTAL LOAD = 42.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 RODE ( 625) LIM-HED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQIdREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOT" M CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12 ,r ,' MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORR. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 -/ l(All oad Heights),duration Enclosed, Cet.2, Exp.O, MWFRS(Di r), 3 End vertical(s) are exposed to wind, IC Truss designed for wind loads L' rn the plane of the truss only. N N I N O I N II , 1 .i o M 1 -- o J L M-3x4M-1.5x3 J. J. J. 5705-04 0-03-12 J• l l 1-00 1 5-09 cO PRQpztS' 89200PE r- JOB NAME : AMERICAN MODERN STEW 5-PLEX - P1 Sale, 0.5715 ref 04" WARNINGS: GENERAL NOTES, unless otherwise rated OREGON 10 P1 1. and Wamings before constructerection conked°,ion commencelr�l of all General Notes I.boreie mpenes eaAply ppcabnmmo pangeters parame shown I.�penIMlvleuel F r-1GU VIV building f crd nt al edea n 1 red �y f.y� Truss: 2.244 compression web bredn9 must be*sta./Where shown.. Incorporation of component Is the roeponsibAtiy of the balding designer. -7 ,k V ^'�• 3.Addition.'temporary bracing to insure steb4Ey ring construction 2.Design assumes the top siert bottom darts to be laterally bread et Y ''I-VS'''...'+. 's the responsibility of the erector.Addtllona Paring nam bracing of T o.c.end a 1 V a.c.respective*unless braced throughout mak engin bl R.i 12:\- P T'° continuous Maathbq such as pNw orad eheething(TC)and/or dryweg(BC). DATE: 6/27/2016 me overall structure Is the maroons***of &Wing designer. 3.N impact bridging or latera'bracing required where shown++ SEQ.: K2116207 4.No load daub be applied to any component AO after all bradng and 4.Installationof truss is the,earmwbntyused f to nespctivecorrosive.naccln. fastenersare complete and at no time should.ay bads greater then g design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK assumesl over and a.Nagreessumean,obearingatallwpm*shown.samorwedgeif E �7� Com' � � ��ry�()�� s.Comfebdulbn,handlEq,shlTrus has no ippment and llnstallation*compeneennts for the necessary 7.Design el eaded on batelofprovided. June 27,2016 8.This design is furnished subject to IM IImIMIc*set forth by g,plates shall be bated on bon faces of Mom,end placed era then center ,, TPIMTCA in SCSI,copies of which all be furca}red upon request. Nita coincide with pint center'lee. 9.Digits Indicate On of plate In Endres. MiTek USA,Inc./CampuTrus Software T1.7(1L)"E to.For beic connector plate design value.see ESR-1311,ESR-1888(MITek) y This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-162) 125 BC: 2x9 KDDF #liBTR SPACED 29.0" O.C. 2-3=(-66) 48 WEBS: 2x4 ROOF STAND 3-9=( 0) 0 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 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 371V -20/ 62H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -24/ 215V 0/ OH 5.50" 0.34 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 2'- 10.6" Allowed = 0.285" 5-00-04 0-03-12 MAX TC PANEL TL DEFL = -0.048" @ 2'- 8.6" Allowed = 0.428" 1' 1' '1 MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 I7 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, j Truss designed for wind loads I in the plane of the truss only. 0 ,ti 0 1 N I re r, 1 0 M-3x4 M-1.5x3 J• 1 l 5-00-04 0-03-12 ) y y 1-00 5-04 <(- PR°� 611' 89200PE JOB NAME : AMERICAN MODERN STEP 5-PLEX - L5 Scale: 0.5852 �! /le ,,, WARNINGS: GENERAL NOTES, Mess otherwise noted le OREGON tr T L'llS S: L S 1.Builder and erection contndv+ or. ud be advised of a1 TMw General Notes 1. s design A bad only upon the parameters shown end le for an individual i 4 and warnings before construction cummenae. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown., Incorporation of component k the responsibility of the building designer. ?..0 ✓ A 3.Additional temporsry bracing to Insure stability during construction 2.Design assumes the lop and bottom drorbr to De laterally bead at 14. �(.y Is the rospontlbrlty of the erector.Additional permanent bracing of 2 o.c.ant at 10 o c.respedNely uNew braced throughout their length by C DATE: 6/27/2016 the overall etrudure is the reepondbnty of the bullang designer. 3 continuous Ipactsheathing such as aohm re aired where .and/or drywagec). �.R'��, os th latent prsdng required whprs mown., SEQ.: V21162 0 8 4.Ne load snored be applied to any component until ager all bracing end 4.Installation of truss la the responsibility of the reaped Ne contractor. fasteners are compete and at no gine should any loads greater than S.Design assumes answs are to be used m a non-arro.Ne environment, designbads be applied to en M. and are for"drycondition'of use. TRANS I D: LINK 5.c,rrus has nocontrolover and see mea no reepon.ibitoy forme S.Design resumes NI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handing,shipment and bMalltion of components. .awry. '.Designoholbebodedonbehhoeio humad. June 27,2016 8.This design N furnished subject b the limitations est forth by B.Plates shat be bated on born fees of Wan,and placed w their anter TP WOTCA N BCSI,copes of which dill be Nmiahed upon request. lines coincide with Joint center lines. Mack USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate size of plate In Inches. p ( )- 10.For bash connector plate design values we EBR-137 t,ESR-198B(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 204 KDDF #1OBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 49 3-5=(-177) 136 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 64 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( :15.0)+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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 386V -22/ 68H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.0" -27/ 233V 0/ OH 5.50" 0.37 KDDF ( 625) ** For hanger specs. - Sea approved plans LIMI)ED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQL;iREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOT'Idl CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND a0TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-I)5-04 0-03-12 1' ,f ,r MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Cat.2, Exp.B, MWFRS(Di r), 3 -' factor-l.6 End vertical(s) are exposed to wind, LI Truss designed for wind loads A in the plane of the truss only. N ,-I I N O I rV u/ / rn 1 S M-3x4 M-1.5x3 j' y 1 l 5-15-04 0-03-12 Jr l Jr 1-00 5-09 ,p PRO <0 �yGI NE'Fe, /0,.. 4 89200PE r JOB NAME : AMERICAN MODERN STEW 5-PLEX - P2 Scale: 0.5715 �4, Ct- WAR u1NGS: GENERAL NOTES, unless otherwise noted' • OREGON /'ti is i )a 1.Bolder and erodion contractor should be advbtl¢f all General Notes 1.This design is based only upon the parameters shown and Is for an individual O EGON * 1(✓ Truss: P2 and Warnings before construction commence building component Appllsebllity of design parameters and proper /J a0d� 2.2a4 compression web brodng must be mslalb Inners shown*. incorporation of component Is the responsibility of the building designer. hi?. 44/"7 Y ��,} "'�+n B.Design assumes the top and bottom chords to be laterally braced et 'C,/ 14 3.Additional temporary bracing to Insure stability lking conetrudldn 2 a.e and at tO o.c,respectively unless braced throughout their length by la the responsibility of the erector.Additional pwo mbanent bracing of continuous sheathing such es plywood ng(TC)and/or drywall(BC). 416-FIR..ILA- DATE: 6/27/2016 the overall structure Is the responsibility of the Sodding designer, 3.2z Impact bridging or Nteral bracing requiredbad where Moven++ SE K21162 0 9 4.Na bad should be applied to any component NO after all bracing and 4.Installation of truss b the raaponsibSlty of the respective contractor. 4' fasteners are complete and at rn time should NI loads greater than 5.Design assume.trusses are to be used in a nonroorroeha environment, design bads be applied to any component and are for"dry condition•of use TRANS ID: LINK s.campuTuahe cerdrolaw.r.nd.sear, esreapon.Ibinyrorin. 6.Design assumes fuNbearing aialsupports shown.Shim orwedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation M components. 7.Design assumes adequate drainage Is provided. June 27,2016 B.This design Is furnished subject to the IknitalbNlaet forth by 8.Plates shad be located on both faces of toes,and placed as their center TPWVFCA in SCSI,copies of which will be fuad upon request. lima coincide with pint center lines. 9.Digits indicate size of piste In Inches. MITek USA,lnc,/CompuTrus Software 741,7)1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-19138(MITek) f U This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-149) 117 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-62) 44 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -61/ 350V -18/ 57H 5.50" 0.56 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 9'- 9.0" -22/ 191V 0/ OH 5.50" 0.31 KDDF ( 625) *0 Forhanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP }TOND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.025" @ 2'- 6.8" Allowed = 0.249" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.025" @ 2'- 5.1" Allowed = 0.366" T T T 12 MAX HORIZ. LL DEFL = 0.000" @ 9'- 5.2" MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" 9.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, N Truss designed for wind loads IIIin the plane of the truss only. , 0 N I ti N PLI' IMMIIIMINIIIIIIIMIKS . 1 o -/ i 2► 5 0 M-3x4 M-1.5x3 1 l y 4-05-04 0-03-12 .6 l 1-00 4-09 0 PR Q �Y, p0 G�N -._Al.�Cj /©� 89200PE �r JOB NAME : AMERICAN MODERN STEP 5-PLEX - P3 // /�/� Scale: 0.6038 ,V11111 ,` • �.✓""' WARNINGS: GENERAL NOTES, unless ethe,Mea noted: s1.' 1" p 1� 4t- 1Builder end eredbMould n contractor be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '7 OREGON y d Truss: P3 and Warnings before.anetradbn commences. building component.Applkaal8y of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. incorporation el empeseet i.the responsibility or the building designer. /"O -I)- 14 2PP '4 Additional temporary bradng N Insure stability dunng construction Design assumes the top and bottom moms to be laterally braced 3.Adde/4? is the responsibility of angor,Additional permanent bracing of 7 o.c.and a NY o.c.reapectNely unities breed throughout their length by `' DATE: 6/27/2016 the overt ehudure Is the responsibility f the building designer. continuous si ging or latera as plywood Meathhere s and/or drywal(eq'ctor. �RRI L�^- Mo ne a 4.to Impel of ftus orterelpowingryofthewhpe mown*a SEQ. : K2116210 4.No eneload sarcbe mapeianmamteeahotantil agergerednhand 5.Imageesofestelatheareob used inaenepenthe.asvron faaanen are complete and at no time should any hada greeter than 5.Design assumes tondotrusses are to e.sant b e noncorrosive environment TRANS ID: LINK design loads be tippled to any component. and are for"dry condition"or use. 5.Compurrue h.no control over and meows no responsibility forth. 8.Deegn assumes NA bearing at al support Mown.Bloc or wadge:t EXPIRES: mwmuy. fabrication,handling,shipment and Inaelletion of components. assumes7 n d. 8,This design is furnished subject to aro limitations sat forth by 8.plaess tat b be stteeQdon both uate lfaces nage lof truss,s and placed.a their anter June 27,2016 TPWVTCA In BCSI,wpbs of which WI be furnished upon request. Ines coincide 04th joint center linea. MITek USA,Inc./Com uhus Software 1E 7.6.7 L 9.Dlglteindiate Wee of plate in Inds. P ( )• 10.For bask connector plate design values see ESR-1311.ESR-1988(MITek) 1 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 34; Centerplate onjoint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rMmi= Dimensions are in ft-in-sixteenths. 111%, 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 O"1/1e. /1G• 4 wide truss spacing,individual lateral braces themselves o bramacing shouuireld be onside coor nsidered. Tor Q O = O 3. Never exceed the design loading shown and never �_� U U stack materials on inadequately braced trusses. n_ a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O C7.8 c6- csb OI— , designer,erection supervisor,property owner and plates 0 'nd'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. THE LEFT. connector plates. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 1 1 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: 1in all respects,equal to or better than that SYP represents values as published specified. / Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior approval of an engineer. MI NS (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved '', PP 9 re Miaction nb sizer whereshowis for bearings occur.only. 17.Install and load vertically unless indicated otherwise. n indicates joint number 18.Use of green or treated lumber may pose unacceptable MI ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not suffallicient. DSB-89: Design Standard for Bracing. miTe SCSI: BuildingComponent 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.01/29/2013 i Page 1 of 1 6. . , 5 ., 3. 2. http://napoleonfireplaces.com/wp-content/uploads/Direct-Vent-Diagram-887x 1024.jpg 3/2/2017 Job Truss Truss Type Qty Ply POLYGON R47691432 PL16-289 UPPER F01 Floor 2 1 Job Reference Optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul.11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:35 2016 Page 1 ID:5eV?tdjYIzOX2xysiFDVpzsmUO-Lg54ZKp_dOkvAonm6NgKQwdccfpvtEkn21Qu4z31 wU 1-9-12 I 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II , 1 2 3 4 5 8/ \ 73 _ / \ 3x4= 3x4= 011 9-9-4 I 0.1 9-6-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:47 lb FT=0%F,50%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) 6=420/0-4-0,8=420/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,3-4=-688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 4-6=-626/0,2-7=0/300,2-8=-557/0 NOTES- 1)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 R°FFss ��� NGIINEFR /�29 87022PE N T OREG N qv 1.41)1 'Po �8ER 11 OSA HO; EXPIRES:06/30/2017 June 24,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 rev.10/032015 BEFORE USE, Design valid for use only with Mirek®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.overal • . —building design.:Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing- :IYl-i A'T�IR r" -• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaMy Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691433 PL16-289_UPPER F02 Floor 12 1 Job Reference(optional) PadBC Lumber&Truss Co., Beaverton,Oregon - _ _ 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:35 2016 Page 1 . - ID:5eV?tdjYilz0X2xysiFDVpzsmUO-Lg5ZjZKp_dOkvAonm6NgKQwcecrEvpPkn21Qu4z31wU 1 0-9-4 1 2-6-0 I Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 2 e e 11 10 9 8k 4x4= 4x8= 3x8= 3x5= 0-11 3-9-4 I 0-1-613-7-12 Plate Offsets(X,Y)— 111:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 lb FT=0%F,50%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) 8=600/0-1-8,11=600/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1028/0,3-4=1028/0,4-5=1282/0,5-6=-1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��\� �NGINE�9 io0 -7 870 2PE / c -N v �4t, OREGON -P' 4H tr.)4/8ER \ �� SA HECk EXPIRES:06/30/2017 June 24,2016 4 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147173 rev.101072015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111. . a.truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bunging design.Bracing indicated is to prevent buckling of individual truss web and/or chord membemonly...Additiondl temporary and permanent bracing MiTek` is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and inns systems,see ANSI/TPI1 Quality Criteria,DSI.89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON L R47691434 PL16-289_UPPER F03 Floor 22 1 Job Reference(optional) - - - - Pacific Lumber 8 Truss Co., Beaverton,Oregon -- - , 7530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:36 2016 Page 1 ID:5eV?tdjYilzoX2xysiFDVpzsmUO-psfxwvLSlx8bWJNzKpvvtdTnK?BueHYt?i2_QXz31 wT I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 I e e e q d ,70 6 e 1iJ 10 9 8 3x5= 4x8= 3x8= 3x5= 0�-118 15-1-4 I 0-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=0%F,50%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) 8=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=-1418/0,4_55=1476/0,5-6=-1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 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. c����NG GINE- - s% 2 8 9 2PE (9 r- yto / , H fiAT OREGO c / tO 'AC/ EMBER -\\ N' �s A. Hs?, EXPIRES:06/30/2017 June 24,2016 e � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 rev.10/032015 BEFORE USE. � Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not _.o truss system.Beforeuse,the butding designer must verify the applicability of design parameters and properly incorporate the design into the overall - K i . -building design—Bracing;indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing 'Mfrek` - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691435 PL16-289_UPPER F04 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J0111 2014 Mitek Industries-,Inc.Fri Jun 24 12:45:36 2016 Page 1 ID:5eV?tdj 9lz0X2xysiFDVpzsmUO-psfxwvLSlx8bWJNzKpvvtdTna?CfeGOt?i2_QXz31wT P-^-0I 2-6r0 I Scale=1:23.2 5x8 = 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 • a a e -/ 0 05 •e g 11 10 9 8k 5x5= 4x8= 3x6= 3x4= 13-4-0 0.11 13-2-8 I Plate Offsets(X,Y)- 111:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,50%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) 8=581/0-1-8,11=581/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tk, RD P Ore On co mac., �cNG(NEF'T io�9 870 2PE , f tP 7 '<I>, OREGON cz)Q On t�MBER O`, A. HE 3' EXPIRES:06/30/2017 June 24,2016 4 4 0 WARNING-Verty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. mg 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 bulding designer must verify the,applicability of design parameters andproperly incorporate"the 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 IMI A R iTeI.' ;a is always required for stability and to prevent cofapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSS-89 and SCSI Wilding Component 7777 Greenback Lane Safety Informaton 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 R47691436 P116-289_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -- =- - ' - --_ `- 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:37 2016 Page 1 i ID:5eV?tdjYilzOX2xysiFDVpzsmUO-H2DJ8FL4WEGS8Ty9tXQ8Pr?tfPV3Nhx1EMnXzzz31wS I 1-10-4 I 2-6-0 I Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10 = 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 LI e ee0 a 9 4x8= 4x10= 4x8= 4x8= I 15-1-4 I 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,f8:Edge,0-1-81,f11:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%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) 11=950/0-5-8,8=1077/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2061/0,3-13=2061/0,3-14=2061/0,4-14=2061/0,4-15=-2230/0,15-16=2230/0,5-16=2230/0, 5-17=2230/0,6-17=2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6-8=-1792/0,6-9=0/799,5-9=-279/0,4-10=-402/0,3-10=-320/0,2-10=0/1071,2-11=-1449/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Srongbacks to be attached to walls at their outer ends or restrained by other means. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 117 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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+Uniform Loadssr i(P(balanced):Lumber Increase=1.00,Plate Increase=1.00 �`�'<C.�Nq N��Al Vert: Concentrated Loads(Ib) 29 Vert:6=112(F)3=112(F)12=117(F)13=152(F)14=112(F)15=112(F)16=-112(F)17=112(F)18=152(F)19=117(F) 870 2PE 1-- /r 7 �'3,,, OREGON et)Q(l/ 'AOr)$4 '',./'N1 .r S a- HEck'' EXPIRES:06/30/2017 June 24,2016 r r.� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 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_}russ.system.Before use,the bolding designer must verify the applicability of design pardmeters and properly incorporate this design:into the overall +-.-bunging design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.,Additional temporary:dnd pea entbraa ng _. MI AT ek. is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSII-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 dims Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691437 PL16-289_UPPER F06 FLOOR GIRDER 2 1 Job Reference(option-I) Pacific Lumber&Truss Co., -.Beaverton;Oregon `. ',_ - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:37 2016 Page 1 1D:5eV?td)YilzaX2xysiFDVpzsmUO-H2DJ8FL4WEGS8Ty9tXQBPr?yvPYbNIP1 EMnXzzz3lwS 1-10-4 2-6-0 Scale=1:25.7 3x4 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I 1 2 3 4 5 6 7 • • e o • o � 10 9 3)(6= 3x6= 3x6= 3x6= 15-1-4 15-1-4 Plate Offsets(X,Y)— 1[1:Edge,0-1-81 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (hoc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%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) 11=408/0-5-8,8=408/0-5-8 Max Uplift 11=122(LC 6),8=-122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-262/262,2-3=957/163,3-4=-957/164,4-5=1006/150,5-6=1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=229/734 WEBS 6-8=-858/275,6-9=-304/615,4-9=-411/388,4-10=432/373,2-10=-293/674, 2-11=-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. ,,..,.b.. ,,J Iy,, J h, . . ,J, y F J ,1000 L.L..,,,L..,BAS BAS loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 plf. 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. ,R0 PR OF4- $' 0�NGINE ` o - ' 8 • 2PE r 9r Tc, A>, OREGO SER 1 . S A. HER�P EXPIRES:06/30/2017 June 24,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®cordnectors: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 applicabiGty.of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss v eband/ouchord members only:Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/9911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691438 PL16-289_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton:Oregon --- '- -._ -- 7.530.s Jul 11 2014 Mtrek Industries,Inc.Fri Jun 24.12:45:372016 Page 1 ' - - - ID:5eV?tdjYIz0X2xysiFDVpzsmUO-H2DJ8FL4WEGS8Ty9tXQ8Pr?yGPagNpmlEMnXzzz3lwS 0-11-4 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 li 111 EMI 111 II VANN II 1 ilkillikihi I 111/11 MEalim Nu 5 '/ 3x4= 3x4 = d111 3-8-4 I - 3-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 ""'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-4 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=157/0-4-0,5=157/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<5;to PROFESS ��c, �NGINBF9 '4„. 87022Pt 7 �'OJ, OR GON tic Q<U 'AC AMBER *\1 ' OSA I_ _c EXPIRES:06/30/2017 June 24,2016 t I ®WARNING-Verity design parameters and READ NOTES ON TXISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTeks connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the appficabdity ofdesign parameters andproperly incorporate this design into the overall o .. building design.Bracing indicated is to prevent buckling of individual irussweband/orchord20embea only."-Additional temporary-and permanent bracing MiTele 2~ is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691439 PL16-289_UPPER F09 Floor 15 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MMMiTek Industries,Inc,.Fri Jun-2412:45382016-Page.1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-IFniLbMiHYOJmdWLRExNy2Y6YpxL6GoAT?X5VPz31 wR 2-6-0 0-5-12 0-6-12 4x41= 11.5x3 II 2 4x4 = 3 3x4 II 4 Seale=1:11.3 • - o { 7 5 1.5x3 II 3x4= 4x6= 3-4-4 3-1-43A-1.1 -1-4 1 4-0-8 3-1-4I 0-8-4 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. C)--L�TYS3rT(`i>��C)�s ekK��.��nrfw�gd7l—�Hfs rko pay LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=8,1-4=80 �� EO PROF F ss Concentrated Loads(Ib) Vert:4=-125(F) � tiNGINEFR /02 8 • 2PE (9f y NEAT OREGO ti Q�� 'AO AMBER 1\ A. H - ° EXPIRES:06/30/2017 June 24,2016 � B • WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/1.7473 rev.1OPo32015 BEFORE USE. Design valid for useonly with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .� . a truss system.Before use,the buildingdesigner must verify the applicability of design parameters and property incorporate this design into the overall r building design.Bracing•indicated-10o-prevenkbuckling of indiWdual truss web'and/orchard members only.Additional temporary and permanent bracing is akvays required for stability and to prevent coAapse with possible personal injury and property damage.For general guidance regarding the ,'*•� t $ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Qua81y Criteria,DSS-89 and SCSI Boning Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691440 PL16-289 UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon — . - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:38 2016 Page 1 -- ID:5eV?tdjYilz0X2xysiFDVpzsmUO-IFniLbMiHYOJmdVVLRExNy2Y7zpxD6GuAT?X5VPz31wR 1 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4= 31.5x3 II Scale=1:11.3 g 5 4x4= 3x4= q-i- 3-2-4 I 1 3-0-12 Plate Offsets(X,Y)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 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=135/0-4-0,5=135/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<-Q,EO PROre ��c�' �NGiNEFR Sio.0, 87022PE / yN N �A�, OREGO rye 9O ‘.,1/ ..../�1 \O �S A. Hevk EXPIRES:06/30/2017 June 24,2016 � 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE Design valid for use only with MTek&connectors.This design is based only upon parameters shown.and is for an individual buiding component,not le i a truss system.Before use,the building designer must verify the.appficobilly,of design parameters and properly incorporate this design into the overall . building design.Bracing indicated is to prevent buckling ofincuvidualtrvsswebandfor chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage.for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane.. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691441 PL16-289_UPPER F11 Floor 33 1 Job Reference(optional) Pacific Lumber&Truss Cu,, -Beaverton,Oregon - 7.530 s Jul 112014 MTek ingostrles,-Inc.:Fri Jun 24-12:45:38 2016 Page 1 ID:5eV?tdjYi lz0X2xysiFD VpzsmUO-I FniLbMIH YOJmd WLRExNy2Y7pptR6BwAT?X5 V Pz31 wR 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 II 3x4 = 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 Hz' • • _ • 0 ab qw�y� a e e 1My 10 9 81' 3x5= 4x8= 3x8= 3x5= 14-11-4 I 0-1-8 14-9-12 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,50%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) 8=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1369/0,3-4=1369/0,45=1452/0,5-6=1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 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. 2 Lf 87022PE 9r a y SAT OREGO �o 4N 90 FtijaER 1� OS A. HET' EXPIRES:06/30/2017 June 24,2016 8 i --, AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/092015 BEFORE USE. Design valid for use only with MTekE connectors.This design is based only upon parameters shown,and is for an individual building component,not . .a truss system.,Before use,thebolding designer must verity the:applicability of design parameters and properly incorporate this design into the overall ,,, -..buildingdesignc=_Bracing indicated is topretrent buckling of nidrYidsai truss web and/or chord members only.Additional temporary and permanent bracing a-*•,r:>ri'.i 'rig ..fx <, -;:rt<<... n-r ....r.:- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7V1 1 R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qoalty Criteria,DSB-89 and SCSI Bolding Component- 7777 Greenback Lane - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. . Sole 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691442 PL16-269 UPPER F12 Floor 24 1 Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon _ 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:39 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDV pzsmUO-ERL4YwNK2sWANn5Y?yScUG5IiDFKrflKifGe1 sz31wQ I 0-10-0 I I 2-6-0 I Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 4x4 = 2 3 4 5 6 • • e - —--..........,,,,.,,,,,,,,,,,,,,,,,,...,,,,...„: F. o 0 e \(/� k10Y 9 6 7 ✓\ 4x5= 3x5= 1.5x3 II 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%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) 10=493/0-4-0,7=493/0-1-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-501/0,1-2=-309/0,2-3=309/0,3-4=927/0,4-5=927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7-766/0,5-8=0/315,3-9=-067/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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. co' cjNEF9 ` o 2 cc 8 • 2PE /vr" yU' i � N GAJ, OREGO tip AU 160 ‘�BE11_, " , S A. HE?%4 EXPIRES:06/30/2017 June 24,2016 e I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 rev.10/032015 BEFORE USE Design valid for use only-with MTek®connectors.This design is based only upon parameters shown,and is for an individual butding component,not a truss system.Before use,the budding designer must verify the appricabWrly 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSO-89 and SCSI lading Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. _.Suite 109 Citrus Heiabts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691443 PL16-289 UPPER F13 FLOOR GIRDER 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon - 7.530 s Jul11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:39 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-ERL4YwNK2sWANn5Y?yScUG51vDA6rW4KifGe1 sz31 wQ 1 1-2-12 1 1-10-0 I I 1-8-8 I Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 ../ N.7/ Nzzlz NINN: 0 e a a ��exJ, 13 12 11 .. o 5x8= 6x16= 3x5= 4x10= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)— f1:Edae,0-1-81,110:Edge,0-1-81,I14:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (hoc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.89 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:80 lb FT=0%F,50%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=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2457/0,3-4=2458/0,4-5=-2473/0,5-6=-2473/0,6-7=1673/0,7-8=-1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)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. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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(pill) Vert:10-14=-8,1-9=-80 Concentrated Loads(Ib) QED P R OFF Vert:3=-825(F) ��`Cos NG NEP061 io2 zt 87022PE 9r y 0-$, OREG•N ( 5 y 9O F�jgER11 Or, A- HS?' EXPIRES:06/30/2017 June 24,2016 6 4 r.••■ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MRek®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 info the overall ... .,. .. .,. -,, ^.;ti buildlngdengr.r.Sracingrindicafed is toprevent buckling of individual trusS web and/or chord members only.Additional temporary andperrnanenHorao'vig-, .-a.;.^',r, IGR fide• n*-.,'.'-,. - -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,058-89 and BCSI.Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691444 PL16-289 UPPER F14 FLOOR GIRDER 3 1 Job Reference(ootion - Pacific Lumber&TrussCO., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 2A-12:45:39 2016 Page 1 ID:SeV?tdjYilzOX2xysiFDVpzsmUO-ERL4YwNK2sWANn5Y?yScUG5FjDCUrcAKifGe1 sz31wQ I 1-8-4 I 2-6-0 I Scale=1:25.4 3x4 I I 4x8= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e e e e a cb e ea e • . 10 9 4x6= 4x10= 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,V)— I1:Edcie,0-1-81.18:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSL DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Inca NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,50%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) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1756/0,13-14=1756/0,3-14=-1756/0,3-15=1756/0,4-15=-1756/0,4-16=-1867/0,5-16=-1867/0, 5-17=-1867/0,6-17=-1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=-1206/0 NOTES- 1)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. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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 LoaVerta8 s(11�,1-7=S0 .<cc G,N OFFssj Concentrated Loads(lb) �� , F6) p2 Vert:6=-89(F)4=-89(F)12=-95(F)13=95(F)14=129(F)15=89(F)16=-89(F)17=-89(F)18=129(F) Q 87022PE � � 5.-.7 ).,fiAOREGO ti�O4H 'AC' cM8EsA\ OS A. HEk�P EXPIRES:06/30/2017 June 24,2016 I 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101032015 BEFORE USE. -_ " Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual bolding component,not a truss system.Beforeuse,the balding designer must verify 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 iT k" - - is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DS8-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R47691445 PL16-289 UPPER F15 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - -- - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jun 24 12:45:40 2016 Page 1 ID:5eV?tdjYIzoX2xysiFDVpzsmUOidvSmGOyp9e1?xgkZfzrl TdTTdb2a8ZTwJOBZIz31wP 1 _- 1-5-12 I_ 2-6-0 I Scale=1:17.6 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 sci PPIRIP- .„,,_ 2 8.>e 7 CS( 3x5= / 3x4= 3x4= 011 9-4-4 I 0-1-89-2-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:46 lb FT=0%F,50%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) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,3-4=-639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 4-6=597/0,2-7=0/330,2-8=504/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0.0 � �5 0NGtNEc- X02 • . 87022PE -7_ ▪ N N -57 SAT OREG•N (P.A� 116(-14/SER \1 r S A. HE��P EXPIRES:06/30/2017 June 24,2016 1 �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. M'' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a.truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design.•Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary andpermanentbracing -+'r'- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •*•�Q"`-* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPlf Quary Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Cdnrs Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyju I I (Drawings not to scale) Damage or Personal In offsets are indicated. g ry r��= Dimensions are in ft-in-sixteenths. iim Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves o may require bracing,or alternative Tor I IIIMM = p bracing should be considered. ■_� O 3. Never exceed the design loading shown and never _ \II"pi i 2°1 I ki? l d stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 a cs 7 cs 6 designer,erection supervisor,property owner and plates 0-'6s'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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ...0** 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. r reaction section indicates oint ® occur.j17.Install and load vertically unless indicated otherwise. 1 number where bearings Min size shown is for crushing only. 111111- 18.Use of green or treated lumber may pose unacceptable 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. sr BCSI: Building Component Safety Information, k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, mi eANSI/TPI 1 Quality Criteria. . Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-289_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: R47691447 thru R47691447 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. 94i S‹ GEFsi° ,9 ct. _ $7022PE 9r yN y �Aj, OREGON q� Ck sMBER .V OS A. 1 - • , Afrr June 24,2016 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R47691447 PL16-289_UPPER F08 Floor 14 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Jun 24 12:45:32 2016 Page 1 I D:5e V?tdjYi IzoX2xy si F D V pzsm U O-x5 Q Q4X Ixh i eA2i 3 C 5_gzi n I4_OuhiYO 1544m H mz31 wX 2-6-0 I 0-11-12 I I 0-6-12 4x41= 1 1.5x3 I i 2 3x4 = 3 3x4 II q Scale=1:11.2 _ o 7 5 1.5x3 II 3x4= 4x6 3-10-4 3-7-4 316-11 I 4-6-8 3-7-4 1-8 0-8-4 0-1-0 Plate Offsets(X,V)— f4:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DQL 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-8,1-4=80Q,ED PROFF Concentrated Loads(Ib) SL s Vert:4=-125(F) ,�� NG(NEF,9 Sic./* &70 2PE N 7 SAT OREG N ryo Q<(/� O ccMeER \\ OSA. HO', EXPIRES:06/30/2017 June 24,2016 � r ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/072016 BEFORE USE. Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual budding component.not1Y 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 MiTek'eck' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ewe n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/9911 QuaUty Criteria,DSB-89 and ICSI lauding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 1 i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,yID Y 4 (Drawings not to scale) offsets are indicates. I Damage or Personal Injury WMDimensions are in ft-in-sixteenths. ok. Apply plates to both sides of truss 1 2 3 I 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS O-1/16" 2. Truss aFor wide bracing truss spacingmust,be individualdesigned lateralby n bracesengineer.themselves p may require bracing,or alternative Tor I O ILNilliilliti pbracing should be considered. �_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Prov ies of ng For 4 x 2 orientation,locate cis cs 7 cs O� 4 designer,Ie erecti erection truss design pro tothe ownerand plates 0-'iu' from outside BOTTOM CHORDS all other interested parties. p p y 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 *Plate 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 I 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. bytext in the bracingsection 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 1...~ 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior j? (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. 1 ( number where bearings occur.only. 1 ® ` Min size shown is for crushingall IN 1014t, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015