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Plans (2) mom 2.1 MST2016 00315 13771 SW SILENT FOX TER Mi 1 6 2.2 MST2016-00316 13765 SW SILENT FOX TER 2.3 MST2016-00317 13747 SW SILENT FOX TER 2.4 MST2016-00318 13743 SW SILENT FOX TER [VI iTek 2.5 MST2016-00319 13735 SW SILENT FOX TER MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: ENGLISH 5X RT LOTS 29-33 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: K1786153 thru K1786200 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (�to PR046, GINF,9 � . /0 t Q 89200PE 9r" 17 41EON9 1r�-�' (a P 11,4:•-4.*:::. t March 7,2016 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF ills BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING Wind: 140 mph, h=21.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 45.0 PSF End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PIE Ground Snow (Pg) 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 M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-00 5-00 T T T 12 12 IIM-4x4 12.00 7 3 N 12.00 II M O O I ul OA 11111111111111116101. '-'1 , ko O 1 I O 0 1 M-3x4 M-3x4 pp R 1-00 10-00 k l-oo y ��Co' c rGINE'. '/0 4� 89200PE <' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — Al Scale: 0.4072 MINN IP Ct' WARNINGS: GENERAL NOTES, unless otherrdse noted. OREGON Y 1.Builder end erection wander should be advised of ail General Nates t.This design Is based only upon the parameters sham and Is for an Individual Zee ♦♦♦ to Truss: Al end Waminge before conestion commences. boiling component.Applkabllty of design perimeters end proper t, �t l'el�� 2.2x4 comproesbn web bndnp must be installed where shown+. Incorporation of component Is the raaponslbNgy of the building designer. <6 4}' 14 v 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bottom chortle to be laterally braced at Nth*naponsbltty of the erector.Additional permanent bracing of T es ou sheathing 10' rsuch as pt voodunlea braced(7C)ar d their ten(m). R y..v I L\ continuous such tively plywood s braced t rou and/or tlrywe 8th b - �+ f'( \•+ DATE: 3/7/2016 me overall structure Is the naponetllty piths building designer. 3.2i Impact bridging or lateral bradng requited where shown+e SE K 17 8 3 4.No bed shod be applied to any component until after all bracing and 4.Meehan abuse la the reepenelbegy of the nepectte maraca.mamaraca.d . Q• 615 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in e non-comae environment, design bads be applied to any component. and an for"dry condbbn"of use. EXPIRES: 12/31/2017 TRANS I D LINK 5.CempuTrae hes no control over and assumes no responsibility for 8.Design assumes MI bearing at cep auppoNs shown.Shim or wedge If • necessary. fabrication,heeding,shipment and lnstaltegon of components. 7.Design assumes adequate drainage is provided. March 7,2016 8.This design is furnished eub)ed to the Ilmtiations set form by 8.Platea shag be boated en both faces of has,end pieced so their center TPIONTCA In SCSI,copies of Mich WO be furnished upon request. 9.Ines nelb coincide with Joint center lines. of plate in inches. MiTek USA Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x4 KDDF #1LBTR SPACED 24.1" O.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 290 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -90) 130 TOTAL LOAD = 45.0 PSF OVERHANGS: 12.0" 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" -123/ 897V -223/ 236H 5.50" 1.93 RODE ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 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. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-02 9-01-19 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" f f ,r MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 1' 1' 1' 1' 1' MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 7 \1 12.00 4 0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. M-3x5AM-3x5 ��* Wind: 190 mph, h=24.4ft, TCOL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 load duration factor=1.6, End vertical(s) a exposed to wind, ss or ind ads M-3X5 inuthedplaneeoffthewtrussoonly. M-1.5x3 M-3x9 M-3X5 3 8' \\M-1.5x414-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins 1/' t of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x9 outlookers must be cut with care and are permissible at inlet board areas only. o M-3x5f/',I 1', vw ._ oIn f '-M-3x4 9!1�. �. yl^ 7 8 10 446 0 M-1.5x3 M-3x4 M-3x4 I 0 M-5x8 1 1 1 1 7-11-02 4-03-09 4-10-05 1 1 , 1 1-00 7-07 9-06 1 1 7-09-06 0-02-06 9-03-10 1 ��� AGSip: 17-01 SCI '7 ` <' 89200PE JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - B1 000 � Scale: 0.2074 0i� . -• WARNINGS: GENERAL NOTES, unless otherwise netetl IP OREGON Cr 1.Builder and erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and Is bran Individual /// t�� to Truss: B1 and Warnings before construction commences building component Applicability of design parameters and proper ' y t lI, 2.284 compression web bracing must be Installed where shown 4. Incorporation of component N the responsibility of the bulltling designer. /'r^ �' `IP` �.y.., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at '�/ 1 Is the responsibility or 1M erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively unless braced throughout their length by 3/7/2016 the overall structure is me responsibility rine baud designer. Os imps w sheathing such as plywood sheethlnp(TC)and/or drywaq(SC). P R 10- DATE: Spon ly o "g3.2s Impact bridging or labral bracing required where shown♦♦ l-7 SEQ.: K 17 8 615 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any roads greater than 5.Design assumes trusses ere to be used m a non-oorroelve environment, TRANS I D: LINK design Reds be applied to any component. end era for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NI bearing at all supports shown.Shim or wedge if EXPIRES: 1('T C[y, Iy)ry.l fry/'t fabrication,handling,shipment and lnstalletion of components. rye C/1 rIR`t3 L7A]11dL 7. gDasignanumePasted on both hof Was,d. March 7,2016 e.This design k furnished subject b the limitations set forth by 8.Mates Map be paled on both feces of buss,end placed so their anter TPBWTCA In SCSI,copies of ankh MI be furnished upon request. Ines coincide 54th Mint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7(114-E 9.Digits Indicate size of plate in Inches. P10.For basic connector plebs design values see ESR-1311,ESR-198a(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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-124) 543 3- 9=(-236) 225 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-811) 223 7- 8=( 0) 0 8- 9=( 0) 65 WEBS: 2x4 KDDF STAND 3- 4=(-633) 240 8-10=( 0) 5 9- 4=(-226) 496 LOADING 4- 5=(-647) 255 10- 6=( -81) 513 9-10=( -80) 527 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-857) 179 9- 5=(-282) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -40) 130 TOTAL LOAD = 95.0 PIP OVERHANGS: 12.0" 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" -123/ 897V -223/ 236H 5.50" 1.43 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 1.0" -119/ 768V 0/ OH 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oo spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.100" 7-11-02 9-01-14 MAX LL DEFL = 0.014" @ 7'- 11.1" Allowed = 0.539" 4 I ,r MAX BC PANEL TL DEFL = -0.105" @ 4'- 2.3" Allowed = 0.474" 4-00-05 3-10-13 4-03-09 4-10-05 MAX HORIZ. LL DEFL = -0.008" @ 16'- 7.5" 1' 1' I 1' 1' MAX HORIZ. TL DEFL = 0.013" @ 16'- 7.5" 12 12 M-4x6 12.00 vN 12.00 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. 1,2 Wind: 140 mph, h=24.9ft, TCDL=6,0,BCDL=6.0, ASCE 7-10, 111 (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 3 M-3x4 M 0 ,,I, M-3x9 ii . �I - ,y 7 8 30 **6 0 l M-1.5x3 M-3x4 M-3x4 1 M-5x8 l ,1 l 7-11-02 4-03-09 4-10-05 l . 1 l 1-00 7-07 J') 9-06 y4,p PROFS 7-09-06 0-02-06 9-03-10 �c h GINE 8S2, y 17-01 y Ct. a�Gl.,7 fE { JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - B2 /f''°... Scale: 0.2074 r� 41111110, , WARNINGS: GENERAL NOTES, unless otherwise noted bet OREGON ) I.Solder and erection centrsdor*NW be advised of al General Notes 1.This design h based only upon me parameters Mown and Is bran Individual 1.4 Truss: B2 and 1Naming*before construction commences. building component.Appflubllny of design parameters and proper /} 2.254 compression web bradng must be Installed where shown*. Incorporation of component la the responsibility of the building designer. R�/� "7 1" 14 n� 10.4 3.Addlbnal temporary bracing to Insure stability during construction 2.Design assume.me top and bottom chords to be laterally braced at 'L,/ ��`""" y` L Is the responsibility of the erector.Additional permanent bracing of 7 at and s t e o e.rsuch as ply unless brood(TC)an i melt length) y�'S unmpact eMelg 5,such as plywood wired sheathing(TC)and/or drywal(BC). ,L71 DATE: 3/7/2016 the overall structure IS the rs.ponrmny of the building designer. 3.25 Impact Mdping or foam arson"required wh.re shown*+ SEQ.: K17 8 615 5 4.No bad should be applied to any component unl8 aner all bradng end 4.Installation of buss Is the responsibility of the respedte contractor. fasteners are complete and at no time should any loads greater than 5.Deign assumes wsses an to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and crater dry vnsditian store. 5.CompuTrus Ms no control over and assumes no reeponeibility forme 8.Design assumes NA bearing at aI supports Mown.Shim or wedge If EXPIRES: V I'1I CS C C`, ^1.51!/1 f1 "7 fabrication,handling,shipment end installation of components. 1.Deign assumes adequate drainage H provided. March 7,'016 (1L tD C(-u]I/GLI / 8.This deign b furnished aubhsd to the limitation set forth by 8.Plates shall be located on both faces of toms,end placed so their center L TPIMTCA in SCSI.wpbs of which will be'writhed upon request. Ines caindde with hoist center lines. 9.Digits• MITek USA Inc./CompuTrus Software 7.6.7(10-E 1 t.For bairn conncate ectorze plate den Indus. values ( ) pie design vales sea ESR-1311,ESP-1888 MITek This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 18-11-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5378) 876 1- 8=(-590) 3520 8- 2-) -278) 1936 5-13=(-2100) 358 BC: 2x6 KDDF #1&BTR 2- 3=(-3860) 730 8-11=(-588) 3500 2-11=(-1258) 312 13- 6=( -708) 4420 WEBS: 2x4 KDDF #168TR; LOADING 3- 4=(-3840) 734 9-10=( 0) 0 10-11=( -90) 628 14- 6=( -212) 1354 2x6 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5312) 914 10-12=( -2) 24 11- 3=( -964) 5090 6-15=1-5598) 918 TC UNIF LL( 50.0)+DL) 20.0)= 70.0 PLF 0'- 0.0" TO 18'- 11.5" V 5- 6=(-5780) 968 12-13=(-944) 6014 11- 4=(-1808) 424 15- 7=( -58) 22 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 18'- 11.5" V 6- 7=( -44) 54 13-14=(-440) 2882 11-12=( -564) 3920 BC LATERAL SUPPORT <= 12"OC. UON. 14-15=(-440) 2882 4-12=( -386) 2242 ADDL: BC CONC LL+DL= 547.0 LBS @ 17'- 1.0" 12- 5=(-2942) 528 Jr- ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"0.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) staggered: 0'- 0.0" -812/ 4978V -203/ 252H 5.50" 7.96 KDDF ( 625) \/�/ nails9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 18'- 11.5" -873/ 5344V 0/ OH 5.50" 8.55 KDDF ( 625) /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x9 webs. 7-11-02 6-07 9-OS-06 I2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ,r VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.064" @ 11'- 3.5" Allowed = 0.601" 4-03-01 3-08-01 3-02-10 3-04-06 2-06-19 1-10-08 MAX TL CREEP DEFL = -0.146" @ 11'- 3.5" Allowed = 0.902" T T T T T T T 12 12 MAX HORIZ. LL DEFL = 0.016" @ 18'- 8.0" M-4x6 MAX HORIZ. TL DEFL = 0.029" @ 18'- 8.0" 12.00 V Q 12.00 4.0" 3 Design conforms to main windforce-resisting "*HANGER TO APPLY CONC. iG system and components and cladding criteria. LOAD(S)EQUALLY TO ALL MEMBERS. Wind: 140 mph, h=23.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x5 Truss designed for wind loads M-3x5 4 in the plane of the truss only. 2 vt 4Ar M-5x6 M-1.5x3 M-9x10 6 -, M-5x10 A. .......„.,....ii ��: o I .........., 8 I 1111111114. �,^I\ , M-3x6 c:, �� rri,rr M iimaim ,..+ 910 12 13 14 - 15 M-1.5x3 M-4x10 M-4x6 M-3x8 M-7x8 M-4x6 1 1 ) 1 1 `""♦5978 1 4-01-05 3-09-13 3-04-06 3-06-02 2-03-06 71-10-08 1 1 1 7-07 11 11-04-08 1 �I VDPROF,- J.. 1 7-09-06 0-02-06 11-02-02 1 ��,J, ,,(3� ,,, 18-11-08 R :9200PE �r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - BGIRD Scale: 0.2138 "� WARNINGS: GENERAL NOTES, union otherwise noted) SS 1Builder and erection contractor Should be advised elal General Notes 1.Thle design is based only upon the parameters shown end is for an individual . 44/ 4 Truss: BGIRD and Warnings before construction commences. building component Applicabnityefdeeign parameters and proper pL �tAa 2.2a4 compresNon web bracing must be installed where shown v. incorporation of component is Inaresponsibility grana building designer. /^ . 2� 1_ 3.Additional temporary bracing to Insure stability during construction 2.Design ammo,the top end bottom chords to be laterally bread el V ',4 , 5P is the responsibility of the erector.Addhicnal permanent bracing of 7 o.c.and al la o.c respectively unless braced throughout their lengthby /I a �r i I� DATE: 3/7/2016 the overall structure b the responsibility of the building designer. 3.Zr Imoontipact ed bri sheathing or lateral brsuch as acing plywood sheathing(TC)where (eC)amnor drywe8(BC). �Y� p uous he oregmredwhereShawn•r• d SEQ.: Ki7 8 615 6 4.No load should be applied to any component until after a5 bracing and 4.Installation of truss Is the ree o of the respective contractor. fasteners are compete and at no time should any mtbe nee ads greater than 5.DeMgn assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition.of use. 5.CompuTrus Ms no control over and assumes no responsibility for the 8.Design supports assumes AN bearing at supports s show,.Shim or wedge if essary. EXPIRES: 12/31/2017 fa me,handling,shipment and installation of componeys. 7.Design assumes adequate drainage is prevlded, March 7,2016 8.This1.design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPWAICA in SCSI,copies of which WI be furnished upon request. linea coincide with joint center lines. MITek USA,Inc./Com uTrua Software 7.6.7 L 9.Digits Indicate Mae of Mete in Inches. 1E p ( )" In 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 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-126) 112 1-9=(-43) 98 2-4=(-199) 145 BC: 2x8 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -16) 8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -57/ 975V -45/ 87H 5.50" 0.76 KDDF ( 625) 3'- 6.0" -109/ 557V 0/ OH 5.50" 0.89 KDDF ( 625) •' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 71-.0 LBS @ 2'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. SINGLE MEMBER AS SHOWN. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 HANGERS ATTACHED TO BOTTOM CHORD BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.009" @ 1'- 9.3" Allowed = 0.186" WILL HAVE 1.5"MAX.NAIL PENETRATION. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.018" @ 1'- 11.2" Allowed - 0.149" MAX HORTZ. LL DEFL = 0.000" @ 3'- 2.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 3-02-04 0-03-12 f 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 Wind: 190 mph, h=20.5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 3 End vertical(s) are exposed to wind, -� Truss designed for wind loads 2 in the plane of the truss only. j N 0 oO I cmm IFI-IAMMIlla Jl I 11,81:101 4 M-3x4 M-3x8 y +7174 , l 3-02-04 0-03-12 y 1 3-06 29 89200PE c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - CGIRDScaIe: 0-5225 WARNINGS: GENERAL NOTES, ode..ahhenand 7 OREGON )s 44. 1.Budder end eredion oontradot should he advised of.1 General Notes 1.This dae0n is bleed only upon the parameters p Mews and Is for an IndWdual Il l i\„/1 V h (/ Truss: CG I RD end Wamings before construction commence.. building component.Applicability of design parameters and proper \ 2.244 compreselon web bredng must be Installed where shown e. Incorporation of component la the responsibility or the building designer. /</� 4 y A ft 4 3.Additional temporary bfedng to Insure stability during construction 2 Design.swines the top end bottom chords to be laterally braced at L,/ i Y' G ly 11, Is the responstMlty of the orator.Additional permanent bracing of 77 o.c.and at IC,sc.respec8vely unless braced throughout their length by - DATE: 3/7/2016 the overall structure a the responsiblty of the build) de continuous sheathinginen such l b adng rplywooe Nee who e s and/or drywap(BC). �R L - "e designer. 3.2a Imp..bridging ter bent br.dne required where st,owa,.. SEQ.: K1786157 4.No toed.trould be.ppl:ed to any component 0415cr en breoleg end 4.Design dl.aneef ruwaathher.ow�atydothe .wseed!..ntractor.nem. fasteners are complete and at no time should any sea greeter than aesign bads be applied to any component. and are for'Vey condition'a u... TRANS ID: LINK 8.Design assumes En bearing et all supports shown.Shim or wedge 11 5.Gompurruahe.nocontrolo.erendassumesnorewonsibilityforth. nee EXPIRES: 121 1/2017 ebricallon,handling,shipment and installation of components. weans7. Design assumes adeq slelsded n drainage to provided. March 7,2016e.This design I.furnished wb)sa a the limitations set forth by t.Plate.Wail be located en both faces of truss and placed w their center TPuwrcA in SCSI,copes of which wit be Mmlehed upon request. Ines coincide with pint center lines. a.Digin Inac.le sn of plate in inches. MiTek USA lnc./CompuTrus 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 21'— 2.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10,0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. an For hanger specs. — See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 0 T 11-07-11 T 9-06-05 f *71 21-02 T T t_"] 12 12 9.00 p IM-4x42 Q 9,00 NN a) °r 1/1111111111111111111111111111 0 1), O N 4 6 `� iy \-00 6-11-08 14-02-08 4 61, y 1 5 t " 21-02 � R ,le. � 4. 89200PE '<- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D1 Scale: 0.2973IRA �/•�- fr WARNINGS: GENERAL NOTES, unless t the se noted OREGON 1.Builder and erection contractor should be advised of al General Notes 1.This design is beeed only upon the parameters shown and Is for an individual �t 1�� 140 Truss: D1 and Warnings before construction commences building component Applicability of design parameter.and proper 1.. � Vs w\ 2.2x4 compression web bracing must be Installed where shown+. Incorporation or component is the responsibility of the building designer. <0^ V 4 3.Additional temporary bracing to Insure stability during construction 2.Design mums the top and bottom chords to be Nterelly braced at "V 14 L Is the responiblNty of the erector.Additional permanent bracing of 2.rm.and at Id o.c.respectively unless braced throughout their length by DATE: 3/7/2016 the overall structure Is Sre o sig /the building designer. conbnueus sheathing such as plywood shealhing(TC)and/or drywal(BC). '":w Z'1 C'S'1 �, wan v o e g 3.2a Impact bridging or lateral baring required where shown++ S7 R 1.+ S EQ,: K 17 8 615 8 4.No load should be applied to any component anal after all badng and 4.Installation Whim It the responsibility orthe respective contractor. fastens as complete and el no time should any loads greater than 5.Design assumes trusses are to be used Ina nonsorroete environment, TRANS ID• LINK design loads be applied to any comported. end are for"dry condition"aluse. 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes NI bearing at all supports shown.Shim or wedge if mmmary. EXPIRES: 12/31/2017 hbricatiun,handling,shipment and installation or components. ss 7. esnaawme..deduate enbothlfen.I.pruss,a. March 7,2016 6.This design b furnished subject to the limitations set forth by 8.Plates aheA be bated on both faces of Wet,end placed so melt center TPW✓ICA In BC51,copies of which win be Nmhhed upon request. Ines coincide with)Dint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate she of pieta in Inches. P ( )- 10.For basic anmctor piste design values me ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -5) 100 8- 9=(-239) 241 8- 2=1-1081) 291 4-12=1-465) 219 BC: 2x9 KDDF 111913T SPACED 24.0" O.C. 2- 3=( -928) 191 9-11=1 -2) 10 2- 9=( -106) 715 12- 5=1-212) 581 WEBS: 2x4 KDDF STAND 3- 4=1-1113) 261 10-12=1-178) 878 9- 3=1 -463) 164 12- 6=(-253) 166 LOADING 9- 5=1 -813) 270 12-13=1-123) 687 9-10=1 -185) 789 6-13=1-152) 141 TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP 5- 6=1 -819) 294 13-14=1 -26) 45 3-10=1 -43) 212 13- 7=(-107) 699 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -931) 207 11-10=1 0) 51 7-14=1-910) 223 TOTAL LOAD = 95.0 PSF 10- 9=1 -26) 232 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2-9,6-7,13 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 1111V -243/ 256H 5.50" 1.78 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 2.0" -198/ 952V 0/ OH 5.50" 1.52 KDDF ( 625) "" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 11-07-11 9-06-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" f f f MAX LL DEFL = 0.025" @ 6'- 9.8" Allowed= 0.675" 3-08 3-03-08 4-08-03 4-04-09 5-01-12 MAX TL CREEP DEFL = -0.052" @ 6'- 9.8" Allowed= 1.012" f '' 1 1' T T MAX HORIZ. LL DEFL = -0.012" @ 21'- 0.2" 12 12 MAX HORIZ. TL DEFL = 0.021" @ 21'- 0.2" IIM-4x9 9.00 17 Q 9.00 4.0" 5 ,/.,( Design conforms to main windforce-resisting N4 system and components and cladding criteria. Wind: 190 mph, h=29.2ft, TCDL=6.0,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. 4 /r 3 2 oo _�lla o M-1013 M-1.5x3 **14 _,,,,2_,I IIMMMEMM f e M-1.5x3 M-3x8 M- x8 �-+ M-1.5x3 1 l k l k l 3-06-04 3-03-08 4-09-15 4-08-01 4-10-04 p pRO�, Cve� 1-00J 6-11-08 y 14-02-08 y �C ..r..5::0 GIN V4S> 21-02 89200PE �r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D2 • Scale: 0.2139 air{� }''' WARNINGS: GENERAL NOTES, ukase othervdse noted: ".`a�� " /�1�A N f,'" 1.Builder end erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown end h for an Individual ,* if W Truss: D2 and Warnings before construction commerce.. buiding component Applicability of deign parameters and proper tr. De ,/( 2.204 compreselon web bracing mai be Installed where shown". Inorporatbn of component h the roeponsiblMy of the building designer. "7 Y A f1 ` �" .r 3.Additional temporary bracing to insure stability during construction 2.Deign assumes the tap and chaste to be laterally al Y' L Is the ro ntlb1l f the erector.Additional permanent bracing of 7 o.c.and al 1G o.c.respectively unless braced throughout their length by .4 L- apo tY° P continuous sheathing such es plywood sheathing(TC)and/or drywaA(BC). ^^e H DATE: 3/7/2016 the overall uncture N me responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown+" SEQ.: K 17 8 615 9 4.No load should be applied to any component until after all bradng and 5.4.DeignItiessuof km hulas the r ee oto w ulty ft respective he contractor. em. fasteners ere complete and at no time should any loads greater then deign beds be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.c°mparn,s has no Control over and assumes no responsibility for the 8.Design assumes NI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 robrkatbn,handling,shipment and installation of components. 7.Deign assume.adequate drainage is provided. March 7,2016 8.This design Is furnished subject to the IlMMations set forth by 8.Plates shalt be looted on both faces of truss,end placed so their center TP1/WTCA in SCSI,opts of which will be furnished upon request. Ines coincide with Med center lines. 9.Digits indicate size of plate In Indus MITek USA,Ina./Compulrns Software 7.6.7(1L)-E 10.For basic connector plate deign values sea ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -859) 175 7- 8=(-221) 231 7- 1=(-913) 202 3-11=(-442) 213 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-1070) 260 8-10=( -2) 9 1- 8=(-105) 690 11- 4=(-211) 566 WEBS: 2x4 KDDF STAND 3- 4=( -796) 270 9-11=(-169) 848 8- 2=(-479) 164 11- 5=(-256) 166 LOADING 4- 5=( -799) 291 10-12=( 0) 0 8- 9=(-174) 745 5-13=(-148) 141 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -919) 204 11-13=(-121) 677 2- 9=( -45) 210 13- 6=(-105) 688 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13-14-) -26) 45 10- 9=( 0) 53 6-14=(-899) 221 TOTAL LOAD = 45.0 PSF 9- 3=( -18) 206 M-3x4 where shown; Jts:1-3,5-6,13 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) "" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -146/ 941V -239/ 241H 5.50" 1.51 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2 Design checked for net(-7 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 6'- 7.8" Allowed = 0.667" 11-09-11 9-06-05 MAX TL CREEP DEFL = -0.049" @ 6'- 7.8" Allowed = 1.000" 3-05 3-04-08 4-07-03 4-04-09 5-01-12 MAX HORIZ. LL DEFL = -0.012" @ 20'- 9.2" f 1' '1' 1' j' 1' MAX HORIZ. TL DEFL = 0.020" @ 20'- 9.2" 12 12 I IM-4x4 9.00 17 N9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,y.", IIIIIIIIIIP Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 3 2 o /- 41111111111!_�E19 ' M-3x8 ' 0 13 M-1.5x3 .`.Ila -i.-I r+ 7'• B 12 ,y M-1.5x3 M-�9t8 M-3x8 M-1.5x3 1' l l ; l 1 1 3-03-04 3-04-08 4-08-15 1-07-05 3-00-12 4-10-04 1' J' y 6-09-08 14-01-08 y 13-00 6-02-08 7-11 y �' ,� ,.` N' A V4© 20-11 ,4G. \'"a ,T 89200PE 9C JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D3 Scale: 0.1965 +, � ' WARNINGS: GENERAL NOTES, unless otherwise noted. Truss: D 3 1.BUNder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual 'j7 'f? OREGON * qtr, and Wamings before construction commences building component.Applicability of design parameters and proper L,. M 2.2x4 compreaston web bracing must be Installed where shown i. Incorporation of component h the responsibility of the bidding designer. �O n�\ 3.Add@onal temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et 4 �4iy, la the respormiNgty of the erector.Additional permanent bracing of 2'o.c.end et IF o.c.roepecdvely unless braced throughout melt length by `- DATE: 3/7/2016 the overall structure is the responsibility f the building designer. continuous sheathing arch C.plywood sheathing(TC)and/or drywall(BC). M L"]I"]Il l �. NY o3.2x Impact bridging or lateral bredng required where shown a♦ �7 Il 4 SEQ.: Ki7 8 616 0 4.No load should be applied to any component until after all brodng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should arty loads greater than 5.Design assumes busses aro to be used in a noncorrosive environment, TRANS ID: LINK desgnloads beapplied daycomponent. andar.ror dry cananlon^oruse. 5.CompuTrus Ma no control over and assumes no reeponalMlity for the 8.Design asarmes full bearing et al supports ahs n.Shim or wedge if EXPIRES: 12/31/2017 2 31/20.q 7 fabrication.handling,ehipmenl and lnetalktian of components. 7.Design assumes adequate drainage a prodded. March 7,2016 Lril UI I 8.This design a furnished subject to the limitations at forth by 8.Plates shall be boated on both faces of buss,and placed an their center TP WOICA In SCSI,copies of which Nil be furnished upon request. linea coindde with joint center linea. 9.Digits Indicate Na of plats In inches. MiTek DSA,Inc./CompuTrua Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-970) 205 6- 7=(-255) 239 6- 1=(-895) 215 8- 4=(-203) 166 BC: 2x4 KDDF hh1&BTR SPACED 24.0" O.C. 2- 3=(-793) 287 7- 8=(-186) 750 1- 7=(-106) 702 4- 9=(-253) 157 WEBS: 2x4 KDDF STAND 3- 4=(-718) 283 8- 9=(-125) 550 7- 2=( -75) 159 9- 5=(-101) 633 LOADING 9- 5=(-753) 189 9-10=( -91) 60 2- 8=(-371) 197 5-10=(-901) 221 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8- 3=(-207) 971 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 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" -146/ 991V -298/ 275H 5.50" 1.51 KDDF ( 625) 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 MAX LL DEFL = 0.018" @ 11'- 9.7" Allowed = 0.667" MAX TL CREEP DEFL = -0.038" @ 11'- 4.7" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.006" @ 20'- 9.2" 11-04-11 9-06-05 MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 5-10-15 5-05-11 4-06-09 4-11-12 T 1 f f f Design conforms to main n windforce-resisting system and componentsand cladding criteria. 12 12 DIM-9x9 9.00 Q 9.00 Wind: 140 mph, h=24.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di i), load duration factor=1_.6, 3 End vertical(s) are exposed to wind, 6Truss designed for wind loads in the plane of the truss only. 4 2 1111111111111W o0 fI , .` m o - lea MIr ..i.6 * 7 B 9 0 M-1.5x3 0.25" M-1.5x3 M-5x8(5) L:) PROS 5-07-07 y 5-09-03 y 4-10-01 y 4-08-04 y Go GINE .,,, /0 20-11 .� 89200PE 'Sr"' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - D4 /, �s! �„ -- Sala: e.zl6D � WARNINGS: GENERAL NOTES, unless otherwlee noted OREGON /tin tj e' 1.Binder end erection contrador should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual - I 1GOa V (i Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper .L . ry 2.2x4 compression web bradng must be installed where Mown a. Incorporation of component Is Iha reeponsibSty of the bulking designer. /) "7 Y 1 w 9. $ �_k- 3.Additional temporary bracing to Insure Medley during construction 2 Design assumes the top and bottom chortle to be laterally braced at "�/ill ' Y' ft length by is he reapon4dRy of the erector.Additional permanent bracing of continuouszo.vanasheathing rsuch rte plywood sheely unless athing(TC)and/othroughout rdryvnfl BC) +�R1 L� DATE: 3/7/2016 the overall structure ts the responsib68y of the building designer. 3.2x Impact badging or lateral bracing required where shown** SEQ.: El7 8 6161 4.No loan shoed be rete an to any component and.her at bradng and 4.Design aneem strruasses responsibility te seed ft e non-c rrrrosis nvirronment, fasteners Sr.complete and at no time should any loads greater than e TRANS ID: LINK design meds be applied to any component. are for"dry condition'ofus. B anawme.obearing at pPon.shown.Shim orw.a en EXPIRES: 2re1/2017 5.CompoTreshas nocontrol over and mew.neresponsibiliymrthe cmrye fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. March 7,20 1 6 S.This design Is furnished subJed to the limitations set forth by A plates shag be located on both feces of truss,and placed eo their center TPINvfCA in SCSI,copies of whmh all be?wished upon request. Ines coincide with Joint center lines. 9.Digits Indicate sin of plate In inches. MITek USA Inc./CompuTrus Software 7.6.7(11_)-E 1o.For bake connector plate design values see ESR-1311,ESR-1955(MITeb) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" OND. 2: Design checked for net(-7 psf) uplift at 29 "o s TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 P c pacing. BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 95.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-12 0-03-12 I 4 I 12 4.00 M-1.5x3 9 3 r 0 l0 2 A 0 0 1 iir to �/�/////////////////////////% 5 6 M-3x4 M-1,5x3 Jo y y 1-00 3-07-08 ,g tyGINE A? /0 17 892OOPE• r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - El Scale: 0.6466 .•• WARNINGS: GENERAL NOTES, unless otherwise noted V w ��►® " Truss: E 1 I.Builder and erection contractor should be advised of al General Notes 1.The design h based only upon the parameters shown and Is for an Individual /+ and Wamings before construction commences building component Applicability of design parameters and proper A 2.2s4 compression web bracing must be installed where Mown i. Incorporation of component la the responsibility of the building designer. -574. 4,w,cJ k Z�'.b` �'` 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle la be latently bread st V '�(,, V Is Me responsibility of the erector.Addltlonal permanent bracing of T o.n.and at 113.o c.respectively unless braced throughout their length by structure la the responsibility of the buildhp tlealgner, continuous sheathing such as plywood sheathing(TC)and/or dryvnu(BC). /W4?R R4Lk- DATE: 3/7/2016 the overall s 3. a Impact bridging or lateral bracing required Where shown•• SEQ.: K 17 8 6162 4.Na load should be applied to any component until after all bracing end 4.Instalation of truss h the responsibNM of the respective contractor, fasteners are complete and at no time should any roads greater than 5.DeCgn assumestmsses are to be used Ina non-corrosive environment, TRANS ID: LINK design Pads be applied to any component. end are for"dry condition"ofeae. 5.CompuTrus hes no control over and assumes no responsibility for the B.De segnµeawmes fun bearing at Cl supports Mown.Shim or wedge If EXP 12/31/2017 l 2/ 2u� „, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. C f *7 B.This deCgn Is furnished eubjed to the limitations set forth by B.Plates shall be bated on both faces of truss,and placed so their center March 7,2016 TPVWICA In SCSI,copies of Whlnh vdll be furnished upon request. Ines coindde vdth joint center lines. Wel,USA,Inc./CompuTrus Software 7.6.7(1L}E 8.Digits indicate sin of plate In Inches. to.For batik connector plate design values see ESR•/31f,ESR4988(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-21) 24 3-5=7-117) 88 BC: 204 KDDF b1&BTR SPACED 24.0" O.C. 2-3=(-56) 34 WEBS: 2x4 KDDF STAND 3-4=) -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -99/ 339V -13/ 44H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -22/ 153V 0/ OH 5.50" 0.24 KDDE ( 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. IC OND. 2: Design checked for net)-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE -.DADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.100" 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" f f T 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 3.8" 9.00 v MAX HORIZ. TL DEFL = 0.000" @ 3'- 3.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 9 -/ End verticals) are exposed to wind, 3 Truss designed for wind loads in the plane of the truss only. • r i i N o M 1 O M-3x9 M-1.5x3 y y ), 3-03-12 0-03-12 J• y 1, 1-00 3-07-08 13 r›. (4::',0 NGN R `r/ 11 ' 89200P E �'' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - E2 `,,• 0„,j. Scale: 0.6296 WARNINGS: GENERAL NOTES, unless otherwise noted ill. /a�. I.Budder end erection contrador should be advised of al General Notes 1.ThIs design Is bead only upon the parameters shown end b ler an Individual 7 OREGON w /�w Truss: E2 and Wemings before canebudbn commences. building component.Applicability of design parameters end proper L 2.2v4 impression web bracing mud be Installed where Moven a. incorporation of component h the rosponsiblNy cite building designer. +f� �7 14 2V�^'�"^ 3.Additional temporary bracing b Insure stability during construction 2 Design eeeumea the top and bottom chards to be laterally braced at Is the responsibility of the erector.Hddmoal permanent bating of continuous nend at. oin rsapadMly unless bre<ed thC) di Ihelr length). I [�R R I L� 2ampactada:ng 5,g lateas badng re uirelhlrp(T shown+drywel(BC). C DATE: 3/7/2016 the overall structure Is the aspondbdny of the bulking designer. 3.2c impact bridging or lateral bracing agorae mere dawn,+ SEQ.: El7 8 616 3 4.No bad should be applied to any component until after all bracing end 4.Installation of truss le the rospenetbllty of the respective contactor. fasteners are compete and at no time should any bads greater than 5.Design aseumee mass.ere to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to eny component. and are for'dry anndtten'eta... 5.CompuTnro hes no control over end assumes no rosponsidlily for the e 8.Design assumes Ng bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication,handling,shipment end installation of components. 7. sign assumes edequen drainage is prodded. March 7,2016 8.Tills design h furnished subJed to the limitations set forth by 8.Plates Mall be located on both faces of truss,and dined so their anter TP8 TCA in SCSI,copies of which x18 be fumbhed upon request. Ines coincide with Joint<enter linea. 9.Digits Indicate sin of plate In Inches. MiTek USA lnc.lCompuTnts Software 7.6.7(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) 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(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main indforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP Wind: 190 mphh=22.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End verticals) 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 POit lOPSP LIVE LOAD. TOP K-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-07-09 5-07-09 I T T 12 12 IIM-9x9 9.00 12 Q 9.00 iiii WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. f –/ v 1 1111111111 0 0 , 0 0 1 1 mr N f - 4 5 y y y N 1-00 11-02-08 l—oo (NI:' NGES �© �r� t. R . 4z` 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — F1 • Scale: 0.9131 �ry a ,ar 005, ry. WARNINGS: GENERAL NOTES, unless otherwise noted O /`100 N ��'vL. I.BuNder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown end h for an individual Truss: F1 and Warnings beforoanstructioncommencs. building companem.Apply.blityofdesign parameters and proper 2 254 compression web bradng must be installed where shown.. incorporation or amponent is me responsibility thin building designer, 'O '9?. ,�4 2O� .. ,, 3 Additional temporary bracing to Insure stability dudng construction 2 Design assumes m.top ane bosom chords to las latently braced at V ., Is the roeponsldAN of me erector.Additional permanent bracing of 7au.c.and at eo o c reapecso ply unless braced throughout their length by 'lien ` DATE: 3/7/2016 the overall structure b them sibNN the desrImpct eor laterlbprywg reuirod et whoresown•r dryweg(BC). R..IL`- spun y ofbuilding designer. 3.2a Impact bridging or lateral bracing required where shown.. SEQ.: K1786164 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the roeponsibNityofthe respedNecontractor. fasteners aro complete and at no time should any Made greater than 5.Desitin assumes trusses are to be used In a noncorroswe environment, TRANS ID- LINK design Mads be applied to any component. and ere for•drycondition"ofuse. 5.compuTrus has no control over and assumes no responsibility Mr the 6.De evnn assumes full bearing etch supports shown.Shim or wedge N EXP (RES: 12/31/2017 fabrication,handling,shipment end installation of components. ry. 7.Design esshoitassumes adequate drainage cesofprovided.s,en March 7,2016 S.This design b fumlNad subject to the limitations set forth by S.Plates shall be Mated on both feces of Imes,and placed no melt center TPLW1CA in SCSI,copies of which will be Nmbhed upon request. lines coincide with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.71E E I Forelsicateeascplate in gnhes. W ( t.For taint connector plate design values see ESR-7371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-211) 220 6-2=(-639) 177 BC: 2x4 KDDF #160TR SPACED 29.0" S.C. 2-3=(-575) 112 7-8=( -60) 83 2-7=( -38) 343 WEBS: 2x4 KDDF STAND; 3-4=(-575) 131 7-3=( 0) 290 2x6 ROOF #2 A LOADING 4-5=( -9) 120 7-4=( -38) 388 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=(-639) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -78/ 670V -185/ 185H 4.00" 0.45 KDDF (1485) 10'- 11.5" -78/ 670V 0/ OH 4.00" 0.45 KDDF (1985) 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 IOPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" 5-05-12 5-05-12 MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" T ' 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" TIM-4x4 9.00 7 9.00 MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" 3 4.0" MAX HORIZ. TL DEFL = 0.015" @ 10'- 8.8" gi Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3X92 imoupp M-3X9 Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by 7 Project En qualified building designer Engineer or qua g f �� M-5x8 Q� for lateral load and lateral stability. 0 0 ,+ ti I I ,+ A .y 0 0 1 1 N N /- 6,,lP 5./: -/ ** #* M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 1 1 l ; l 1-01-08 5-05-12 5-05-12 1-01-08 1 y \�' 'AG'N �"�' /© 10-11-08 0. :9200P -r- JOB JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - F241111"°°:0-4.... 2 " . • Scale: 0.3506 t� /� WARNINGS: GENERAL NOTES, unless othenvha noted. OREGONIlla CC .. 1.Bulder and erection contractor should be advised dal General Notes 1.This design h based only upon the parameters shown end h for an individual 7 ,yy to Truss: F2 and Warnings before construction commences building componentApplicability of design parameters and proper ` "{. e 2 254 compression web bracing must be installed where shown.. incorporation of component h Me responsibility of the building designer. ,✓ '4) 1A /'A P;" ""Sr. 3.Additional temporary bracing b Insure stability during construction 2 Dasipn names the top and bottom chortle to be laterally braced at O 4 4 A.1 Is the rospomiMAty of the anedor.Additional permanent bracing of 7 o.e.end et 10 o.c.respectively unless braced throughout their sll(B by A/J R R. LA- `_ DATE: 3/7/2016 the overall structure k the responsibltiy of Me building designer. continuouscImpact pactrdgor laterlbh ae pywmoeNae where heresawn 4r drywati(BC). '.! g 3.2s Impact bridging or lateral bracing required whero Mown•. SEQ.: K 17 8 616 5 4.No load should be applied to any component until after all bracing and 4.Installation of Truss Is the responsibSly of the resped6e contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. end are ler"dry condition"of use. TRANS I D: LINK S.Design assumes NA bearing at al supports shove.Shim or wedge if EXPIRES: p 2 3 2/ 7 5.CompuTnn has no control over end assumes no reeponeibllity for the neaaeary. EXP.RES. 1?131 X211 fabrication,handling,shpmsnt and krtstleeon of components. 7.Design assumes adequate drainage is provided. March 7,2016 6.This design Is Nmiahed subject to the Mations act forth by B.Plates shal be bated on both feces of Inns,and plead so their center TPLWFCA In SCSI,copies of which MI be famished upon request. Anes coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits indicate size of plata in Inches P ( )- 1o.For beak connector pleb design values sea ESR-1311,ESR-1968(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-576) 195 4-5=(-183) 188 4-1=(-957) 163 5-3=( -92) 375 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2-3=(-576) 169 5-6=( -57) 81 1-5=( -39) 345 3-6=(-957) 187 5-2=( -6) 290 2x6 KDDF #2 A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 0'- 0.0" -75/ 995V -160/ 160H 9.00" 0.33 KDDF (1985) 10'- 11.5" -75/ 995V 0/ OH 4.00" 0.33 KDDF (1985) LL = 25 PSF Ground Snow (Pg) ',.' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. kOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.065" @ 8'- 0.4" Allowed = 0.386" MAX TC PANEL TL DEFL = 0.050" @ 2'- 11.1" Allowed = 0.580" MAX HORIZ. LL DEFL = 0.008" @ 10'- 8.8" MAX HORIZ. TL DEFL= 0.015" @ 10'- 8.8" 5-05-12 5-05-12 1' 1' 12 12 Design conforms to main windforce-resisting II M-4x4system and components and cladding criteria. 9.00 c.�9.00 2 4.0" Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), niload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. M-3Z AILL.RummimM-3x4 r -5 5x8 k4" -,/ 0 H O I ti .i A o ti 0 N N II M-1.5x3 M-1.5x3 Q 6.00 6.00 12 12 1 l y 5-05-12 5-05-12 t�t1 y 10-11-08 y �Co- VD PR a�,, Ut 1/© c t 'S' e2. 89200PE 9<' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - F3 � ,L"r�+�/ Scale: 0.3515 WARNINGS: GENERAL NOTES, uMaas otherwbe noted: OREGON "Ct. Truss: F 3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran Individual and Warning.before construction commences. building component.Appllcobl114 of design parameters end proper 1�` 2 Za4 compression web brsdng must be installed where shown�. Incorporation of component la the responsibility of the building designer. ) .+I 1 4 2,C$ .4 3.Additional temporary bracing to Insure slebllgy during construction 2.Design assumes the top and bottom chorda to be laterally braced at V Is the responsibility of the erector.Additional permanent bracing of 7 o.c end et 10'o.c.respectively unase braced throughout their length by If J. DATE; 3/7/2016 the overall structure Is mare continuous sheathing such as plywood ng(TC)and/or drywall(BC). -1:4 R I�1 �J .ponnenrp of the building designer. 3.I a Impact bddgire or lateral boang required where shown t♦ 4 SEQ.: K 17 8 616 6 4.No load should be applied to any component until ager all bracing and 4.Inatalletbn of Wes Is the responsibility of the rearm:We contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads bapplied toany component. .na.rsrordryconanion of use. 5.CompriTrus has no control over and assumes no responsibility for IM 8.Design assumes full bearing at all suppods shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Inetalletion of components. 05 7.Design eneothifacelMM.,d. an March 7,2016 8.This design is billry thelocatedtheirSCSI, of which will be furnished upon request. Ines coincide with Joint center lines. Mitek USA,Inc./CompuTrua SOBN2re 7.6.7(IL}E g.Digits indicate elm of pate In inches. 10.For basic connector pate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 120 6-7=(-2244) 2272 6-2=( -961) 653 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-1752) 1397 7-8=(-2244) 2272 2-7=(-1599) 1854 3-4=(-1752) 1397 7-3=(-1018) 1266 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LOADING 4-5=( -9) 120 7-9=(-1599) 1 854 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4-8=1 -961) 653 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 13.5" 13.5" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -599/ 981V -2000/ 2000H 4.00" 0.66 KDDF (1485) 10'- 11.5" -599/ 981V -2000/ 2000H 4.00" 0.66 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 `COND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX LL DEFL = -0.002" @ 12'- 1.0" Allowed = 0.075" 5-05-12 5-05-12 MAX TL CREEP DEFL = -0.003" @ 12'- 1.0" Allowed = 0.113" ,r 1. 1' MAX TC PANEL LL DEFL = 0.058" @ 3'- 1.4" Allowed = 0.386" 12 12 MAX TC PANEL TL DEFL = 0.152" @ 3'- 1.4" Allowed = 0.580" M-9x6 9.00 7 Q 9.00 MAX HORIZ. LL DEFL = 0.049" @ 10'- 8.8" 4.0" MAX HORIZ. TL DEFL = 0.056" @ 10'- 8.8" 3 f,( Pi ICOND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,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 I M-3x5 z 7 Note: Legdown not checked for any lateral loads. /- � ' -� The design shall be reviewed and approved by 5x8 Project Engineer or qualified building designer for lateral load and lateral stability. 0 0 1 I ti = A o o I N CV M-3x9 M-3x4 ii Q 6.00 6.00 12 12 J. b . 1 J. 1-01-08 5-05-12 5-05-12 1-01-08 O P R Op l 10-11-08 y Co‘ tAGINEfiR cSj�p 89200PE c" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - FDRAGScale: 0.3506 e WARNINGS: GENERAL NOTES, udees othervdse noted O OREGON I )aCt 1.Builder end erection contradar should be advised of all General Notes I.This design Is based only upon the parameters shown end Is for an IndiNdual 7L RElGON 1L( Truss: FDRAG and Warnings before construdwncammenaee bui0ing componentApplicability ofdsaign parameters and proper /N L 5 lc 2.Pao compression web bradeg must be Installed where shover r. incorporation of component h Me reaponlbSty of the building designer. '/� �7 14 A. V 4 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes me top and bottom chords to be laterally bread at '�,/ 't Is the responsibility of me erector.Additional d bracing f 7 o8 end et ea hin respectively as pty plywood s r Ilei )TC) n throughout in ty length) [FIR I't germane g o continuous t la o.ng such ti ely�wod stbowed throu hoot t drywaNgth by : 4 DATE: 3/7/2016 the overall structure N the responaibgky of the building designer. 3.Dr Impact bridging or lateral bracing required where shown** SEQ.: K 17 8 616 7 4.No load should ba applied to any component until alter an bradng and 4.Installation of trues Is the responsibility of the respective contractor. tasteneni are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK s.compuTnroneon oantmloaranaaseumeenoragwalblyfarm. 8.necessary. Ngnassumes hfbearing atatsupports shown.Grim orwedge if EXPIRES: 12/31/2017 ry N Nc fabdealg handling.shipment and installation of componentstechby. 7 Design assumes adequate drainage h provided. M arcl 17,20 1 V 8.This design b furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of teres,and placed so their center TPINyICA In BIB,copies of Mach nil be Nmielled upon request. thee coincide with)oid anter lines. 9.Digits Indicate Slee of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,EBR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 71 2-6=(-137) 977 6-3=(-196) 231 BC: 2x9 KDDF #16BTR; SPACED 29.0" O.C. 2-3=(-1322) 163 6-7=(-171) 1108 3-7=(-330) 186 2x6 KDDF #1&BTR B1 3-4=( -925) 152 7-8=( -55) 85 7-9=( -18) 691 WEBS: 2x9 KDDF STAND; LOADING 4-5=( -912) 148 7-5=( -69) 602 2x6 KDDF #2 A LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-637) 178 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TO"AL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -172/ 1210V -130/ 177H 5.50" 1.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 544.0 LBS @ 2'- 3.5" 13'- 4.5" -92/ 668V 0/ OH 4.00" 0.45 KDDF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 00 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. SINGLE MEMBER AS SHOWN. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 HANGERS ATTACHED TO BOTTOM CHORD MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" WILL HAVE 1.5"MAX.NAIL PENETRATION. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.091" @ 7'- 10.7" Allowed = 0.629" f T f MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.7" 3-00-08 4-10-04 5-05-12 MAX HORIZ. TL DEFL = 0.029" @ 13'- 1.7" 12 12 9.00 IIM-4x4 N9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ( Wind: 190 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, NN !! fiaI ), Enclosed, Cat.2, Exp.B, MWFRS(Dir), on factor=ll(s) are exwind,ned for winof the tregdown not checked for any lateral loads. The design shall be reviewed and approved by M-3x4 IIII4 Project Engineer or qualified building designer 300 ds for lateral load and lateral stability. IM-5x8 0 o 1 A_D .-f NIZrt reallrEMII 0. 'll' -/ 6 o .x4 M-7x8 M-1.5x3 �� Q 6.00 6.00 12 12 l is44# 1 l 2-09 5-01-12 5-05-12 1' 1 l 1 l ry 1-00 7-10-12 5-00-04 0-05-08 <<,.. �',V P R OF.t. l co �` 13-04-08 y e.:3., • `G�NE�0 C.3. ZC! :9200P If, JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G1 Scale; 0.2839L� WARNINGS 1.Builder O.ihi,GENERALNOTES,is uMaupon thnvise ep.ra ate '' OREGON w d / Truss: G 1 BUNtlar e W e beta,contractor should be advised daft General Notes his design Is band only upon the parameters shown and Is for an Individual •7y V aw and Warnings before construction commetwee. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Installed where shown a. incorporation of component is the rasponstbllity of the building designer. w ..-71" Q 1. P � 3.Additional temporary bracing b Imre NabIINy during construction 2.Design assumes ms top end bottom chords to be laterally braced at / 7 14 M the responsiMlly of the erector.Additional permanent bracing of T c.c.and a110'o e reapeciNp unless braced throughout mob length by DATE: 3/7/2016 the overall structure la the reasonability f me buildingdesigner. continuous sheeting such es plywood sheathing(7G)end/or drywall/BC). '/14 1('!i I1 y Y o g 3.25 Impact bridging or lateral bracing required where shown++ �7 1 l }+ SEQ.: K1786168 4.No bed should be aspired to any component until after all bracing and 4.Design of truss Ie the reasonability of theroapenos contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trues.ere to be used In a rwnwonoeNe environment, TRANS I D• LINK design beds be applied to any component. end are for condition"Hue.. 5.Gorman/1 hes no control over entl assumes no responsibility for me 8.Design assumes full bearing et ail support.shown.Salm or wedge If EXPIRES: 12/31/2017 y. fabrbatien,haedlIng,shipment end installation of components. ne Design gn ae 8.Tale design is furnished eub)aot to the limitations rat forth by 8,Plate sassumes all be loc ated eneboth feoee Ohge isms, nd placed ea their center March 7,2�16 TPWMCA in SCSI,copies of which all be furnished upon request. Ones coincide with Joint center lines. MITek USA Inc./CompuTrus Software 7.6.7(1 L}E 9.Dight Indicate size of sleds In Inches. 10.For bus connector plate design values see ESR-1311,ESR-11388(MITek) Ilk This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-6=(-242) 596 3-6=(-218) 162 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-804) 164 6-7=(-277) 679 3-7=(-208) 196 WEBS: 2x4 KDDF STAND; 3-4=(-781) 186 7-8=( -56) 83 7-4=( -62) 459 2x6 KDDF #2 A LOADING 4-5=(-760) 191 7-5=( -64) 492 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-555) 201 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -94/ 745V -131/ 177H 5.50" 1.19 KDDF ( 625) 13'- 4.5" -92/ 590V 0/ OH 4.00" 0.40 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 TOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.014" @ 7'- 10.7" Allowed = 0.419" 7-10-12 5-05-12 MAX TL CREEP DEFL = -0.030" @ 7'- 10.7" Allowed = 0.629" 2-09 5-01-12 5-05-12 MAX HORIZ. LL DEFL = -0.014" @ 13'- 1.7" f f 1 '1 MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 12 12 I IM-4x4 9.00 7 Q9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 ,F,( Nig Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer M-3x9 M� M-3x9 for lateral load and lateral stability. 3f 7 4' -,M-5x8 0 I 0 Nam�Agoe_e "Al, o- 6 0 1 M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 p 12 12 l l y 1 l 1-00 2-09 5-01-12 5-05-12 PROpfi l y �� � +'_'`G'NERyd ,� /013-04-08 �C/. r 920OPE 11 JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G2 Scale: 0.3155 W. -t+-(y,,,,, Builder GENERAL NOTES, unless otherwise mete �� OREGON 4, 1.BuAder and erection contractor should be advised/daft General Notes 1.This design b based only upon the parameters shown and la for en individual OREGON I V i� �[✓ Truss: G2 and Warnings bebre conslrudbn commences building componentApplicability of design parameters and proper �y 2.2e4 compression web bracing must be Instalbd where shown*. A. Incorporation of component la the roponsibABy of me building designer. �/� 'I V 14 ?- S.Additional temporary bracing b Insure stebllty during construction 2.Design and Iassumes ms lap and bottom chords b be laterally broad at 'L/ by M the reponsibyty of the erector.Addolonal permanent boning of c n i end at ee hin.respectively ply woods braced(TC)and/or their dry lengthl(B). 41FiR 1 I- permene continuous 10'o.ng such ti elply unle s braced throughout and/or tlry ). 5+ DATE: 3/7/2016 the overs structure la the reponalbllty of the building designer. 3.So Imped bridging or lateral bracing required where Mown e I. SEQ.: K17 8 616 9 4.No bed should be applied to any component uMI after all bracing end 4.Instagion ooes trusses are o nsibebili used ty ttin a reshe pedNewd nnvc orr. fasteners era template and at no the Mould any bas 5.Ins greeter thangra m TRANS I D• LINK design loads be applied to any component, and era :r"dry condition"of se. 5.CompuTrua has no control over end assumes no rasponslblley for the 8.Deva assumes NR bearingat all supports shown.Shim or we If EXPIRES: 12/31/2017 nary. fabrication,hendling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. March 7,20 16 1 6 la Eanl 8.This design la furnished subject to the limitations set forth by 8.Pietas shag be located on both faces of Was,end placed as their center TPLWTCA in BKS!,copies of which will be furnished upon request. Ines celnclde vAth joint center lines. 9.Digits indicate ales of plate in inches. Wee USA,IDC./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-robe(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" 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=(-399) 635 3- 6=(-266) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-802) 158 6- 7=(-449) 711 3- 7=(-211) 195 3- 4=(-806) 230 7- 8=(-121) 159 4- 7=( 0) 175 WEBS: 2x6 KDDF STAND; 2X6 KDDF #2 A LOADING 4- 5=(-559) 245 7- 5=(-357) 633 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 8=(-547) 289 TC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -94/ 745V -114/ 228H 5.50" 1.19 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC CON. FOR 13'- 4.5" -92/ 589V 0/ OH 4.00" 0.40 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 7-11-11 5-04-13 MAX LL DEFL = 0.026" @ 8'- 0.0" Allowed = 0.419" MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-02-11 5-04-13 MAX HORIZ. LL DEFL= -0.019" @ 13'- 1.7" 1' '1 '1 1 MAX HORIZ. TL DEFL = 0.023" @ 13'- 1.7" 12 M-4x6 9.00 17 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 5 w, Wind: 140 mph, h=22.2ft, TCDL=6.0,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. co Note: Legdown not checked for any lateral loads. o The design shall be reviewed and approved by M-3x4Ala4E111Tec g qualified buildin desiPro' t En ineex ox g goer for lateral load and lateral stability. cc 411111111111111111100... Al 0 ........0 iii.A!. or. 6 I o M-3x4 M-5x6 M-1.5x3 Q 6.00 6.00 12 12 t1 fy y 1-00 y 2-09 y 5-01-12 5-05-12>L '�[`o PnaA.4.. y 13-04-08t..\6114 .- y\Co t 'i /% ',C 89200PE r" • JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G3 .,A ' '.' ./0;0! . Scale: 0.3252 IP <.. C�� WARNINGS:iederGENERAL nisNOTES, unless on to isepar mete OREGON �C✓... I.Bustler and erection contractor Mould be advised of all General Notes I.This design is based only upon Me parameters shown and is for an lrMlvltlwl OREGON Truss: G3 end Warnings before combustion commences. building component.Appilcabllsy of design parameters and proper � 2.]s4 compression web bradng mint be instAted where Mown+. incorporation of component Is the reaponslbAgy of the building designer. '',7,4 4." T}/ 14 2 c3\ �+ - 3.Additional temporary bracing to Insure stability dump cunsiradion 2.Design assumes the top end bottom chords to las lafanity braced al '�✓ al. !w Is the responsibility o!the erector.AddsAnal permanent bracing of 2 sc.and et 10'ac.rsapectNey unless braced throughout their length by DATE: 3/7/2016 the overall atruclure la the responsibility )the build) desi designer. 2x Imp ous sheathing such as acwg re aired bp(,,s ear,Cr drywas(SC). �''4`,,, o rap g 3.as Impact bridging or such bracing d sheat 0ng(7 shown+ SEQ. : K1786170 4.No load should beepptiedtoany component until after all bradngand 4. truss reeo used es theresponsibility sibllterepe ater n,veonr. intents are complete and at no time should any loads greater than 4.and aaare far ass"drumes trues., use. TRANS ID: LINK design bads be applied to any component. 8.Design assumes full beadng ,. 5.CompuTrusMsnocontrol over and assumesnoreeponalbllsyfor the e ,ry. supports Mown.Shim or wedge l! EXPIRES. 121511 017 fabrication,handling.shipment and installation of components. 7.Design,,assumes adequate drainage is prodded. March 7,2016 6.Thio dedgn is famished sublsd to the limitations set.rah by 8.Plates shag be located on both faces of trues,and placed so their center TPM-CA In SCSI,copies of which will be famished upon request. Anes coincide 04th Joint center lines. MITek USA,Inc./Com uTrus Software 7.6.71E E S.For b)sic coneraeppladeeignte in values D ( 7.For basic connector size f pts design values see ESR-1371,ESR-7858(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=(-403) 660 3- 7=(-278) 290 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2- 3=(-802) 181 7- 8=(-453) 739 3- 8=(-180) 166 WEBS: 2x4 KDDF STAND; 3- 4=(-806) 298 B- 9=(-119) 156 9- 8=1 0) 175 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-404) 675 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-559) 287 6- 9=(-597) 337 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -103/ 745V -119/ 229H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 9.5" -99/ 589V 0/ OH 4.00" 0.40 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 "" For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 9-11-11 3-04-13 MAX LL DEFL = 0.032" @ 8'- 0.0" Allowed = 0.419" 1' 1' '1 MAX TL CREEP DEFL = -0.094" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 2-02 3-04-13 4 .f ,f 1' 1' MAX HORIZ. LL DEFL = -0.020" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.024" @ 13'- 1.7" 8-00 1' 'f5 Design conforms to main windforce-resisting 12 system and componentsand cladding criteria. 9.00 17 M-9X6 Wind: 140 mph, h=22.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-3x4 load duration factor=1.6, 6 End vertical(s) are exposed to wind, �l -' Truss designed for wind loads in the plane of the truss only. Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 0 �� 1 M-3x9 3 g I �! N 5x10 o Al a' 0 1 7 "" I M-3x4 M-5x6 M-1.5x3 I Q 6.00 6.00 12 12 ,l'' ,L' 2-09 y 5-01-12 y 5-05-12 1 ''CC' PF�QF�ss J• 13-04-08 1 �5 ‘,AG <2 :9200P r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G4 ,I' Scale: 0.2728 ' is . . WARNINGS:alderG.This GENERAL NOTES, uMeupon the parameterslse '42 - -", OREGON A.1.BN and erection contractorshould co be ativleetl of all General Notes I.This building oe h based only upon the esign shown and Is for an individual 40 Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper �a 2.2x4 compression web bradng must be Installed where shown« Incorporation of component Is the raepansiblllty of Iha building designer. w 2'') 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chord to be laterally braced at �� 4 L �(� Is the responsibility of the erector.Adds nsf permanent hr dog of 2 o c and at 10'cc.respedbety unless braced throughout their length by DATE: 3/7/2016 the overall structure is the reapenslbley of the building designer. 3.20 tmped bridging or lateral ng nplywood dng r gwrcd wherree shown • arywae(Bc). t CS 1�1,,, SEQ.: Ki7 8 6171 4.No Mad should be applied to any component until alter all bradng and 4.Installation of inus is the responsibility of the respedNe contractor. 1 fasteners era complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrodve environment, design pads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8.Design assumes full bearing at al supports shove.Shim or wedge if X�/P�3 RryE('S[� 12/31/2017 3 /20.x7 5.CompuTnn has no control over and assumes no responsibility for the mummy. EXPIRES: !(:]�/fUl/ febrkatton,handling,shipment and lnetalk8on ofcomponeMs. 7.Design assumes adequate drainage.provided. March 7,2016 8.This design is furnished subject to the Imitations est forth by 8.Plates shell be bated on both faces of trans,and pieced so their center TPLWICA In SCSI,copies of vetch w@ be Nmished upon request. Anes coincide with joint center Ines. Trus Software 7.6.7 1 L E 8.Digits Indicate sin of plate in Inches. MiTek USA,Inc./Com W ( )- 10.For bask connector plate tleslgn values see ESR-1311,ESR-7888(trek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.5" 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- 7=(-387) 673 3- 7=(-284) 232 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-802) 199 7- 8=(-936) 753 3- B=(-165) 150 WEBS: 2x9 KDDF STAND; 3- 4=(-806) 313 B- 9=(-116) 154 4- 8=( 0) 175 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 8- 6=(-410) 705 LL( 25.0)001( 10.0) ON TOP CHORD = 35.0 PSF 4- 6=(-564) 295 6- 9=(-547) 400 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 29"OC DON. FOR 0'- 0.0" -119/ 745V -115/ 230H 5.50" 1.19 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 4.5" -153/ 589V 0/ OH 9.00" 0.40 ROOF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. TOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" vertical members (coon). 11_11_11 1-04-13 f fMAX LL DEFL = 0.038" @ 8'- 0.0" Allowed = 0.419" MAX TL CREEP DEFL = -0.044" @ 8'- 0.0" Allowed = 0.629" 2-09 5-00-11 4-02 1-04-13 A 1' 1 f I ' MAX HOAR. LL DEFL = -0.021" @ 13'- 1.7" MAX HORIZ. TL DEFL = 0.025" @ 13'- 1.7" 8-00 T T 12 5 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 Wind: 140 mph, h=23.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads M-3x9 in the plane of the truss only. 6 -/ Note: Legdown not checked for any lateral loads. The design shall be reviewed and approved by Project Engineer or qualified building designer for lateral load and lateral stability. 0 M-3x9 1� 1001.11.1111111111.°111111.111111.111.111111°11111111' ,-1 iiIIIIIIIIIIIIII,00"10 I co 1.0 A o = 7 o M-3x4 M-5x6 M-1.5x3 .Q 6.00 6.00 12 12 y y y y y ��YNN( P R QF .ss 1-00 2-09 5-01-12 5-05-12 l 13-04-08 y �C/��.h\� �C71I + /0�.. 17 :9200P 1- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - G5 '' Scale: 0.2929 `� F WARNINGS: GENERAL NOTES, unless otherwise noted: "'. 1.Binder and erection contradarehould be advised of all General Notes 1.This design is based only upon the parameters shown andis for an Individual t-A Truss: G5 and Warnings before construction commences building component.Applicability or design parameters and proper �}'_©(1 L70N 2.2a4 wmpresdon web bradng must be Installed where shown.. incorporation of umpanent is the recpondbBty of the building designer. �'6-�/A 1.. ata 1� dC 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end hallow Monde to be laterally braced at _7/ 14 �•1�a�,.. Is the responsibility of the erector.Additional permanent bracing of T o.c.and at iG a.c.respectively unless braced throughout their length by �+'s DATE: 3/7/2016 Me overall dmuiure h Me reepondbl ng signer, continuous sheathing or such ,plywood aired sheathing(TC)and/or tlryweA(BC). sit'{/�, �'t 10 AY of ,111a de 3.In Impact bridging or lateral bracing required reaps Mown.• 4 L.ln SEQ.: K 17 8 617 2 4.No load should be applied to any component until after all braang and 4.Installation of truss is the responsibility of the reaped'.=Wada. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroehe environment, TRANS ID: LINK delegn leads be applied teeny aempaeeot and are fee dry sendtlon of use. 5.Compult a he,no control over and assumes no responsibility for IM S.Deewg assumes NN bearing at aN supports shout.Shim or wedge I/ EXPIRES; 12/31(2017 tabdoticn,handling,shipment and msteltation of components. ry' 7.Design assumes aB.This design is furnished subject to the limitations set forth by 8.plae.ahall be buatedueneboth facesdrainagelotrruvss,and placed so their center March 7,2016 TPIIWICA In SCSI,copies of which will be furnished upon request. Ansa coincide with jolts center lines. MiTek USA Inc./CompuTrus Software 7.6.7(7 L}E 5.Digits Indicate size of plate in Inches. IN.For bade connector plate de.lgn values see ESR-1311,ESR-18138 MT.) MEL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-08 GIRDER SUPPORTING 20-11-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4630) 732 1- 6=(-694) 3554 6- 2=( -402) 2816 4- 9=(-4788) 844 BC: 2x8 KDDF #1&BTR 2- 3=(-2080) 414 6- 7=(-688) 3520 2- 7=(-2532) 520 9- 5=( -94) 30 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-1560) 368 7- 8=(-240) 982 7- 3=( -190) 920 2x8 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=( -156) 194 8- 9=(-240) 982 7- 4=( -556) 3144 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.5" V 8- 4=( -258) 1512 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 236.5)+DL( 209.2)= 445.6 PLF 0'- 0.0" TO 15'- 5.5" V BC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 2090.0 LBS @ 13'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -682/ 4286V -169/ 332H 5.50" 6.86 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 5.5" -1003/ 5775V 0/ OH 5.50" 9.24 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ( 2 ) complete trusses required. MAX LL DEFL = -0.038" @ 6'- 2.4" Allowed = 0.485" Attach 2 ply with 3"x.131 DIA GUN nada staggered: a}s HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.097" @ 6'- 2.4" Allowed = 0.727^ 9^ oc in 1 row(s) throughout top chords, LOAD(S)EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = 0.007" @ 15'- 2.0" 9" oc in 2 row(s) thhrougghouut 208 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.013" @ 15'- 2.0" 12-00-11 3-04-13 6-09-03 5-06-08 1-05-09 2-01-09 Design conforms to main windforce-resisting f ' f 1 f system and components and cladding criteria. 12 Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 17 M-9x6; =M-8x8 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, OMIIM =MMOI End vertical(s) are exposed to wind, !�'1 111 Truss designed for wind loads in the plane of the truss only. IIIIIIIIIIIIIIII 111 M-3x6 o rn M-5x16 m MIS 0 1 6 a I M-3x10 M-8x10 -'9 0 M-4x12 -M-4x4 1 , ). e.e y2o9o_ n , cO PROF 6-02-07 5-06-08 1-07-05 2-01-09 y ��� ,toiN - 616' f�� y 15-05-08 4 :9200PE <' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - GGIRD �. � .Scale: 0.2357 a/y(,,. • WARNINGS: GENERAL NOTES, unless olhenMse noted t OREGON fi_" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end*for an individual �(.�t OREGON 40 Truss: GGIRD and Warnings before construction commences. building dampened.Applk.blit/of design parameters end proper CO P 2.2a4 compression web bracing must be Installed where shown e. Incorporation of component is the reeponsibSRy of the building designer. �1.) '14' .{A V 3.Additional temporary bracing to Insure stability during construction 2.Dasipn.sauna.the lop and bottom chords to M latanlry braved et '.J lit Is then nsibilly of me erector.Additional permanent bracing of contic.nuous al1Ohin.respectivelyscasptunlessbeaconthroughoutMeyall/Bby M;ER�11..�- aspo germane continuous teething such as ely unless shea ed t r throughout and/or drywall/BC). b DATE: 3/7/2016 the overall structure la the responsibility of the building deelgnet 3.20 Impact bridging or lateral bracing required where Mown++ 4.No bad should be applied to any component until after s8 bracing and 4.Installation of truss is the responsibility of the reapedhe contractor. SEQ.: K 17 8 617 3 fasteners tie complete and at no time should any loads greater then 5.Deaton assumes trusses are to be used Ina noncanoeke environment. TRANS ID: LINK design loads be applied to any component. ender oWmryacondition"off+e. p� wedge 5.CompuTrus hes no control over and assumes no responsibility forma 6.Design NN bearing t R supports shove.Shim or if EXPIRES: 12/31/2017 ry. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 7,2016 e.This design is furnished subJed to the limitations set forth by 8.Plates shill be keeled on both faces of truss,and placed so their center TFINVECA in SCSI,copies of which veil be furnished upon request. linea coindde with Joint center lines. 9.Digits indicate size of plate in inches. Welt USA,Ino./COfnpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESP-131i,ENR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 9.0" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #164VTR 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)1-OW10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=21.6f t, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Sable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-04-08 4-04-08 T T T 12 12 9.00 V IIM-4x4 9.00 2 41111 —7 f 0 0 o I 0 I ti f —7 4 5 l l y y 1-00 8-09 1-00 9,5) PROpk- 44 1 c 89200P r- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - L1o/' Scale: 0.4760 11111 difit c� . O WARNINGS: GENERAL NOTES, unless otherwise noted: ImoA:� q`. Truss: Ll 1.Builder and erection contractor should be edvieed of al General Notes 1.This design Is based only upon the parameters shown end Is for an Individual "7� OREGON y EGO44/ and Warnings before construction commences building component Applicability of dodgy parameter.end proper 2.2x4 compression web bracing must be installed where shown«, incorporation of component h the responsibility of the building designer. �O '' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom dards to be Merely braced al 41 1 OwA Is the responsbllty cf the erector.Additional permanent bracing of 2'continuous and at f C o c rsuch cc ey unless braced throughout their length by l_ DATE: 3/7/2016 the overall structure is the roeponabllty of the building designer. sheathing such as plywood sheathing(TC)and/or drywal5BC). >F! lS R I t-� 3.2x Impact bridging or C.nal bracing required where shown«« �T 7-1 SEQ.: Ki7 8 617 4 4.No bad should be applied b any component until after all bradng and 4.Installation ao-uss is me responabuily of the respective contractor. fasteners are compete and at no time abouts any loads greater than 5.Design assumes trusses are to be used Ina non<nrroave environment TRANS ID: LINK design Weds be appfled to any component. and are for"dry condiionofuse. y " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NN bearing at ail supports shown.Salm or wedge If EA p R /31/2017 fabrication,handling,shipment end installation of components. necesaery. T.Design 951 beebated on bath face is prusls,d.an starch 7,201 B 8.This design Is fumlstrotl to the limitations set forth by S.Plates chap be assumesadequate at both feces of buss,end plead co their center TPUWICA In BCSI,copies of which will be famished upon request. linea coincide with}Witt center lines. e.Digits indicate sits of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6,7(1 L)-E 10.For bask connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-09-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2216) 318 4-5=(-1956) 2026 4-1=(-2220) 296 5-3=( -666) 2358 BC: 2x6 KDDF #1&BTR 2-3=(-2216) 318 5-6=(-1956) 2026 1-5=( -666) 2358 3-6=(-2220) 296 WEBS: 2x4 KDDF STAND LOADING 5-2=( -292) 1832 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 8'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.0" -437/ 3203V -2000/ 2000H 5.50" 5.12 KDDF ( 625) --"r ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" o 9" oc in 1 row(s) throughout 2x4 top chords,XX AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.036" @ 2'- 5.3" Allowed = 0.316" MAX TC PANEL TL DEFL = -0.022^ @ 6'- 5.5" Allowed = 0.474" 4-04-08 4-04-08 f fMAX HORIZ. TL DEFL = 0.004" @ 8'- 7.3" 12 12 M-4x6 9.00 17 N 9.00 ICOND. 3: 2000.00 LBS SEISMIC LOAD. 4.0" 2 Design conforms to main windforce-resisting \ ���Ila system and components and cladding criteria. ill Wind: 140 mph, h=21.6ft, TCDL=6.0,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 is,-,x, ieee''Iliju _......iiiii 1 I 0 f4► 5 sws16 M-3x8 M-7x8 M-3x8 y 1 1' 4-04-08 4-04-08 n�y y 8-09 y '<<-9,0) PROp4,. 619 89200PE JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - LGIRD ,/rte' �,,, --...• Scale: 0.4406 .;IMO n • Ct. WARNINGS: GENERAL NOTES, unlessotherwise noted: ro OREGON �). I.Balder end erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and is for an individual 7/ 4[✓ Truss: LGIRD and Warnings before construction commences. building component.Applicability of design paremeters and proper L'' /� / 2.2Ful compression web bredng must be Installed where shown 0. Incorporellon of component Is the responsibility of the building designer, /1 -7 1'" y A ?-' �4 3.Additional temporary bracing to Inure stability during construction 2 Design sesames the top end bottom Morris to be laterally braced et '�,/ i s'Y is the responsibility of the erector.Addtdnal permanent bracing of 7 continuouse sheathing such ami plywood ehuthing(TC)and/orrywa8 BCoughout their length). 41 R A` I;LN- DATE: 3/7/2016 the overall structure is the responsibility of tha binding designer. 3.2x Impact bridging or Waal bracing required where Mown** SEQ.: K 17 8 617 5 4.No load should be applied to any component until alter all bradng and 4.Installation ledge Iion oftruss ttru wemme responsibility onto n blilyused m.n respective oe ctor.environment, fasteners are complete and at no time should any meds greater than end ra for ume trusses re use. [r e] .R ry `� TRANS ID: LINK semenbeshasnoapplied toany component. 6.Design assumes full bearing atalsupports shown.Shim orwedge II EXPIRES: 12/3.1/201! 5.CompuTrs has no control over and sesames no responsibility for the ya,y. Fs fabncetbn.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 8.This design A hmiehed eab)ad to the limitations est forth by 8.pulse shag be located on both faces of truss,and placed so their center TP WJTCA in BC51,wales of which cosi be famished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.70LI-E 10.For basic connector plate design values see ESR-1311.ESR-1998(Mick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 1.0" ICOND. 2: Design checked for net(-7 psf) uplift at 29 "00 spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 p g BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2X4 KDDF STAND; Design conforms to main windforce-resisting 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=23.eft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), LL = 25 PSF Ground Snow (Pg( load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 6-04-07 5-08-09 T 1 4 12 M-1.5x3 5 9.00 9 -� M-3x6 111111111 3 �o 0 . Al .. ,_, ,AI1I _, o , i o M-165x3 M-3x6 M-3x4 y y .1. s�6-0L,_/j;;;PsPR'' '-' ,>_\ 2-11 5-10-OS y 11-00 12-01 0y03 � GIN � CJ 892.00PE. �c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P1AFW Scale: 0.2716 © 5 4' WARNINGS: GENERAL NOdesign Is b unless on the p e noted.. O i « " Truss: P 1AFW 1.Builder and erection contractor should be advised of ail General Nates 1.This design is based only upon the parameters show,and Is ler an Individual and Warnings before construction commences budding component Applicability of design parameters end proper y�_ 2.254 compression web bracing must M Installed where Mow,o. Incorporation of component Is the responsibility of the bolding designer. N ��/�-r'J./`' ^a't 3.Atltllsenal temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al �T 14 ,�+„V �.y, Is Me reeponlbdBy of Me erector.Additional permanent bracing of 2'o.c.and at 10.o.a respectively unlace braced Throughout their length by If'1.`'.. DATE: 3/7/2016 the overall structure is the responsibility of buildingdesigner. continuous sheethbp such es pdwnod required ng(TC)and/or drywaN(BC). 1111 ti 0 1 0 t jJ y o o 3.2r impact bridging or lateral bracing required where shown.as l-S l.. - SEQ.: K 17 8 617 6 4.Na bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the reepectNe contractor. fasteners Cr.complete and at no time should any bads greater than 5.Design assumes trusses are to he used in a noncorrosive environment, TRANS I D: LINK design bads be applied N any component. and are for•dry condition.'of use. 5.CompuTrua has no control over and...es no responsibility forth. 6.Dee sign rug bearing at..supports show,.Shim or wedge If EXPIRES.. 12/31/2017 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate tlralnege is provided, 8.This design Is furnished cabled to the limitations set forth by a.Plates shall be located on both faces of Was,and placed so their center March 7,2016 TPIM/ICA In SCSI,copies of which will be rumished upon request. linea coincde with(aInt center line. MITek USA Inc./CompuTrus Software 7.6.7(1 L}E S.Dight indicate size of plefa In Inches. to.For basic connector plate design values see ESR-I311,ESR-t gee(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 20'— 11.0" Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2,0 KDDF 016BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; Design conforms to main windforce—resisting 2x9 KDDF #16BTR A LOADING system and components and cladding criteria. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 190 mph, h=29.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, NOTE: 2x4 BRACING AT 29"OC UON. FOR Truss designed for wind loads ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x9 or equal at non—structural vertical members (uon). 2-10-03 6-07-10 11-05-03 T T T T 2-08-03 6-11-11 5-05-13 5-09-05 T f T T f 1212 12 9.00 I/ 9.00 M-9x6 M-7x8 Ommmmilim==mim=milmigt� M-3x9 I/ 1 M-3x6 I � 0 1 p r � M-7x8 o in o� I No A si —_ sr A— �' 10 6 M-3o10 0.25"e M-3x6 IIM-9x9 M-3x5 M—Sx, DEQ PROFF 1 y y l y �� s(9 2-06-07 7-09-15 5-05-13 5-05-13 y ��5 NGINE .- /©moi y kt 17 Y 20-1189200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P1BFW 1,/! .•r Scale: 0.2053 WARNINGS: GENERAL NOTES, irks.on the ar noted OREGON /e. Cr 1.Budder end erection contractor should be advised old General Notes 1.TMs design Is based only upon the parameters ere shown end h for en Individual "? OREGON V I Y b, do Truss: P 1 B FW end Wmpressbetw0 construdlon must bemences Incobuilrporation coon 0 co ponentApplicis lity the responsibility parameters end proper Alr�� ].204 compression web bracing must Metalled where shown.. DeNgnranon of component h me roapondbdlly ohne allyWildingbra designer. �� �1 1 4 9_V _'�" 3.Addmonel temporary bracing to Insure stability during construction 2.Design.,winesthe top and bottom chords to be latently braced et 1 �'� is the reeponelbl f the erector.Addglonet permanent bracing of c ntin and at ea a c rex es ply wood s sethIn(TC(an/t their length by ('f R I LV. RY o continuous t 10'a.ng such as elytwod sheat M throe and/or drywad(th b DATE: 3/7/2016 the overoH structure I.the responelblity of the building designer. 3.an Impact bridging or lateral bracing required where Mown♦. SEQ.: K 17 8 617 7 4.No load Mould be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the reaped Ne contractor. fasteners are compete and at no time Mould erg loads greeter than 5.Design assumes trusses are to be used in e nen-cornosbe environment, TRANS ID• LINK dedgn beds be applied to any component. and are for—dry tin assumes G use.supports tieEXPIRES: s.Compurrus Ms no control over and names no responsibility forme 6.Design s Nd bearing at al w ns shown.shim or was If 12/31/2017 fabrication handling,shipment end Installation of components. 7.Design e.sxmes adequate drainage Is prodded. March 7,201 6 B.This design Is NmieMd subject to the limitations set forth by B.Plates shall be located on both fence of buss,and placed so their center TPVWiCA In SCSI.copies of which wall be furnished upon request. line coincide vim joint center lines. 9.Digits Indlate sire of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L}E tO.For bask connector piety design values see ESR-1311,ES11-1E8B(MITek) t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #160TR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIP system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF p Wind: 190 mph, h=20.6ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (005). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 3-06 T T 12 9.00 7 M-1.5x3 4 3 0000idoiiooio LL 0 0 0 t+1 1-1 [ Ali II c o M-3x4 M-155x3 ) 1 ) ) 1-00 3-06 0-03 ii0 PROP . `� NGIN��rQ /a„A. 89200P E r- . JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P1CFW Scale: 0.5996 © ,Jr 0. ' WARNINGS: GENERAL NOTES, unless otherwise noted.. ", 1.Builder and median contractor should be advised of al General Notes 1.This design is band only upon the parameters shown and b for an Individual '�i� Q w N Truss: P1CFW and WamingsMroreconstructkncommencoe. building component.AppNubiliyofdesign parameters and proper 2.2s4 compression web bracing mud be installed where shown+, Incorporation of component is IM responsibility of the bulking designer. (/ /� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �A a •,q,. (.��A Is the responsibility of Me erector.Additional pennenent bracing of 2'ec.and at 1 P o c respectively unless bated throughout their length by (/� i , 3. DATE: 3/7/2016 the ovenN structure is the responsibility of the Wilding designer. continuous sheathing such as plywood required et ing(TE)and/or drywall/BC). `R R IL�-' v ng g 3.2e Impact bridging or lateral brodng ruiwhere shown 4 a SEQ.: K 17 8 617 8 4.No load should be applied to any component until alter all bracing and 4.Installation Ohms Is the are to responsibility of the respective contndor. fasteners aro complete and at no time should any bads greeter than 5.Design assumes trusses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end en.for"dry condition"ofuse. 5.Comparsis hes no control over antl assumes no responsibility for the 8.Design assumes NI bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of componentsnecessary. 7... Dates shalt esatled on both is provided. and 7,2016 S.This design b furnished eubfed k the IlmMibns set kith by S.Plates shall be located on both laces of trues,and placed a their anter TP WUTCA 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.Digits indicate are of plate in inches. p ( ). 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 8'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( -7) 30 2- 9=(-23) 297 9- 3=(0) 143 BC: 204 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-436) 96 9-10=(-27) 287 6-10=(0) 143 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 10- 7=(-23) 297 LOADING 3- 6=(-287) 95 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP 5- 6=( 0) 0 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-436) 96 TOTAL LOAD = 45.0 PSF 7- 8=( -7) 30 NOTE: 2x4 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 ERG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -60/ 418V -37/ 37H 5.50" 0.67 KDDF ( 625) OVERHANGS: 8.0" 8.0" 8'- 2.0" -60/ 418V 0/ OH 5.50" 0.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. considered for this design. 2-07-11 2-10-10 2-07-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.044" f 'f MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" 2-09-11 0-06 2-10-10 /0-06 2-09-11 MAX LL DEFL = -0.013" @ 5'- 10.0" Allowed = 0.242" f fI f 1 MAX TL LMAXCREEP LL DEFL = -0.000" @ 8'- 17.11" Allowed = 0.044" MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 2-04 2-09 1' ' ,r j' MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.5" MAX HORIZ. TL DEFL = 0.003" @ 7'- 8.5" 12 12 9.00 L" N9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x64 s M-9x6 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4141 .41M1111=111111=1.11 .11% End vertical(s) are exposed to wind, Truss designed for wind loads III in the plane of the truss only. I 9-05-11 1 1 7lir OI �� 9 10 ��� of M-3x9 M-3x5 M-3x5 M-3x4 ) ci ,l l 2-07-15 9-02-03 2-07-15 0-02-03 8-02 0-02-03 .<<, �1O PRQp . 619 ,,`c? NGINE�eR t0 89200PE c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P2CAP ,1. -' Scale: 0.4858 .�� •46/10 - -++� WARNINGS: GENERAL NOTES, unless°theme'.noted �©C./"r/tiAf �'}s�• t.Builder end erection conlredor should be advised of eI General Notes 1.This design Ie based only upon the parameters shown end b for an Individual OREGON YJ Truss: P2CAP and Warnings before condructbn commences. building component.Applicability of design parameters and proper A 2.2s4 compression web bracing must be installed where shown�. Incorporation of component Is the responsibYSy of the building designer. �'<) "'7�'" 14 ZV �"'�"" 3.Additional temporary bracing b inure stability during construction 2.Design assumes the tap and bottom charts to be laterally braced d 'rw/�/��f/� 1st.reWoneibigb or the erector.Additional permanent bracing of T rmnuousasheathing resucch es plywood sheathing(TC) r dowel ctNely unless braced throughout their BC) F` R.I L�..... DATE: 3/7/2016 me overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown.. SEQ.: El7 8 617 9 4.No load should be applied to any component until after all bracing and 4.Installation or truss Is the responeibllty of the respective contractor. fedenera are complete and at no time should any loads greater then 5.Design assumes Trusses ere to be used Ina non-corrosive environment, TRANS I D• LINK design roads be applied to any component. ander.for"dry condition"of ass. 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes NA bearing at all shown.own.Shim or wedge if EXPIRES: 12/11/2017 ry. labncdbn,handling,shipment andtlrnitllan of components. 7.Design assumes adequate drainage Is provided. March 7,201 6 8.This design Is furnished subJed to the limitations set form by 8.Plates shag he located on both faces of truss,end placed so their center TPINNFCA In SCSI.copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Int./CompuTWs Software 7.6.7(1L}E to.For bask connector plate design values see E5R4311,ESR-7955(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 37'— 0.0" IC OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 ' 2x4 DF 2900E T1, TO SPACED 24.0" O.C. Ir OND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce—resisting LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UOB. DL ON BOTTOM CHORD = 10.0 PSF p Wind: 140 mph, h=25ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 45.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, NOTE: 2x9 BRACING AT 24"OC GOB. FOR End vertical(s) are exposed to wind, ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 1OPSP LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. M-1.5x4 or equal at non—structural vertical members (uon). 15-04-11 6-02-10 15-04-11 T f T 'I 7-11-04 7-03-07 6-06-11 7-03-07 7-11-04 T T T '1 T ' 12 12 M-4x6 -,:1,4-6x6-,:1,4-6x69.00 4 9.00 7 `1y M18HS-5x16(5) M1HS-Sx16(S) 0.25" 0.25" mee. ,, -:// ,, 4tA* // N. 0 2 0 o M-195x3 M- x8 M-ix6 M-1175x3 1 0 M-4x6 M-3x5(S) M-4x6 y l l l y y 7-09-08 7-03-07 6-11-15 7-01-11 7-09-08 ), 17-00 ). 20 00 J• CJ�� �GPS E ss io0 37-00 i oa ��+� '' p� 4._...89200PE <' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX — P2FW Scale: 0.1911 .111�� WARNINGS: GENERAL NOTES, unless otherwise noted, Truss: P2FW 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 7‘... Q.i and Warnings be/ore construction commences. building component.Applloebilgy of design parameters end proper 2.204 compression web bracing must be installed where shown+. Incorporation of component la the responsibility of the building designer. ^ 2 ..`a,. 3.Additional temporary bracing to insure stability dudsg constmctbn 2 Design assumes the top end bottom chords to los laterally braced at V /��. '14 L��F.y t Is the roaponddMty of the erector.Additional permanent bracing of 2 o.c.and at t P o c respectively ply unless braced throughout their length by 11..k.- DATE: �� T continuous sheathing such as plywood heaths p(TC)and/or drywa0(BC). RR DATE: 3/7/2016 the overall structure is the responsibility of the building designer. 3.201mpect bddging or Wm!basing required where shown++ SEQ. : K17 8 618 0 4.No load should be applied to any component until after a))bracing and 4.Installation of truss is the responebiity of the respective contractor. feetenera aro complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non.00noewe environment, TRANS ID: LINK design bads be applied to any component. and are for^ary condition"oruse. Desitin assumes 5.CompuTrus hes no control over and assumes no responsibility for the 8. ames full bearing at al supports Mown.Shim or wedge if every. EXPIRES: 12/311D17 fabrication,handling,shipment is thetallationofcomponents. 7.Design ssumesadequate drainage is?nns,e. March 7,2016 6.This design is furnished subject to the limitetlana set forth by S.Plates shall be located on both faces of Voss,end placed so their center TPIw/ICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA.Inc./Com uTrus Software 7.6.7 1L E 9.Diggs indicate size of plate in Inches. P ( )- 10.For bask connector plete design values see ESR-1311,ESR-191113(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #100TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-84) 70 WEBS: 2x9 RODE STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 907V -23/ 72H 3.50" 0.65 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" -42/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). OND. 2: Design checked fox net(-7 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/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.998" 5-08-04 0-03-12 ,( ,' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 4.00 v Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=l5ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, M-3X5 3 -I (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 in the plane of the truss only. M-1.5x4 iill Lc), l ll il Ill 4 I Truss designed for 9x2 outlookers. 2x9 let-ins 1L mo of the same size and grade as structural top M-3x5 N chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 2 permissible at inlet board areas only. ' al I M 1 I .3311 5 o M-3x9 M-1,5x3 1 1 1 5-08-04 0-03-12 ; l y 1-00 6-00 ���ED PR Opk- 89200PE r" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - I1 Sale: 0-5771 rorri �� WARNINGS: GENERAL NOTES, Mess otherwise noted: ! it �j f�("��j J 1.Builder and erection contrador ehould be advised of a8 General Notes 1.This design is bard only upon the parameters shovm end is for an Individual y/ OREGON•' ,i('�r/ Truss: Il and Warnings before contraction commences. building component Applicability of design parameter.and proper i/' '11,'1 4\ 2.204 compression web bracing must be Installed where shaven+, Incorporation of component la the responsibility of me buildisp designer. ✓r/� 14 2 _'r" 3.Additional temporary bracing to Insure stability during construction 2.Design memos the top and bottom chorda to be laterally braced al '�,/ unless braced throughout their Y rehllength). h the responsibility of Ihs erector.Additional permanent bracing of �Fi R,4`yntinuousnangsucespywogy . DATE: 3/7/2016 Ste overall structure le the neponsiblly of the building designer. 3.2a Impact bridging or latent bracing required where shown a• SEQ.: K1786181 4.No lead should be applIed to army eoeponant v.11.5cm elI brsdng end 4. lationoflou1siiesrteresposibuwdith onep-sliacnhre n vlroor.neM, fasteners are complete end at no time should any loads greater than Design assumes design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.Compnlns has no control over and assumes no responsibility for the ft Design assumes NI bearing al all supports Moen.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 S.This design is furnished subject to the limitations set/oCh by S.Plates shall be located on both feces of bur,and placed so their center TPIANTCA In SCSI,copies of which all be furnished upon request. Ones coindde oath Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ina./CampuTrun Software 7.6.7(1L}E 10.For bask connector plate design values see ESR-1317.ESR-1838(MGM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2196) 306 1-6=(-357) 1631 6-2=1 -131) 1069 BC: 2x6 KDDF #16BTR 2-3=(-1195) 216 6-7=(-355) 1612 2-7=1 -973) 220 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -221) 252 7-8=(-212) 836 7-3=1 -283) 1768 2x4 KDDF #16BTR A LL = 25 POE Ground Snow (Pg) 4-5=1 0) 0 3-8=(-1616) 342 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=1 -234) 193 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 142.2)+DL( 133.8)= 275.9 PLF 0'- 0.0" TO 12'- 1.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -303/ 2090V -169/ 334H 5.50" 3.34 KDDF ( 625) Single member as shown. 12'- 1.0" -400/ 2090V 0/ OH 5.50" 3.34 KDDF ( 625) Hangers attached to the bottom chord BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP will have 1.5" max. nail penetration. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans POND. 2: Design checked for net(-7 psf) uplift at 24 "or spacing. 4-04-15 3-08-03 3-08-03 0-03-12 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 T f f I v( MAX LL DEFL = -0.028" @ 4'- 3.2" Allowed = 0.372" 12 MAX TL CREEP DEFL = -0.063" @ 4'- 3.2" Allowed = 0.558" M-1.5x3 9.00 7 5 -/ MAX HORIZ. LL DEFL = 0.007" @ 11'- 7.5" MAX HORIZ. TL DEFL = 0.012" @ 11'- 7.5" ill Design conforms to m windforce-resisting system and components 1 and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0• N0 M-3x5 mz�Pi f- I® ® i X11 I o 1 -. 6 7 8 o M-5x10 M-3x6 .7M-6x6 M-6x8 1 l 1 b p 4-03-03 3-06-07 4-03-07 Vd PR Op ,. y 12-01 1 C. r�5 �GINd4/O `t 892O0PE rk F<^ JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - HGIRD '` Scale: 0.3131 ...WARNINGS: GENERALOENERAe NOdesign is b uNaupotherw ise ramete ' " A.OREGON 4,, 1111 1.andderr in sbeforrection canetrndontractor ncomuld encadvised of all General Notes 1.building comphertl onlyuponthe parameters and is!open individual Y Truss: HGIRD and Warnings before canstrudbn wmmencee, building component.Appllublllly of design parameters end properti9 As, 2.2e4 compression web bracing must be Installed where shown e. Incorporation of component is the reeponNbnity of the building designer. /� q�/' 2. - 3.Addnwnel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et *� • 1.4 {^ is the reaponsiNAly of me erector.Atltlnbnel permanent bracing of T e.s.and at 10 ox,respectively unless braced throughout their length by /We�j DATE: 3/7/2016 the overall structure is the r. sibnk of buildingdesigner. continuous01p sheathing such as plyngresheathing(TC)whereeho n ar drywep(Bq n'i II IL `"' scan Y ole g 4.to Impact bridging or buss is the rel bracingrequiredof the where tae ss t* n'i SEQ. : K1786182 4.Nowndsarewheleeannoto any mphouldaonent nstee.gr all eredngend 5.Designeetallation omeeteatesaretobeeinenonpeaoewenNron 'wieners are compete and at no time should am loads greater man 5.Design aeeumaewn.s.r.tone used lna non-corrosive.nvlmnment. TRANS ID: LINK design leads be epplied teeny aaepanent end etc tar dry asndBan stue., 2017 5.CompuTras hes no control over end assumes no responsibility forma 6.Design assumes AN bearing et Cl supports shown.Shim or wedge If EXPIRES: 12/3 j febncatiun,handling,ehipment and installation of components. emery' G�} / T.oeagn anal beeaatled on bath face is provided. March 7,2016 e.This design is furnished subject to me limitations set rope by S.Plates shall be wasted on bon raoes onruee,end placed eo their center TPIMTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic conned",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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-37) 51 3-5=(-210) 132 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-84) 70 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -95/ 907V -23/ 72H 3.50" 0.65 ROOF ( 625) LL = 25 PIP Ground Snow (Pg) 6'- 0.0" -92/ 270V 0/ OH 5.50" 0.93 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.082" @ 2'- 11.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.115" @ 2'- 11.6" Allowed = 0.998" '1' f ' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 9.00 1 " Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 190 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 3 -/ (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, i End vertical(s) a exposed to wind, f e Truss designed forwind loads in the plane of the truss only. N I-1rh O I N 2 LP: -'11111111111111111111111111111in 1 I MI 5 M-3x4 M-1.5x3 l 1, 1 5-08-04 0-03-12 y l y 1-00 6-00 If 89200PE <' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - I2 _,r,, ,/r Scale: 0.5771 _ WARNINGS: OTN,de gn*b, unteupotherwise Csper parameters " G OREGON b. lc 1111 It I.Guider all erection contractor en ce be advised or el General Notes 1.This dellen*based only upon the paramHere slaws and is for an individual OREGON V v*/ Truss: 12 and Warnings before construction commences, building component.Applicability of design parameters and proper // 2.244 compression web bredng must be Installed where shown+ Incorporation of component*the responsibility of the building designer, r/� -7 " y w 2.°� 3,Addkbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latently bread et �,/ 1 s1' �� by Is the roepondbimy of the erector.Additional permanent bracing of continuous c.and at t P o c reach each en ply anises bfecod(TC)an/ut their length). IR R I I..4 DATE: 3/7/2 016 the overall structure Is the responsiblity of the building designer. 3.2s Impact Eddging or lateral b dngrequired d sheathing(TC) a shown•or ee ryrwl(Bc). SEQ.: K17 8 618 3 4.No bed should be applied to any component until ager all bredng and 4.4.DesignInstallation of musses truss iss the e are to sibility ueye f the a non-corrosive contractor. fasteners are complete and at no time should any loads greater than nd ra for^dry trusses of use. TRANS ID: LINK design baabeapplied noconroany rendes M. 8.Design assumes fulbearing atalsupports ahenn.Shim orwedge if EXPIRES: 12[3112017 5.CompuTms hes no control over and mines no responsibility for the wry, I, fabrication,handling.shipment and installation ofcomponents. 7.Design assumes adequate drainage la provided. March 7,201 6 6.This design la furnished subject to the limitations set forth by a Plates shall be heated on both faces*truss,and placed so their center TPUW(CA in SCSI,copies*which nil be furnished upon request. Pones coincide with lulnt anter line. g.Fortis indicate size opph inches. MITek USA,Inc,/Com uTrus Software 7.6.7(1L)-E 1 For basic connector pts design values see ESR-1311,ESR-1 986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=( 0) 240 9-17=(-124) 1334 BC: 2x6 KDDF #16BTR 2- 3=(-4348) 536 12-13=(-304) 3316 3-13=( -382) 184 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3926) 602 13-14=(-224) 3046 13- 4=( -82) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 14-15=(-292) 3528 4-14=( -474) 278 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2974) 534 15-16=(-522) 4702 5-14=( -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 21.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 714 16-17=(-738) 5562 14- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0,0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=( -482) 2798 ADDL. BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=( 0) 70 8-16=( -684) 3666 ...ice ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-1094) 260 Attach 2 ply with 3"0.131 DIA GUN LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ,X)(A nails staggered: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA `A 9" oc in 1 rows) throughout 2x4 top chords, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 206 bottom chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. 37'- 0.0" -819/ 5264V 0/ OH 5.50" 8.42 KDDF ( 625) kOND. 2: Design checked for net(-7 psf) uplift at 24 " ***HANGER TO APPLY CONC. �_ spacing. LOAD(S)EQUALLY TO ALL MEMBERS. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting 1' 1' ' ' f , '1 'f '1 system and components and cladding criteria. 12 9.00 72 M-5x6 M-3X4 M-5x6 12 Wind: 140 mph, h=24.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �g 6 7s 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, M-4x6 End vertical(s) a exposed to wind, ,\ Truss designed for wind loads in the plane of the truss only, M-3x93 + + M-3x4 /1[0001/1 IN ._ 0 o 4, 1 "l2 " " y 13 14 'f 15' 16 17 1 c I M-3x5 M-1.5x3 M-3x4 0.25" 0.25" M-1.5x3 M-3x8\ o 0 o M-7x8(5) .M� {� PR f. k y ) k M-7x8 (sl *28126 y y , <.<51/4"„�^` !"lio n� J• y 6-00-06 5-05-06 2-05 9-02-08 2-05,f- 5-05-06 6-00-06 y..7 "r"' "7 ©,,, 1' J. J. Opryr� -31 r� 37-00 1-00 89200 E JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P2GIRD 4111P,000:00- Scale: 0.1411 a miorn WARNINGS: GENERALNOTES, uMmsotMrwhendern M Truss: P2GIRD 1.Builder and erection contractor should be advbad ofan General Notes 1.This design is based onty upon the parameters shown and is for an Individual `7, OREGON �,+f'. and Wamings before condrudion commences. building component.Applicability of design parameters and properdd �vy to 2,204 comproeden web bracing much be Installed where shown e. incorporation of component Is the responsibility of the building designer. �^ "' Y 4 2. 4 3.Additional temporary bracing to insure stability during construction 2.Design sesames the lap and bottom chords to be laterally braced et V (+y, la the responsibility of the erector.Additional pensenent bracing of 7 o.e,end et 10o.e.respectively unless braatl throughout their length by 1f^J. DATE: 3/7/2016 the overall structure la the teapensibg2omhuow edging or such l b wirequired Mee where sand/or drywen(BC). 'Y( �� t,J gY of the mea building all bracing 3.e2.o Impact badging or Mehl bracingplywoodshethe where shown•t. SEQ.: K 17 8 618 4 4.Na load should be applied to any component until after all bracing and 4.Installation of Wes is the responsibility of respective contractor. fasteners are compete and at no time should any loads greater men 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design leads be epplad to any component. and are for•dry condeien"of use. 5.CompuTtee hes no control over and eseumes no responsibility forme 8.Design assumes NI bearing etch supports shown.Shim or wedge if EXPIRES: P✓e.v a.,H E 1 O 17 hbrketlon,handling,shipment and Inetelletlen or components. 7.Design assumes adequate drainage is prodded. e.This design is hmished...Med to the limitations eat form by 8.Plates shag be bated on both feces of truss,and placed so their center March 7,2 16 TP1/W7CA in BCS!,copies of which will be famished upon request. lines coincide with Joint center lines. 1 L MiTek USA,Inc./COmpuTNs Software 7.6.7 9.Digits indicate size of pieta In inches. ( )-E 19.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 37-00-00 GIRDER SUPPORTING 9-02-00 FROM 26-00-00 TO 37-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-12=(-302) 3320 12- 3=7 0) 240 9-17=(-124) 1334 2- 3=(-4348) 536 12-13=(-309) 3316 3-13=7 -382) 184 BC: 2x6 KDDF #1&BTR WEBS: 2x9 KDDF STAND LOADING 4- 5=(-3750) 658 14-14=(-292) 3528 14- 4=( 472) 242 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3750) 658 19-15=(-292) 3528 4-14=7 -479) 278 TC LATERAL SUPPORT <= 12"OC. DON. IC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 37'- 0.0" V 5- 6=(-2979) 534 15-16=(-522) 4702 5-19=7 -350) 2082 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3952) 719 16-17=(-738) 5562 19- 6=(-1442) 328 BC UNIF LL( 89.6)+DL( 91.7)= 181.2 PLF 26'- 0.0" TO 37'- 0.0" V 7- 8=(-4956) 880 17-10=(-740) 5576 6-15=( -220) 1192 OVERHANGS: 12.0" 12.0" 8- 9=(-6094) 1008 15- 7=7 -482) 2798 ADDL. BC CONC LL+DL= 2812.0 LBS @ 25'- 4.5" 9-10=(-7248) 1098 15- 8=(-3380) 730 10-11=7 0) 70 8-16=7 -684) 3666 BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE 16- 9=(-1094) 260 Jr ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Attach 2 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA nails staggered: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, 0'- 0.0" -396/ 3053V -276/ 276H 5.50" 4.89 KDDF ( 625) XX 9" oc in 2 zoo(s) throughout 2x6 bottom chords, 37'- 0.0" -819/ 5269V 0/ OH 5.50" 8.42 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs. ***HANGER TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.090" @ 25'- 6.2" Allowed = 1.203" MAX TL CREEP DEFL = -0.296" @ 25'- 6.2" Allowed = 1.804" MAX LL DEFL = -0.001" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.001" @ 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.022" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 36'- 6.5" 13-09 9-06 13-09 6-02-02 5-07-02 1-11-12 4-09 4-09 1-11-12 5-07-02 6-02-02 Design conforms to main windforce-resisting f f ,f 1 ' f f . f system and components and cladding criteria. 12 12 Wind: 140 mph, h=29.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.00 5 6 M-5x6 M-3X9 M-7X6 Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), « a load duration factor=l.6, M-3x4M-4x6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. zZ + +1\+1 o 0 /r . ftl ,M-3x4 I Ze 1" M-3x5 M-1.5x3 M-3x4 0.25" 0.25"s' 16 M-1175x3 M-3x8\ I 1 h. t- PRO M-7x8 M-7x8(S) M-7x8(S)-662812# 000 Gj� 0 G tS;b 6-00-06 5-05-06 2-05 9-02-08 2-05 5-05-06 6-00-06 i 00 37-00 i 00 :9200PE re JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P3GIRD Scale: 0.1411 WU=la Cr -- WARNINGS: GENERAL NOTES, unlike otherwise noted: L. , OREGON [Je t.Binder end erection contractor should be advised of el General Nates 1.This design is based only upon the parameters shown and is for an individual iduel ` O v Truss: P3 G I RD end Wemings before construction commences. building component.Appiubilhy of design paremetea end proper �Q 2.r t:4 i 2.2r4 compression web badn5 muse be Insisted where shown.. Incorporation of component is the responsibility of the building designer. ":0 • 1 A e.7 - 3.Additional temporary bating to insure etebllity during mnetnwtion 2.Design assumes the top and bottom chords to be laterally Mad H 'C,/ Ay 1 Y Is the responsibility of the credo,.Additional permeant Meting of Y o.a end at 10 o.c.respedNaly unless bated throughout their length by '✓/� ` continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). �w n' R I1 DATE: 3/7/2016 the overall structure Ie the reeponeally of the building designer. 3.2c Impact bridging or lateral baring required where shown.. 4.Na bed should be applied to any component until after all Mdng end 4.Installation of truss lathe reepensibhity of the respective contactor. SEQ.: K 17 8 61 S 5 fasteners ere compete and et no time shautd any loads greeter then 5.Design assumes trusses ea to be used In a mn-corrosivs environment, TRANS I D• LINK design keds be applied to any component. and are for"dry mndhion^of use. 5.ComWTas has m control over and assumes no responsibility for Ihsan6.Design mum.Ng bearing at all supports shown.Shim or wedge if r�EXPIRES: 12/31/2017 febriation,hdling.shipment end inetalation al components. 7,Design assumes adequate drainage is provided. March 7,2016 8.This design is furnished subject to the limitations set forth by 8.Pates shall be bated on both faces of truss,end pieced eo their anter TP/WICA In BCS!.copse of which will be furnished upon request. lines coincide with joint center line. 9.Dighe Indlute else of pate M inches. MITek USA Ina./CompuTrus Software 7.6,7(1L(-E 10,For beak 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-5=(-31) 34 3-5=(-175) 115 , BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. (-71 2-3= 99 WEBS: 2x9 KDDF STAND ) LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BEG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -49/ 366V -19/ 60H 3.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -35/ 225V 0/ OH 5.50" 0.36 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE :,GADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.036" @ 2'- 7.5" Allowed = 0.262" 4-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.097" @ 2'- 5.6" Allowed = 0.393" 1' 1' 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 4.00 " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads II IL in the plane of the truss only. N I ti r-, ul 2 ti I 1 10.46� -/ 0 M-3x4 M-1.5x3 4-08-04 0-03-12 1 1 1 1-00 5-00 �� cuOPRo1 :9200p 9r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - I3 '' ..ir . Scale: 0.5900 tr WARNINGS: GENERAL NOTES, unless op nthepotherwise noted >� �� �� "_ Truss: I 3 1.Builder and erection contractor Mould be advised old General Notes 1.This design a based Doty upon the parameters shovm and is or an Individual 1.0 and Warnings Mere construction commences building component Applicability of design parameter.and proper x J, 2.2x4 compression web bradng must be installed where Moven*. Incorporsibn of component is the responsibility of the building designer. ZEG . �i[l LO\ -" 3 Additional temporary bracing to Inver.stability during construction 2 Design assumes the top end bottom cholla to be laterally braced al V en, Is the responsibility of the erector.Additional permanent bracing of T a.c.and a1 7O o c.respectively unless braced throughout their length by r DATE: 3/7/2016 the overall Madura la IM responsibility of the building designer. continuous sheeting such es plywood sheeting(TC)and/or drywa1(BO). ,j_'] 1 j h 3.Is Impact bridging or lateral bracing required where shown.* T7 SEQ.: K 17 8 618 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respectee contractor. fasteners are compete and at no time should any loads greater than S.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and.re for conditionof use. B.CompuTrua hes no control over end assumes no roeponelbility for the 8. alio assumes full bearing at all wppoM shown.Shim or wedge 11 EXPIRES:J. 12/ 1/ 0 17 fabrication.handling,shipment and Installation of components. 7.Desiassumes awry' C r-.�r(( y� L drainage 6a.This design hanlshed subject to the limitations sat forth by B.Pls es shall be locateduate on both facesiof truss,ed.and placed.o their center March 7,2016 TP WVTCA in SCSI,copies of whish 041 be furnished upon request. Anas coincide with joint center lines. Wee USA Inc./CompuTrue Software 7.6.7(1 L}E 0.Digits indicate sire of pato in inches. 10.For basic connector pate design value..ea ESR-1311,ESR-1 933(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( -21) 18 8- 9=(-406) 390 8- 2=(-1247) 361 6-11=(0) 273 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2- 3=( -407) 284 9-10=( -97) 630 2- 9=( -297) 1049 WEBS: 2x9 KDDF STAND; 3- 9=( -304) 253 10-11=(-169) 1045 3- 9=( -91) 130 2x4 DF STAND A; LOADING 4- 5=( -675) 307 11- 7=(-167) 1047 9- 4=( -771) 290 2x4 KDDF 814BTR B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -990) 323 4-10=( -97) 398 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1476) 275 10- 5=( -68) 255 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 10- 6=( -503) 244 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOR2 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -176/ 1148V -386/ 212H 5.50" 1.84 KDDF ( 625) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 3.2" -178/ 1144V 0/ OH 5.50" 1.83 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 0-05-08 MAX LL DEFL = 0.034" @ 11'- 7.5" Allowed = 0.812" MAX TL CREEP DEFL = -0.072" @ 11'- 7.5" Allowed = 1.218" 2-03-04 9-06 13-06 f f f f MAX HORIZ. LL DEFL = -0.014" @ 24'- 9.8" 1-09-12 4-09 4-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.024" @ 24'- 9.8" . T f T T f 12 12 Design conforms to main windforce-resisting 9.00 7 9.00 system and components and cladding criteria. M-5x6 M-3x4 M-5x6 Wind: 190 mph, h=25.8ft, TCDL=6.0,BC DL=6.0, ASCE 7-10, 3 4 S (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), Q� 11. iC load duration factor=1.6, M-3x�1111/111111111 1111 End vertical(s) are exposed to wind, 1 dads esigned for arewexposind oonly. M-3x4 N .-1 r1 B 1 co 8**M-1.5x3 0.25"1D M-115x3 M-3x4 **7 0 M-3x8 M-5x8(S) ���cd PROF4., l 1 y 1 l V r U 2-05 9-02-08 6-10-01 6-09-11 �c Si�GtNE SO y 25-03-09 4t- 89200PE iir JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P4 ce . Scale: 0.2060 �' ie WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON f""'/'1A1 �f aCr f.Bader and erection conbador should be advised of el General Notes I.building component.6 based only upon theparameters elan plasma nand s for an individual y ,1_OR G OI V (Z, Truss: P4 and warnings before eenebudlen commence.. L a A./} ry� �.� 2.214 wmpresbon web br.dng must be Instalkd where shown+. Incorporation of component N the reepnnstblfty of the building designer. r/� .7 1 A Ass 3.Additional temporary bracing b Insure stability during construction 2 Design assumes the top and bottom choMe M its lalarelty braced N 'GJ i"7' by Is IM responsibility of Iha erector.Additional permanent bract 1 T ntio. end et ea1Cf o.c.such es sty unless braced(TC)a df r dryeir lengm). �FiR`I.,\- M e continuous sheathing such as ptyweod sheathing(TC)andMr drywal(BC). DATE: 3/7/2016 me overall structure N the respondblity of the building designer. 3.9t Impact Mdging or latent booing requited Mere shown++ SEQ.: El7 8 618 7 4.No led should be applied to any component until after all bredng and 4.Installation of buss Is the responsibility shills respective contractor. fasteners are complete and at no time should any beds greater than 5.Design aewmes trusses are to be used Ina non-eotroewe environment, TRANS I D: LINK design loads be applied to any component. and a�eor"dry d y�condition" use. 5.Compurrua has no control over and assumes no reeponelbdty for the 6.De. lel bearingt al supports shown.Shim or wedge If EXPIRES. 12/31/2017 wry. kbncatwn,handling,shipment and metanatwnofcomponents. 7.Design assumes adequate dthfaceIs irs..,a. March 7,2016 S.This design k furnished subject to the limitation set forth by S.Plates shall be located on both faces of trues,and placed so their center TPWYTCA In BCSI,copies of which NN be furnished upon request. lies coindde with joint center threes 9.Digits Indicate size of plate In Inch... MITek USA,Inc./CompuTrus Software 7.6.7(1L(.E ID.For basic connector plate design values erre ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 4-00-00 GIRDER SUPPORTING 10-11-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-39) 37 4-5=(-60) 255 1-9=( -66) 30 2-6=(-371) 68 BC: 2x6 KDDF liABTR 2-3=(-34) 37 5-6=(-60) 255 4-2=(-371) 69 6-3=( -66) 30 WEBS: 2x4 KDDF STAND LOADING 5-2=( -42) 383 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 4'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 112,0)+DL( 109.6)= 221.6 PLF 0'- 0.0" TO 4'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -88/ 583V -60/ 60H 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -88/ 583V 0/ OH 5.50" 0.93 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ 2'- 0.0" Allowed = 0.103" 2-00 2-00 MAX TL CREEP DEFL = -0.004" @ 2'- 0.0" Allowed = 0.154" 1' 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.5" M-1.5x3 M-3x8 M-1.5x3 MAX HORIZ. TL DEFL = 0.001" @ 3'- 8.5" /- 1 2 3 _ Design conforms to main windforce-resisting II - - 1-1system and components and cladding criteria. II - II Wind: 140 mph, h=20.lft, TCDL=6.0,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, o Truss designed for wind loads o .1 I in the plane of the truss only. o ti 0 N N II II -7/- (17><(: 5 ** 6 M-3x4 M-1.5x3 M-3x4 1 l y 2-00 2-00 l y 4-00 D PROE1 . 1:t° 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - IGIRD ilidirScale: 0.7317 w �� ._.. ~ WARNINGS: GENERAL NOTES, unless otherwise rnletl OREGON 4 Truss: I GIRD I.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual end Warnings before construction commences. building component.Apptabllty of design parameters and proper r. A. 2.7x4 comproWon web bradng must be instated where sheen*. Incorporation of componeNia Sre responsibility of Me building deaigner. '4 7 14 2.c: .4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom cholas to be lelanlly braced et F V ( Is the neponsibltty of the erodor.Additional permanent bracing of 7 o.c.end et 78 on.nepectl pity unless braced throughout their length by /�� '(�`' DATE: 3/7/2016 Me overall structure b the responsibility of the buildingcontinuous sheathing such l b acing requirede a where s erasion tlrywaA(BC). •Vj�Zj 1 \ Y designer. 3.2x Impact bridging or lateral bracing where Mown++ 1++4. SEQ. : Ki7 8 618 8 4.No bed should be applied to any component until after an bredng and 4.Installation of tons is Me responsibility of the nepedNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for dry conditionof use. 5.CompuTrus has no control over end suumes no responsibility for Me 8.Design assumes NA bearing al et supports shown.Shim or weeps if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. Mcepery' 7.Design shall evaded on bothdrainage loftonprovided. and 7,2016 8.This design is furnished subject b Me limitations set bM by 8.Plates chap be bated on both feces of truss,end plaad so their center TPIA TCA in SCSI,copies of which wig be furnished upon request. fins coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits Indicate size of phis In Inches. 10.For basic connector plate design values we ESR-1311,ESR-79718(MiTek) IL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" TOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N14BTR LOAD DURATION INCREASE = 1.15 'COND. 3: 150.00 PLF SEISMIC LOAD. I BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 95.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LL = 25 PIP Ground Snow (Pg) End vertical(s) are exposed to wind, 14-1.509 or equal at non-structuralTruss designed for wind loads vertical members (uon). LIMITED STORAGE DOES NOT APPLY DOE 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. 13-09 9-06 13-09 1 '1 fT 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 'f 1. T T 4 4 12 12 M-5x6 M-3x4 M-5x6 9.00 9.00 I� 4 5 6 M-3x6 M-3x6 0 1.0000*, 9 12 . 11 f o xo M-4x6 M-5x8(S) M-5x8(S) M-4x6 , Ii�� 1.IC3��11151 7-00-11 6-10-01 9-02-08 6-10-01 lc-- � 1-00 37-00 ti 9 �._...89200PE r" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P5FW ,,/,''' Scale: 0.2324 ii '- 1 ,ice [C. WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON 1). . 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shovel ends for an Individual 1.0 Truss: P5FW and Warnings before construction commence.. wilding component.Appiaabllty of design parameters and proper 2.D:4 compression web bndnp must be Insislisd whwre shown+. Incorporation of component la the rseponsibtEy of the building designer. 1.• it, "9 Y 14 20 3.Additional temporary bracing b insure etsblltiy dunng construction 2 Design aawm.e the lop and bottom chords to be Worldly bead at �'y Is the responsibility of the erector.Additional permanent bracing of 2 o.a and at lee sin.rsuch as pbely unlade braced(TC)and/or their drylengm). Fil r �J continuous sheathing such as pryveotl eheetbnp(TC)arldlor tlryweA(BC). DATE: 3/7/2016 the overall structure la the responsibility of the building designer. 3.TA impact wdghg or literal bracing required where shown•+ 4.No load should be applied to any component until after all bndnp end 4.Installation Meuse laths roeponsiblity of the rasped/e contractor. SEQ.: K 17 8 618 9 fasteners are complete and at no time should any load.greater then 5.Design assumes bows are h be used in.noncorro.Ne environment, TRANS ID: LINK design loads beapplied teany component. and are for tlrycondehn•ofuse. 5.Compulta.Ma no control over and neumss no responsibility for Me 8.Design assumes NI bearing at al supports elven.Shim or wedge if I., EXPIRES: 12/.x1/2017 fabrication,handing,ehipment end kwtallaaa tion of components. 7,Design aumes adequate drainage h provided. March 7,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,end placed so their center TPVWTCA M SCSI,copies of which vdl be fumlahed upon request. O.fin..coincide ddts with joint treenter lines. in Inches. MITek USA,lnc.ICompuTNs Software 7.6.7(1L)-E 1o.For basic connector plate design values sea ESR-13/1.ESR-1 ase(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 010(TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. OON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -56/ 313V -19/ 72H 5.50" 0.50 KDDF ( 625) 1'- 10.9" -26/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.5" -20/ 24V 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. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 1.5" Allowed = 0.069" MAX BC PANEL TL DEFL = 0.001" @ 1'- 1.5" Allowed = 0.092" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 L7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,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 forwind loads in the plane of the truss only. A- M-3x4 l b l 1-00 2-03-08 PROVIDE FULL BEARING/Sts:2,4,3 ,9,Ea PR ss 414 89200PE Vis " JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - IJ1 Scale: 0.6696 ,4110 WARNINGS: GENERAL NOTES, unless otherwise noted: E-P�y OREGON�j 1w�,� Truss: IJ1 1.Bulderand erection contractor should beadvised ofaSGeneral Notes I.Thisdesign Isbased only upon the parameters shown and h for enIndividual 7� OREGON end Wambgs before construction commences. building component.Appllubllly of design parameters and proper 2.2a4 composes/on web bradng must be instated where shown a. Inst a ion of component Is the respondblay of the building designer. <0 'I}/ 1 4 `2S$` 3.Additional tempanry bracing to Insure at billty during construction 2 Design assumes the lop and bottom chords to be laterally bread et IJ L lathe roeponaNlty of the erector.Additional permanent bracing of T o.c.and at itl o c.respeclNeN unless braced throughout their length by DATE: 3/7/2016 the overall structure ice the re diol of builds designer. wImpactrintinuous ginmrtatshabacing reuiredod wngRe)angor erywan(Bc)' L� aP°" aYn rp 4.Intallto oftrs la to!atreepanen Ityof the where shown co to SEQ. : K1786190 4.Noeneshould scomNeeapplied nyumponent until loadsgall eradngand 5.Odegnnusesis.aretee inanonpedoauev fasteners ars wmgea and at no time should any loads greater than 5.Design assumes weave are to be used In a non-corrosive environment, dee bads be applied to an and ere for'dry condition'of use. TRANS ID: LINK design cep any assumes 5.CompuTrus has no control over and assumes no responelbil y forth. Design assumes NI hearing at al supped.shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and inelaltetlon of components. ry. T.Design sshallassumes cedon drainage esofev ,ed. March 7,2016 6.This design is furnished wbJ.d to the limitations set rode by e.Plates anal be located on both face.of truss,and placed ea their center TP WrTCA in BOSI,copies of which oil be furnished upon request. Ines coincide with Joint canter Ilnes. 9,Digits Indicate ars of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For bade 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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 MODE #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 71 2-4=(0) 0 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-67) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -60/ 319V -19/ 72H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -34/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 1'- 11.7" -21/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 P7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 -W (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads • '' in the plane of the truss only. ko0 0 • o c -, 0 / =3x4 l 1 ,1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 `c 89200PE c-- JOB JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - ISJ1 ,'' / ^00'. .. Scale: 0.6696 TOW WARNINGS: GENERAL NOTES, adessotherwise noted: 1/01.a� OREGON "dry {'a/"y A JaCr 1.Budder and erection contractor should be advhed of ad General Notes 1.This design Is based only upon the parameters shown and b for an individual 7 V Il GO '�f✓ Truss: ISJ1 and Warnings before construdbn commences, building componentApplicability of design parameters and proper L✓y a 2.2a4 compression web bracing must be mstalbtl where shown e. incorporation of component Is the responsibility of me building designer. /O -7 - 14 2-1'‘-s� "'�'e. 3.Addgbnel temporary bracing b masts stability during construction 2.Design assumes the fop end bottom drone to be latently braced at Y j ��. Is the responsibility of the erector.Addglenel m bracing of 2 o.c.and H 1P o e respectively unless braced throughout their length by 44, RI�-� permane continuous aheeming such as plywood sheathing(TC)and/or drywall/13C), DATE: 3/7/2016 the overall*whoa IS the naponebetty of the building designer. 3.2v Impact bridging or lateral bradng required wiles Mown•• SEQ.: K1786192 4.Neload should beeppi.dtoany component until after all bradngand 4.o.tallationoftencow eMbuleyefit.respective nked°, fasteners are complete and et no time Mould any loads greater than Des ere assumedry condition.are to b. osive environment. TRANS I D: LINK dealers baa be applieden re anycomponent and aced. an8.Deeign assumes ful bearing at ad supports Mown.Shim or wedge if EXPIRES: 12/31/2017 5.compere.has no control over and assumes no responsibility for the febriatIon,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. March 7,2016 8.This design Is furnished abject to the limitations set font by B.Plates Mag be located on both faces ettruss,and placed S0 their center TPWRCA in SCSI,copies of which will be furnished upon request. linea coincide with lelnt center lines. 9.Digits indicate size of pleb in inches. MiTek USA,inn./COrnpuTruS Software 7.6.7(10-E 10.For bask connector plate design values see ESR-1317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=22.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. 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 4-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 1' T T 12 12 IIM-4x4 12.00 7 Q 12.00 11 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4 f -, m M I O ti I ,-i 4 5 y 1-00 y 9-08 ) 1-00 y �('� E' �s'ia 19 441 89200PE ter" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - N1 /'" Scale: 0,3898 WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1.Builder and erection contrador should be advised of al General Notes I.This design N based only upon the parameters shown end is for en Individual .a�Wamings before Instruction commence building camponenI Applicability of Onion parameters and proper 7 OREGON Truss: N 1 end 2.2.4 compraeeon web bracing must be Installed where shown e. Inlrpornon of component la the responsibility of the building designer. �/^ .lj�„ 4PIf � 3.Additional temporary bracing to Insure stability during construction z.2.pc. the top bottom chords.brn are laterally braced at `� '(a�' Is the responsibility of the erector.Addnlon4 permeneM bracing of T o.c.and at tO o e reepactivety unless braced throughout their length by DATE: 3/7/2016 the overall structure Is the re Intintious sheathing such as plywood sheathng(TE)and/or dlyvr.ni! (Bc). '"!eR R I U- aponsibllry ofthe building designer. 3.2a Impact bridging or lateral tensing required where.Hewn.. rl SEQ. : Ki7 8 619 3 4.No load should be applied to any component until after an bracing and 4.Installation of bum is the responsibility of the reepedNe contractor. fasteners are cemplete and at no time should any teed.greater then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry sondtlerf alas.. 5.CompuTrus hes no control over and assumes no responsibility for the S.Design assumes fullbearing al an supports Mown.Shim or wedge if EXP I RES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary.7.Design ssumes adequate drainage s provided. 8.This design Is Nmlehatl sub)sd to the limitations:NA forth by 8.Plateshall be located on bath faces iof buss,and placed so their center March 7,2016 TPINWTCA in SCSI,copies of which vAl be furnished upon request. lines coincide vdth Joint center line. MITek USA Inc./Com uTrus Software 1L 7.6.7 9.Digits Indicate We of plate In Ilhes. p ( )-E 10.For basic connector plate design glues see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 163 6-7=(-254) 228 2-6=(-578) 172 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-397) 97 7-8=( -58) 69 2-7=( -32) 208 WEBS: 2x9 KDDF STAND 3-4=(-917) 112 7-3=( -30) 194 LOADING 9-5=( -6) 163 7-9=( -70) 277 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 8-9=(-578) 218 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 15.0" 15.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 630V -217/ 217H 2.50" 1.01 KDDF ( 625) 9'- 2.0" -69/ 630V 0/ OH 2.50" 1.01 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.004" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" ¢-07 4-07 MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" f fMAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.569" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" 12.00 7 7,112.00 MAX HORIZ. TL DEFL = 0.009" @ 8'- 11.5" 9.0" 3 4. ISDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=6.0,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-3x9M-3x4 241L.�� , rn / 5x8 \ co 0 ot 1 O 0 1 I Pi ce R f M-61*.'5x3 M-1.*i t3 Q 6.00 6.00 p. 12 12 y >L y y y 1-03 4-07 4-07 1-03 �03r R .Op F4- ), y 4G6� 902 NF / � hper� A *4 89200PE r JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - N2 Scale: 0.3279 4,T / j 1.Bolder O.This design unteupon the ise parameters ii CC IP OREGON Q., 1.Bulder.rM erection coniredor should be advised of al General Notes 1.This design la based only pp upas the o.lgn p shown end I.for an individual r' if T76i7 V I V �[./ Truss: N2 and Wamhpabefore construction commences. bulklipcomponent.p plicabilityofdopnparametersand proper �} 2- �.. 2.204 compression web bracing must be installed where shown 5. incorporation of component b the reaponsibny of the building designer. ..b 4 ' ./A V '�-^ 3.Additional temporary bracing to insure stability doing eonatruction 2.Design assumes Ms lop and bottom chords to be IetenlN braced at 'L/ 1 Y' Is the reaponsibilty of me erector.Addliond permanent bracing of T o.c.and at 10 o.c.reapedNary unless braced throughout their length by fiR I n continuous sheathing Ruch as plywood shealhing(TC)and/or drywal(BC). \.+ DATE: 3/7/2016 the overall structure la the responsibility of building designer. 3.2.Impact bridging or Wend br.dng required where shown** 4.No bad should ba applied to any component until after all bradng and 4.Installation Ohm is the reapansiblity of the respective contractor. SEQ.: K 17 8 619 4 fasteners aro complete and et no time should any loads greater than 5.Design assumes trusses Cr,to be used ins noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for condition"of use. 5.Compucrus has no control over end assumes no responeibiley for the 8.Design assumes N8 bearing at al wn supports do .Shim or wedge if EXPIRES: 12/31/2017 newssary I, Q labs ,handling,Mimed and Installation of components. 7.Design assumes adequate drainage Is provided. March 1 7,20 1 rJ 6.This design is famished subJed to the limitations set form by 8.plates Mag be heated on both faces of truss,and ptscod so their center TP W'TCA in SCSI.copies of which will be furnished upon request. Ines coincide with Joint center linea. 9.Diggs indicate We of plate in Inches. Mil-6k USA,Inc./CornpuTras Software 7.6.7(1L)-E II.For bade connector plate design value.we 858-1311.ESR-19a8 IMF/eh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 2-3=(-415) 115 5-6=(-258) 188 1-5=)-333) 208 6-3=( -43) 258 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-415) 137 5-6=( -58) 69 1-5=( -33) 208 6-3=(-362) 169 5-2=( -26) 189 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -69/ 413V -180/ 180H 2.50" 0.66 KDDF ( 625) 9'- 2.0" -69/ 913V 0/ OH 2.50" 0.66 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 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(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.054" @ 4'- 7.0" Allowed = 0.938" MAX TC PANEL LL DEFL = 0.199" @ 6'- 7.5" Allowed = 0.376" MAX HORIZ. LL DEFL = 0.005" @ 8'- 11.5" MAX HOAR. TL DEFL = 0.008" @ 8'- 11.5" 4-07 4-07 T T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 12.00 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 2 4.0" (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-3x _ -3x9 �=� �s- -s 1,11P111111111111r:5x8am 11 0 N No N 0 N f -I M-41^*Sx3 M-1..*fc3 Q 6.00 6.00 12 12 1 1 l y 4-07 4-07 tyO� W I_ 89200PE T" JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - N3 - Scale: 0.3281 loft WARNINGS: GENERAL NOTES, unless otherwise noted TrussN 3 I.Builder and erection contractor should be advised etch 0.neral Netes 1.This design is based only upon the parameters shown and is for an individual - 'tl OREGON and Warnings before construction commences. building component.Applicability of design paramelen and proper 7 1� 2.2a4 cemprosMon web bracing moat be installed where shown*, Incorporation of component h the roeponelbgfty o1 the bulking designer. �1/� iCr y+„� 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the tap and bottom chortle to los laterally braced at 14 VV h the respunsiblgy of the erector.Additional permanent bracing or 2'Dees and at 10 Dees respectively unless braced throughout their length by DATE: 3/7/2016 the overall endure la the responsibility of the building designer. continuous sheathing such as plywood sheath hen.)and/or drywall(BC). M.R R`�.^�- 4.No bad should be applied to any component until after all bradng and 4.Predationact of nnas la the g or eresponsral Wgity or the where contractor. SEQ.: K 17 8 619 5 fasteners are compete and at no time should any loads greeter than 5.Design assumes Irsses ere to be used Ina nonaonosde environment, TRANS ID: LINK design loads be applied to any component. end era tsr"dry eendbien'ef use. 5.Compurrs has no control over and assumes no responsibility for the 6.Dee eg assumes MI bearing std supports Mown.Shim or wedge if EXP I12/31/2017 / / 01 7 on,handling,shipment andinslalklienetseepenent.. 7.Designeswm fabrication, esadequate drainage Aprovided. r+ S.This design is furnished subject to the limitations estt forth by 8.Plates shag be located on both faces of true,and placed so Meir center March 7,2016 TPlW1CA in SCSI,poples of whloh will be(whiled upon request. linea colndde with hint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Diggs indices she el plate in inches. 70.For basic connector plate design vales sea ESR-1311,ESR-loge(Milak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 -6) 163 6-7=(-2256) 2253 2-6=1-1069) 851 SPACED 24.0" 0.C. 2-3=1-1571) 1353 7-8=(-2256) 2253 2-7=(-1475) 1623 BC: 2x4 ROOF STANDR WEBS: 2x4 KDDF STAND 3-4=1-1571) 1353 7-3=1 -982) 1132 LOADING 4-5=1 -6) 163 7-9=1-1975) 1623 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIF 8-4=1-1069) 851 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 15.0" 15.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 KDDF ( 62 ) 9'- 2.0" -828/ 1123V -2000/ 2000H 2.50" 1.80 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 3.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ -1'- 3.0" Allowed = 0.125" MAX LL DEFL = -0.004" @ 10'- 5.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.005" @ 10'- 5.0" Allowed = 0.125" f f T 4-07 4-07 MAX TC PANEL LL DEFL = 0.144" @ 6'- 7.5" Allowed = 0.376" MAX TC PANEL TL DEFL = 0.142" @ 2'- 6.6" Allowed = 0.564" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.037" @ 8'- 11.5" 12.00 V N 12.00 MAX HORIZ. TL DEFL = 0.040" @ 8'- 11.5" 4.0" • 3 0 'COND. 3: 2000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.4ft, TCDL=6.0,13CDL=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 M-3x5 rnM-/ 5x8 \ mo o l N coO cu O LSca �� -f , Nt3x8 IA-318 Q 6.00 6.00 r. 12 12 l 1 l y 1 '\(<- (20 P R Qp, . s 1-03 4-07 4-07 1-03 y 9 02 c,45 NC�VN ��y /©,,,,,9 89200PE r' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - NDRAGcale: 0.3279 W �,. . WARNINGS: GENERAL NOTES, unlen otherwise noted. Iftlft Cr �.a� ©RGUON �1a 1.Builder and erodlon contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and M for an individual 7 O 'K✓ Truss: N DRAG and Warnings before construdion commences, building component.Applkablllty of design parameters and proper 2•13 P 2.204 compression web bredng most be installed where shown+. Incorporation of component Is the responsibility of the building designer. L<Q r). 1 A 3.Additional temporary bracing to Insure stebllly during construction 2.Design assumes the lop end bottom chortle to be laterally band et 'W i Y Is the responof the erector.Additional permanent bracing of 2 ntinuousasheathing such es pM4a d sneetm g(TCt 10'o.c.respectively unless braced )and/or drywel Bhout their lengthC).y .MNty 'glen R' I t it `_. DATE: 3/7/2016 me overall structure is the responsibility of the building designer. 3.20 Impact bridging or Wool bracing required where shown++ - 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 17 8 619 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aro to be used inc non corrode environment, design bads be applied to any component. and are for"dry condSlen"of use. TRAN S I D: LINK or the 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 5,Compurrvs has no control over and assumes no responsibilityfabrtotbn,handling.shipment and installation of components. 7.Design;comes adequate drainage is provided. March 7,2016 8.This design is furnished cabled to the limitations set forth by It Plates shall be located on both laces of truss,and placed so their center TplWTCA In SCSI.copies of which vd1 be furnished upon request. lies coindde with Joint center lines. S.Digits mdleate Mrs of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.7(1 L)-E 10,For bask connector plate design values see ESR-1311.ESR-1988(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 GIRDER SUPPORTING 25-03-04 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KEW #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-163) 211 4-5=(-257) 772 1-4=( -132) 61 2-6=(-1694) 421 BC: 2x8 KDDF #16BTR WEBS: 2x9 KDDF 8168TR; 2-3=(-163) 211 5-6=(-257) 772 4-2=(-1694) 921 6-3=( -132) 61 LOADING 2x4 KDDF STAND A; LL = 25 PSF Ground Snow (Pg) 5-2=( -395) 2782 204 KDDF STUD B TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 290.9)+DL( 252.7)= 543.6 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12"OC. DON. 0'- 0.0" -576/ 2812V -290/ 290H 5.50" 4.50 KDDF ( 625) BC LATERAL SUPPORT <= 12"OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 2.0" -576/ 2812V 0/ OH 5.50" 4.50 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Single member as shown. Hangers attached to the bottom chord 7OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. will have 1.5" max. nail penetration. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 "" For hanger specs. - See approved plans MAX LL DEFL = -0.037" @ 4'- 7.0" Allowed = 0.275" 4-07 4-07 MAX TL CREEP DEFL = -0.082" @ 9'- 7.0" Allowed = 0.412" 1 I I MAX HORIZ. LL DEFL = -0.003" @ 8'- 10.5" MAX HORIZ. TL DEFL= 0.004" @ 8'- 10.5" M-1.5x3 M-5x8 M-1.5x3 /- 1 2 3 -,/ 1 - _ O Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.9ft, TCDL=6.0,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. +;f I ]3 A �� T� I o a, 0 co I ooI /- r \I r t III r ` 4.* 5 ♦• 6 / M-7x12 M-4x12 M-7x12 y l y 4-07 4-07 y €��� f"[1V� t) y [" 9-02 �`�� GIN #5,. ty try 2 89200PE pr- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - NGIRD /y--- Scale: 0.3208 , a WARNINGS, GENERAL NOTES, udess otherwise noted 7, }�v ry► Truss: NGIRD QC 1.Builder and erection antra dor should be advised of al General Notes i.This design h based only upon Me parameters shown and h for an Individual -7� OREGON tk .f>. and Warnings before construction commences building componentApplicebllny of design parameters and proper sea 'fid 2.2n4 compression web bradng must be installed where Mown a, incorporation of component is the responsibility of the building designer. 'pO .t! ' 1 o C+� 1 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at _7/ 4V v... Is Me rospon.181 of Me*redo,Additional permanent bracing of 2'o.c.end d 1C,o.c.respectively unless braced throughout their length by DATE: 3/7/2016 the overall structure Is Me rosponsibgtty of Me building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrywal(BC). /1RI ��4.No bed Nada beapplied to corn3.23 Impactattrabridging or lateral bradng required viers strewn t e SEQ.: K 17 8 619 7any component until after all bracing and 4. ation of hues Is the responsibility of the res.ectNe contractor. fadenete are compete and at no time should any loads greater than 5.Design assumes busses are to be used Ina nonconoeNa environment, TRANS ID: LINK design bads be applied to any component. and are for"dry conalon•ofuse. 5.CompuTnR has no control over and assum=e no responsibility for the 6.Dee�gsen�comes full bearing at all supports shown.Shim or esdge If EXPIRES: 12/3112017 hbrkalbn,handling.shipment and insiallesun of components. ry' 6.OW design h furnished ached to the limitations set forth by 8.Design assumes ea sled on bethfaces a a is provided. and March 1 7,2016 8.Plates chat be iodise on both ladsol truss,and phdd so their center TPWVTCA in SCSI,amiss of which MI be furnished upon request. lines coincide with joint center line, MlTek USA,Ino.ICompuTrus Software 7.6.7(11}E 9.Digits Indicate do of plate in Inches. 7A For bask connector plate design values see ESR-1311.ESR-1966(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN H'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-555) 709 6-3=(0) 177 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-562) 300 6-4=(-555) 704 WEBS: 2x9 KDDF STAND LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 62 ) 8'- 2.0" -135/ 491V -1225/ 1225H 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x9 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.099" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.049" 4-01 4-01 MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" 1' 1 f MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 4-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.943" 1' 1' 1' MAX HORIZ. LL DEFL = 0.006" @ 0'- 5.5" 12 12 MAX HORIZ. TL DEFL = -0.006" @ 0'- 5.5" IIM-4x4 9.00 Q 9,00 3 4.0" ICOND. 3: 150.00 PLF SEISMIC LOAD. I► All l I 1Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 16 ko End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. x il oo M-3x4 M-1.5x3 M-3x4 = k k k 4-09 4-09 Yl O-ozyo3 8-02 0-02-03 \��� NG 0 ,I N4- 6" 89200PE c' JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P5FWCAP , / Scale: 0.4858 a.` WARNINGS: GENERAL NOTES, unless otherdse noted lik OREGON �(/e 1.Builds and erection contrador ahauld be advised of all General Notes I This design Is based only upon the parameters shown and is for en Individual 7/ �/_ '(4 Truss: PSFWCAP and Wamlrp•before construction commences, building component.Appllaebgllyordesign parameters and proper Z. '•7 ate7\ A 2 244 compression web bracing must be Installed where shown r. incorporation of componeNis me responsibility of the building designer. /^ '1 Y '1 4 2,v y- 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bosom chords to be laterally braced et "�,/ (y�+" by Is the re s/d f the erector.Additional MM bracing f 7 0.0.aro al ea hino.crespectively as ey woods brecad(TC)a d/heir elngm). ft�R 11- Y Spon ly o perms g o continuous sheathing such as pywoad Meaming(TC)and/or dryweA(BC). DATE: 3/7/2016 the overall structure is the responsibility cite building designer. 3.24 impact bridging or lateral bracing required where shown SEK1786198 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is me responsibility of the respenha contractor. 4•• fasteners are complete end at no time should any loads greater than 5.Design assumes busses ere to be used in a non-corrosive environment, design bads be applied to eny component. end are for'dry ndion.of use, T RAN S I D: LINK co 8.Deign assumes NA bearing at al supporta Mown.Shim or wedge If EXPIRES: 12/31/2017 5.CompuTrua hes no control over and assumes no reaponlobaty for the fabrkatbn,handling,Mipment end inetalidbn of components.. 7.Design necessary. sumes adequate drainage is provided. March 7,201 6 8.This design Is furnished sub)ad to the limitations set forth by 8.Plates shall be located on both faces of truss.end placed so their center TPVWfCA In SCSI,copies of which wdl be furnished upon request. Rnee coincide with joint center line. 9.Digits ydldle size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For MSc connector pelta design values see ES14-1311,ESR-1888(M:Tek) 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 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 71 2-10=(-270) 1803 10- 3=1 0) 279 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2317) 902 10-11=(-271) 1802 3-11=(-513) 239 3- 9=(-1821) 939 11-12=(-235) 1998 9-11=(-136) 706 LOADING 9- 5=1-1326) 918 12-13=1-271) 1711 11- 5=1-262) 112 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1326) 918 13- 8=1-270) 1712 5-12=(-261) 112 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1821) 939 12- 6=(-136) 706 TOTAL LOAD = 45.0 PSF 7- 8=(-2317) 902 12- 7=1-514) 239 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 71 7-13=1 0) 279 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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" -259/ 17B5V -279/ 279H 5.50" 2.86 KDDF ( 625) 37'- 0.0" -259/ 1785V 0/ OH 5.50" 2.86 KDDF ( 625) OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.085" @ 18'- 6.0" Allowed = 1.203" MAX TL CREEP DEFL = -0.173" @ 18'- 6.0" Allowed = 1.809" MAX LL DEFL = -0.002" @ 38'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" 0 38'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.045" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 36'- 6.5" 13-09 9-06 13-09 7-02-07 6-06-09 4-09 4-09 6-06-09 7-02-07 Design conforms to main windforce-resisting T , f 'f f f f system and components and cladding criteria. 12 9.00177 M-5x6 M-3x9 M-$X6 12 Wind: 140 mph, h=25.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4 5 6 Q 9.00 (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 in the plane of the truss only. M-3x4 M-3x9 3 + + 0 0 I B o 10 11illliil '. " Ail 12 3 ` o I -3x5 M-1.5x3 0.25" 0.25"ON M-3x5 M-5x8(S) M-5x8(S) o _co pRopF y y y y y . 6t+ 7-00-11 6-10-01 9-02-08 6-10-01 7-00-11 y y C3* .*"* Gt •1, `�0 y y 1-00 37-00 1-00 ZC/ "� " 89200PE v- JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - P6 . • • ,/,.4.►- Scale: 0.1661 ^� WARNINGS' GENERAL NOTES, untese olhervdse noted tt • Truss: P 6 1.Builder and erection contractor should be advised of aE General Nates 1.This design Is based only upon the parameters shown and A for an indloltlwl ' ' OREGON and Wamings before construction commences. building component.Applicability of design parameters and proper to 2.2x4 compression web bracing mush be installed where shown o. incorporation of component b the responsibility of the building designer. �t,. (�� 3.Additional temporary bracing to insure stabllby during construetinn 2 Design assumes the top end bottom chorda to be laterally braced al �^ ( M A 2•V �" . Is the responsibility of the erector.Additional permanent bracing o1 7 o.c.and at 7 g o.rnpedNety unless braced throughout their length by 1't ,�j,, DATE: 3/7/2016 the overall structure Is the responsibility of me building designer. 3.2s Impact bridginguous or labral brsuch as oil grequired where Mn m dryw,l(BC). 'i/jl + R`,�� V SEQ.: K 17 8 619 9 4.No bad should be applied to any component until atter all bradng and 4.Installation of trues Is the responsibility of the respenNe contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are tor-dry condition"of use. 5.CompuTnls has no control over and assumes no responsibility forth. 8.Design assumes NI bearing at all supports mown.Shim or wedge If EXPIRES: 12/3112017 fabtIsn,handling,shipment and installation of components. °nary' dee 7.Designassumesbeealed on eotPage lapresa,en March 7,2016 8.This design h CSI,cod essubjectsf0 to 9thee Ilmltatlans set by e.Plates snap be Waled on both fees of Wee,end placed so their center TP WAfCA Ni SCSI,copies of which wR be Nmlshed upon request. tines colndde with joint center line. MiTek USA,Ino./CompuTnls Software 7.6.7(1 L)-E 9.Diens lndlceb qzs of plate in Inches. 10.Far beak connector glee design values see ESR-1311,ESR-10813(MITek) 116. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 30 2-6=(-17) 195 6-3=(0) 177 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-341) 70 6-4=(-17) 195 3-4=(-341) 70 WEBS: 2x9 KDDF STAND LOADING 4-5=( -7) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) 0'- 2.0" -57/ 418V -70/ 7OH 5.50" 0.67 KDDF ( 62 ) 8'- 2.0" -57/ 918V 0/ OH 5.50" 0.67 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 GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.000" @ 0'- -5.1" Allowed = 0.094" MAX TL CREEP DEFL = -0.000" @ 0'- -5.1" Allowed = 0.067" MAX LL DEFL = -0.000" @ 8'- 7.1" Allowed = 0.049" 4-01 4-01 MAX TL CREEP DEFL = -0.000" @ 8'- 7.1" Allowed = 0.067" ,' 1' 1' MAX TC PANEL LL DEFL = 0.019" @ 5'- 9.1" Allowed = 0.295" 4-09 9-09 MAX TC PANEL TL DEFL = 0.061" @ 5'- 9.2" Allowed = 0.443" 1' 1' 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 8.5" IIM-4x4 ''\1 9.00 9.00 17 3 4.0" Design conforms to main windforce-resisting !li system and components and cladding criteria. N- Wind: 190 mph, h=20.8ft, TCDL=6.0,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. 4 I I O M-3x4 M-1.5x3 M-3x4 1 y )' 4-09 4-09 0-02-03 8-02 0-02-03 �4, ,0 pROFk- 89200PE fir JOB NAME : ENGLISH REVIVAL RIVER TERRACE 5 PLEX - PCAP Scale: 0.9858 WARNINGS: GENERAL NOTES, untaaa otherwise nolo 1110 OREGON A. ,, _ I.Binder and andien contractor should be advhed of a%General Notes I.Thio design is based only upon the parameters shown end b for an individual Vs Truss: PCAP and Warnings before construction commences. building component.Applicability of design parameters and proper �Q 4 � 2.2a4 compression web bradng moat be Metalled where shown e. Incorporation of component is the reepenalbley of the building designer. L<Q�*31 9.A e3 3.Additional temporary bracing te inauro atablllty during construction 2.Design aaeumea the top and bottom chards to be laterally braced al °v 1�i' y Is the reaponeibSly of the erector.Additional permanent bracing of continuous nand et ee10'htno.crhich a vply Goode braced throughout r d-length). ftR R i r 1 permene ti Zo.c.adatnemmg such es plywood Naaced throuaMfor dryweN(th b L: l..Y DATE: 3/7/2016 the overall sbucture la the reaponelbkiry of the building designer. 3.2x Impact bridging or lateral braomg required where shown•e SE K 17 8 62 0 0 4.No load should be applied to any component until after all bracing end 4.Installation of tot is the responsibility of the respective contractor. 4• fasteners are compote and at no time Mould any loads greater than 5.Delegn assumes trusses are to be used Ina nontorrosea environment, deatgn pads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK ria no control scar and assumes no rsape eiboiy for me 8.Design assumes Ng bearing at all supports ahown.Shim or wedge If 1, EXPIRES: 12/31/2017 5.CempuTrus fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage.provided. March 7,2016 6.This design o furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed as their center TPLWTCA in SCSI.copies of which will be furnished upon request. knee coodde with loin)center lines. 9.Diggs indicate ales of plate in inches. MiTek USA,Inn./CompuTruS Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) Symbols Numbering System a, General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS ElilENNIIIIMmEnO'1/16� 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I MIN7iillff O 16111121 p bracing should be considered. rip O hi =O 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. or 4 x 2 orientation,locate ~ C7$ c6-z cs6 Q 4. Provide copies of this truss design to the building BOTTOM CHORDS designer,erection supervisor,property owner and plates 0-l/14'from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 "6 Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ...~ 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but16. not cut or alter truss member or plate without prior approval section indicates joint ©2012 MiTek®All Rights Reserved of an engineer. 1 ® number Where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 Min SIZe shown IS for Crushing Only. 111111111111111110NI18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, PilliTek: 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 N CONFORMS TO DESIGN CONCEPT -- QX CONFORMS TO DESIGN CONCEPT El CONFORMS TO DESIGN CONCEPT WITH ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN REVISIONS NOTED 0 NON-CONFORMING-REVISE AND RESUBMIT NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE gA WITH DESIGN CONCEPT ONLI' AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 8AV-'2w FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOP/VENDOR OF RESPONSI I F��,��ct'FORMANCE WITH THE DRAWINGS O ER THIS SPECIFICATIONS D,AND APPLICABLE coDEs,ALL OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICA N AL Ip[WHICH HAVE PRIORITY 10'-V I12" 1-�� g1..3" 51-1. �1-1" QI-411 Ll-0e )-1■ 0 r.) +�1 /yp /2A +3 (2 PBIORITYOVERDavid R Burnett OVER THIS SHOP DRAWING. I (J 67 G i7 (}-e7 G'V 151-571G aidtL� By David R Burnett Date 3/8/16 By; Arnold R. 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Clr 18=111!2' - 98=11 1/2" a 71-1' 101..ON ` ....81 9'43' I.p� 1`p 9T-84." `" ,-B" ,-8 ,-}" 1 ,-f?" 7'1®1• h z iit a«•. �._...,.___._...,,,.... Q J Q a. III > (..) R Z 14 C! F-W 0) t7. Ili I 3 I-. Ur Rd.,.CO CO ob w , UC7 0 CC- = 9t� Wz ,25— < D' cv, `S W 4I