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Plans (3) # PERMIT ADDRESS 3.1 MST2016-00242 13690 SW SILENT FOX TER mom MI" 3.2 MST2016-00243 13704 SW SILENT FOX TER 3.3 MST2016-00244 13716 SW SILENT FOX TER 3.4 MST2016-00245 13724 SW SILENT FOX TER iTek3.5 MST2016-00246 13786 SW SILENT FOX TER MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: AMERICAN MODERN 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: K1878503 thru K1878543 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. � tcO PROPpss NGIN9 /O2 89782PE "r" -9 OREGON (19. U L -:_ '-1"111"/2016 April 7,2016 Rivera,Mark 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: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 0 1-6=(0) 0 BC: 2x9 KDDF 416BTR SPACED 29.0" O.C. 2-7=(0) 0 5-7=(0) 0 TC LATERAL SUPPORT<= 12"0C. 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 SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" 0/ OV 0.00" 0.00 yyyyy ( 0) 6'- 10.5" 0/ OV 0.00" 0.00 yyyyy ( 0) (u ver.ica or equal non-structural vertical members on). LL = 25 PSF Ground Snow (Pg) 0'- 0.5" 0/ OV 0.00" 0.00 yyyyy ( 0) 20'- 8.0" 0/ OV 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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 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 = 0.000" @ -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" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.458" 11-02-12 9-05-04 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" I f MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.011" 20-08MAX LL DEFL = 0.000" @ 11'- 2.8" Allowed= 0.681" / T I MAX TL CREEP DEFL = 0.000" @ 11'- 2.8" Allowed= 0.908" 12 12 6.00 Q 6.00 ONDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. REFER TO COMPUTRUS i i111 0g�o2 illIllIllIll! -'3 GABLE END SPECIFICATIONS.DETAIL FOR COMPLETE 1111111111111111 I DESIGN ASSUMES SHEATHING o 0IMIIIMIMMIIIMIIIIIMI 4 DESIGN ONE FACE ONLY 1 4 56 Alf y y 6-08-12 13-11-04 Jr l Y l 1-06 6-10-08 13-09-08 Jr ix 7-00-08 0-02 13-07-08 �� 06 y y `3CtN ', 1-06 20-08 �, , 89782PE JOB NAME : AMERICAN MODERN 5-PLEX - Al .,,, Scale: 0.2723 f,.. 7 WARNINGS: GENERAL NOTES, unless otherwise noted: • N.I.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and is for an IndNidual /� -9 .OREGON tr Truss Al and Warnings before construction commences building component.Applicability of design parameters end proper y�7a' 4 I(1' 2.1x4 compression web bradng mush be installed contra Moven*. Incorporation of component la the responwiWity of the building designer. G9 4 t y A 5 V <( J.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chortle to be laterally braced at lT _t�(y. Is Me responsibility I the erector.Additional nt bract 1 7 o.c.end at 10 o.c.rospedNely unless braced throughout their length by ( V o pennate ng o continuous sheathing such as plywood sheething(TC)and/or drywall(BC). -A UL ♦-\ DATE: 4/7/2016 the overall stmdure is the responsibility of the building designer. 3.ga Impact bridging or lateral bracing required where shown*. a•• SEQ.: K1878503 4.No load should be applied to any component until after all bracing and 4.Installation of truss isththe ereascobstyesm.�espectie ce ontractor. em. fasteners ere complete and at no time should any bads greater than Design assumes TRANS I D: LINK design beds be applied to any component. and gn ssumes condition"of use. pilo wedge 5.CompuTms has no control over and assumes no reeponsibtty for the e.Design NI bearing at all supports shown.Shim or wed If EXPIRES: 12/31/2016. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPW.IICA In SCSI,copies of which veil be furnished upon request. Ines coincide vAth joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA ins./Cotnpulrus Software 7.6.7(1L)-E 10.For bask conceder plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -3) 92 8- 9=(-121) 143 8- 2=(-1040) 320 4-13=(-465) 199 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1 -939) 210 9-11=( -4) 16 2- 9=( -126) 824 13- 5=(-137) 542 WEBS: 2x9 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( 25.0)+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 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-4,6-7,19 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -125/ 1069V -140/ 143H 5.50" 1.71 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -103/ 868V 0/ OH 5.50" 1.39 KDDF ( 625) 5. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed= 0.150" 11-02-12 9-05-09 MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed= 0.200" fMAX LL DEFL = -0.033" @ 6'- 8.8" Allowed = 0.987" 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 f f f I I I MAX HORIZ. LL DEFL = 0.016" @ 20'- 6.3" 12 12 MAX HORIZ. TL DEFL = 0.026" @ 20'- 6.3" 6.00 C7. IIM-4x9 Q 6.00 4.0" Design conforms to main windforce-resisting 5 .f-/fsystem and components and cladding criteria. Wind; 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 9 Truss designed for wind loads • 119 in the plane of the truss only. li3 7 tit ill. IIIII 11.411111° 111°1 iiii° 2 i 000000111°M .II���l�,0 0 `13 X15 �ti 1 o N M-3x8NM\ M-1.5x3 ii.,-i f- B M-1.5x3 M-3x8 1,4- b M-1.5x3 l l l l l l 3-05-04 3-03-08 4-06 4-08-08 4-08-12 l l l l 1-06 6-10-08 13-09-08 J• 7-00-08 0-02 13-07-08 l �,,�D PQFeSc1' l 20-08 l ��Ca v,‘GIN . fo w 2 ' :9782PE �v JOB NAME : AMERICAN MODERN 5-PLEX - A2 Scale: 0.2509 VP WARNINGS: GENERAL NOTES, unless otherwise noted: 1' OREGON ( (.0 1.Builder and erection contractor should be advised of all General Notes 1.This design R based only upon the parameters shown and Is bran Individual VN. Truss: A2 and Nkmings before construction commence.. building component. Ilnabllof design z 2s4 compression wee bean Inco ti �t a FP aponsaglny of me building de rigner p g mush be It b lkd where shown*. gra assumescompop art Is bottom re ty 9,g �4 fiY 15 �.+4,[.,s` 3.Additional temporary bribing to Insure stability during construction 2.Desi m.to d bodom Marta to be talent braced at 7 is the responsibility of the erector.Additional permanent bracing or T o.c ash at 1G hist respectively unless braced throughout their length by �` DATE: 4/7/2016 the overran stnmh,re Is me recontinuous sheathing such as pdvrood sheathing(TC)and/or dryw.k.c). �" ,a .ponrbuny dither building designer. 3.2s Impact bridging or lateral bracing required where shown.it a /+j SEQ.: K 18 7 8 5 0 4 4.No heed should be applied to any component until after all bhang end 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.DeAgn assumes trusses are to be aced Ina non-coneews environment, TRANS ID: LINK design loads be applied teeny oompanent. and are for"dry conditions/use. 5.CompuTrushas nocoMrolover and eesums,noresponsiblmyfor the 8.DesignaawmesNllbesnngetanwppodashawn.Shlmorvrodgel! EXPIRES: 12/31/2016 hbs design is shipment and Imbibition of components. T.Designhaumes adequate on k provided. April 7,20 16 8.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both races of Ruse,and placed so their center TPNNICA In SCSI.copies of which MI be famished upon request. Ines coincide with joint center lines. MITek USA,Inc./ComuTrus SORware 7.6.7 1 L E 9.Digits Indicate size of plata in Inches. p ( )- 10.For basic connector plate design values see E51151311,ESR-1888(MITek) 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=( -867) 208 7- 8=(-109) 136 7- 1=(-830) 231 13- 5=(-294) 135 BC: 2x9 KDDF #16BTR 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- 4=( -893) 271 10-11=( -50) 189 8- 2=(-493) 156 17- 6=(-189) 913 LOADING 9- 5=( -899) 288 9-12=(-200) 838 8- 9=(-160) 592 6-18=(-821) 295 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1115) 273 12-13=(-229) 933 2- 9=1 -52) 312 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 11-14=( -21) 99 10- 9=( 0) 120 TOTAL LOAD = 42.0 PSF 13-15=(-199) 861 9- 3=( 0) 168 14-16=( 0) 0 3-13=(-376) 169 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 f f f ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 3-04 3-03-08 4-04-04 4-05 5-00-04 1 1 f . ,r I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ 12'- 8.2" Allowed = 0.975" 12 12 MAX TL CREEP DEFL = -0.075" @ 12'- 8.2" Allowed = 1.300" 6.00 p 11/4-4x4 d 6.00 4.0" MAX HORIZ. LL DEFL = 0.013" @ 20'- 3.3" 4 .(-v( MAX HORIZ. TL DEFL = 0.022" @ 20'- 3.3" NI\ Design conforms to main windforce-resisting system and components and cladding criteria. M-3X9 M-3X9 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i� �,` load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 141111%llIllillbl M-3x9 �MM-3x9o _� sin v o ,-I y` eem z e� y _r; 1 ��-�'9 y 13 y ti 4 *18 o , M-4x8 , o M-9x6 M-1.5x3 Jit IUMEMNIMMa ~ 7** 8 M-514/16 M- x5 M-§#3 " M-1.5x3 M-3x8 M-3x5 M-3x5 M-3x5 01 01 01 01 01 01 01 01 3-02-04 3-03-08 2-07 1-11 1-08-08 3-00 4-08-12 l l 01 6-07-08 13-09-08 y 13 00 6-04-08 l 7-05 1 �� ) P R° 6e GINE r 01 20 os y CCN I q�. 89782PE /.- • JOB NAME : AMERICAN MODERN 5-PLEX - A3 •`�"'� • Scale: 0.2631 --.. WARNINGS: GENERAL NOTES, unless otherwise noted V _) 1.Bulder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 9�OREGON o'`- Q.,.. Truss: A3 and Warnings before construction commences. building component Applicability of design parameters end proper 1:',5/4/r ,,.s 6�r �,, 2.2a4 compression web bracing must be Intellect where he .. Incorporation of component h the responsibbty of the building designer. *e G4�j u:. E 1r� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chobrads ced a be laterally braced al ♦ `l f s4(<„ Is the responsibility of the erector.Addllonal permanent bracing of T o.c and at lot o c.respectively unless braced throughout their length by /+y d oontinucue sheathing such as plywood sheathing(TC)and/or drywel(8C). -PA..l(t ' DATE: 4/7/2016 me overall structure k the reaponabiny of me building dentin/. 3.2a Impact bridging or lateral bracing required where shown.. rs.l to SEQ.: K1878505 4.No bad should be applied teeny noepansnt snot eSer alt bradtrg and 4.Instalata tttu Issthhe responsibility .e�spdrovecontractor. n�oor.nem. fastener are complete end at no time should any beds greater than gare b design bads be applied to any component. and are ler"dry tonnes•of use. TRANS I D: LINK s.CompuTrus has no control over and assumes no responsibility for the S.Design assumes flit bearing at all supports shown.Shim or wedge if EXPIRES: 121311201 6 fabrication,handling,shipment and metellananofcomponents. T.oe.ignassumes adequate drainage isprovided. April 7,2016 .i. S.This design Is furnished subject b me limitations set form by 8.plates shall be located on both faces of truss,and placed so their center TPI,WTCA in SCSI.copes of which will be mmbhed upon request. Ines coincide with pint center lines. 5.Digits indicate size or plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(11_)-E 10.For bask connects,plate design values see ESR-1311.ESR-198a(MITek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1012) 293 6- 7=(-149) 196 6- 1=(-812) 292 8- 4=(-149) 111 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -786) 266 7- 8=(-297) 858 1- 7=(-168) 893 4- 9=(-244) 192 WEBS: 2x4 KDDF STAND 3- 4=( -772) 263 8- 9=(-187) 701 7- 2=(-118) 151 9- 5=(-165) 744 LOADING 9- 5=( -822) 216 9-10=( -34) 46 2- 8=(-310) 152 5-10=(-818) 295 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 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ^IN. (SPECIES) M-3x9 where shown; Jts:1-2,4-5,7,9 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 857V -151/ 168H 5.50" 1.37 KDDF ( 625) .. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 5.0" -109/ 858V 0/ OH 5.50" 1.37 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 2OND. 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 = -0.021" @ 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 5-08-08 5-03-04 4-06 4-11-04 Design conforms to main windforce-resisting f f fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat^2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 3 ,F( 0% Truss designed for wind loads in the plane of the truss only. 4 2 pct ll 5 00001 re 1 yr o I N o O O 1 N /- 6V T �N 9 8 M-1.5x3 0.25„ o M-1.5x3 M-5x8(S) y 5-05 y 5-06-12 y 4-09-08 y 4-07-12 y CEO PROpe l 20-05 y `� �1yCxINE�R ,+o l '` 9782PE mac'' JOB NAME : AMERICAN MODERN 5-PLEX - A4 �:�r Scale: 0.2881 'ilirON WARNINGS: GENERAL NOTES, unless otherwise noted: IP •REGON 7 Builder and erection contractor siwuld be advised of ail General Notes 1.This design is based only upon the parameters shown end h for an individual 7 ^'e Truss: A4 and War Ings before construction commences. building componentApplkaNiby of design parameters and proper 4 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component h the respond I of the OUIMIng designer. ,",E) 4P Y: q5' �, 3.AddNonal temporary bracing to Insure stability during construction 2.Design amines the tap and bottom chorda to be laterally braced at 7 Is the responsibgty of the erector.Additional permanent bracing of 7 o.c.and et 70 o e.respectively unless braced throughout their length by DATE: 4/7/2016 the overall aruaure Is the reeponsibllty of the building designer. continuous bidding or such as aswartl required here)angor drywall(BC). �` w CS. 3.2x Impact Mdgwg ar lefaramracing where ane ne.e• a 91 UL `` SEQ.: Ki8 7 8 5 0 6 4.No load should be applied to any component until after all bracing and 4.Installation"(trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trussee are to be used Ina non-corrosive environment, TRANS I D• LINK design wads be applied to any component. and are for"dry eondbon of use. 5.Comp II has no control over and assumes no responsibility for tM 6.Design assumes f d bearing al all wpports shown.Shim or wedge If EXPIRES: I `. 2/ / 01 6 fabrication,haMling,ed subject to nd thei/sr/reSenstallation of components. 7.Design assumes adequate drainage Is provided. April 7,2016 [�•'' 8.This design is furnished subject to limitations set forth by 8.Plates shall be located on both faces att..,and plated so their center TPVWfCA In KM,copies of which will be furnished upon request. Rnes coindtle win joint center lines. MiTek USA Inc./Com uTrua SNEWGra 1L 7.6.7 9.Diggs Indipte sine of plate In Inches. p ( )-E to.For basic connector plate design values see ESR-/311.E513-11888(MITek) L. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #1448TR LOAD DURATION INCREASE= 1.15 1- 2=(-156) 165 9-10=(-237) 317 9- 1=(-822) 353 7-13=(-264) 142 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=(-153) 643 1-10=(-337) 775 13- 8=(-173) 742 WEBS: 2x9 KDDF STAND 2- 4=(-154) 169 11-12=(-153) 643 10- 2=(-126) 199 8-19=(-820) 250 LOADING 4- 6=(-646) 270 12-13=(-192) 692 10- 4=(-810) 320 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13-14=( -34) 47 11- 4=( 0) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL 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) 144 12- 7=( -89) 103 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIIIED BY IBC 2012. O'- 0.0" -120/ 858V -291/ 148H 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD 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 k)ND. 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" 1-05-11 9-04-10 9-06-11 MAX HORIZ. LL DEFL = 0.008" @ 20'- 3.3" I I 1 MAX HORIZ. TL DEFL = 0.013" @ 20'- 3.3" 0-05-12 4-08-05 4-08-05 0-05-12 4-04-11 4-08-03 1 4' 1 4' ' 1' 4' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 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-3x4 y` 4 *IL in the plane of the truss only. f M-3x4 7 o r I /- liiVIIIMIIMIIIIIMMIA •ii. -/ Ii!PIUAi1L M-1.5x3 M-3x8 0.25 M-3x8 M-3x4 M-1.5x3 M-5x6(S) PR 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y `�'<C,. N� X06/ J, 20-05 �'t,/� v 'T ,,� ' :9782PE re JOB NAME : AMERICAN MODERN 5-PLEX - B1 ,r ...or Scale: 0.2531 ,,/ WARNINGS: GENERAL NOTES, unless otherwlsenoted: 9,�,OREGON h 1 Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown end M for an individual ry��' Truss: B1 end Warnings before construction commences building componehi Applhebley of design parameters and proper V �y 2.244 compression web bracing must be Installed where shown*. Incorporation of component is the responstbilky of me building designer. �*Kr G�Fy {� `�'� 3.Addelonal temporary bracing to Insure stability during construction 2.Design assumes me top end bosom chorda to be laterally tbracedtheir at �l -4 Is the responsibility of the erector,Additional permanent bracing of 2'A and at 10 o c respect rely unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or dryw5A(BC) � Pq UL` �� DATE: 4/7/2016 the overall structure Is the reepanabilly of the building designer. 3.2a Impact bddging or lateral bracing required where sown*• �•/L SEQ.: Ki8 7 8 5 0 7 4.No lead should be applied to any component until after all bracing and 4.4.Design ion of s is thhe e are sibilllityd Inty of t eewrkrespective contractor.nn •M, fasteners are complete and at no time should any loads greater than TRANS I D: LINK design loads be applied to any component. and te`rwmy1condien atuse. wedge 5.CompuTros hes no control over and assumes no responsibility for the S.Designeaaary NB bead ail supports shown.Shim or we if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in SCSI,wpbs of Mach will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L(-E 10.For basic 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" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-158) 177 9-10=(-236) 298 9- 1=(-822) 387 7-13=(-264) 172 BC: 2x9 KDDF #1&BTR 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. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-787) 363 4-12=( -59) 108 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 = 25 PIF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -244/ 858V -242/ 1486 5.50" 1.37 KDDF ( 625) THE BOTTOM CHORD 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 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 = 0.036" @ 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" 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 HORIZ. TL DEFL= 0.012" @ 20'- 3.3" 4 4 4 4 T 4 T 4 12 12 6.00 provide support 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=l.6, M-4x6M-4x6 End vertical(5) are exposed to wind, M-3x9 M-3x8 Truss designed for wind loads 4 in the plane of the truss only. /-- IIIIIIIIIIIIIIIIIIIIIIIIII yC 1� M-3x9 7r 0 1 o M-3x9 1 8 NIddggllIl IoI No 9". M-1.5x3 M-3x8 0.25" M-3x8 M-3x4 M-1.5x3 M-5x6(S) (1 p r 0-10-03 5-03-13 y 5-03-13 y 4-06-07 y 4-04-11 y �r_ �D PR pfi�0.0 y y <0`, .4 IN S .�� 20-05 ,� , . ` ` :9782PE �T" JOB NAME : AMERICAN MODERN 5-PLEX - B2 Scale: 0.2531 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: B2 I.Guider and erection contractor ehouldbeadvised ofall General Notes 1.This design is based only upon the parameters shown and Is for an individual OREGON (moi., and Warnings before construction commences. building component.Applicability of design parameters end proper �,r:) // �(y�/ Nr 2.244 compre Won web bracing must be installed where shown*. Incorparslmn of component Is the reeponsibllky of the building Mslgner. 7� `(n Y y; (! Q! 3.Additional temporary bracing to insure stability during construction 2 Design assumes me lop and bottom chants la be laterally braced at 7 �l(� J `�jej lathe rosponstblAty of Me erecter.Additional permanent bracing of T o.c.and a11g o c.respectively unless braced throughout their length by 1 V continuous sheathing such as plywood sheathing(TC)andlor drywal(BC) PAUL' +t DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown** �'1�,/{.. SEQ.: K 18 7 8 5 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decaeg .seumee Nn beanrre at a1 wppods enawn.shim ar w.dge K EXPIRES: 12/31/2016 fabrmatmn,handling,shipment and installation of components. ry. 7.Design essassumes cedon othfage is cesof truss,ovided. April 7,2016 6.This design IS furnished subject m the limitations set torah by B.Plates shat be located on both faces of truss,and placed so their center TPIAVTCA in SCSI,copies of which vd1 be furnished upon request. Ines coincide with Joint canter lines. 9.Digits Indicate Yrs of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E It For basic connector plate design values see ESR.t37 t,ESR•tHSS(MITek) 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 01SBTR LOAD DURATION INCREASE = 1.15 1-2=(-523) 229 5-6=(-237) 306 5-1=(-808) 307 3-7=( -84) 186 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-562) 254 6-7=(-188) 748 1-6=(-174) 570 7-4=(-156) 756 WEBS: 2x4 KDDF STAND 3-4=(-909) 231 7-8=( -34) 46 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 POE 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 PIF Ground Snow (Pg) 20'- 5.0" -112/ 857V 0/ OH 5.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "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' ' f MAX HORIZ. TL DEFL = 0.008" @ 20'- 3.3" 6-02 6-10-14 7-04-02 f 1' 1 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 1-,;7' )IM-4x4 d 6,00 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 4-r( load duration factor=1.6, yW` End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • M-3x9 /- r M-3x4 1 r- 0 M-3x4 o y t0 1 ul 1-1 N 0 I N r ee .J , 5• 6 '8 M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) PRop y 6-02 l 7-02-06 y 7-00-10 ) S'K� N )9.G N -s`9/ NC 20-05 DC7 ' ✓�iit Ct.' :9782PE c" JOB NAME : AMERICAN MODERN 5-PLEX - B3 ,-✓%,/rte Scale: 0.2531 WARNINGS: GENERAL NOTES, unless otherwlaa noted: Tr V a�o /'a/ I�' to I.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OR G©I V (tib- r� Truss: B3 and Waminga before construction commences. building component.Applicability of design parameters and proper / Z 2.2a4 compression web bradng must be installed where shown+. In=rpor.ibn of component is me reapon.blRy of the building designer. .11' V A ( 4' (� 3.Additional bracing b Insure stability during conetmdlon 2 Design assumes the top and bottom chords to be leter.lty braced et 'l> Y ` Is the responsibility of the enactor.Additional permanent bracing of T o.n,and at 11 o.n.rsepedNety unless braced throughout Melr length by \1 II continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). P. U i "' DATE: 4/7/2016 the overall structure h the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ �"1 1� SEQ.: El8 7 8 5 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of was Is the responsibility of the respedive contractor. fastener.are compete and at no time should any loads greater than 5.Design assumes susses are to be used Ina non-corrosive environment. TRANS I D: LINK design lads be applied to any component, and ars for-dry condition'of use. Q Design assumes NI bearing at all supports Mown.Shim or wedge if y(y f} )t� 5.CompuTrus hes no control over and assumes no responsibility for the awry, EXP I R ES. 1 213 1/201 6 fa S ,handling,shipment and Installation of component. 7.Design assumes adequate both faces h provided. April 7,2016 B.Thla design h furnished wined to the limitations eat forth by 8.Plates shall be bated on both faces of suss,and placed w their center TPWVTCA In SCSI,=pies of winch wG be fumlshed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7(114-E I Digits indicate Me of inign values P7.For basic cafe&za platets design es. sea ESR-1311.ESR-1988(MITek) 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/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-388) 2380 3-10=(-276) 193 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-2742) 549 10-11=(-269) 1991 10- 4=1 -18) 497 WEBS: 2x4 KDDF STAND 3- 4=(-2485) 521 11-12=(-290) 1959 4-11=(-714) 255 LOADING 9- 5=(-1757) 468 12- 8=(-930) 2336 11- 5=(-245) 1166 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 POP 7- 8=1-2742) 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 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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/ ON 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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 1' 1 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p 04 x6 Q 6.00 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 4 5 ,t. Truss designed forwind loads in the plane of the truss only. M-5x6(5) 14\N M-5x6(5) 3.1" 0.25" 0.25" 6 e !a +1 M-1.5x3 \Illopp,M-1.5x3 3 + + r r 0 0 o 1 10 11, 12 . o 1M-3x6 M-3x4 0.25" M-3x4 M-3x6 t M-5x8(S) `,.rp, ``[° PROPc�ss J, 9-05-15 y 9-00-01 y 9-00-01 y 9-05-15 y ;'crC�,`�J �i vGINE fit ,°I, l 1 l 1 y , 1-06 37-00 1-06 Cr :.9732PE r"" JOB NAME : AMERICAN MODERN 5-PLEX - B4 Scale: 0.1603 WARNINGS: GENERAL NOTES, unless otherwise noted: Cr' t.sunder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shove,end is for an Individual -y OREGON y�y Truss: B4 and Wamings before construction commences. building component.Applicability of design parameters and proper lei f/- y5� 2.2r4 comprewon web bredng most be matalkd where shown 5. incorporation of component Is the responstbAHY of the bulking tlealgner. rf) Chit h t� V r(�'� 3.Additional temporary bracing to Insure sta6lllly during construction 2.Design aras.110 the top and bottom chorda to be laterally braced at 7 '1 a"'( is Me responsibility of Me erector.Additional permanent bracing of T o.c.and at 10'o.c.respadlvely unless braced throughout their length by stir DATE: 4/7/2016 the overall structure is the responsibility f the bulking designer. continuous t sheathing later lb ac plywood vire where shown)and/or tlryweA(BC). ` /i { Y o g 3.ZK Impact bridging or lateral bracing required where shown., �"'1 1� SEQ.: K18 7 8 5 10 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the rasped.e contractor. fasteners are complete end at no time should any bads greater then 5.Design assumes trusses are to ba used Ina noncorrosive environment, TRANS ID• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTns has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Otitis*,and placed so their center TPLINTCA In SCSI,copies of which will be fumished upon request. Ines coincide with pint center tines. 9MiTek USA,Inc./Com uTrus Software 7.6,7(11..)-E 0 ForDigindicsleereoplh design values see ESR-1311,ESR-11388(MITek) 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: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( -153) 107 1-11=(-626) 2632 1- 2=(-2839) 638 5-17=1 -607) 299 BC: 2x4 KDDF #1SBTR SPACED 29.0" O.C. 2- 3=(-2907) 709 11-12=(-629) 2628 11- 2=1 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 LOADING 4- 5=(-2653) 765 13-15=1 0) 0 12- 3=1 0) 113 7-18=1 -129) 608 LL( 25.0)+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 17-18=(-379) 1763 15-14=( 0) 54 9-19=(-2139) 591 8- 9=(-2227) 543 18-19=(-439) 1667 14-16=1 -355) 1775 19-10=1 -109) 74 LL = 25 PSF Ground Snow (Pg) 9-10=( -38) 65 14- 5=1 -375) 1592 ** For hanger specs. - See approved plans 16- 5=1 -699) 159 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -201/ 1523V -159/ 191H 5.50" 2.44 KDDF ( 625) 36'- 1.0" -200/ 1508V 0/ OH 5.50" 2.41 KDDF ( 625) rOND. 2: Design checked for net1-5 psf) uplift at 29 "on 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" MAX HORIZ. TL DEFL = 0.101" @ 35'- 9.5" 8-11 9-01-08 9-01-08 8-11 T T T T 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 1 I 1' T T I 1' 1 I f system and components and cladding criteria. 12 12 12 12 Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 17' 6.00 M-4x6 Q 6.00 d 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 6 4'"( End vertical(s) are exposed to wind, milt` Truss designed for wind loads M-4x10 ` in the plane of the truss only. 5 3.1" M-3x4 M-1.5x3 4 M-5x6 M-5x6 +1 .y M-3x102 + + M-3x8 M-1.5x3 M-1.5x3 o / + 0 Q & I MX '.I , 1** 11 127 14 0 o M-5x10 M-1.5x3 M-3x4,1 I $ „e„ ;,., „a. N f Mi8 }6 17 18 *R9 M-3x8 M-3x8 0.25" M-3x8 M-1.5x3 M-5x8(S) l l l lel )' l l l 4-05-08 4-02 2-018307-2211-04 3-08-04 9-03-04 8-09-04 J• 10-09-04 y 25-03-12 y 1. , C{( � PRQFrrys©. l11-03-04 0-06 24-09-12 w5�� GINE /,l� 36-01 ¢ :9782PE c"' JOB NAME : AMERICAN MODERN 5-PLEX - B5 Scale: 0.1631 Wr WARNINGS: GENERAL NOTES, unless otherwise noted V..y (� U) 1Builder end erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an Individual ,.y J OREGON b . Truss: 85 and Warnings before construction commence. building component.Applicability of design psi-omeletsandproper 4,/ 1(y ' N" 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component lathe responsibility of the bulking designer. C/ V I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top arta bottom chords to be laterally h thea,at _�� A� J is the responsibility of the erector.Atltlftionsi permanent bracing of 2'ex.and at 10'o c respectively unless braced throughout their length by DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 3.continuousx Iitching orlaterallateraas eradne°gsheathing(TC) red whe es howdl• or d• rywel(Sc). .4 U�. �� SEQ.: K18 7 8 511 4.No load should be applied to any component until after all bredng end 4.Installation or truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Inoses.are to be used in a non-corrosive environment, design loads be applied to any component. and are for^dry condition'of use. f�t] /y� �t TRANS ID: LINK s.CompuTrus has no control over and assumes no responsibility form. B.Design assumes NM bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. sea 7.Platlgnassumes adequate drainage is truss, . April 7,2016 8.This design Si furnished subject totthelimitations set forth by 8.Plates shall be bo located on both faces of Was,and placed so their anter TP W'TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.7 1L E 9.Digits Indicate slit of plate In inches. MiTek USA Inc./Com P ( (- 10.For bask connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 lIOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #18BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND LOADIN.; Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-1-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=l5ft, 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, End M-1.5x9 or equal at non=structural s desial(s) are exposed to wind, vertical members (uon). 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. 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 1' T '1 6-07-11 6-00 5-10-04 5-10-04 6-00 6-07-11 T T 1 4 4 4 1 12 12 6.00 17' IIM-4x4 Q 6.00 4.0" 5 .f-.f 116` M-5x6(5) M-5x6(5) 0.25" 0.25" 6 3 11111111111111111 . r 01 4 MN OW of 10 11 120 25n 13 14 oI M-1.5x3 M-1.5x3 0 M-5x8(S) . i PR 6-05-15 5-10-04 6-01-12 6-01-12 5-10-04 �` t9t9' IN `y y ` yE-T 1-06 37-00 1-06 'Z' :9782PE < ' JOB • NAME : AMERICAN MODERN 5—PLEX — BFW Scale: D.2228 '....rif 4vir SAW WARNINGS: GENERAL NOTES, mitts.othe,Msenoted: y •REG�N f.Builder and erection contragarshould be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual h Truss: B FW and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2a4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the eflbr building daalgner. �} (}! 2.Design aaaumea Me lop end bottom chards to be laterally braced at -Ay 4 y Ab <6. `� 3.Additional temporary bracing to Insure stability during construction Dec.. and at 10 a.c.reepectNely unless braced throughout their length by .7-47 PAUL't `'4 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or drywel(BC). 1"' { \ DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.+ �,1{_ e SEQ.: K 18 7 8 512 4.No lead should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design eeeumee trueses are to be used in a nonconoelve environment, TRANS ID: LINK deelgn loads be applied to.nyoasrpsnenr and ars far"dry condnron"ofuse. 5.CompuTme Ms no control over and Begonias no responsibility ler the 8.Design assumes NI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessfabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. April 7,2016 5.This design is furnished subjed to the limitations set forth by 8.Plates shall be located on both faces of Wes,and placed so their center TP WJTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 9.Digits iniicete Nye of plate in Inches. MiTek USA,Ina./CofllpuTrus Software 7.6.7(1L)-E 10.Far besic connector plate design values see EBR-1311.ENR-i888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 0.0" OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #18BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.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 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. DESIGN ASSUMES SHEATHING 5-00 5-00 TO ONE FACE ONLY 1 4 1' 12 12 IIM-4x4 8.00 Q 8.00 2 f— M M o O r o o I 4ii1Ih 5 l 2-00 l 10-00 l 2-00 y ,<k:4Ep PROFp, u�~� NGtN � p`�y 89782PE c' JOB NAME : AMERICAN MODERN 5-PLEX - Cl -, :<. ''"1°P ' - Scale: 0.9807 - WARNINGS: GENERAL NOTES, unfase otherwise noted Eea _I I.Balder and erection contractor should be advised of al General Nates 1.This design is based only upon the parameters shown and Is for an Individual i' _OREGONy'io'` Q` Truss: Cl and Warnings before construction commences. building component.App kab l ty of design parameters and proper .rJ l� V rt 2.2x4 compression web bracing mud be installed where shown+. Incorporation or component Is the responsibility of builamg designer. 7 �9:40, A Y 1 �"+ 3.wddglonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally booed at _+ is the reeponslblly of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.raepectNety unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P U 1 DATE: 4/7/2016 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or balers'bracing required where shown.. A L SEQ.: K1878513 4.No load should be applied to any component until alter at bracing and 4.Innstalatiionnooftaslsthe ereespo responsibility fin the nesppctive ancontractor. fasteners are complete and al no time should any loads greater than Design gn assumes dry trusses reof to use. TRANS ID: LINK design hada be applied to any component. an8.DeNgn assumes full beadrg at supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the e,,,ry. EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. April 7,2016 8.This design Is furnished aub)ad to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWi CA in SCSI,copies of ninth will be Nmlehed upon request. Anes coincide with Ialnt center lines. 9.Digits Indicate size of plate in Inches. MIT&USA inn/CompuTrus Software 7.6.7(1 L)-E t8.For bask connector plate design values see ESR-7311,ESR-1988(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: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1372) 653 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-936) 395 WEBS: 2x4 KDDF STAND 3- 9=( -984) 404 8-10-) -10) 15 9- 4=( -149) 596 LOADING 4- 5=( -B00) 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) 309 TOTAL LOAD = 42.0 PIP OVERHANGS: 13.5" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA +. LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -318/ 999V -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 lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" 8-06-09 8-06-08 MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" f ,f MAX LL DEFL = -0.025" @ 8'- 6.5" Allowed = 0.808" MAX BC PANEL TL DEFL = -0.145" @ 4'- 6.0" Allowed = 0.512" 4-05-11 9-00-13 4-01-08 9-05 f 1' f '( j' MAX HORIZ. LL DEFL = 0.033" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.038" @ 0'- 5.5" 8.50 TIM-9x4 Q 8.00 4.0" ICOND. 3: 2000.00 LBS SEISMIC LOAD. M-3xt ^`'(M-3x5 NN Design conforms to main windforce-resisting .0' 'Q system and components and cladding criteria. M-1.$X4 M-1.5x9 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M-3X5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1. x M-3x9 load duration factor=1.6, End vertical(s) are exposed to wind, M-3X5 3 Truss designed for wind loads 11114Sk,� �.� in the plane of the truss only. 110 M-1.5x9Truss designe: :t : twdi: for 42 ouookers. 2x4 let-ins , of the same sze andgraas structural top M-3x5M-3X9 chord. insuxetigiaeach end of let-in. Outlookers mut bcut icare and are O ' _ • permissible areas only. m 1 9 I_ r. 'iii � O I M-3x9 1. ,rH I I r I M-1.5X3 M-3x10 M-3x4 M-5x8 l l ) l b 7-07 0-11-08 9-03-09 4-03-09 1 . l 1 1-01-08 7-07 9-06 y 8-09-12 0-09-12 8-08-04 y `� �OL9 ). 17-01 wc. '4 I, ` 89782PE y JOB NAME : AMERICAN MODERN 5-PLEX - D1 Scale: 0.2562 WARNINGS: GENERAL NOTES, unless otherwise noted � � the -�^ 1.Bolder end erection contractor should be advised of all General Notes 1.This design is based only upon parameters shown and is for Individual h Truss: D 1 and Warnings before con. � - th,dion commences. building component.Applicability of design parameters end proper 9 2.2a4 compression web bracing must be installed where shown+. incorporation of component Wthe reaponstbllty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom cholla to be laterally braced at � Y '�J +�j; Is the responsibility of the erector.Additional permanent bracing of T o c and et 10 o.c.respectively unless braced Throughout Melt length W •7 4,Y DATE: 4/7/2016 the Duston atmdare lathe responsibility ohne building assigner. continuous sheathing such ae plywood aired ng(Te)andmr dnwellBC). pjq U L �� 3.In Impactoftruss bridging or lateral bracing required where shown contractor.SEQ. K1878514 <.Nobeershould mleeapplied oany component until yleafter all eetdnhand 5.DesigntasumealIsthe aretonsioftaeonernoecentciren fasteners are compete and a no time should any toads greeter than 5.Design assumes waaea are to be used m a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry orae bon of use. 8.Design w B.GompuTme hes no control over and assumes no rseponsibllXy for the wanes NA bearing a1 a8 supports shown.Shim or wedge H .wry. fabrEXPIRES: 12/31/2016 dnon.handnng.ehipment and of components. 7.Design assumes adequate drainage is provided. April 7,2016 e.This design is furnished subject to the limitations set forth by e.Plates shag be located on both faces of truss,and placed so their center TPLWfCA in SCSI,copes of which veil be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 9=(-214) 676 3- 9=(-226) 208 10- 6=(-107) 556 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-909) 274 7- 8=( 0) 0 8- 9=( 0) 66 6-11=(-668) 206 WEBS: 204 KDDF STAND 3- 4=(-684) 225 8-10=( -1) 7 9- 4=(-149) 450 LOADING 4- 5=(-684) 246 10-11=( -25) 42 9- 5=(-154) 139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+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) 144 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -84/ 704V 0/ OH 5.50" 1.13 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 8-06-08 8-06-08 MAX LL DEFL = -0.017" @ 8'- 6.5" Allowed = 0.808" 4 ' 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 1 '1 1 1' 1' MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.2" 12 IIM-4x4 12 MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.2" 8.80 Q 8.00 4.0" Design conforms to main windfoxce-resisting 4 ,r-,6 system and components and cladding criteria. 118 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)r load duration factor=1.6, End vertical.(s) are exposed to wind, Truss designed for wind loads M-1.5x3 11‘,0, in the plane of the truss only. 3 -3x9 ro 4 t fid- 1!! ern0 1 M-3x4 N 9 O � o rl 7 8 10 **11 �'-i M-1.5x3 M-3x8 M-1.5x3 M-5x8 ) ) ) ) 7-07 0-11-08 4-03-04 4-03-04 ) ) ) ) 1-01-08 7-07 9-06 ) ) ) ) r C PR(� 8-04-12 0-09-12 8-08-04 ` y� V ) ) ;� ALINE• sip 17-01 ,� R % 1, 89782PE �' JOB NAME : AMERICAN MODERN 5-PLEX - D2 . . • Scale: 0.2562 / --... e sa noted: �' 68) WARNINGS: O.Thisde ignisb, unteuponh rvd IPO OREGON N. 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for en individual rl 174J'V V Truss: D2 and Warnings before construction commences building component Applicability of design parameters and proper Nr 15f2 2a4 compression web bredng must be installed where shown e. incorporation of component k the responsibility of me building designer. .4[y y:. 6 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at �T 4 Is the responsibility of the erector.Addmonal permanent bracing of T o.c.and et 1tl o.c.respectively unless braced throughout their length by DATE: 4/7/2016 the overall structure Is the ro sibgft of building designer. 3.a Impact bridging or later l b acingoqu sheathing(TC)shout or dryweW(BC). - A 1 t YI � .pon y e eorlateralbr.dngro V SEQ.: K1878515 4.No load should be applied to any component until after all bracing and 4.IInnst llationoftruisissthhe responsibility bbilllsryyeftin h respective contractor. fasteners are oempele and at no time should any loads greater than and Design assume trusses ere I use. TRANS I D: LINK design bads be applied to any component. 6,Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the „,ry. EXPIRES: 12/31/2016nece . fabrication,handling,shipment end ineallallon of components. 7.Design assumes adequate drainage is prodded. April 7,2016 6.Thio design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWrCA In SCSI.copies of which will be Nmished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR.t31 t.ENR.1866(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) 4816 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) 559 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- 9=( -992) 4426 7-14=(-3964) 860 2x9 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP CO- 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/ OH 5.50" 7.21 KDDF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN �� nails staggered: COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing.' 9" 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, `'`) 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 1.5" Allowed = 0.113" XX l/ 9" oc in 2 row(s) throughout 2x8 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 1.5" Allowed = 0.150" M 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 7-04-103-01-14 MAX HORIZ. LL DEFL = 0.024" @ 18'- 9.2" ` 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 T T f T T T 12 12 Design conforms to main windforce-resisting 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 ,f,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �[\ load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed for wind loads M-3X5 in the plane of the truss only. M-3x5 41 3 M-5x6 M-9x8 7 �C�7 c /� 8 N !I�! a.ipzilo „,_ mm.mm 1 e .� 11 c 1 / M-5x10 M-3x6 0 O N I , 9 10 12 13 14 '' M-1.5x3 M-5x16 M-4x8 M-7x8 M-1.5x4 1 1 ) 1 1 1 1 4-06-05 3-00-11 0-11-08 3-05-08 4-02-10 2-10-06 1 1 1 1 1-01-08 7-07 1 , 11-06 , V4 PROF 1 e-04-12 0-09-12 10-08-04 1 Fp,4\C'' \AGM: .,F. `�'�/0 19-01 ..C* :9782PE '7_..... c"" JOB NAME : AMERICAN MODERN 5-PLEX - D3 ,�.✓.✓�''�% Scale: 0.2195 WARNINGS: GENERAL NOTES, unless otherwise noted: lir VshOREGON: D3 1.Builder and erection contractor Mould be advised of ell General Nates t.This design Is based only upon the parameters shown and la for an individual "j7 OREGON " and Warnings before construction commences. balding component.Applkabllky of design parameters and proper ► j#a, rp N" 2.2x4 compression web bracing mule be Installed where shown.. Incorporation of component Is the responsibility of me building tleelgner. (/,Q r� �/y-y_ 3.Additional temporary bracing to Inure sieblllly during construction x.Design and et l O the tap and bottom chords to b.throughout orated at 11,9, x r p y A J Is Me responsibility of the erector.Additional permanent bracing of T o c antl at 1g c.c.respectively unless braced throughout Meir length by �` continuous sheathing such as ptywaod eheething(TC)and/or dryw,A(BC) P-AUL U L \ DATE: 4/7/2016 the overall structure Is the reeponsiblky of the building designer. 3.2x Impact bridging or lateral bracing required where Mown.. L. SEQ.: K18 7 8 516 4.No load should be applied to any component until atter all bracing and 4.Installation of truss la the responsibility of the respective contractor. faAenem are complete and at no time should any loads greater than 5.Design assumes trusses are to b.used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry oondkion'of use. Af7 ]A/r] { 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports Mown.Shim or wedge if EXPIRES. 1 2/3.1/20 16 febdutlon.handling,shipment and inatailetionofcomponents. 7.De.ignassumesadequate drainage isprovided. April 7,2016 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss.and placed so their center TP WJFCA in SCSI.copies of which MA be furnished upon request. line coincide with joint anter linen. A Inc./Cam uTrua Software 7.6.7 1 L E 9.Digits indlate sin of plate in Inches. MiTek US P ( F 10.For beers connector piste design values see ESR-1311,ESR-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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-84) 58 1-4=(-36) 38 2-4=(-124) 124 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 PIP 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 LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 704.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Oe spacing. REQUIREMENTS OF IBC 2012 AND SRC 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 = 0.018" @ 2'- 1.8" Allowed = 0.202" AND BOTTOM 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" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 3-08-04 0-03-12 T . 1. 12 Design conforms to main windforce-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=l.6, End vertical(s) are exposed to wind, M-1.5x3 3 Truss designed for wind loads -, in the plane of the truss only. 2 g 0 M11410 I 1��1 1_II N o 11 'II 1 1ME 4 0 M-3x4 M-3x6 J• +7048 k 3-08-04 0-03-12 l y 4-00 ���vo PR 0pess �, �0yGINEFR .02 Zil 89782PE 17_, JOB NAME : AMERICAN MODERN 5-PLEX - DGIRD Scale: 0.5597 V • •, WARNINGS: GENERAL NOTES, unless etherwlse noted: G✓ (y /'y �4 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shoe)and Is for an Individual �./ I+OREGON h Truss: DGIRD and Warnings before censl,cohon eeennaa building component Applkabltityofdesign parameters and proper Lfr (// ,, Ilr 2.2a4 compression web bracing must be Installed where show)«, )corporation of component la the responsibility or me building designer. -94,1...CJ�E}h`_ '.�' J.Additional temporary bracing to Insure stability during construction 2.Design eswmaa the tap and bottom chortle to be latently braced at 4A Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10'o.e.such as sly unless braced throughout r d,yeir length by DATE: 4/7/2016 the overall structure is the responsibility of building designer. civ Impact sheathing eweb edng rpNwooe aired here S and/or arywa8(BCJ. �A U�." 3.2a Impact bddgbe or lateral bnane required where Siloam«. SEQ.: K 18 7 8 517 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respedNe contractor. festenen are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, design loads be applied to any component, and are far"dry condition'of use. EXPIRES: q/} rj.l)v'�/�.l�+ TRANS I D: LINK 5.CompuTrus hes no control over end assumes no reepensiblily for the 8.Design assumes NI beanng at al supports shown.Shim et wedge if EXl-IR RS. 1 2/47 11 0 1 V fabrication,handling,shipmentry aotheli iiaoaasetheyt.. 7.Design sshallbassumes adequate drainage bpromdetl. April 7,2016 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both/aces or Wu,and placed so their center TPVN/1CA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1L E 9.Digin Indican connectorsin plateplatein inches. vat P ( )- 1 For bask teacts ? ts dinch elves see ESR-1311.ESR-1 g99(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1413TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-HDL( 7.0) ON LOP CHORD = 32.0 PSF Wind: 140 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 PSF load duration factor=l.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 HON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-07-09 5-07-09 DESIGN ASSUMES SHEATHING T 1' 1' TO ONE FACE ONLY 12 12 8.00 17 IIM-4x4 Q 8.00 4I1l1 o f '1ti 1 ' 1116.. o 0co of f 1 0 I 0 5 l l y y 1-01-06 11-02-08 1-01-08 `c� ,�NCaINE 99 0 Cc 8•782PE 9c' JOB NAME : AMERICAN MODERN 5—PLEX — El Scale; 0.9900 . a•/� --+. WARNINGS: GENERAL NOTES, unless others'.noted �� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual E' .Truss: El and Warnings before constriction commences. building component.Applicability of design parameters and proper 15' 'Iv 2.204 compression web bracing must be Installed where shown�. incorporation of component Is IM responeibNlty of the building designer. ‘.- -72, �( { 2.Design assumes the top and bottom chords to be laterally braced st 'l R Y '` .� 3.Additional:e.l lemponry bracing to Insure stability during construction T o.c.and at 10 o.c.respectply unless braced throughout their length by Is the reaponslblpty of the erector.Addklonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or arywaN(BC). ,'J.A LI i DATE: 4/7/2016 the overall structure Is the responsibility of the building designer. 3.Is Impact bridging or lateral bracing required where shown.• }•1 SEQ.: K18 7 8 5 18 4.No wad should be applied to any component until after an bracing and 4.Installation of truss Ice the responsibility of the respedtve contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorm.he environment, TRANS ID: LINK design wads be applied to any component. and are for"dry ontlmon^thuse, 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NA bearing al all supports shown.3hlm or wedge If EXPIRES: 12/31/2016 hbncallon,handling,shl necessary. g, pment and the limitations of components. 7.plate.assumes adequate rainage Is provided. April 7,2016 8.This design is fumIshed subject to the limitations set forth by 8.plates snag be boated on both facet of trues,and placed so their center T71/W7CA in BCS/.copies of which vin be furnished upon request. lines coindtle with Joint center Tine. MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E s.Digits wdicete sire of pats In inches. 10.For basic connector plate design values sea ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -98) 109 1- 8=(-1326) 1519 1- 2=(-1002) 643 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-702) 331 8- 7=(-1326) 1519 3- 8=( -496) 509 WEBS: 2x9 KDDF STAND 3- 4=(-562) 218 8- 4=( -69) 221 LOADING 9- 5=(-562) 218 8- 5=( -996) 504 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+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=( -98) 109 TOTAL LOAD= 42.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -317/ 724V -2000/ 2000H 5.50" 1.16 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 2.5" -317/ 724V -2000/ 2000H 5.50^ 1.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 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" 1' . f 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" 1' 1' 1' 1' 1' ' '1' MAX HORIZ. TL DEFL = 0.015" @ 10'- 9.0" 12 12 BOO IM-9x9 '8.00 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 4.0" 4 Design conforms to main windforce-resisting OURsystem and components and cladding criteria. NWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 dl _l ,5x3 in the plane of the truss only. 3 5 M-3x4 4,:... 4'. M-3x4 2 6 0 l • 41111111111111141* � Cm W III o 1_� 8 _-•7 -"o M-4x6 M-3x8 M-4x6 y y 5-07-04 5-07-04 PRope l 11-02-08 y .S'c 0 N Sa), 89782PE <' JOB NAME : AMERICAN MODERN 5-PLEX - E2 •_,..1 • Scale: 0.9299 - WARNINGS: GENERAL NOTES, unless°therwhe noted: V' 4 1.Builder and erection contrador Would be advised of all General Notes 1.Thla design la based only upon the parameters shown and is for an Individual -/'4e OREGON ©'� ti'. Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters end proper f 2.2a4 compression web bradng must be Installed where shown v. incorporation of component Is the responsibility of the building designer. +' Gil[� .{ /,�. 3.Additional temporary bracing to Insure stability during construction 2.D=eign assumes the top end bottom chords to be latently braced at RA- el 1 ��'r k the responsibility of the erector.Additional permanent bract f 7 o.c end at 10 0.0.respectively unless braced throughout their length by n8° continuous sheathing arch es plywood sheathing(TC)end/or drywati(BC). P4 1 I` �\ DATE: 4/7/2016 the overall structure b the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where shown++ PAUL i� SEQ.: K1878519 4.So toed should be eppiled to eny component trill eTerell bOdeg end 4.Installation t.11athheress responsibility thenhnespp respective e fasteners are complete end et no time should any beds greeter men and e e assume"dry�nsses reof to b. nvironment, TRANS I D: LINK design hada be applied to any component. S Design assumes NI bearing at all supports Mown.Shim or wedge If 5.CompuTruehas nocontrol over and assumes noresponsibilityfor the nece „,ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 7,201.I 6 8.This design Is finished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WOTCA in SCSI,copies of which will be furnished won request. Anes coincide with joint center lines. 9.Digits Indicate size of plata In Inches. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 10.For basic connector plate design values we ES12-1311.ESR-1988(MITek) 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: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 71 2- 6=(-718) 1912 6- 3=( -309) 991 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2- 3=(-2191) 726 6- 7=(-547) 1421 3- 7=(-1008) 498 WEBS: 2x4 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. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 lOPSF LIVE LOAD. TOP 'C -- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. k;OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 (2)M-1.5X3 OR EQUAL AT UPRIGHTS. 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 5-07-04 MAX TL CREEP DEFL = -0.124" @ 2'- 11.5" Allowed= 0.839" T 3-00-08 4-10-04 5-07-0¢ MAX HORIE. LL DEFL = =0.051" @ 13'- 3.2" MAX HORIZ. TL DEFL = 0.083" @ 13'- 3.2" 12 12 8.00 IIM-4x4 7:18.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 .F,( II Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. • M-3x5 NOTE:LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. _ THE DESIGN SHALL BE REVIEWED AND APPROVED BY �� 111111111111061110;13" PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER �` �„-- 1. nth , -Y FOR LATERAL LOAD AND LATERAL STABILITY.END VERTICAL ,.I�r3x4 �� 7 -> NOT EXPOSED TO WIND LOADING,INTERIOR CONDITION. U r Ai '� -3x8 M-3x N I M-5x6 M-3x4+ 4 6.44 12 J. J. l J' J. 2-09 5-00 5-03-08 0-05-08 1 I 01 01 01 /22 1-01-08 1-018 2 r 09 10-09 13 06 y �J,<<,. �r�`(9 89782PE ter'' JOB NAME : AMERICAN MODERN 5-PLEX - E3 Scale: 0.3061 •v✓r • ' ` WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: E 3 1.Builder end erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual "'�!11//, OREGON OAH and Warnings before construction commences. building component.Applicability of design parameters end proper JI /k. 2.2x4 compression web brad"°must M Installed where ahem.. Incorporation of component is the responsibility or the building designer. ,ey�. �� f or� . 3 Additional temporary bracing to Imre stability during construction 2.Design assumes the lop and bottom chorda to be laterally broad et 77 J Is the responsibility of Me erector.Additional permanent bracing of n o.c.and al 10'o c.rospedNely unities braced throughout their length by DATE: 4/7/2016 the overall structure is the responsibility rine 6uilal designer. continuous bridging such as Ppwood sheathing(TC)and/or drywal(Bc). A U L ray ° ng a 3.2a Impact bridging ar thlateral bracing required ofthe swheree.pa stwwn*e SEQ.: K 18 7 8 52 0 4.No load should be applied to any component until after all brodng and 4.Installation of truss Is the responsibility the respetme contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes vases ere to be used In a nontor.odve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. y 12/31/2016 5.CompuTrua has no control over and assumes no responsibility for the e.Design assumes NA bearing at all supports shown.Shim or wedge if responsibilityEXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 7,2 016 S.This design Is furnished subject to the limitations set forth by 8.Plates shell be baled on both late.of truss,and plated so their center TPINJTCA in SCSI,apha of which nil be furnished upon request. Hns coincide with joint center lime. MiTek US Inc./Com uTrua Software 7.6.7 1 L E 9.Digits indicate she of phte in Inches. A p ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MTh k) 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 ({1ABTR 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 016BTR 2- 3=(-3040) 682 6- 7=(-870) 3800 2- 7=(-1690) 414 9- 5=( -40) 10 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2486) 598 7- 8=(-330) 1324 3- 7=( -310) 1402 LL = 25 POE Ground Snow (Pg) 4- 5=( -110) 136 8- 9=(-330) 1324 7- 4=( -434) 2006 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -640) 2940 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 230.2)+DL( 176.5)= 406.8 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 50.IN. (SPECIES) -',- ( 2 ) complete trusses required. 0'- 0.0" -814/ 3900V -104/ 209H 5.50" 6.24 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1162/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �Ai 9" oc in 1 row(s) throughout 2x4 top chords, /x\/X\ 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.034" @ 4'- 10.3" Allowed = 0.727" @@ HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -0.077" @ 4'- 10.3" Allowed = 0.969" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.009" @ 15'- 2.0" 9-00-12 6-04-12 MAX HORIZ. TL DEFL = 0.017" @ 15'- 2.0" 1' 1' 1' 5-00-01 4-00-11 4-05-04 1-11-08 Design conforms to main windforce-resisting T 1' 4' 1' 1' system and components and cladding criteria. 12 M-5x6 M-4x8 M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 3 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �p �! End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. IIIIIIII M-3x5 imui:me 0 r T Cil m GG I 1-= 6 7 8 _...19 I 0 M-5x10 M-3x6 M-6x8 M-3x8 -M-4x4 y y y ,19678 , 4-10-05 4-04-03 4-03-08 1-11-08 9,0) PROFelo. y y 4\c(- w. ' 15-05-08 �d/� ‘..,‘GINE . 64 ,0-0, 89782PE S'' JOB NAME : AMERICAN MODERN 5-PLEX - E4 Scale: 0.3347 ow~ WARNINGS: GENERAL NOTES, unless otherwise noted. 1./ _J 1.Builder and erection connecter should be advised anal General Notes 1.This design is beeed only upon the parameters shown end is for an individual 14,OREGON Q.N. t2". Truss: E4 and Warnings before construdlon commences building component Appllceblllty of design parameters and proper +� l5„ 2.204 compreskon web bradng must be Installed where shown.. Incorporation of component k the responsibility of the building designer. Uig�4Y '�5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop en bottom chards to be laterally braced al _+ lathe responsibility al me erector.Additional permanent bracing of 7 a.c and et 10'o c respectivaly unless braced throughout their length by �y Nl continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). /--A F 1 t `i� DATE: 4/7/2016 the overall structure la the respondblQy of the building designer. 3.2n hiked bridging or lateral brewing required where shown.. l{„/l.. SEQ.: K1878521 4.No load should be applied teeny component until after all braning and 4.Design Uetlnnumtnwsathheeasposibuleryyafn srespedlsansIve oederr.nem. fasteners are complete and al no time should any loads greater than and ra for medry censses of to b. TRANS I D: LINK design pads be applied to any component. 8.Design assumes full bearing at el support shown.Shim or wedge if 5.CompuT,ushas nocontrol over and nsum.anresponsiblity for the e,�ry, EXPIRES: 12/31/21316. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage le provided. April 7,2016 9.This design la furnished eub)ed to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center TP WJTCA In SCSI,copies of whkh will be fumlahed upon request. Ines coincide with prim center lines. 9.Digits Indicate size of plate in Indies. MiTek USA,Inc./CompuTrue Software 7.6.7(1L}E 10.For basic connector plate design values see ES17-7311,ESR-t 988(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/DDF/Cq=1.00 TC: 2x4 KDDF bl&BTR LOAD DURATION :INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-82) 21 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: 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) 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 'COND. 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 = -0.004" @ -1'- 1.5" Allowed = 0.113" MAX TL CREEP DEFL = -0.004" @ -1'- 1.5" Allowed = 0.150" 1=05-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.041" '' 1 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 F7 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, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, '' Truss designed for wind loads I in the plane of the truss only. 0 I rte_ 1 M-3x4 l l 1-01-08 2-09 (PROVIDE FULL BEARING;Jts:2,3,4 R Ope ,6 SGP4, 6> " ` - :9782PE 9r"` JOB NAME : AMERICAN MODERN 5-PLEX - EJ1 ,,r ..r' Scale: 0.7095 , WARNINGS: GENERAL NOTES, unless otherwise noted: (,.,..sr) 40 1.Builder end erection contractor should be advised or all General Notes 1.This design h based only upon the parameters shown end Is for an Individual 7' OREGON N` Truss: EJ1 and Wamingsbefore construction commences. building component.Applicability of design parameter.and proper Ota ha Q- 2.21,4 compression web bracing mast be installed where shown.. incorporenon of component Is the responsibility of the building designer. ,.�� AR : 3.Additional temporary bracing to Insure stability during construction 2.DeNgn assumes the tap end bottom chords to be!literally braced at '' Ia the responslbgty of the erector.Addnbnal permeant bracing of 7 o.c end et 18 c c respectively unless braced throughout their length by �` ✓ DATE: 4/7/2016 the overall structure h therewbnn of building designer. b<Impacontinuot.ahging en stelaaspywg re airedsheatwhere ndfor tlrywel(BC). PAUL U1 \ apo^ v o g 3.In Impact bridging or lateral bracing required ulnen shown t a P'{ 1+. SEQ.: K 18 7 8 5 2 2 4.No wad should be applied to any component after at bracing and 4.Installation of loss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS ID: LINK design weds be applied to any component. and.raw dry condition"of use. 5.CompuTrue hes no control over end assumes no responsibility for the 8.Desitin assumed full bearing at all supports Mown.Shim or wedge If .EXPIRES. 12/31/2016 fabrication,handling.shipment end installation of oomponenle. scary. T. necessary. assumesadeon rainage is provided. April7,2016 IL This design h furnished subject to the Ilmitatwns set forth by S.plates shall be located on both races of loss,and placed**their center TPIOVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9,Digits Initiate laze of phis In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11..)-E In For basic connector plate design values see ESR-1311,ESR-7888(MITe k) 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/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIP 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: Desi checked for net(-5 sf) uplift at 24 "oc Design p p spacing. 6.00 17 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 = 0.013" @ -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" 3 -/ Design conforms to main windforce-resisting I system and components and cladding criteria. 0 Wind: 190 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, CD i End vertical(s) are exposed to wind, co Truss designed for wind loads of in the plane of the truss only. mi ill t r -/ 0 2 4►�/ . M-3X4 l l 1 /' 1-06 2-00 0-07-11 (PROVIDE FULL BEARING;Jts:2,4,3 I r'� P cyo-- it o ('.,s*V " 89782'E r- JOB NAME : AMERICAN MODERN 5-PLEX - ESJ1 Scale: 0.8734 0.,\41: 7' ••�•. MAW WARNINGS: GENERAL NOTES, unless othense noted: V e� /}I�� 4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "p' -OREGON O� Truss: ESJ1 and Warnings before construction commences. building componenlApplicability ofdesign parameters and proper 4'//,� rZ, 2 2x4 compression web bracing muA be Installed where shown.. incorporation of component k the responsibility of me building designer. V 1 2,Design assumes the tap and bottom chords to be laterally braced al .4 R Y b 3.Is the nal temporary bracing to Insure liability tludng construction T ono end at 1d o,c.respectNely unless braced throughout their length by tr /�w+�x Is the responsibility of the erector.Addyonal permanent bracing of continuous sheathing such as ptyweod sheeming(7C)and/or drywe8(BC), " A U L. ' 1/4••\ DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 8,b Impact bridging or lateral bracing required where shown.. SEQ.: K1878523 4.No wed should be applied to any component until after all bracing end 4.Installation siastherronsibHryott.rasped. o peda..Nontactor. fasteners are compete end at no time should any wads greater then Design assumes be used in design loads be applied to any component. and are for'dry condition-of use. TRANS ID: LINK 5.ComptlTrushas nocontrol over end eaaumesnoresponsrogitfor the O.De.gnaswmesmnbae ng.tan.uppon.anown.shmorw<dgeIf EXPIRES: 12131/2016 .nary, febdcenon,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 8.This design is Nmished subled to the limitations set forth by 8.Plates shall los located on both feces of truss,and placed so their center TPLVV7CA in BCS(,copies of which wig be furnished upon request. lines coincide lith joint center lines. 9,Digits Indicate alza o/plate In Inches, MiTek USA,Inc,/CompuTrus Software 7.6,7(1 L}E to,for basic connector plate design values see ESR-1311,ESR-1088(MIT.) 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: 2x4 KEEP #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2246) 424 1-5=(-410) 1929 5-2=( -292) 1719 BC: 2x8 KDDF #168TR 2-3=( -145) 139 5-6=(-403) 1885 2-6=(-2208) 487 WEBS: 2x9 KDDF STAND LOADING 3-9=( 0) 0 6-3=( -148) 199 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 117.8)= 261.5 PLF 0'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BERG 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-06-07 5-02-13 0-03-12 MAX LL DEFL = -0.036" @ 6'- 4.7" Allowed = 0.558" 1' MAX TL CREEP DEFL = -0.079" @ 6'- 4.7" Allowed = 0.744" 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" Design conforms to main windforce-resisting system and components and cladding criteria. 116 4111111 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, io (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. M-3x8 2 411111111 ,N-1 0 1 1 4im /� = 111 Me� 5 ors 6 , o M-5x16 M-3x10 M-6x10 l y J• 6-04-11 5-08-05 l 12-01 )• ��, 0 PR Of�c`�,s /10 89782PE fir`` • JOB NAME : AMERICAN MODERN 5-PLEX - F1 Scale: 0.9070 ,•• vJ�r��G� `' OW WARNINGS: GENERAL NOTES, unless othenvhe noted' Truss Fl I.Builder and erection contractor Mould be advised of al General Notes 1.This design Is based only upon the parameters shown ands for an individual a 9 OREGON ryr�P5 • and Warnings before construction commences building component Applicability of design parameters and proper 15' lij I(��„r -Q 2 Zai compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. �+'..y� ^n .. r f,✓ �♦., 3 AddPoonal temporary bracing to Insure stability during construction 2 Desipn assumes the top and bottom chorda to be laterally braced al 77 'ly :7 le the responsiblkty of the erector.Additional permanent bracing of T o.c.end et 70 o c raepeciNply unless brecetl throughout(heir length by �` DATE: 4/7/2016 the overall Muclure Is the responsibility of the building designer. continuous sheathing later l b acing re Mae where arbor drywell(BC) ^ 1 1 3.2s Impact bridging or lateral bracing required where Mown«. A L. SEQ.: Ki8 7 8 5 2 5 4.No bad should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of the respeame oontrodor. fasteners aro compete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corroeros environment, TRANS ID: LINK design bads be applied to any component. and aro for"dry condition"of use. �/ pfd A] /�/{4� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NA bearing at an supports Mown.Shim or wetlge I/ EXPIRES. 1 2/31!2 V t 6 fabrication,handling,shipment and installation of components. 7.Design necessssumes adequate drainage Is provided. April 7,2016 e.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of buss,end placed sift their center TPIM/ICA In SCSI,coples of wdkh will be fumbhed upon request. Ones coincide vdth joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits indicate size of plate In Inches. P ( irk For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 1.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IC OND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 KDDF #168TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND Design conforms to main windforce—resisting LOADING system and components and cladding criteria. 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 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 42.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, M-1.5x9 or equal at non—structural Truss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. 6-05-04 5-07-12 1 4 4 12 6.00 p M-1.5x3 4 —/ • dli11 I 0 1 ,o o o 1 M-1.5 5x3 M-5x6 M-3x4 .Jr .• l 6-03-00 5-09-08 y Ea FR0F•F y 1-06 y • 12-01 .Cj�� �C•G1N efo C.47 89782'P E ' JOB NAME : AMERICAN MODERN 5—PLEX — FWA // ' • Scale: 0.3598 / --,„ WARNINGS: GENERAL NOTES, unless otherwise noted: E....• OREGON(�� �40 1.Builder and erection contractor Mould be advised of ail General Notes 1.This design is based only upon the parameters shown and h for an Individual /f T' OREGON Truss: FWA and Warnings before conamdbn commence= building component Applicability of design parameters and proper ,a50' t' r 2 2x4 compression web bracing must be Installed where shown w. incorporohon of component Is the roeponsibNlty of the building designer. +1� Gx[j`/ ,y ' V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to he laterally braced el •l r 1 { T s.c and at 70 o c respectively unless paced throughout their length by Is the responsibigly of the=r=iot.Atltlelonal permanent bracing of V wntlnuuue sheathing such as plywood sheathing(TC)and/or drywsl(BC). PA.1 1` \ DATE: 4/7/2016 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ �s.l L SEQ.: K 18 7 8 5 2 6 4.No load should be applied to any component until after all br=ing and 4.Installation st llation of bus.Iss thhe a espo siblityyd f t.rwnp�onoweiv.nfre ler, m, fasteners are complete and et no time should any bads greater than end g s fos,eadry hisses re to b. TRANS ID: LINK design bads be applied to any coni=sea. 6.Design assumes NII bearing at supporta shown.Shim or wedge If 5.CumpuTrus has no control over and assumes no responslbillty for the neaea.siy. EXPIRES: 12/31/2016 Nbrbaton,handling.shipment and lnatellatien ofceeponents. 7.Design assumes adequate drainage is provided. April 7,2016 5.This design is furnished sub)ad to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPWRCA In SCSI,copies of eehkh will be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc,/Compelros Software 7.6.7(1L)-E 10.For bask connector plate design values sea ESR-1311,ESR•1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 5.0" }COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #1f.BTR SPACED 24.0" O-C. WEBS: 2x9 KDDF STAND LOADING Design conforms to main 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 PIP Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 42.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 or equal at non—structural LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, vertical members (uon). 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span DON. 6-02 14-03 T ' ' 6-02 6-10-14 7-04-02 T 1' 1 T 12 12 c IIM-4x4 6.00 Q6.00 4.0" 2 4—,( JN\ M-3x6 /— 1° M-3x6 I',\ r 0 0 o -3x6 ....�1111\1111111 ......01111I_ N o f I .I 5 0.25" 6 M-ix6 8 M-3x5 M-3x5 M-5x8(S) 6-02 y 7-02-06 y 7-00-10 1 C, `cO PR©FFS J• ,I' .,`Cj 04GINE�.R > 20-05 ,C� . �` 89782 f E �r JOB NAME : AMERICAN MODERN 5-PLEX - FWB -...._....e."-.. -..•► • • Scale: 0.2379 WARNINGS: GENERAL NOTES, mien ethanolae noted: -7 �� ��� 1.Bolder and erection contractor should be advised of all General Notes 1.This design*based only upon the parameters shover and**,an individual N, Truss: FWB end Warnings before construction commences. building component.Applicability of design parameters and proper 2 2a4 compression web bracing must be Metalled where shown+. Incorporation of component la Me responsibility of the building designer. ^ a, +� 3.Addnionel temporary bracing to Insure stability during wnelrudion 2.Fes.Desigassumes the lop and bottom chards*be laterally braced et 1/5).,,,f'1��l" 't J ��j.`�' Is Me respond/My of the erector.Additional permanent*rasing of T e.c and et 10 a c.respectively unless braced throughout their length byV DATE: 4/7/2016 the overall muctureisthe re responsibility ofdesigner. continaoae.hgingatathing laterh saacagreumedulere and/or eerywel(ec>. tg�..0 won y o building a 3.In Impact bridging or**rel responsibility required where isa so.+ SEQ.: K1878527 4.No load should be applied to any component until aearall bracing and 4.InstalationofImssisthe responsibiityofthe reepedoacontractor. *starters are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corroerve environment, TRANS ID: LINK design bads be applied to any component and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no rew unsibilny for the e.Design assumes NI*easing al all supports Mown.Shim or wedge if .EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7.Design same,adequate drainage is provided. April 7,2016 6.This design Is furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss,and placed so their center TPIMfTCA in SCSI,copies of which will be furnished upon request. Ines coincide with loin)center Ines. uTrus Software 7.6.7 1 L E 9.Digits Indkale size of plate in inches. MiTek USA,Inc./Com P ( )- to.For beak connector plate design values sae ESR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(-594) 595 3-4=(-214) 198 BC: 2x4 KDDF 015BTR SPACED 29.0" O.C. 2-3=(-333) 331 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -119/ 417V -600/ 600H 5.50" 0.67 KDDF ( 625) OVERHANGS: 18.0" 0.0" 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I;OND. 2: Design checked for net(-5 psf) uplift at 29 "o c spacing. 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 = 0.013" @ -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" I f MAX HORIZ. TL DEFL = -0.003" @ 0'- 5.5" 12 6.00 Ir OND. 3: 150.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 -7 Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7 [ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), �'� load duration factor=l.6, Itl End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I vi0 1 N I 0 2�� �4 M-3x4 M-1.5x3 l l l 1-06 4-00 �� o P R()FeOS c, NGfNEFR f%9 89782PE JOB NAME : AMERICAN MODERN 5-PLEX - FWC { - • Scale: 0.6294 / /" •• WARNINGS: GENERAL NOTES, unless otherwise ratedV 40 1.Builder and erection contradar should be advised of al General Notes 1.This design is based only upon the parameters shown and N for an Individual . OREGON (v" .. Truss: FWC and Warnings before consmctioncommences building componentApplicebgllyefdesign parameters and proper �T 9! Y�V 2.2e4 compression web bredng must be installed where shown«. Incorporation of component is the responsibility of the building designer. ,s4[� ,y G 3.Addaional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at �l+'7 Y f J 'y Is the responsibility o!the erodor.Additional permanent breclrg of T e.c.and at 1G o.c.respectively unless braced throughout their length by CAO continuous sheathing such ee plywood sheathing(TC)end/or drywn8(BC). Pq UL DATE: 4/7/2016 the overall structure is Me responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where Mown«« 1.. SEQ.: K1878528 4.No load Mould be applied to any component until after all bredng and 4.Installation of truss iis the a espoosibfl lahyettth nesWne cnnNror. fasteners are complete and at rn time Mould any loads greater then andgrne ss'mymnsses re to use. ment, TRANS ID: LINK design bads be applied to any component. 8.Design assumes bearing at al shown.own.Shim or wedge if 5.CompuTrue hes no control over end assumes no responsibility for the necewry. EXPIRES: 1.2/31/2016 fabricetlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lnes coincide with joint center lines. 9.Diglls Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see 85124311,ESR-1988(MITek) This design prepared from computer input by 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 TC: 2x6 KDDF #16BTR 9-08-00 GIRDER SUPPORTING 36-01-00 ON TC 1-2=(-454) 650 4-5=(-1552) 6274 1-9=(-1760) 930 2-6=(-6868) 1719 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-454) 650 5-6=(-1552) 6274 4-2=(-6868) 1714 6-3=(-1760) 430 WEBS: 2x4 KDDF STAND; 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. DON. TC UNIF LL( 50.0)+DL( 19.0)= 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/ 3769V -2000/ 20000 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) x Jam' ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: IOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' `/1/ 6" oc in 2 row(s) throughout 2x6 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP /yVy\ 9" oc in 1 row(s) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" o n 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.088" @ 4'- 10.0" Allowed = 0,438" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.177" @ 4'- 10.0" Allowed = 0.583" MAX HORIZ. LL DEFL = 0.021" @ 9'- 2.5" MAX HORR. TL DEFL = 0.035" @ 9'- 2.5" 'COND. 3: 2000.00 LBS SEISMIC LOAD. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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=l.6, f f ,r End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x6 M-7x10 M-3x6 /- 1 2 3 -1 a II II o 1 1 o A A .o 4 i 1 5 x6 M-4x10 M-1.5x3 M-4x10 1 1 1 4-10 4-10 1 1 9-08 ���E9 PR°Fes ', 6NGINE-4r19 /0 �� :9782PE �r JOB NAME : AMERICAN MODERN 5-PLEX - G1 ' �. Scale: 0.5609 1,7 y • AEI WARNINGS: GENERAL NOTES, unless otherwise noted [�� /�`' Truss: G 1 I.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "' •REG OI V y•w1, and Warnings before constndlen commences. building component.Applicability of design parsmeters and proper 1. "j'i „�j . 2.204 compression web bracing must be Installed where shown 0. Incorporation of component lathe responsibility of the building designer. .may // g •�,. 3.Additional temporary bracing to Wan stability during construction 2.Design assumes the top and bottom chords to be laterally bread at 7''y �7)"1!'" '�:7 ��,!` Ie IM rosponddly of the erector.Additional permanent brseing of Z o.c.and at 1 o o c respectlaely unless braced throughout their length by 'T Y DATE: 4/7/2016 the overall structure A the recontinuous sheathing or Wer as plywood re uir sheathing(TC)s own.drywell(BC). t .a..'a�` aponstblNy of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ PA U L. 1. SEQ.: K18 7 8 5 2 9 4.N.wad should be applied to any component antes ager all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In.non-corrosive environment, designloads beapplied to an component. and are for condition"of use. TRANS ID: LINKany 5.CompuTrus has no control owr and assumes no responsibility car the 6.Design assumes MO Dearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end Inetalletlon or components. ne sign as. 7.Pategn.eWmeladequate onbothfdrainage la trussd., April 7,2016 8.This design Is Nmished subject to the limitations wt forth by 8.Plates shat be located an both faces of inros,and placed so their center TPINOFCA in SCSI,copies of which Mil be furnished upon request. tinea coindde with joint center lines. MiTek USA,Inc./Campuirus Software 7.6.7(1 L)-E 5.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR•1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-920) 923 3-9=(-1793) 1795 1-3=( -55) 94 2-9=(-1401) 1383 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 3-2=(-2264) 2257 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -1359/ 1910V -2000/ 2000H 5.50" 2.26 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 10.3" -1358/ 1903V -2000/ 2000H 5.50" 2.25 KDDF ( 625) LL = 25 POP Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IIOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. REQUIREMENTS OF IBC :012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = -0.001" @ 0'- 10.2" Allowed = 0.069" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I 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 f -/ ICONS. 3: 2000.00 LBS SEISMIC LOAD. - Design conforms to main windforce-resisting I system and components and cladding criteria. I:1 Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f+1 load duration factor=1.6, M of End vertical(s) are exposed to wind, M nn Truss designed for wind loads oo I I in the plane of the truss only. fi ,-I I I III 3->>< .. / `4 1 M-3x8 M-3x4 l b 1-10-04 4;(,. Ep PRp,cess w�� �yC'fNEAR 0 :9782PE r" JOB NAME : AMERICAN MODERN 5-PLEX - GHBP Scale: 1.2100 WARNINGS: GENERAL NOTES, unless otherwise noted, ,,. OREGON ',4/'.,is,.. 1.Bulder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and h for an individual Q • Truss: GHBP and Wammgsbefore construaloncommencee building componentAppikabilityofdesignparametersandproper rt, 2.204 compression web bradng must be installed where shown 4. Incorporation of component is the reaponsib::Ey of the building designer. .c9 A�y '{.� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 'l Additional permanent bracing of 2 o.c.and at 10'o c respectively unless braced throughout their length by s4 -fir lathe,esponedly of the erector continuous sheathing such as plywood sheathing(TC)and/or drywal(BC) J�/1 1 1 L ' DATE: 4/7/2016 the overall structure Is the respensiblBy of the building designer. 3.24 Impact bridging or lateral bracing required where shown a s l/ SEQ.: K1878530 4.No load should be applied to any component until after al bradng and 4.Insgationoftn..5thhe esponsisibilll„dtthe�a�St/an contractor. fasteners are compete and al no time should any mads greater than Design assumes to in a rrosNe environment, design loads be applied to any component. and are for"dry condnln"of use. TRANS I D: LINK 5.CompuTrua has no control over and assumes no responsibility for the 6.Desitin assumes full bearing at al supports shown.Shim or wedge if EXPIRES:. 12/31/2016 hbrkalbah filing,shipment and installation of et4005ema. 7. necessary. edgn asames adequate drainage la provided. April 7,2016 6.This design is furnished subject to Me limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/V/TCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indbale alae of plate in Inches. MITek USA Ina./CampuTrus Software 7.6.7(1L)-E 10.For base 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 1'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 62 5-6=(-192) 78 5-2=(-475) 319 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x9 KDDF STAND 3-4=) 0) 0 6-3=(-224) 264 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 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 0'- 0.0" -138/ 483V -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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.010" @ -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'- 8.9" Allowed = 0.028" MAX TC PANEL TL DEFL = -0.000" @ 0'- 8.9" Allowed = 0.041" s 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-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, End vertical(s) are exposed to wind, Truss designed for wind loads 1011inthe plane of the truss only. 0 0 M I o N r 0 e1 � .>"<...6 / 5 M-1.5x3 M-3x4 tigt. PRapL. l 1-06 l :.-02-0a lC ` ['�.1CxI1VE �C 'r+� 'Z° :9782PE ter` JOB NAME : AMERICAN MODERN 5-PLEX - GJ ,e,r -/ Scale: 1.0366 ,,� NW �1 / WARNINGS: O.This design unless ontheparam te. -VOREGON H 1.Builder and erection contractor should be advised of ail General Notes I.ThIs tlesign h basad only upon the parameters shown and Is for an Individual lV�..*+ Truss: GJ and Waning•before construction commences. building componentApplicability of design permeate,.and proper q 2.2x4 compression web bracing must be Installad where shorn«, incorporation of component H the responsibility of the building designer. '+j AlA�y: ���. 3.Additional temporary bracing to Insure stability during conetructlon 2.Design assumes the tap and bottom chords to be laterally braced et 7 •- lathe responsibility o!the erector.Additional permanent bracbg of 7 o.c and et 10 c.c.respectively unless braced throughout their length by "ir DATE: 4/7/2016 the overall structure is the ra continuousImpact shginglor suebh as alywg required here s)ow/a dryweA(SC). �, i+t �\ eponsibnnY of Me building designer. 3.2a Impact bridging or lateral bracing requlrod weer.Mown«. PAUL SEQ.: K 18 7 8 5 31 4.No load should be applied to any component until aver all bracing and 4.Installation of bust Ia the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design sesames Wefts are to Be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are k pry conankn'at see. y 5.CompuTrus has no control over and assumes no responsibility forma 6.Design assumes NA bearing al all supports shorn.Shim or wedge if EXPIRES.. 12/31/2016 fabrication,handling,shipment and Installation of components. eery. 7.Design shall b ea adequateobath face Is provided. April 7,2016 5.This design Is Nmlehetl subject b IM Iimlletlans set forth by 8.Plates shall M located on both faces of trues,and placed so their colder TPVWTCA In SCSI,copies of which v48 be furnished upon request. lines coincide wlm Joint center lines. 9.Digits indicate size of Mete In Inches. MiTek USA,Inc./CompuTrua Software 7.6.7)1L)-E to.Far beak connector plate design values see ES12-1311,ESR-1988(MITak) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 314 BC: 2x4 KDDF (n&BTR SPACED 24.0" O.C. 2-3=1-118) 106 2-6=(-155) 306 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 6-3=(-224) 264 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)4-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 HOAZ 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. 'COND. 2: Desian checked for net(-5 osfl uplift at 29 "oc soacina. 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'- 8.9" 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=4.2,BCDL=6.0, ASCE 7-10, 4 .00 [C: - .O0 (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. M-1.5x3 M-3x4 4 -/ If provide support r, 1 t4-00 •rovide su••ort CD CD R'll o0 8-00 N ( �.�. 5 6 M-1.5x3 M-3x4 J' y Jw J' p p R p fi 1-06 1-02-08 10-00 „� G'NE::,/0 89782PE fir' • JOB NAME : AMERICAN MODERN 5-PLEX - GJ1 ..... . '"'"` • Scale: 0.4213 WARNINGS: GENERAL NOTES, unless otherwise noted: f+" OREGON ,N.s9 I.Builder end erection contractor Mould be advised of al General Notes 1.This design is based only upon the parameters shown end h for an individual Truss: GJ1 end Wamings before construction commences. building componentApplicability of design parameters and proper ///�. 2 2.2a4 compression web bracing must be Installed where shown v. Incorporation of component b the responsibility of the building tlestgner. � �A �: 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top ant bosom chorda to be laterally braced at �l J \ Is the responsibility of me aredor.Addelo05I permanent bracing of T o c and at 1st o c.respectively unless braced throughout(heir length by V continuous sheathing such as plywood where and/or drywal(BC). PA I'L DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 3.Zr[roped bridging or lateral bracing required where Mown a �,1{•• SEQ. : K1878532 4.No bad should be applied to any component untdafter ell bracing and 4. llationoftrutsllaenar responsibility spo sibulsyd theresoormieaenairenr. fasteners are complete end at no time should any loads greater men Design assumes TRANS I D: LINK design bade be applied to any component. end are for.dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for me 6.Design assumes NA bearing et all supports Mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. April 7,201 V 5.This design is furnished cabled to the limitations set forth by S Plates shall be located on both locos of tares,end placed so their center TPVVVICA In BCSI,copies of which will be furnished upon request. linea coindde with joint center lines. MITek USA,Inc./Com uTrus Software 7,6.7tL Z g.For Digitaisic indicate plate ee inches.val P ( i.Por basic cafeanconnector pleb design slues see ESR-1311,ESR-I988(MITek) 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 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-518) 536 9-5=(-1914) 6992 1-9=( -170) 68 2-6=(-7378) 1494 BC: 2x8 KDDF #1&BTR 2-3=(-518) 536 5-6=(-1914) 6992 9-2=(-7378) 1494 6-3=( -170) 68 WEBS: 2x4 KDDF STAND; LOADING 5-2=( -718) 3429 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+OL( 19.0)= 69.0 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/ 9099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -901/ 4099V -2000/ 2000H 5.50" 6.56 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. J,- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOP. lOPSF LIVE LOAD. TOP Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ITOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I nails staggered: \/�/ 9" oc in 1 rows) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /yvy\ 6" o n 2 row(s) throughout 2xbottom chords, MAX LL DEFL = -0.075" @ 9'- 10.0" Allowed = 0.438" 9" oc in 2 row(s) throughout 2x66 webs, MAX TL CREEP DEFL = -0.152" @ 4'- 10.0" Allowed = 0.583" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = 0.012" @ 9'- 2.5^ MAX HORIZ. TL DELL = 0.019" @ 9'- 2.5" ICONS. 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=9.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 9-10 4-10 load duration factor=l.6, End vertical(s) are exposed to wind, 1 fTruss designed for wind loads in the plane of the truss only. M-1.5x3 M-9x12 M-1.5x3 ./- 1 2 3 -! o A A o m o ,� + - t + ! o t 1 I ..- 4x_ 5 ; 5g:6 =M-10x10 M-3x10 =M-10x10 y ,i l 9-10 9-10 l l 9-08 ,<e- NEFfiss :9782PE r" JOB NAME : AMERICAN MODERN 5-PLEX - H1 ` Scale: 0.5609 WARNINGS: GENERAL NOTES, unless othemise noted ' C/' [� /�/'�r�� �40 1.Budder and erection conhacter should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual ^j4-OREGON V I V . �. Truss: H1 and Warnings before construction commences. building component Applicability or design parameter.and proper !. Yl 2.2a4 cnmpreselon web bracing mast be Installed where shown.. incorporation or component Ice me responsibility of me banning designer. CC/�A l� ,� V 1i�'� • 3.Additional temporary bracing m insure stability during construction2.Design assumes Me top and bottom chords to be laterally braced at �19 I b �`/ Is the responsibility of the erector.Addnlonel permanent bracing of 7 oc.arid 8110 o.c.respectively unless braced throughout that,length by ` continuous sheathing such as plywood sheathing(TC)and/or drywng(BC). p 11..1 I L OD S4 : 9/7/2016 the overall structure lis the rssponslbnity of me building designer. 3.2s Impact bridging or lateral bracing required where shown.. PAUL SEQ.: K1878533 4.No load should be applied to any component until alter all bredng and 4.IInnatan^tiienoofttrussLehe responsibility of ce ontractor.environment, fasteners are compete end at no tIme should any loads grater than Dec grs for^dry ps trusses re to b. TRANS I D: LINK design loads be apples o any component 8.Design assumes fun bearing at as supports shovm.Wm or wedge 9 5.Coepn rushasnocent I over and assumes noresponsibiliyfor the 6e8,,, EXPIRES: 12/31/2016. .. fa isdeisn,handling.shipmentand installation of components. T.Dea=n assumesedegoate drainage is provided. April 7,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of trues,and placed so their center TPVWICA In SCSI,copes of which WA be furnished upon request. lines coindde with Joint center lines. 9.Digits Indicate size of plats In Inches. MiTek usA,lnc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector pate design values see ESR-1371,ESR-7988(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 01RBTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 319 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=(-224) 264 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 12 TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 4.00 17 0'- 0.0" -138/ 983V -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) 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 = 0.010" @ -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: 190 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, End vertical(s) are exposed to wind, Truss designed for wind loads ein the plane of the truss only. 0 o co I o CO r 0 ti 1 1 -1, - 1 1 M-1.5x3 M-3x4 �4c1p PR ogre J 1-06 y 1-02-08 y \� NG�NE�, . - �" 89782PE �I- JOB NAME : AMERICAN MODERN 5-PLEX - HJ Scale: 1.0366 •�V • AM WARNINGS: GENERAL NOTES, unlessethenase noted: (...." 0)OREGON 7 Builder and erection conirador should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an individual -7 OREGON ,.., Truss: HJ and Warnings before construdbn commences building oomponent.Appllubllily of design parameters and proper 15► 'kr, I(10 2.204 compression web bradng must be Installed where shown.. ,:,s- incorporation of component Is the responsibility of the building designer. -161 , V � 3.Additional lath bracing le Insure stability duan 2.Design assumes the top and bottom chords to be laterally braced at / Alr'� A b temporary n g construction T ex.and all S a c respectNely unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing at continuous sheathing such as plywood sheathing(TC)end/or drywall/BC). ` r.,4 li` �� DATE: 4/7/2016 the overall structure Is the reaponaibity of the building designer. 3.2x Impact bridging or lateral bradng required where shown.. {.. SEQ.: K 18 7 8 5 3 4 4.Ne load should be applied to any component until after all bradng and 4.installation of trues is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Misses are robe used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are far'dry condition'of use. 5.ComWTrus has no control over and assumes no responsibility for the B. Design assumes NN bearing at ail supports shown.shim or wedge If EXPIRES:ES: fabrication,handling,shipment and Installation of components. T.Design ssumes adequate drainage Is provided. April 7,2016 6.This design is furnished subject to the llmiletione set forth by 8.Plates shall be Iodated on both faces of buss,and placed so their center TP W/TCA In SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. A Inc./Com uTrus Software 7.6.7(10-E 1 9.Digits indicate size of plate in inches. M:Tek US P For basic connector plate design values see ESR-1311,ESR•lgee(LSTeld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 2.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 62 5-6=(-142) 78 5-2=(-475) 319 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-118) 106 2-6=(-155) 306 WEBS: 2x4 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. 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" 0'- 0.0" -138/ 983V -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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. l•pNn 2• Desion h k f n )- O 1 G1 if a 9 oa 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'- 8.9" 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. 1 2 Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 .0 0 V (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. M-1.5x3 M-3x9 4 /- r provide support 0 1 fool 4-00 provide support CD / I 8-00 CD r p N I El fill 5 '� .6 M-1.5x3 M-3x4 J, 1-06 i-02-08 10-00 y Fes PROF 03, ' '.. ,9 rpt 89782PE 51 r" JOB NAME : AMERICAN MODERN 5-PLEX - HJ1 • • Scale: 0,9213 ,,,, -_-..., WARNINGS: GENERAL NOTES, unless otherwise noted: I.Wader and erection conlrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual v OREGON N. Truss: HJ1 and Warnings before censbuctbn commences. building component.Applicability of design parameters and proper , r 2.254 compression web bracing must be Installed where shown 5. Incorporation of component la the rasponsibNlty of the building tlaelgner. �} r 2.Design assumes the lop end bottom chards to be laterally braced at T ��Y AtJ �i �• 3.Additional temporary bracing to Insure*tabby during construction 2 o.c and at 10 0.0.respectively unless braced throughout their length by lr la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pNwood eheaming(TC)and/or drywal(BC). �[)"A 1 ` 1 DATE: 4/7/2016 the overall structure Is me responsibility of me building designer. 3.20 Impact bridging or lateral bracing required whom shown.5 1.. SEQ.: Ki8 7 8 5 3 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere b be used ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTma has no control over end assumes no responsibility for the 6.Design assumes NI bearing at alt supports shown.Shim or wedge if .nary. 1EXPIRES: 12!3112016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 7,20 1 6 8.Thio design is NSIed subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPVWfCA In SCSI,,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CarllpuTn15 Software 7,6.7(1L)-Z 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) 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 IC: 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 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 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) 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 24 "mc spacing. 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" 3-03-12 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 MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 � End vertical(s) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. krm r ill 0 io ' 0 I u I I ,,1 1 . 0 2 �5 -, 111 i 10 I I I I I I I I r I I I I 1 I O M-3x9 M-1.5x3 l o , 3-03-12 0-03-12 l y )' 1-00 3-07-08 0 PR(... ppps � � NGINEE6) c..42.0, 1/4, 4 89782PE v' JOB NAME : AMERICAN MODERN 5-PLEX - L1 Scale: 0.6296 WARNINGS: GENERAL NOTES, unlesa otherwlee noted. T+i"1 OREGON 4I 1.Bolder and erection contractor should be advised of al General Notes 1.ThIs design Is based only upon the parameters shown and M for an Individual / REGOI J u a,".. Truss: Ll and Warnings before cod nelrufon commence. building componentApplicability of design parameters end proper C// V! `( 2.Iso compression web bracing must be Installed where shown« Incorporation of component Is Me responsibllBY of the banding assigner. 9 t`y Y; (.� 3.Additional temporary bracing to Meure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at al _\ Is the reeponsdlty of the erector.Additional permanent bracing of T o c and at ee o c reepectcety unless breced ihroughod their length by V DATE: 4/7/2016 the overall structure I the responsibility of the bullet de continuous sheathing such as plywood sheathing(TC)and/or drywel(Bc) 140 ,s i L upon dy ng signer. 3.b Impact bridging or lateral bracing required where shown++ V M SEQ.: Ki8 7 8 5 3 6 4.No bad should be applied to any component until after all bracing end 4.InstallationInof truss N the recarepo beusedtthe In h non-corrosive respective c emironr. fasteners are complete and at no time should any loads greater than and gra assumes dr/ctruss en"of to b. TRANS I D: LINK design bads be applied to any omponent. 8.Design assumes fol bearing at al supports shown.Shim or wedge if S.Compurroshas nocontrol over and assumes noresponsibility for the neke.eary. EXPIRES: 12/31/2016. fabrication,handling,shipment and inslelletion of components. 7.Design assumes adequate drainage is provided. April 7,2016 8.This design Is Nmbhed eub)ed to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI.copies of which Abe fumlahed upon request. Tins coincide vklh joint center lines. 9.Digits°lauds size of plate In Inches. MITek USA,Ino./CompuTma Software 7.6.7(10-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 2-4=(0) 0 BC: 2x4 KDDF #1LBTR 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 PSF 0'- 0.0" -66/ 321V 0/ 47H 5.50" 0.51 KDDF ( 625) 3'- 4.7" 0/ 92V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF 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. 4.00 17 'COND. 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" Ln ; 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: 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, End verticale s) a exposed to wind, o Truss designed for wind loads io in the plane of the truss only. N / It _ _ 0 2 4 •• M-3x9 l 1 y 1-00 3-07-08 (PROVIDE FULL BEARING;Jts:2,4,3 I 0� ry ry ops �,3 oryGIN-$.4,, rpt 89782PE �.44 1` JOB NAME : AMERICAN MODERN 5-PLEX - L2 • Scale: 0.8761 WARNINGS: GENERAL NOTES, unless otherwise noted V 1.Budder and erection contractor ehodd be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual "7 OREGON N. Truss: L2 and Warnings before construction commences. buUding component.Applloablldy of design parameters and proper /)� [[[yyyd 2.2a4 compression web bradng must be installed where shown+ incorporation of component Is the responsibility of the building designer. 'T (4,4 y A r � , • 3.Additional temporary bracing to insure stability during construction 2 2 0.0.and I as o.lop ant sty unless chards to be laterally braced et 'l J la the roaponsibilty of me erecter.Additional permanent bracing of 7 o.c.and at ig o.c respeceNety breced throughout their length by ` DATE: 4/7/2016 rte overall structure Is the re sibdft f the baldingdes continuous Meaning such es plywood sheathing(7C)ars/or drywall(BC) \ .port y o designer. 3.le Impact bridging or lateral bracing required where snow„.+ �A u .. SEQ.: Ki8 7 8 5 3 7 4.No load should be applied m any component until after all bracing end 4.Installation of russ is the responsibility of the reapedme contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK delogs load,be applied to eey component. and are for"dry condllorfofuse. 5.Comp/Ton has no control over and assumes no responsibility for the 8.Design assumes fun beartrp al al supports shown.Shim or wedge IF EXPIRES: 12/31/2016 2/31/2016 fabricationhandling,Is furnished subject and installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 6.This design Is furnished subject to the limitations set forth by 8.Plates she/be/sated on both faces of truss,end placed so their center TPIM7CA in SCSI,copies of which will be mmished upon request. Imes coincide with Joint center lines. MiTek USA Inc./Com uTrus Software 7.6.7 1 L E 9.DGits Indicate size of plata in Inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-18871(MITek) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-163) 128 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 50 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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" -61/ 370V -20/ 69H 5.50" 0.59 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 4.0" -25/ 216V 0/ OH 5.50" 0.34 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (lion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM 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/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 = 0.041" @ 2'- 10.6" Allowed = 0.285" MAX TC PANEL TL DEFL = -0.047" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 1' '( 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX BORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, f Truss designed for wind loads = in the plane of the truss only. 0 II I 0 I N I to I 2 I. ** 5 o M-3x4 M-1.5x3 .Jr l l 5-00-04 0-03-12 l 1 l 1-00 5-04 ���E) FRpfigs c�Nco ZyGiN F4, r4.0, 4/ 89782PE �" • JOB NAME : AMERICAN MODERN 5-PLEX - L3 • Scale: 0.5852 F. j WARNINGS: GENERAL NOTES, unless otherwise noted 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for an Individual 17 OR EGION c�'' Truss: L3 and Warnings before construction commence.. building component.Applicability of design parameters end proper f. 2.2s4 compression web bradng must be Instalbd where shown+. incorporation of component is the responsibility of the budding designer. +(f A Cy`- IG 3 Additional temporary bracing to Insure stablliy during construction 2 Design assumes the top end bodom chortle to be laterally braced et I sl Y J ��j Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 a.c.such sty unless braced throughout r dr)length by the overall structure is the responsibility.Arale continuous sheathing such as plywood sheemin9(TC)and/or drywall(BC). r+ A 1 1 l " DATE: 4/7/2016 o building designer. 3.2e Impact bridging or lateral bracing required where shown++ SEQ.: K1878538 4.No load should be applied to any component until after all bracing and 4. lelatoawmtruss ruisuiss the e rresponsibility ey df the nespecttisiventraive contractor. fasteners are complete5.Design and at no time should any loads greater than9 a design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrua hats no control over and aawmea no responsibility for me 6.Design assumes NN bearing at all supportsshown.Shim or wedge l/ EXPIRES, 12/31/2016 fabticatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 7,2016 EXPIRES: +G/t7 /GV 8.This design is furnished wb)ed to the limitations eel forth by 8.Plates shall be located on both feces of truss,and placed so their center TP WVTCA in SCSI,copies of which wit be furnished upon request. Nnee coincide with joint center lines. 9,Digits Indicate size of pale In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1e For basic connector plate design values see ESR-1311,ESR-1988(Mak) N. 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/DDP/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: 2x4 KDDF @16BTR SPACED 29.0" O.C. 2-3=(-51) 27 WEBS: 2x4 KDDF 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 308V -12/ 42H 5.50" 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 29 "mm spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 4.00 MAX HOAR. 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 4 3 -i End vertical(s) are exposed to wind, Truss designed for wind loads -: Ln SlIFIAMIIIMIMIIII in the plane of the truss only. m 0 N O 1 1 II ll ill 0 211'1.1741M-3x9 M-1.5x3 l J. 1 3-00-04 0-03-12 b l y 1-00 3-04 ��VO PR Opk• �ea NGINE�� f0,w :9782PE �t JOB NAME : AMERICAN MODERN 5-PLEX - L4 • ....01W. Scale: 0,6472 'r AllIF WARNINGS: GENERAL NOTES, unless otherwise noted REG �� � I.Builder and erection contractor should be advised of ail General Nates 1.This design la based only upon the parameters shown and Is for an individual + Truss: L4 and Warnings before construction commences building component.AppllcabNty of design parameters and pro 2.Pao compression web bracing incorporation of con responsibility o g proper p g must be installed where shown i. rpora component Is the ra stblltt f the building deal n irPr (}� 3.Additional temporary bracing to insure Hablltty during construction Z.Design assumes Me lop end bosom chards to be laterally braced et �� "1 '�5 .t Is the rosponstb/Ity of the erector.Additional permanent bracing of continuo.o.c.and al 10'ea o c.respectively unless braced throughout their length by at` �(ur DATE: 4/7/2 0 1 6 the overall structure is the responslblity of the building designer. 2Iniadsheathing later es Arwood vire where a and/ortlryweN(BC) % t \ 3.In Impact bridging or lateral bracing required the where shown e a A L SEQ.: Ki8 7 8 5 3 9 4.Na load should be applied to any component will after all bracing and 4.Installation of truss is the reapanstbNgy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for ondttion or use. 8.compnlrus hes no control over and asCorn no rasponslblltty for the 8.Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXPIRES: 1 /31/2018 labrksllon,Mmlling,Mlpmentand eiimittlonsircomponents' 7.Design assumes adequate drainage is provided. April 7,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIW1CA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Dig.Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 10.Far butt connector plate design values see ESR-1311,ESR-1 gee(MITek) 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/Cit=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-162) 125 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-66) 48 WEBS: 2x4 KDDF STAND 3-4=( 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL **' For hanger specs. - See approved plans 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 10PSF 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" MAX TC PANEL TL DEFL = -0.048" @ 2'- 8.6" Allowed = 0.428" 5-00-04 0-03-12 1' 1' '{ MAX HORIZ. LL DEFL = 0.000" @ 5'- 0.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 0.2" 4.00 c, - 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 I11- -/ load duration factor=1.6, End vertical(s) are exposed to wind, j Truss designed for wind loads in the plane of the truss only. 0 I 0 I N N [ I I 2 5 o M-3x4 M-1.5x3 ), l 1 5-00-04 0-03-12 J, ), l 1-00 5-04 \,c�,,,�I ESR 6'6'0 4t" :9782PE C' JOB NAME : AMERICAN MODERN 5-PLEX - L5 -A' .40111"Sale: 0.5852 / AIM WARNINGS: GENERAL NOTES, unless otherwise noted: L, r 47 1.Builder and erection oontra dor should be advised of all General Notes t.This design is based only upon the parameters shown and Is for an individual 9 OREGON " Truss: L5 and Wermigs before construction commences. building component.Applicability of design parameters and proper 4/� V 2 2e4 compression web bradrig must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 11, Gq I 5 �. 3.la th al temporary bracing to Insure Nabllgy during construction 2.Design assumes the tap and bottom chortle to be laterally braced at I Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IS o.c.reepectNaty unless braced throughout their length by [y continuous sheathing such es plywood sheething(TC)end/or drywall(BC). ('+,[�I I 1 DATE: 4/7/2016 the overall structure is the reepaneroglty of the building designer. 3.2r Imped bridging or lateral bracing required where shown++ ,'s�J i.., SEQ.: K1878540 4.Noload shoWdbeapplied to any component until after all bracing and 4.IInnatagationoftrussiiasthereeaposibbe Illliryemh�o�odo contrive ctor.environment. fasteners are complete and at no time should any loads greater than and g<assume cussesconditionare tab. TRANS I D: LINK design beds be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the ,aary, EXPIRES: 12/31/2016 fabdalIon,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. April 7,2016 8.This design Is furnished retied to the limitations cot fort by 8.plates shall be bated on both faces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Diggs indicate sire of plate In Indies. MITek USA,lnc./CompuTruus Software 7.6.7(1L)'E 70.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 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 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 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF . BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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) M-1. x9 or equal at non-structuzal LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ve zt5 't. members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 f f 1 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.2" MAX HORIZ. 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=15ft, 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, I Truss designed for wind loads in the plane of the truss only. N cDI N N I 1 M-3x4 M-1.5x3 Ir l 1 5-05-04 0-03-12 l 1 y 1-00 5-09 �y r ' �< c.O rRQ�`S• GINE- (c ` :9782PE ,,,-- JOB NAME : AMERICAN MODERN 5-PLEX - P1 ,I,I, .,..►, Scale: 0.5715 Fr/ WARNINGS: GENERAL NOTES, unlaseonthrvAarmete 9�OREG©IV 1.Builder and erection contractor Mcidtl be advised of ail General Notes 1.This design Is band only upon the parameters shown and is for an individual �� Truss: P1 and Warnings before construction commences building component.Applicability of design parameters end rt ,CS 2x4 compression web endo incorporation of mm responsibility o g designer. g+4 pro g must be installed where shown rpora component is the ro stbllll f the building deal „E'9 4F Y -1 5 Q' 3.Additional temporary bracing to insure stability during construction 2.Design easumee the top and bottom chortle to be laterally braced al 77 �!,` Is the rosponslblkty of the erector.Additional permanent bracing of 2'o.c.end at 77 o c respectively unless braced throughout(heir length by lye continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/7/2016 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or latent bracing required where Mown++ -AUL, SEQ.: El8 7 8 5 41 4.No load should be applied to any component until after all bradng and 4.Installation cirques is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Bran 5.Design assumes trusses are to be used ince non-corrosive environment, TRANS ID: LINK design wads be applied to any component. and.re forcondgion aqua. 5.Com True has no control over and assumes no re a Design assumes NA bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2016 W responsibility for IM wry, .I fabrication,hendling,ehipment and installation of components. 7.Design estrum..adequate drainage is provided. April 7,2016 G.This design is furnished eubjed to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIM/ICA in SCSI,ceplee of whkh will be furnished upon request. lines coincide with lain center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTNa Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=1-36) 49 3-5=(-177) 136 BC: 2x9 KDDF #16BTR 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( 25.0)4-DI) 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 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" O'- 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 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 = 0.057" @ 3'- 1.3" Allowed = 0.315" MAX TC PANEL TL DEFL = -0.070" @ 2'- 11.1" Allowed = 0.472" 5-05-04 0-03-12f f MAX HORIZ. LL DEFL _ 5'- 15.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.2" 12 9.00 v 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 verticals) are exposed to wind, Truss designed for wind loads MI in the plane of the truss only. N ,-i N O I N un7 un jr f 1 1 2�� 5 oI M-3x4 M-1.5x3 t ( y ), l • 5-05-04 0-03-12 y y l 1-00 5-09 `0° PROF&, 8 782PE JOB NAME : AMERICAN MODERN 5-PLEX - P2 /. Scale: 0.5715 ' WARNINGS: GENERAL NOTES, unless ethetvdse noted. T..a" 40 1.Balder and erection contractor should be edvlaad of el General Notes 1.This design Is based only upon the parameters shown end Is for en individual itZ,' OREGON h� Truss: P2 and Warnings before construction commences. building component.Appwabilily of design perameters and proper s'� 2.204 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. "'9 q[y u: G, t.'C 3.Additional temporary bracing to Insure stability during nenetrudbn 2.Design sesames the top and bottom chards to be laterally braced at qr. `T I NI `(w* is the reeponsibllty of me erecter.Additional permanent bracing of 2'ex.end et 17 on.respectively unless breced throughout their length by PAUL continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). 1"'A 1 1( DATE: 4/7/2016 the overall structure is the responsibility of the building designer. 3.24:Impact Mdging or lateral bracing required where shown** �./L SEQ.: KI.8 7 8 5 4 2 4.No load should be applied to any component until after all bradrg end 4.Installation of truss Is the responsibility of the reapectWe contractor. fasteners ere compete and et no time should any loads greater than 5.Design aseumee trusses are to W used ins nen-corro,We environment. design wads be applied to any component. and are for"dry aondeion'ofufe. yp {} f'� Y�.l JY� .4c TRANS I D: LINK 5.Cempuleus has no control over and assumes no responsibility for the 8.Des tin assumes Ng bearing at all supports shown.Shim et wedge if EXPIRES. 12/3 1/20 1 6 fabrication.handling,shipment and installation of components. 7. necessary. esign assumes adequate drainage is provided. April 7,2016 6.This design is furnished wbad to the limitations set forth by 8.Plates shag be located on both faces of buss,and placed so their oenler TPLWTCA in SCSI,copse of winch will be furnished upon request. Ines coincide with)nim center lines. 9. cate sise of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 1e Digits orrbasicn connector plate designnvelues see ESR-1311,ESR-1588(MITek) 111. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-30) 32 3-5=(-149) 117 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-62) 99 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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 POE Ground Snow (Pg) 9'- 9.0" -22/ 191V 0/ OH 5.50" 0.31 KDDF ( 625) ** For hanger specs. - See approved plans LIMZTED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.025^ @ 2'- 6.8" Allowed = 0.244" 4-05-04 0-03-12 MAX TC PANEL TL DEFL = -0.025" @ 2'- 5.1" Allowed = 0.366" 1' T f 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 5.2" 4.00 v MAX HORIZ. TL DEFL = 0.000" @ 4'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical(.) are exposed to wind, Truss designed for wind loads ' in the plane of the truss only, N I 0 ti I ,-1 N N M O 1 2► 5 0 M-3x4 M-1.5x3 l ), Y 4-05-04 0-03-12 1 , y 1-00 4-09 n c � � ��c hs �� NGIMEr/1. /�2 :9782PE <' JOB NAME : AMERICAN MODERN 5-PLEX - P3 Scale: 0.6038 WARNINGS: GENERAL NOTES, unless others..noted .;. {,. " � 111/ I.Sulker and ers dlon contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown end is for an individual -q •REG ON s•,. Truss: P3 and Warnings before construction commence.. building component.Applicability of design parameters end proper �J ( SJ 2.21,4 tomtit.Won web bracing must be installed where shown 4. Inarponticn o!component Is the responsibility of the building designer. V-41:i. 1 �,.+ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally brsatl H �� "T J Is the responsiNRty of the radar.Aedttlonal permanent bracing of ,&,- zo.c.and at 10 oc.respecthely unless braced throughout their length by `` DATE: 4/7/2016 the overall structure Is IM responsibility of the building designer. continuous sheathing or later I b acing rephwood sheathing(TC)wres a en tlryw21(SC). �` 3.2r Impact bridging or th oral bracing require.where shown,r SEQ.: Ki 8 7 8 5 4 3 4.Na load should be applied to any component until after all bracing and 4.Installation of Meals the responsibility of the respedNe conirador. fasteners ere camgsts and at no time should any roads greeter than 5.Design assumes hisses ere to be used inc noncorrosive environment, TRANS ID: LINK design Nada be applied teeny component. and are for"dry aondnwn°ofuse. 5,CompuTrus has no control over and assumes no responeiblldy for the 8.Design assumes NA bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 2/31/2016 fabrication,handling,shipment and installation of components. 7.a Design assumes. 8.This design is furnished subject to the limitations set forth by 8.PlateshalbeBoatedonboth fatuate tiprovided.e is esettruss,andplacedsotheircenter April 7,2016 TPNNTCA In SCSI,apses of which vdl be furnished upon request. tines coincide with joint center lines. MITek US Inc./Com ulnas Software 7.6.7 1 L E 9.Digits Indicate she of plate in Inches A P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1188(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION "CenterCon joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/ plate (Drawings not to scale) Injury e or Personal In offsets are indicated. g 1 ry r�� Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/t e 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 1-� U 62. stack materials on inadequately braced trusses. dO11.11014Aitil Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ c�-8 06-7 C5-6 O 4., designer,erection supervisor,property owner and plates 0-14.4' 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. shallUnlenot excess led 19%at time of fabricationse noted,moisture content . PRODUCT 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y 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. illil* 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. MEW reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. .. Min size shown is for crushing only. !lir 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. SDesign Standard fornBracing. FyI lie BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 3.1 MST2016-00242 13690 SW SILENT FOX TER 3.2 MST2016 00243 13704 SW SILENT FOX TER CONFORMS TO DESIGN CONCEPT 3.3 MST2016-00244 13716 SW SILENT FOX TER CONFORMSTODESIGNCONCEPTWITH ® CONFORMS TO DESIGN CONCEPT 18- lir 3.4 MST2016-00245 13724 SW SILENT FOX TER � REVISIONS NOTED W fH ❑ CONFORMS TO DESIGN CONCEPT 1F-51f? 0 NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN 3.5 MST2016 00246 13736 SW SILENT FOX TER . THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ❑ NON-CONFORMING-REVISE AND SUBMIT 1 9°4R 9IIVR 9'-8" WITH DESIGN CONCEPT ONLY AND DOES NOT REUEVE THE a7 I �� ® GJ FABRICATORNENDOR OF RESPONSIBNTY FOR CONFORMANCE WITH DESIGN THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERA CONFORWNCE /'�5 R ' — DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE 10 p31f2 _ B WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELI 'E THE j - - PRIORITY OVER THIS SHOP DRAWING FABAICATOAIVENDOR OF RESPONSIBILITY FOR GCNFOR E `� ., By David R Burnett Date 4/7/16 DESIGN DRAWINGS AND SPECIFICATIONS ALL Of WfyPyi-A '! 1 11 '�ir $ �1{. MILBRANDT ARCHITECTS OVER THIS SHOP DRAWING. By: Arnold R.Solomon Date:Aril 7,20 6 I- J v t CT ENGINEERING INC 1 _ (_{ �1 1 1 1 �..1 1 1 i i '! ! I Ea' LO l i I I I IIt � Iii ����5� � I Ilal L3f��jIFIIi !_ ,Q :TAU,I-1 � g ,� ll I rcs1 0) 20000 DRAG I i 1 I � IILr1 ' l �I �e � I ll� 1 �.r1 1�111111 bra :1,� OlattG �, s.UfiAGILI :'DRAG Z. — _.,...,. Mil i 1 co i ■ 7 ter ■ _ 1117r 4--- ....:14'4 m int, "'. 40 . ..„„ ,P .1— iiim, Arm NI 1 1.2 oglimprAim 1 'lIIIft26 :52 00 � ,....�`-_' ._.,-„ �.wos'a�= W11 ( I �6 /111 I.e N �m:� - f �I f r (' *IA awM. O I \ .it is mII 1 Il !ll...LLLau I l9 :' aowtasGLLzz�w � tE r I �mZ�a�tZ7`rt i , l I """'` I i g...-`quo uyem�-gym l, f "�. i . 1 i ( r c Lill I / I ,.._.._ I { y I I11 wr \ \ ,o ^ n. 4,f 44) Le) Ivt9: a o oL I A: r it _ -Ii co__:-10111'.1—____----- 03 m AI 1 - -l� + . III c 33 _ II ' gr ig . — US26 I ir I . , ci ,, �� I PPIIIin MIMIN"" il u a C „,,,...i.,..,,_ 1VI I 1_ __ _I la'�I I"'lilil�i_i� m—"1.— 1—___ 4- Ca, LU ��12 If 13:m + � �P to 4) , ,i. _re ----a— (DI [ I 1 1 101-0" --�{ I I CI 2 C3 aY iir-7 112R 4 19i-121 �„ I- _ I 18'-'7 dG II - I o 61 aAa Ia 19'4' e4nOw� -- wO <tz PACIFICLIJMBERCDPYRIGHT2016 ROSEBURG FRAMING SYSTEM`" """' .""" qualify engineered wood products for today's builder- --,,..-. ¢ !gKK+w += ,II ' These plans and the designs are in under Federal Law by Pacific Lumber Company 2016. wpm e�oca wu The plans may not be re-used or copied in whole or part,without written permission from Pacific Lumber RIGID LAM`LV L RIG)DRI M� rowsraoHweave �E Company,which retains copyrights to,and ownership of the plans.Use of these plans by any other i,' .:44:-'.- 1111'1--1., ` `III7 ee�on TO rosr ABOVE product Supplier other than Pacges rightsiLumber Company is strictly prohibited.Unauthorized use or aoseaexs FORM-Pmoauors ROSEBURGPVRESTPaOW= copying of these plans,Infringes under the Copyright Act.Infringes face liabilities that include \� •enaities of u•to S20000•er work Infringed,and S100,000 per work infringed wilifullµ j A 4 RFPI-JoisT I i/„ AP aeseauacEaresrPaoovcTs \ CONTRACTOR NOTES: DES/6N NOTES: :,.ana.oc 1)VERIFY ALL FRAMING CONDITIONS THIS FLOOR SYSTEM WAS .mrt°a^ ^%, �-• 2)ALL FOOTINGS PER DESIGNERS PLAN DESIGNED TO MEET OR �' Pop (UNLESS NOTED OTHERYNISE) EXCEED THE LIVE LOAD RPM'BLOCKING PANE/Grin BEARING WALL ABOVE POST LOAD TRANSFER DETAIL 3)ALL SEAMS PER DESIGNER'S PLAN DEFLECTION CRITERIA NTs. Nrs. (UNLESS NOTED OTHERYNISE) OF L/450 4)U5E CAUTION N1HEN CUTTING FOR PLUMBING FLOOR LOAD/N6: 5)PROVIDE PROPER SUPPORT AT ALL 40psf LIVE LOAD SHEARFYALLS 1 2psf DEAD LOAD THIS r5 A PLACEMENT PLAN ONLY SLEEP/IV AREAS= 3OD This layout is to be used in con junction with 12psf psf VDEAD LOAD Architectural/Structural plans.Verify all 9-1/2 RFPI-20 e 1 6"O.G. 9-1/2 RFPI-20 NO 1 6'O.G. 9-1/2 RFPI-20 NO 1 6.O.G. 9-1/2 RFPI-20 5 1 6"O.G. 9-1/2 RFPI-20 5 1 b"O.G. shear wall blocking placement and connectors ROOFLOAO/N6= START FRAMING HERE START FRAMING HERE START FRAMING HERE START FRAMING HERE Purchaser responsible for approving this 25psf LIVE LOAD START FRAMING HERE ayout prior to any construction. 17 psf DEAD LOAD R1 )) R1tl R1 R1 'I i�f �oi -� ii 1 e Y •6 I p 3 1['I 9 q d a tT g Rt ii (I p • I i II 1 R I I I II I i II I I ii I i l i I�I R1 --r 1 I I'I I I' 11 I _'� -.. ' I I I I I I I ( j I I ® CONFORMS TO DESIGN CONCEPT I , I) I �' o R, ❑ CONFORMS TO DESIGN CONCEPT WITH _ _ I I� I, I I REVISIONS AS SHOWN I 11 1 JI i ; I I El NON-CONFORMING REVISE AND RESUBMIT riaI .. THIS SHOP Rt I _ i .. -.. R ar- a l 1 ^7 p -r..I. ...5... u . Rt WITH FTHE ABRICATOR/VENDOR RESPONSIBILITY DOES NOTERELIEVEDTHACE WITH THE-J -- -- --- I M He His f 11 ;R9 I I _ !IV DESIGNAONVRINNWAOFFEIALLFOBOSCH HAVE If I DESIGN DRAWINGS AND SPECIFICATIONS OF YMICH HAV PRIORITY Ntll RI I- ._ .I1 -1 - J7 .i �t •t _4 I r r 1 DYER THIS SHDP DRAWING. W Cu it I I I I I• -� Q N 6y: Arnold R,ACINI.n Date:April 5,2016 J s l m CT ENGINEERING INC ,..:i wz to z ICO 6 i I Q j _1 R 1 I I I R I� I q ' rn XQ CONFORMS TO DESIGN CONCEPT 1 Cl ! I1 _,- gt Rt Rt 1 R1 RiRII CONFORMSTO DESIGNCONCEPT WITH P iI Rt REVISIONS NOTEDI NON-CONFORMING-REVISE&RESUBMIT R3 1 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONNLY AND DOES NOT RELIEVE THE mu I - R2 F BRICATORNE�SOF OF D OSILRY FOR CONFORMANCE WITH DESIGN I -.. 1m T' h • PG. B NSTY ERTHISSy RBUrl�netYAPPL�ABLE CODate L 4/6/16OF WHICH HAVE 1 MILBRANDT ARCHITECTS HtC3 I I:.. r� JB i 1 ------- - -- -- ----I .. 18.III I I - .. .. iih • I �WA ir 11 :.7: it I 1 R2 'Z -R �i Z ' : I I I: I R3 I I !Ili I Cl )ii I' I I Ii 1 11 I i ( I I I I I I,; ii I B-1 I i==.._._.,. ...... _ ! -_.HD119 -.. .+14 FIE `1 HD a N•I9 , -__ —i J ' ( 1 TC i 'ilk'% .w 1 y�1 1�t • •� y __ _ 1 i� I __I 1 1I f B10 II Rt !_L>�_.-�_Ba Iv.. RI 41FL�, R1 R1 �_ 1_ �-::_�-�the.� H .l. II-2 dtl--_,--_,. l�d A -� Ft 16-1 24(MAIN) POLYGON AMERICAN MODERN 5-FLEX E-6(3)K-6(3) MI-k• Material Width Depth Grade Qty Cut Lth Tot Lth Rt 1.T5LVL Rim 1 3/4 9 1/2 1.5E 39 20 780 R2 05B Rim 1 9 1/2 5 16 BO HDR1 BIGBEAM 5 1/2 11 1/6 2.1E4 16 64 HDR2 Cascade S.L 24F-V4 3 1/2 10 1/2 F12-2400+ 2 14 28 HORS cascade 5.L24F-V4 3 1/2 10 1/2 Pb-2400 9 12 106 IMPORTANT.) 51 RigidLam LVL 1 3/4 9 1/2 1.5E 3 4 12 52 RigidLam LVL 1 3/4 9 1/2 1.5E 4 2 a REFERENCE INSTALLATION 53 RigidLam LVL 1 5/4 9 1/2 1.5E 5 10 50 GUIDE FOR ALL FRAMING 54 BIG BEAM 3 1/2 9 1/2 2.1E 2 6 12 DETAILS AND I-JOIST INFORMATION B5 RigidLam LVL 1 3/4 9 1/2 1.5E 3 12 36 50 1316 BEAM 3 1/2 9 1/2 2.1E 1 4 28 Si 516 BEAM 3 1/2 9 1/2 2.1E 22 14 306 55 BIG BEAM 3 1/2 9 1/2 2.1E 2 16 32 LEGEND: 59 BIGBEAM 3 1/2 9 1/2 2.1E 2 12 24 MAIN FLOOR.101ST LAYOUT B10 RigidLam LVL 1 3/4 9 1/2 1.5E 2 8 16 SCALE: 1/4-- 1'-0' pacifi '� umber H -HANGER CALLOUT JB1 BAM1.15 LVL 1 3/4 9 1/2 1.5E 118 3 354 J1 RFPI-20 1 3/4 9 1/2 9 18 162 ® J2 RFPI-20 ' 1 3/4 9 1/2 11 0 8e ® -SUPPORTING POST J3 RFPI-20 1 3/4 9 1/2 36 14 504 & TRUSS COMPANY -POST LOAD ABOVE J4 RFPI-20 1 3/4 9 1/2 2 1 O 20 TRUS JS RFPI-20 1 3/4 9 1/2 4 15 105 1 5 5W ALLEN BLVD BEAVERTON.OREGON 91005 (503)856-9663 R -RIMBOARD J6 RFPI-20 1 3/4 9 1/2 1 2 25 3336 LB -LVL BLOCKING J7 RFPI-20 1 3/4 9 1/2 26 26 6/6 .18 RPM-20 1 3/4 9 t/z 10 a 40 PLAN: AMERICAN MODERN 5-PLEX E-6(B)K-6(B) JB =JOIST BLOCKING J9 RFPI-20 1 3/4 9 1/2 5 12 60 , GU5TOMER: POLYGON J =JOIST CALLOUT PLAN DATED: 5/25/1 6 Accea•orla• B -BEAM(FLUSH 15/JOIST) H 1 TH0 1 7 450-or-11-1-15 44 HDR -HEADER(BEAM BELOri JOIST) H2 Hucat.a 1/9 4 DESIGNER: KAM/L HENDERSON DATE: 3/3 1/1 6 H3 HU4t0 9 BBO-BEAM BY OTHERS FL 1 6- 1 24 (MAIN) SHEET: 1 of 2 20"OPEN WEB JOIST @ 19.2"O.C. VERIFY ALL PLUMBING LOCATIONS PRIOR TO INSTALLING JOISTS START FRAMING HERE > <START FRAMING HERE 9 . START FRAMING HERE > <START FRAMING HERE . <START FRAMING HERE 0 0 0 0 0 jBM3OI _}BM61 _JBM6J JBM61 jBM30J �;� M N f 4 A N M w I� RM1 II = K1 -tr T IRMI EMI -e--r c K --c -II WI RM1 II - _ - _ 9.11111 RM1�I� L • X�Witz L ` "�'�` IMiSti -WI v v �_ = w_ - aT Ii _a,�._aF=.� 1. _ --, -e K -0- tF R RM F? .. .. .. 117N��� I' o rn?15, 00o I '- . - - w— �. v m00 o IIo ,� 4 o � - 0 0 ppb to co CO CO COILL LL II (O LL LL LL II r' O ro LL 2- ' 5�A IILL �• R 4 LL 12-1 -15e m 77 LOy LL a wa ! e n awa l aW b' d I:nr..�:�:11111111 �6�5�^mom: ' F14 I ` F14 ;4, w F05 ®w 1 F03 �� F11 F11 F11 II F03 1.1a 1 F03 IIfic , Y P11 F11 II I F11 11 o F03 �, F03 I PT F11 I F11 I I F11 �� 4 F03 d'- r t x b P11 F11co I F03 ( I F11 , F03 immimmili I . el' F13 I I� F13 II P13 F03 1• VIII ell 1 II A I ell it I, F06 rl MI F03 �I F12 I F12 I F72 II - F03 4 J pII (��� I J lia F04 ii F12© II i' Ft2 91i II' Illiii .. a i O — I II II F12 1. F04 RM1�®�llr F04 I F12fF12co 11 �IrnF12� I II I el —cc -IIr F12 • I Fit N liI - - IIP F12 i I F04 I 'RM11 F04 �� N Ip 4 I� ' R IN 2 g NII 4I F04 •-1 ! .-- 1_14,, m 0 Fit I 1 F12 O 91m iIr m l Q P12 I I F03 I F03 _ I n - - j F03 l��l� - ILL P12 II I� F12 U P12 9I I� F03 IIt' L (pJ) f F03 lre III F12 ® A F12 in �� IP F12 ,+- YL _I'1. w h F12 �' F12 P12 n mi F03 • F03 =I- -' I BM2- (I di_IBM21 1 ! JBM2�_ i II W 1, F03 I i F03 F11I q q I F11 Q rI o d I I�MiloF03 [al' O F02 I F11 4 1ZII F11 li 1, .I 4 P02 �RM1 SII F02 � A � F11 a II F11 11 iI • F02 �It® 11 F02 I P11 Y I F11 7I = = I� P11 II F02 y A rc fI F02 °I g F11 .. 6 I F11 r�I I � , c. i fl ; I- I i F02 - F02 F11 $ I F11 I F il I F02 PP N F11 12 el.A�.W F02 Nil • p F11 • p 1:1 F11 y F02 II g 1 �A =- I y '1-0 10 1-0 // I BM24 ° °- ,�lio RM1 P F01 4IRM1r a �J` ® 1-03 a BM24 u-'M1 R 1 I O IR 11 til ® CONFORMS TO DESIGN CONCEPT u X❑CONFORMS TO DESIGN CONCEPT u 0 w 5 v g a Ir CONFORMS TO DESIGN CONCEPT WITH a EC R v ❑ CONFORMS TO DESIGN CONCEPT WITH ❑ re N o REVISIONS AS SHOWN K Z REVISIONS NOTED coIX LLO W u- se LL a ❑NON-CONFORMING-REVISE&RESUBMIT a 111NON-CONFORMING-REVISE AND RESUBMIT . 3 O o a a o I THIS SHOP DOMINO HAS BEEN REVIEWED FDA GENERAL CONFORMANCES THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE _ _ _ WITH THE DESIGN CONCEPT ONLY AID DOES NOT RELIEVE THE N WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE W CO CO WITHITHE DESINDOR OF RESPONSIBILITY FON CONFORMANCE WITH THE a, ATORNENDOR OF RESPONSIBILITY FOR DES,CONFORMANCE WITH DESIGN Eo 6.1 om DESIGN DRAWINGS MED SPECIFICATIONS ALL OF WHICH HAVE PRIORITY DRAWINGS, THIS SPECIFICATIONS,D,AND APPLICABLE CODES,ALL OF WHICH HAVE OVER THIS SHOP DRAWING. PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 4/6/16 By: Arnold R.Solomon Date:April 5,2016 CT ENGINEERING INC MILBRANDT ARCHITECTS -I Products PIotID Length Product Plies Net Qty JOIST WITH RIM BK1 37-00-00 1-3/4 X 20 LVL 1 5 RMT 37-00-00 1-3/4 X 20 LVL 1 B POLYGON RM1 15-00-00 13/4 X 20 LVL 1 2 RM1 14-00-00 1-3/4 X 20 LVL 1 3 ALL BEAMS AND CONNECTORS PER ENGINEER BM23 14-00-00 1-3/4 X 20 LVL 2 6 AMERICAN MODERN 5-PEEN E-6(B)&K-6(B) ' Pacifi umber BK1 12-00-00 1-314 X 20 LVL 1 3 BK1 11-00-00 1-3/4 X 20 LVL 1 5 BK1=BLOCKING FLOOR LOADING: BM30 11-0D-00 1-3/4X20 LVL 2 4 PL16-124 UPPER RMt=RIM BOARD 40 LL BK1 10-00-00 1-3/4 X 20 LVL 1 3 15DL & TRUSS .. COMPANY REFER TO STRUCTURAL PLAN FOR RM1 10-00-00 1-3/4 X 20 LVL 1 7 3/30/2016 ADDITIONAL POST TRANSFER BM6 10-00-00 1-3/4 X 20 LVL 2 6 BLOCKING REQUIREMENTS. RM1 7-00-00 1-3/4 X 20 LVL 1 2 BM21 5-00-00 1-3/4 X 20 LVL 1 2 I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN j BM4 5-00-00 13/4 X 20 LVL 2 20 BM2 4-00-00 1-3/4 X 20 LVL 1 5 I SHADED HVAC DIAGRAM ON LAYOUT ISA GENERAL GUIDE ONLY. I P— II RM1 4-00-00 1-3/4X20LVL 1 3 ACCESSORIES QTY '� —`I� _'� BM24 4-00-00 1-3/4 X 20 LVL 2 6 I FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA I _� RMI 3-00-00 13/4X20 LVL 1 2D q0 HIT420 86 SHEET 2 OF 2 _ RMI 1-00-00 1-3/4 X 20 LVL 1 6 1-3/4 x 20 LVL BLOCKING 70' DO NOT: Loosen,remove,cut or notch © HUC416 10 SCALE: 1/4"=1'-0"on 24"x36" SHEET any part of the open web joist. 20"OPEN WEB JOIST @ 19.2"O.C. VERIFY ALL PLUMBING LOCATIONS PRIOR TO INSTALLING JOISTS START FRAMING HERE > <START FRAMING HERE , ; START FRAMING HERE <START FRAMING HERE <START FRAMING HERE G 0 0 0 U 0 BM3OI JBM6I JBM6I IBM6 BM30 --q- K1 �r---T- IILM1 II N ejl7ilir w_ & I� I�I --Q- �- v---II RM1 II - II _ . = a m _ RK RMI . 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DC'I.l O IIm — m II O I i — — _ ® ( F03 F03 �� I m�2 2P A F12 j W F12 li U /�r F03 *animcc a II K IN F12 .:� FD3 I BM2 III F12 I� F03 c II ^ I F12 11 RM1 BM2I IBM2J ISI® F12 n F03 ._ 1 - F03 i U F11 I F11 u �.. u Ftt I 0 RM1 F11 _ F03 n1 A F02 II r f11 F11 f F02 .�RM1 m F02 F11 Ell I O N d �] z �, I_ F11 �� t in F02 I.r A fl F02 , F11 ' F11 . z w If F11 ! 9 A w p 1 f c, ,... .. _ e F02 a d U F02 F11 o F11 F11 I 4I J g t I w - F11 a a F02 02 I— B 2 cc j F02 F11 $ $ F11 : F02 4� LL F02 1 " I F11 F11 �. j i rc I _ i i :. i �7 F02 1 IRM1[h h RM� 1-0 �� BM24 O I re RM1 m �' 'r,a� ®III F01 IIIRM1 17, 11 F01 -s _____ 1 __ E BM24 1-0 '0 1-03.0 BM24 N N— I f N I� � RM1 EL IRM1I C F- } .----14:11--- 0 ® CONFORMS TO DESIGN CONCEPT "' g X❑CONFORMS TO DESIGN CONCEPT 'u w g w g ❑ CONFORMS TO DESIGN CONCEPT WITH w o CONFORMS TO DESIGN CONCEPT WITH w o a a a 1i REVISIONS NOTED LL REVISIONS AS SHOWN g rn LL co re CC a 0 NON-CONFORMING-REVISE&RESUBMIT a a Z ❑ NON CONFORMING REVISE AND RESUBMIT a o0 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE CO THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE _ - OI :- O CO WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE COI WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Eo FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN Tu N CO20 Dd FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING. OVER THIS SHOP DRAWING. By David R Burnett Date 4/6/16 By: Arnold R.CT ENGINEERING INCIomon Dzte:APrII B,2016 _\. _ , 1 Products PIotID Length Product Plies Net Qty JOIST WITH RIM BK1 37-00-00 1-3/4 X 20 LVL 1 5 RMI 37-00-00 1-3/4X20LVL 1 B POLYGON RM1 15-00-00 1-3/4 X 20 LVL 1 2 RM1 14-00-00 1-3/4 X 2D LVL 1 3 BM23 14-00-00 1-3/4 X 20 LVL 2 6 AMERICAN MODERN 5-PLEX E-6(B)&K-6(B) IALL BEAMS AND CONNECTORS PER ENGINEER I BK12-00-00 1-3/4 X 20 LVL 1 3 PaClfi umber BK1 it-00-OD ,-3/4X20 LVL 1 5 BKI=BLOCKING FLOOR LOADING: PL16-124 UPPER S BM30 11-00-00 1-3/4 X 20 LVL 2 4 RM1=RIM BOARD 15DL & T R U S COMPANY BK1 10-00-00 1-3/4 X 20 LVL 1 3 RM1 10-00-00 1-3/4 X 20 LVL 1 7 3/30/2016 REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BM6 10-00-00 1-3/4 X 20 LVL 2 6 BLOCKING REQUIREMENTS. RM1 7-00-00 1-3/4 X20 LVL 1 2 BM21 5-00-00 1-3/4 X 20 LVL 1 2 I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I BM4 5-00-00 1-3/4 X 20 LVL 2 20 BM2 4-00-00 1-3/4 X 20 LVL 1 5 I SHADED HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. I 11.— -,...----r4=---.....—:—:-...: :! RM1 4-00-00 1-3/4 X 20 LVL 1 3 ACCESSORIES QTY '�� — II BM24 4-00-00 1-3/4 X 20 LVL 2 6 I FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA I _ RM1 3-00-00 1-3/4X20 LVL 1 4 HIT420 86 SHEET 2 OF 2 _ RMI 2-00-00 1-3/4 X 20 LVL 1 20 RM1 1-00-00 1-3/4 X20 LVL 1 6 1-3/4 x 20 LVL BLOCKING 70' DO NOT: Loosen, remove,cut or notch © HUC416 10 SCALE: 1/4"=1'-0"on 24"x36"SHEET any part of the open web joist. ROSEBURG FRAMING SYSTEM PACIFIC LUMBER COPYRIGHT '" Frzli =,-.eimerc ��»-. quality engineered wood products for tadav's builder- =7, ri;rc= These plans and the designs are copyrighted under Federal Law by Pacific Lumber Company 2016. The plans may not be re-used or copied,in whole or part,without written permission from Pacific Lumber RIGI D LAM LV L RI GI DRI M� "p°"w ,I,I' IIII Company,whIch retains copyrights to,and ownership of the plans.Use of these plans by any other 1 T^•^^° G product supplier other than Pacific Lumber Company is strictly prohibited.unauthorized use or i , ROSEBURG.FOREST PRODUCES ROSEBURG FOREST PRODUCES �\ copying of these plans.infringes rights under the Copyright Act.Infringes face liabilities that Include �'i \` / sear TO POST ABOVE. penalties of up to$20,000 per work infringed,and$100,000 per work infringed willfully.►' /Mil 40 RFPI Josr ROSETI RG FORESTPRODUZI- CONTRACTOR NOTES: PES/GN NOTES: °_ ""`" 1)VERIFY ALL FRAMING CONDITIONS THIS FLOOR SYSTEM WAS '"="°�"m:_ .�a-="mw.e".=��ro 2)ALL FOOTINGS PER DESIGNERS PLAN DESIGNED TO MEET OR �".-15i4B.,oewm,.".. (UNLESS NOTED OTHERWISE) EXCEED THE LIVE LOAD RFPIBLOGKING PANELS WITH BEARING WALL ABOVE POST LOAD TRANSFER DETAIL 5)ALL BEAMS PER DESIGNER'S PLAN DEFLECTION CRITERIA nr.s. N.r.s. (UNLESS NOTED OTHERWISE) OF L/400 4)USE CAUTION WHEN GUTTING FOR PLUMBING FLOOR LORD/NG: 5)PROVIDE PROPER SUPPORT AT ALL 4Opsf LIVE LOAD SHEARWALLS 1 2p5f DEAD LOAD SLEEPTH1.5/5APLACEMENT PLAN ONLY OOpef LIVELOAS: 30psf LOAD This layout is to be used in conjunction with 12 psf DEAD LOAD Architectural/Structural plans.Verify all • 9-1/2 RFPI-20 S 16"O.G. 9-1/2 RFPI-20 5 16"O.G. 9-1/2 RFPI-20 5 16"O.G. 9-1/2 RFPI-20 S 16"O.G. 9,-1/2 RFPI-20®16°O.G. Shear wall blocking placement and connectors. ROOFLOAD/NG: START FRAMING HERE START FRAMING HERE START FRAMING HERE START FRAMING HERE Purchaser responsible any c le for approving this 1 7psf DEADEE OD START FRAMING HERE ayout prior to any construction. 1 7psf LOAD 121 P' \ R1 RI \ / R1 I tl� tl t M u .. 1 fa t F B ' L" w4 L n r H t' W i_ d F tl 3J01 tl I- R1 ISI �_..-. I I IeN.....,,,Lft1 - I I , r. ® CONFORMS TO DESIGN CONCEPT R1 t = J3 _3 _3 .13 _3 _3 - 3 -3 .3 _3 _3 .13 .3 -3 _3 m R1 ❑ CONFORMS TO DESIGNCONCEPTWITH i_I::_, _1 REVISIONS AS SHOWN 1 �' ' 0 NON CONFORMING REVISE AND RESUBMIT I' THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORNANCE Cl - S _ Cl WITH DIE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICL a `T _. } _ -- 1 gi'" _ HD¢s,4• t "� J1 H1aes k. - `" w HVR3 ^' �' DESIGNATOAWVENDOR OF RESPONSIBILITY FOR COWFORBANCE WITH THE imilmiww_I--- I I q --- .N _, , DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY ®� ft1 - Hp.1 ,T _1 .1 T _T .T _T _T .T 1 .r _T ,T t _t T ? i 7 H�1 ----it---- .._t_..-"$ RI yi OVER THIS SHOP DRAWING. lnJ R2I: I R2 ZV N By: Arnold R,Solomon Date:April 5,2016 4D , '-i �� fi� m m CT ENGINEERING INC db- I I t. LX1 4. t.____..---------m 3 mz =•=c 4, m N OX CONFORMS TO DESIGN CONCEPT 9:i° _1 R1 121RtRt °1`--- Lam_ RI Cl Cl ri CONFORMS TO DESIGN CONCEPT WITH 0a - RI Cl RRI Cl .15 .3 qp REVISIONS NOTED 0 NON-CONFORMING-REVISE&RESUBMIT - THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE IR2', 11DOES MOT RELIEVE THE R2 ABRICATORNENDOR OF RESPONSIBILIYWITH DESIGN CONCEPT ONLY AND FOR CONFORMANCE WITH DESIGN DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. _3 s o a .1e -» Jk'1 _-- - q �R- -.f'_T �T By David R Burnett Date 4/6/16 H;,11l'"' 13--7,4;r-,-_ ( 1ipR� I ` HpRe '� II li m a ' --1 �e, �'' _3 "°• ' MILBRANDT ARCHITECTS S ---n H3 9 --r ...: I is I I I' _ _ 69 II I. - I r .� .t A 1� Bi . I %587if .13 _3 .3 .3 .3 BK�Ti BT[pi _3 .3 .3 .3 _3 _3 W5, 3 .A 3 _3 _3 .3 h9;A I� h BSI $ 3T B'r BT I .EI 9T E1 R2 .` •2 _2 _S r2 _2 _ .2 _2 _5 I R2 -1a - I I I I I I , L II i l _i J. I �3 2li -�2 L 1k-Ab.. , { I, _c ,_..1{ I _.,t �. e, j NDP3 - i�..� ,,,,,, w t-....-, 0t w i re[3Wea -• I _ - �__-'3 510 II B� IL= Lr i,_ Ilfre II 3 -i'-` Se ---.u L 610 II 2. PL 1 6-1 24(MAIN) POLYGON AMERICAN MODERN 5-PLEX E-6(5)P-6(5) Mirk• Material Width Depth Grade aty Out Lth Tot Lth R1 1.75 LVL Rim 1 3/4 9 1/2 1.5E 39 20 180 R2 055 Rim 1 9 1/2 5 1 f DO HDR1 BIG BEAM 5 1/2 11 'I/O 2.1E 4 16 64 HDR2 Cascade 5.L 24F-Y4 3 1/2 10 1/2 Fb-2400 2 14 28 HDR3 Cascade S.L 24F-V4 3 1/2 10 1/2 Fly-2400 9 12 100 IMPORTANT? Si RigidLam LVL 1 3/4 9 1/2 1.5E 3 4 12 REFERENCE INSTALLATION B2 RigidLam LVL 1 3/4 9 1/2 1.5E 4 2 B 53 RigidLam LVL - 1 3/4 9 1/2 1.0E 5 10 50 GUIDE FOR ALL FRAMING 54 ENG BEAM 3 1/2 9 1/2 2.1E 2 5 12 DETAILS AND I-JOIST INFORMATION 55 RigidLam LYL 1 3/4 9 1/2 1.5E 3 12 36 86 BIG BEAM 3 1/2 9 1/2 2.1E 7 4 20 51 BIG BEAM 3 1/2 9 1/2 2.1E 22 14 308 B6 BIG BEAM 3 1/2 9 1/2 2.,E 2 16 32 MAIN FLOOR JOIST LAYOUT so LEGEND: B9 BIG BEAM 3 1/2 9 1/2 2.1E 2 12 24 510 RigidLam LVL 3/4 9 1/2 1.5E 2 8 16 SCALE: 1/4"-1.-0" LJ <H }--HANGER GALLOUT JB 1 BLKG 1.75 LVL 3/4 9 1/2 1.5E 115 3 354 umber J1 RFPI-20 3/4 9 1/2 9 18 162 ® -SUPPORTING POST J2 RFPI-20 3/4 9 7/2 11 8 Be J3 RFPI-20 3/4 9 1/2 36 14 504 t Q M P A N Y ® -POST LOAD ABOVE J4 RFPI-20 3/4 9 1/2 2 10 20 & T R U S S J5 RFPI-20 3/4 9 1/2 4 16 64 R -RIMBOARD .16 RFPI-20 3/4 9 1/2 12 28 336 10515SWALLEN BLVD BEAVERTON,OREGON 91005 (503)858-9663 LB -LVL BLOCKING J1 RFPI-20 3/4 9 1/2 26 26 575 J8 RFPI-20 3/4 9 1/2 10 4 40 PLAN: AMERICAN MODERN 5-PLEX E-6(B)K-6(B) JB =JOIST BLOCKING J9 RFPI-20 3/4 9 1/2 5 12 50 CUSTOMER: POLYGON J =JOIST GALLOUT - Accessories PLAN DATED: 3/25/1 6 B -BEAM(FLUSH w/JOIST) H1 THO 11950-or-ITT9.5 44 HDR -HEADER(BEAM BELOW JOIST) H2 HUC01.61/9 4 DESIGNER: KAM/L,HENDERSON DATE: 3/3 1/1 6 H3 HU410 9 B5O-BEAM BY OTHERS PL 1 6- 1 2 4 (MAIN) SHEET: 1 of 2