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Plans (4) # PERMIT ADDRESS Nol Nome 4.1 MST2016-00247 13731 SW SILENT FOX TER 4.2 MST2016-00248 13725 SW SILENT FOX TER 4.3 MST2016-00249 13711 SW SILENT FOX TER 4.4 MST2016-00250 13705 SW SILENT FOX TER Mitek. MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: FRENCH REVIVAL 4X MODIFIED ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1812329 thru K1812399 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �,c 0:0 0 PR 0p4- �� GINEco. `r 89782PE t:.:7 OREGON OREGON o"y Q- UL 94. ' /2016 March 16,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR 10-06-00 GIRDER SUPPORTING 4-00-00 1- 2=(-991) 200 1- 6=(-1627) 1978 2- 6-) -92) 741 BC: 2x6 KDDF )15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-695) 108 6- 7=( -564) 2070 6- 3=(-1430) 485 WEBS: 2x9 KDDF STAND 3- 4=(-695) 108 7- 8=( -564) 2070 7- 3=( 0) 206 LOADING 4- 5=(-991) 200 8- 5-(-1627) 1978 3- 8-(-1430) 485 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 8- 4=( -92) 741 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 10'- 6.0" V TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 9'- 6.0" L BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF IL) 25.0)+DL( 20.0)- 45.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -127/ 786V -2000/ 200014 5.50" 1.26 KDDF ( 625) 10'- 6.0" -127/ 786V -2000/ 20008 5.50" 1.26 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 10PSF 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 = -0.034" @ 5'- 3.0" Allowed = 0.319" MAX TL CREEP DEFL = -0.068" @ 5'- 3.0" Allowed = 0.479" MAX HORIZ. LL DEFL = -0.010" @ 0'- 5.5" MAX HORIZ. TL DEFL - -0.015" @ 0'- 5.5" 1-00 8-06 1-00 ICONS. 3: 2000.00 LBS SEISMIC LOAD. 4 1' 'l' 1' Design conforms to main n windforce-resisting 1-00 4-03 4-03 1-00 system and componentsand cladding criteria. 1' '( '' ' '1 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12.00 17 N 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 i1- - i i M ® ® p , v o ]�5 I I 1 7C 6 8 0 0 M-3x4 M-1.5x3 M-3x4 M-3x5 M-3x5 1 1• 1' 1 l 1-03-08 3-11-08 3-11-08 1-03-08 y 10-06 - y RO) PRQfics�. .r ., `c'N LLA44.1 rio 9 Zt` 89782PE r- • JOB NAME : FRENCH REVIVAL 4 PLEX - AH1 Scale: 0.4879 4111, WARNINGS: GENERAL NOTES, unless otherwdse noted R✓ _) I.Builder and erection contractor should be advised of al General Notes 1.ThIs design is based only upon the parameters shown and N for an Individual /f II OREGON ham- Truss: AH 1 and Warnings before consbucllan commences. building component.Applicability of design parametere and proper +• ' IVC/'/,, Y 2.2a4 compression web bradng must be installed where shown n. incorporation of component la IM reapansibg0y of me building designer. +'t f q[�v 5 /.,-Zr 3.Additional temporary bracing to insure stability during construction 2-Design assumes the lop ant uelybott5 chords to left latarelty braced at a'7 I {�j, Is the responsibility of the erector.Additional permanent brachy of 2 o.e.and et is ow.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). PA..0 UL. R� DATE: 3/16/2016 the overall structure Is the responsibility or the building designer. 3.2lmpact bridging or lateral bredng required where shown++ SEQ.: K1812329 4.No load should be applied to any component until after all bradng and 4.Installation ofttruss issthe heare bauBsydithe anespodrrovewencontractor. fasteners are complete and at no time 4.Insta me should any loads greater an 9n design bads be applied to any component. and are for.dry condition•of use. �/('� p 12/31/2016!'y+fj.R f�(�{G TRANS I D: LINK S.CumpuTrus has no control over and assumes no responsibility for the 6.Dellen assumes NR bearing at ail support shown.Salm or wedge if EXR-IR ES. 1 2 3 1/20 1 6 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 16,20 1 6 S.This design N furnished eub)ed to the limitations set forth by 8.Plates Mall be bated on both faces of tuns,and placed as their center TPIANTCA In SCSI.copies of Mich WI be Nmlehed upon request. Ines coincide with Joint center!hes. 9.Digits Indlcste sire of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-4=(0) 0 BC: 2x4 ROOF #l4BTR SPACED 24.0" O.C. 2-3=(-50) 57 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 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" -171/ 584V -20/ 720 5.50" 0.94 KDDF ( 625) 1'- 0.0" -374/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans 12.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-7 psf) uplift at 24 "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 LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.003" MAX TL CREEP DEFL = 0.000" @ 0'- 5.5" Allowed = 0.004" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads r7 in the plane of the truss only. O a7 O I ti ,,- m M Of J. I N O O ** 4 M-3x4 P J' 1-00 l 1-00 l ,,� AGI E fi06,rb 4` 8'782PE C.- JOB NAME : FRENCH REVIVAL 4 PLEX - B1 ''• Scale: 1.1024 .' • a• . WARNINGS: GENERAL NOTES, unless otherwise noted. EI OREGON ''�� 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon Sr.parameters shown end Is for en individual •'A G R E GON '.• Truss: B1 and Warnings before consbudion commences. building component.Applkebiliry of design parameters and proper S. 2 �" 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. '1,5).,.. eY� /1 a.�` G ��. 3.Additional temporary bracing b Insure stability during conatrucllon 2.Design assumes the lop and bosom chordsbio be laterally braced et 77 �1 J^i�! J Ie the responsibility of the erector.Additional permanent bracing of 2 o.e end et 10 ex.respectively unless braced throughout their length by DATE: 3/16/2016 the overall structure is the responsibility of build) designer. continuousImpact shgingmrg suerlbh as acwg re uietlwhere shown)and/or drywel(BC). nJI'+t + epos Y o ng3.In Impact bridging or tater..bracing required where shown.* �"1 111.. SEQ.: K 1812 3 31 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respedNa contractor. fasteners era complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used In a non-coneWe environment, TRANS I D: LINK design loads be applied to any component. and are or dry condition"or use. 5.CompuTrue has no control over and assumes no responstlOHy for the 8.Design assumes NA bearing at all supports Mown.Shim or wedge II EXPIRES: 12/31/2016necess fabrication,handling.shipment end installation of components. Design es 7.Pelee saw bee.adedan drainage March 16,2016 e.This design is furnished subject b the limitations set forth by S.Plates strep be located on both feces of truss,and plead se their cellar TPIMRCA In ECM,copies of which MN be furnished upon request. tinea coincide with joint center lines. MiTek USO,Ina/Com uTrus Software 7.6.7 1 L E 9.Digits Indicate size of plate in Indies. P ( f t0.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4168) 712 7- 8=(-920) 614 7- 1=(-9328) 716 10- 4=( -216) 1556 BC: 2x6 KDDF #1&BTR 2- 3=(-3259) 690 8- 9=(-640) 2896 1- 8=( -426) 2862 4-11=(-2462) 958 WEBS: 2x4 KDDF 016BTR; LOADING 3- 9=(-2264) 490 9-10=(-932) 2059 8- 2=( -240) 1560 11- 5=1 -904) 5202 2x6 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-1168) 296 10-11=(-432) 2059 2- 9=(-1138) 292 5-12=(-5482) 956 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( -198) 182 11-12=(-234) 982 3- 9=( -390) 2022 12- 6=( -50) 18 TC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 7.5" V 9- 4=( -178) 558 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)= 945.6 PLF 9'- 7.5" TO 15'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J ( 2 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2152.0 LBS @ 13'- 6.0" 0'- 0.0" -698/ 9361V -197/ 305H 5.50" 6.98 IMF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 5.0" -1059/ 6125V 0/ OH 3.50" 9.80 KDDF ( 625) )0] nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 2 row(s) throughout 2X6 webs, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design Checked for net sf) uplift at 29 "oc 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 P P spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.031" @ 10'- 2.8" Allowed = 0.489" MAX TL CREEP DEFL = -0.093" @ 10'- 2.8" Allowed = 0.733" 6-09-14 8-07-02 MAX HORIZ. LL DEFL = -0.005" @ 15'- 1.5" I MAX HORIZ. TL DEFL = 0.010" @ 15'- 1.5" 3-09-04 3-00-10 3-04-15 3-04-15 1-09-04 T T T T 4 T 12 Design conforms to main n windforce-resisting M-5x6 M-3x8 M-5x6 M-1.5x3 system and components and cladding criteria. 12.00 V 3 4 5 6 �IMMMMMMMMMOMMMMMMMEIKIMMMO Wind: 140 mph, h=23.2ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, @@ HANGER BY OTHERS TO APPLY CONC. Truss designed for wind loads LOAD(S)EQUALLY TO ALL MEMBERS. in the plane of the truss only. M-3x6 2 it ro to 0 I M-3x8 ✓ ✓� o A�`I61II1611k 11111 � 7 8 9 10 11 '-'12 M-1.5x4 M-6x8 M-3x8 M-1.5x3 M-6x8 M-5x6 .L• 2353# b 1 )31'21524 1 �yPR 3-05-12 3-05-14 3-03-03 3-01-07 2-00-12 G ,�`v r{,OFe.o 6. y 15-05 y •5 ..��yCaINE 15) /0�9. 89782PE 1.-- JOB NAME : FRENCH REVIVAL 4 PLEX - BGIRD - • Scale: 0.2772 ,,...de-ii." \ 1,,, -�,� WARNINGS: GENERAL NOTES, unless otherwise noted / G' /� �4,, 1.Builder and eredbn contredor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and N for an Individual s' OREGON n• Truss: BGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper C//-� V 2.294 compression web bracing must be Instalbd where Mown+, !narporation of component la the responsibility of the building designer. 5 4- 3.Additional temporary bracing b Imre stability during constructlon 2.Design assumes the lop and bottom chortle to las laterally bread st RY 1 Is the responsiMly of the erector.Additional permanent bracing of 7 o.c.and at 10 op.rent,C vely unties braced throughout their length by DATE: 3/16/2016 the overs%Proctors b the ro abqof the bulldin de continuous sheathing such as plywood required ng(Te)emnor drywa8(Bc). P/1 I +1 0 Spon ay g signer. 3.2x Impact bridging or lateral bracing where Mown++ �"'1 ll L SEQ.: K1812 3 3 2 4.No load should be applied to any component until after all bracing and L Installation of buts Is the responsibility of the respective contractor. (wieners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bade be applied to any component. end are for'dry andmon•of use. 12/31/2016 5.CompuTnfs has no control over end assumes no responsibility for the B.Design assumes NN bearing at all supports shown.Shim or wedge If EXPIRES: .-m,SQ fabdatlon,handling,shipment and Imlellaeas, on of components. 7.Design assumes adequate damla age proWded. March 16,201 6 S.This design is famished subject to the limitations set forth by a Plates snap be bated on bath f=aro of huts,and placed so their anter TPWNvfCA In SCSI,coples of which MI be famished upon request. linea coincide with joint anter line. es M:Tek USA Inc./CompuTrus Software 7.6.7(1L)-E 9.Foor=sic connector pate deign vat ) pie eine values see ESR-1311,ESR-1998(MITek This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-06-00 HIP-D SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 8=(-230) 678 8- 3=( -74) 449 10- 7=(-370) 1141 2x6 KDDF #1&BTR T2 2- 3=(-1100) 326 8- 9=(-465) 1285 8- 4=(-709) 308 7-11=(-826) 265 BC: 2x4 KDDF #1&BTR LOADING 3- 4=( -680) 230 9-10=(-246) 745 4- 9=(-203) 212 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1264) 474 10-11=( -46) 118 9- 5=(-251) 654 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 8.0" V 6- 7=(-1011) 347 5- 6=(-637) 293 2x6 KDDF #2 B TC UNIF LL( 75.0)+DL( 30.0)- 105.0 PLF 2'- 8.0" TO 10'- 10.0" V 6-10=(-664) 304 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 10'- 10.0" TO 13'- 6.0" V TC LATERAL SUPPORT 24"OC. UON. BC UNIF LL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TC CONC LL( 66.7)+DL( 26.7)= 93.3 LBS @ 2'- 8.0" 0'- 0.0" -307/ 1058V -52/ 92H 5.50" 1.69 KDDF ( 625) TC CONC LL( 66.7)+DL( 26.7)= 93.3 LBS @ 10'- 10.0" 13'- 6.0" -258/ 893V 0/ OH 5.50" 0.60 KDDF (1485) NOTE: 2x4 BRACING AT 24"OC UON. FOR 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 kOND• 2: Des tan checked for net(-7 psf) uplift at 24 "cc sn ac ino, 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" Unbalanced live loads have been MAX LL DEFL = 0.053" @ 10'- 11.0" Allowed = 0.419" considered for this design. MAX TL CREEP DEFL = -0.108" @ 10'- 11.0" Allowed = 0.629" ** For hanger specs. - See approvyle2p$ MAX HORIZ. LL DEFL =-0.036" @ 13'- 3.2" G U/ 11 10-10-05 MAX HORIZ. TL DEFL = 0.059" @ 13'- 3.2" 2-05-04 s 'I ' Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-11 4-03 3-10-09 2-08-12 T93.30# T '( Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 93.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9x6 10.56'M_3x4 load duration factor=l.6, 12.00 7 M-3x4 M-3x6 End vertical(s) are exposed to wind, 3 Truss designed for wind loads ' /' -/,, in the plane of the truss only. T2 _ o, -- NM o M-3x4 / 1 -., 6 �-- NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY A o PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER I FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL to o� NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. L„ I- I-_I � 1 11 e 9 / / 10 N o M-3x4 M-3x6 M-4x6 M-4x6 M-3x6 '-1 1 N oI 12** ; l b l l y l-oo l 2-06-04 4-07-15 13-06 3-10-09 2-05-09 )' � ` N - Sfb :9782PE Vic' JOB NAME: FRENCH REVIVAL 4 PLEX - BH1 Scale: 0.3613 C,,.y1 Ik' WARNINGS: GENERAL NOTES, unties otherwise noted: ✓f_ yF4,OREGON p��. tBinder end erection contractor should be advised of all General Notes I.This dsstgn is based only upon the parameters shown and Is for en Individual 4,Q . Truss: BH1 and WWarnings beforcombuscombustion commences. building component.Applicability of design paremetere end proper )/ 2.254 compression web bhang must be'Welled where shaven+. Incorporation of component Is the responsibility of the balding designer. 3 Additional temporary bracing to Imre stability during construction 2.Design assumes the top and bolt m chords to he laterally broad at ry 9' Is the responsibility of the erector.AddEenel permanent bracing of �^°and at 7 g oft.respectively es plywood unless braced and/or their length by - `` DATE: 3/16/2016 the overell structure is the reeponelbAl of building designer, Impact sheathing such l b etyeg re airsheathing(TC)s shown dryweg(Sc). y° 9 3.In Impact badging or the re Piecingrequiredof the where shown*contractor.iti SEQ.: K1812333 <.Noendsareltlbeapptantoartycomponentuntil anyatterallereangend 5.Dodge oestristheroa/sbe NoftaerospedNe /ren fasteners are stompers and at m time should any loads greater then 5.Design assumes trusses era to a used h a nao-aarroarve environment, TRANS ID: LINK deAgnloads beapplied toany component. and are for"dry oondhlon"0use. EXPIRES: 12/31/2016 B.CuepuTroa has no control over and assumes no roaponstbllily for the 8.Design assumes M I bearing at all supporta Moven.Shan or wedge If ^eC°°°ery March 16,2016 fabrication.handling,shipment and Installation of components 7.Design assumes adequate drainage P provided. 5.This design N Nmiehed abject to the limitations set forth by B.Plates Mall be located on both faces of truss,end placed as their center TPIMTCA In SCSI,copies of IPSO WI be furnished upon request. Ines coincide v.8th Iain)center lines. 0.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For beak connector plate design values see ESR-1311,EAR-1885(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-478) 109 BC: 2x9 KDDF 1114BTR 3- 4=( 0) 0 10-11=1-183) 467 5-10=(-131) 124 WEBS: 2x4 KDDF STAND; LOADING 3- 5=1-421) 172 11-12=( -97) 79 10- 6=1-118) 427 2x9 KDDF #1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 243 6- 7=1-917) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 7- 8=1-632) 188 7-11=1-406) 190 TOTAL LOAD = 95.0 PSF 11- 8=1-229) 707 TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 798V -53/ 930 5.50" 1.20 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1985) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" oc 'COND. 2: Design checked for net(-7 psf) uplift at 24 spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" M-3x4 where shown; Jts:2,5�9 3-11-11 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" f MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed = 0.419" Unbalanced live loads have been 2-05-04 MAX TL CREEP DEFL = -0.068" @ 10'- 11.0" Allowed = 0.629" considered for this design. T '( /1 ((�1 MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" .* For hanger specs. - SCP=appka§-iQ ons f1-05-07, 2-11 3-10-09 2-08-12 MAX HORIZ. TL DEFL = 0.037" @ 13'- 3.2" I Design conforms to main windforce-resisting 2-08-12 T f system and components and cladding criteria. 12 Wind: 190 mph, h=22.4ft, TCDL=6.0,HCDL=6.0, ASCE 7-10, 12.00 7load duration f(All Heights), Enclosed,, Cat.2, Exp.B, MWFRS(Dir), 14_4x6 10.56" End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. iWIMMMIMIMMMOMMOMMIMMINEM4P 0 0 -/ NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. 88 THE DESIGN SHALL BE REVIEWED AND APPROVED BY t` PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER o FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL o NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. m I AIN NM Iilla , or� 1111.1 12 -/-/ I J'- 9 10 11 N M-4x6 M-4x6 M-3x6 j 13x* -7,1, y 2-06-04 y 4-07-15 y 3-10-09 2-05-04 y ‹<;" ('R.OFAP 1-00 13-06 '�G,/ 19 8.782PE C"` JOB NAME : FRENCH REVIVAL 4 PLEX - BH2 ,� " Scale: 0.3363 C,e' 40 WARNINGS: GENERALNOWE8, unless otherwise noted: 9,j,OREGON ''s Q" 1.Balder and erection mentor should be advised of el General Notes 1.This design b based only upon the peremetere shown and le for an Individual .A� A�.y .. e.'- y'� Truss: BH2 and Warnings before construction commences. building component.Applkabillty of design parameters end proper TT �1 F J :VV_ 2.2s4 compression web bredng must be Installed where shown+. incorporation of component is the reeponsiblfty of the building designer. 3.Additional temporary bracing to icer.stability during construction 2.Design assumes me top end bottom chords to be laterally braced at P,A U t \ ie the responsibility of the erector.Additional permanent bracing of 20.c.and al 70 Ac.reepeciNely unless braced throughout Meir length by 1+. continuous sheathing sueb as plywoodsheathing(TC)and/or drywal(81). DATE: 3/16/2016 the over.structure b the responsibility of the building designer. 3.2r Impact bridging or kernel bracing required where shown+ SEQ.: Ki812 3 3 4 4.No load Mould be applied to any component until after an bredng and 4,Installation of truss Is the responsibly of the reaped.contrader. V F C 1 r3 r� /rf ft 1 L� fasteners are complete and at no time should any leads greater man S.Design assumes trusses era to be used k a non-coned..environment. EXR I ES. 1 GIv71!G V 1 V assign bads he eppilea to any amponsnt. and are assume rendition"or use. TRANS ID: LINK e.Design.or Dry r full use.support.hewn.Shim or dodge 5.CompuTrwManocontrol over and ammo.noreeponsibll.ykrthe ,,,,ry. March 16,2016 fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage la prodded. 6.This design b lumiehed cabled to the limitations set forth by 8.Plates shag be located on beer faces of truss,end placed as their center TP WYTCA In BCD,copes et which DI be furnished upon request. line.coincide with joint center(lees. 9.Digits indate etre or plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MIT.) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 5 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 7=( -45) 354 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-634) 173 7- 8=( -61) 352 7- 9=( -53) 56 WEBS: 2x9 KDDF STAND 3- 4=1-348) 224 8- 9=(-185) 432 4- 8=1 -54) 153 LOADING 4- 5=(-564) 231 9-10=1 -40) 58 8- 5=1-146) 149 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 5- 9=(-460) 215 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 9- 6=(-208) 599 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 17216 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) 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. ICOND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. M-3x4 where shown; Jts:2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approvedMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" p plans 5-03-11 2-10-10 3-03-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" f 1 T f I MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed= 0.629" 12 12 MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed= 0.434" 12.00 177 M-4x6 M-4x6 N 12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" II • �' enn NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY so PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER 0 I FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL o NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION, to coo I I: Aill BB 11 -/' I 7 8 9 N 0 A N N I 1 1 l 1 b coPRo 5-02-04 3-05 3-02-04 1-08-08 ,`CLQ 061 y1-00 b 13-06 b 1i� ' '11GIN ' `'hip'r,' :9782PE �<" JOB NAME : FRENCH REVIVAL 4 PLEX - BH3 .r► Scale: 0.3493 , t✓" 40 WARNINGS: GENERAL NOTES, unless otherwise noted: 4 7 GREG JIVrt. ( .(]s"( a,"_ Truss: BH3 and Warnings beforeconstn 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for en Individual •aaioncommence.. building component.Appkabilityof design parameters and proper „ q�Y. V 2.2s4 compression web bracing must be installed where shown+. incorporation or component is the responsibility of the building designer. • 3.Addllonal temporary bracing b Insure stability during construction 2.Design assumes the tap and bottom chords to be!Mersin/braced at Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at id o.n.respectNety anlage brewed throughout their tength by ��, U� structure the responsibility continuous sheathing such as plywood shealhing(TC)end/or drywal(SC). DATE: 3/16/2016 the overall of the building designer. 3.2s Impact bridging or Moral bredng required where shown++ SEQ.: K 1812 3 3 5 4.No Toed should be applied to any component until ager all bracing and 4.Installation of trues Is the responsibility of the respedNe contredor. fasteners are complete and at no time mould any loads greater than 5.Design assumes trusses are to be used In a non-corrowe enmronment, TRANS ID: LINK destgnlo.e.beappleataanycompanent. and arefor•drycondgwn•ofuse. EXPIRES: 12/31/2016 5.CempuTrrua has no control over and assumes no responsibiley for the e.Design assumes stn besriat al supports shown.Shim or wades a March 16,2016 fabnaetkn,handling.shipment and Installation of components. neceees se 6.This design b furnished subiedset to the limitations forth by 7.Design assumes adequate drainage Is provided. S,Plates shall be kilted on both races of truss,and placed.o Meir center TPINVICA In SCSI,copies of whkh will be furnished upon request. Ines coindde with joint sender line. 9.Diggs indicate size of piste In Inches. M:Tek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate designvalues see ESR-1311,ESR-t950(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 0 LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2- 9=) -87) 357 9- 3=( 0) 183 BC: 2x4 KDDF 1+16BTR SPACED 29.0" O.C. 2- 3=(-634) 250 9-10=1-106) 352 9- 6=( -61) 64 WEBS: 2x9 KDDF STAND 3- 4=) 0) 0 10-11=(-225) 432 6-10=) -51) 153 LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=(-139) 192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSP 5- 6=) 0) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PEE' 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD = 95.0 PSF 7- 8=(-370) 153 8-12=1-575) 258 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) OVERHANGS: 12.0" 0.0" 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-3x4 where shown; Jts:2,8-11,13 1'050, 2• Designrherked for net l-7 f) soli ft at 24 "on ps sparing. * For hanger specs. - See approved plans 0-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 .f,f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.100" f ,f,f ,' ,f MAX TL CREEP DEFL = -0.022" @ 8'- 1.4" Allowed = 0.629" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed= 0.434" f 'f 'f'f 'f 'f 'f MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-04-10 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 P7 12.00 M-4X6 M-4x6 Wind: 140 mph, h=22.5ft, 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, C=6• Truss designed for wind loads in the plane of the truss only. Aha o in o 10 ,-i I O 1N O 2 /I 0p PR pFs Kt" y y y y C;Ck GI NE- ,,,, 1-00 5-02-04 13-06 3-05 3-02-04 1-08-08 \ i(., R 0 l l 1 8 782PE 9 JOB NAME : FRENCH REVIVAL 4 PLEX - BH4 y " Scale: 0.2646 ,.y� (.a' (0 WARNINGS: GENERAL NOTES, unless othervdse noted: :f 1 j,r r i"'i Q`. 1.Builder and erection contractor should be advised of ail General Notes t.This design h band only upon the parameters shown and Is for an Individual f.A A�• 4' (r Truss: BH4 end Warnings before oonsiructlon commences. building component.Applicability of design parameters end proper 7 .4 Y 2 204 compression web bradng mud be entailed where ahem 5. Ineerponllon of camponert is me ro.pensibllly of the binding designer. 3.Addl:enel temporary bracing to hours Habil during consiructbn 2.Design assumes me top and bottom chortle to be laterally braced et I �' /A .9 by ie me responsibility elle erector.Additions/permanent bracing of 7 continuous sheathingrsuchasply unless d sheathing(TC)ray/orr dy le p BC). �"1 U L such plywood rtlry"'* DATE: 3/16/2016 ihs overall structure h the responsibility of he building designer. 3.2K Impact bridging or lateral bndng required when shown 5• 4.No had.hould be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the reapedNe contractor. ,A/''�/t�.A)ry/'� SEQ.: K1812336 Intenenare complete end atnotime should any loads greater than S.Deign assumes truss.are tobeusedbranon.00rrosiveenvironment EXPIRES: IG7v7 AIGV� design beds be applied to any campenent. and aro for"dry condition" ri of use. .A TRANS I D: LINK 6 5.CompuTrua hes no control over and e5e0was no responsibility for the 8.Design assumes NN beenng et all support shown.Shim or wedge If March 16,2016 nry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This deign is furnished subject to the limitation cat fort by 8.Plates Mall be hated on both faces of truss,and placed so their center TPINw7CA in BCSI,seples of Mich x15 be furnished upon request. Ines coincide with)sled center line. 9.Digits Indicate she of plate in aches. MITek USA,IIIc./CompuTrus Software 7.6.7(1 L)-E ie.For basic connector plate design value.see ES114311,ESR-1988(Man) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4BR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 929V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 89V 0/ OH 1.50" 0.13 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-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 = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" / 2-11-12 r MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" 1 MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL= -0.000" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 8.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 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 ul in the plane of the truss only. 0 N m ,4- . 0 o 2�� � 4 M-3x4 1 1 1 1 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,4 ,ace- P R OF�Css � NGiNE�R /0 wL 4t` 89782PE ter- JOB NAME : FRENCH REVIVAL 4 PLEX - BJl . -.w►' • • Scale: 0.6296 Ing WARNINGS: GENERAL NOTES, unless otherwise noted. C•." 40 Truss: BJl 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 OREGON ,z, and Warnings before consirudion commences. building component.Appliceblllty of design parameter.end proper �//� y Q"' 2.2a4 compreedon web bradng must be Installed where Mown+, incorporation of component la the responsibility of the building designer. .T4) Gq R . a_+ 3.Additional temporary bracing to insure stability during construction 2.Design manes the top and bottom chords to be laterally braced al 77 4y J Is the responsibility of the erector.Additional permanent bracing of T oho and at 70 o c. respect unless braced ihrougnoN(heir len by DATE: 3/16/2016 the overall structure Ie the responsibility f the building designer. continuous sheathing such as plywood airesheathing(TC)ers armor dryWeg(BC). /4 t+t eP°^ ° 3.2a Impact bridging or lateral bradng required whew shown+♦ I&,/L SEQ.: K1812337 4.No load. eld be applied to any component until after all bradng and 4.Installation alms la the responsibility of the resperNe contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design toads be applied to any component. end erafor'dry ondnion of use. 5.Camp°Tn,s has no control over and assumes no responsibility for the S.Design assumes NII bearing el al support shown.Shim or wedge If EXPIRES: 12/31/2016. fabrication,handling,shipment and inaellatlon of components. eaary. 7.Pedsshell beseded on bath loproese March 16,2016 6.This design is furnished subject to the limitations set form by e.Plates snag be located on bath laces of trues,and placed eo their center TPBVylCA in SCSI,copies of which MN be furnished upon request. lines coincide with joint center lbws. 9.Digits Indicate In of plate In Inches. MITek USA,Ino./CompuTfue Software 7.6.7(1L)-E 10.For balk connector plate deeign values see ESR-7377,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-4=(-52) 50 3-1=(-33) 16 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-4=(-54) 56 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 0-10-03 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. '' ' DL ON BOTTOM CHORD = 10.0 PSF 0.- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) TOTAL LOAD = 45.0 PSF 0'- 9.4" -107/ 59V 0/ OH 1.50" 0.09 KDDF ( 625) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 12.00 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.086" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 5.9" Allowed = 0.055" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" 2 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (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 /- " in the plane of the truss only. ibill111111111111111b... c I 0 ri N r+ I l0 0 1111111111111111111111\ kit!, ME A- 1�� ►r'4 -1 3 M-1.5x3 M-1.5x3 EOPR°F , J• 3-05-06 0-05-02 co..' �ivG'N��I9 /c2 3-10-08 '‹ :9 7 8 2 P E �v 'PROVIDE FULL BEARING;Jts:3,2,4 I JOB NAME : FRENCH REVIVAL 4 PLEX - BJ1X -+ 'O' Scale: 0.8080 . ION WARNINGS: GENERAL NOTES, unless otherwise noted: �.aa� ('� /c / 40 1.Builder 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 4. ,? OREGON OS' �.. Truss: BJ1X and Warnings before construction commences. building component.Applicablllly of design parameter.and proper fV- 2.2x4 compression web bracing must be Installed where Mown+. Incorporation of component is IM responsibility of the building designer. *'9,5 q[[yy y A5 � 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced al7'N r' `*� Is the respons llty of the erector.Additional permanent bracing of 7 ntinuous sheathing suchas plywood sheathing(TC) ndtor dryvAN B tively unless braced throughout their length I � r"- UL N t DATE: 3/16/2016 the overall aradure I.the responsibility of the bending designer. 3.continuous badging or lateral bracing required where shown++ {„/L SEQ.: K1812338 4.No load a/todd he nppl:ed te any component anti after all bran/nA end 4. NationofI is ther mWbueryycmhnespectivecontmdoorn.nt, fasteners are complete and at no time ahoNd any loads greater than Design assumes design loads be applied to any component, and are for"dry condition"of use. 12/31/2016 TRANS I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for Ms 8.Design a�wme.NA bearing et all suppod..hown.Shim or wedge if EXPIRES: fabdatlon,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 16,2016 8.This design A furnished subisd to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPLWI-CA In BCSl.copies of shah v4N be furnished upon request. Once coincide with joint anter linea. 9.Digits Indlale sire of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to Far basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-156) 139 1-4=(0) 0 BC: 2x9 KDDF #119TR SPACED 29.0" O.C. 2-3=( -56) 26 WEBS: 2x9 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 ERG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 POP 0'- 0.0" -23/ 171V -43/ 115H 5.50" 0.27 KDDF ( 625) 3'- 7.7" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.8" -121/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 5'- 10.3" -22/ 41V 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX TC PANEL LL DEFL = 0.013" @ 1'- 10.6" Allowed = 0.299" 12 MAX TC PANEL TL DEFL = 0.011" @ 1'- 10.7" Allowed = 0.374" 8.00 17 3 -i MAX HORIZ. LL DEFL = -0.001" @ 5'- 9.5" MAX HORIZ. TL DEFL = -0.001" @ 5'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.4ft, TCDL=6.O,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. 0 0 f , o 0 M-3x4 1 1 1 3-10-08 1-11-12 ('� 'PROVIDE FULL BEARING;Sts:1,4,2,3 I >1,7 PR.0F �� ass c,� tyGINSrpm 8.782PE sic' JOB NAME : FRENCH REVIVAL 4 PLEX - BJ2 "/'/,. '' ^y/! • Scale: 0.5699 ,r °•/rtf \ _„ WARNINGS: GENERAL NOTES, unless otherwise noted: V ll Truss: BJ2 1.Bulderand eredbncontractor should beadvised ofalGeneral Notes 1.7hlsdesignis based only upon the parameters shown and Isfor anindividual 1t OREGON ryryr'``� and Warnings before construction commences. hulloing component.Applicability of design Aerometers and proper yy !'&& rs ) N" 2,Ad4 compression web bradng must be Installed vdiere shown+. incorporation of component is the responsibility laterally budding tleslgner. V ` 3,Additional temporary bracing a aeure stability tludng construction 2.Design assumes the top end bottom chords to be laterally braced at Y �{. Is the responsibility of the erector.Additional permanent braving of Poo.c and H 10 o,c,suet,.ively unless braced throughout their length by ` DATE: 3/16/2016 the overall structure la the re dbltl f the building designer. continuous sheathing sten esarequired where Mown tlrywal(SC) pJl' +` + l Won y° ng g 0.co Impact bridging or such bracing plywood where Mown.. .4 l„/1.. SEQ.: K18 12 3 3 9 4.No load should be applied to any component until alter all bracing and 4.Installetbn tabbed is the responsibility ar the respedne contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonconosbe environment, TRANS ID: LINK design loads be applied to any component. and are for^dry condition.muse. 5.CompuTrue has no control over and assumes no respunsibilly for the 6..Design assumes MI bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2016. febrlcatbn,handling,shipment and installation of components. ry 7.Design assumes ctedbadrainage io ssed.n March 16,2 16 8.This design is furnished subject to the limitations set forth by S.Plates chap be located on both faces of truss,and placed so their center TPINOTCA in SCSI,copies of which all be furnished upon request. line coincide with Joint center lines. uTrus Software 7.6.7(1L E 9.Digits Indicate sirs of pale in Inches. MITek USA,Inc./Cam P 10.For basic connector pale design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #166TH LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 4-5=(-52) 50 4-1=(-33) 16 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-54) 56 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. 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" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) 0'- 9.4" -84/ 175V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) 2-10-03 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I OND. 2: Design checked for net)-7 psf) uplift at 24 floc spacing. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 12.00 [77 MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 5.9" Allowed = 0.055" 3 MAX BC PANEL LL DEFL = 0.000" @ 3'- 0.8" Allowed = 0.128" -/ MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" 0 MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,-1 End vertical(s) are exposed to wind, M-4x6 I Truss designed forwind loads o in the plane of the truss only. 10 I 1.#bilhhin....._ I 0 I 4E5 M-1.5x3 M-1.5x3 1 , 1 3-05-06 0-05-02 1 1 3-10-08 IPROVIOE FULL BEARING;Jts:9,2,5I ��••.`J� � �,J,CI • JOB NAME : FRENCH REVIVAL 4 PLEX - BJ2X *--se''.. `'t0"'" . • Scale: 0.5370 4111, WARNINGS: GENERAL NOTES, unlessetherwse noted: Cr, � 1.Builder and erection contrader should be advised of all General Notes I.This design Is based only upon the parameters shove and h for an individual ? OREGON >ti Truss: BJ2X and warengebefore construdloneommenc.e. building component.Appfcebiloyofdesignparametersandproper Zr �! ,0 Q` 2.254 compreelon web bradng mud be Installed where show„.. Incorporation of component Is me responsibility of the Wilding designer. a 1 6/,4 Y..j 5 1�. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chorda to be throughoutty braced N is the respendbllly of the erector.Additional permanent bracing of cortin and et f 0 o.c..00h a.sty unless braced dlrtd,yeir length by DATE: 3/16/2016 the everaN structure a me responsibility el Me building designee continuous sheathed such as Arwood sheathing(TC)and/or dryvnA(BC). p/A I I t i� 3.a Impact bridging or lateral bracing required where down.. �^1 1J i.. SEQ.: Ki812 3 4 0 4.No load Would be applied to any component until after all bradng and 4.lndalegon of true tame reeponelbfity of the ra.pedhe contractor. fasteners era complete and at no time Mould any bads greater than 5.Design assumes theses are to bs used In a non-corrosive environment, design pads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S.Design assumes NA bearing at ail supports shorn.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the neeee.ry. EXP!RES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assume.adequate drainage is provided. March 16,2016 S.The design is furnished subject to the limitations et forth by B.Plates shal be located on both Rowel truss,and placed as teir center TPVW1CA In SCSI,copies of which WI be furnished upon request. Anes alndde with Point center lines. 9.DigitsIeinlelta sin of plata In inches. MiTek USA Inc./Com uTrus Software 7.6.7 1L FE /I For Wein connectorplate design values sea ESR-1311,ESR-19W(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-264) 211 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 67 WEBS: 2x9 KDDF STAND 3-4=( -65) 0 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: 0.0" 11.8" 0'- 0.0" -16/ 161V -62/ 187H 5.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -158/ 318V 0/ OH 1.50" 0.41 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.5" -116/ 253V 0/ OH 1.50" 0.32 KDDF ( 625) 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. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 8'- 10.3" Allowed = 0.065" 4MAX TL CREEP DEFL = -0.003" @ 8'- 10.3" Allowed = 0.098" MAX TC PANEL LL DEFL = 0.010" @ 1'- 9.2" Allowed = 0.299" MAX TC PANEL TL DEFL = 0.009" @ 1,- 9.2" Allowed = 0.374" V MAX HORI Z. LL DEFL = -0.003" @ 7'- 9.8" MAX HORIZ. TL DEFL = -0.003" @ 7'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) ae exposed to wind, Truss designed forwind loads I in the plane of the truss only. b O ,0 laillill o I 1* 5 11.- 11 0 M-3x4 1 l y • 3-10-08 4-11-12 '�,4+ � (// , (PROVIDE FULL BEARING;Jts:1,5,2,3 rC: ` tAGINEE.,C .„r.,0 89782PE ��. JOB NAME : FRENCH REVIVAL 4 PLEX - BJ3 �''. -a,r.. • Scale: 0.4920 , IMF WARNINGS: GENERAL NOTES, udese otherwise noted 1 �✓fl�l7©N Truss: BJ3 Budder end erection contredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual h� and Wemings before consirudlon commence.. building component.Applicability of design parameters and proper •Xy V 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the roeponsibg8O of Me building designer. 'y "C/ y + 3.gtldtibcal temporary bracing to Insure liability during construction 2.Design assumes the top and bottom chorda to be laterally braced et T J I.the responsibility of the erector.Additional permanent bracing of T o.c.end et ee c.c.ennh cc ph union braced throughout their length by DATE: 3/16/2016 the overall structure N me responsibility of the building designer. continuous sheathing such as plywood sheathing(7C)end/or drywall(BC). P' A U g 3,2x Impact bridging or lateral bracing required where shown*a f.� SEQ.: Ki812 3 41 4.No load should be applied to any component until alter ell bracing end 4.Instahtlon of truss Is the rospondblllty of the respective contractor, fasteners are complete end at no time should any wads greater than B.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design leads be applied to any component. and are for dry condition"of use. A 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Design mines Nit bearing at ell supports aloud.Shim or wedge I! E P'RES. necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. MarCl1I, 16,2016 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed ea their center TPIIWfCA In BCS(,copies of which v4ll be furnished upon request. lines coincide with Pint center linea. S.Digits indicate size of pieta in inches.MiTek US AInc./Com UTNS Software 7.6,7 1L)E to.For basic connector plate design value.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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' 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" -74/ 332V -24/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -47/ 22V 0/ OH 1.50" 0.04 KDDF ( 625)' LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -34/ 30V 0/ OH 5.50" 0.05 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 = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 'I 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" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 12.00 [77 MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting /1111; -/ system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=l.6, yEnd vertical(.) are exposed to wind, , Truss designed for wind loads I ro in the plane of the truss only. 0 r-1 M /- o sit 0 1 1 l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,3,4 \co� 6 N e/Q cSj, C� . '4' " :97$2PE 9f JOB NAME : FRENCH REVIVAL 4 PLEX - BS J1 ..r ""' Scale: 0.7033 •;/ / OMNI IN.Bolder GENERALhNOTES, unless on he ise parameters 1! OREGON ,,�3 i Bolder ash erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and h for an individual \.J fl l,-7 V'V t'� Truss: BS J1 end Warnings before construction commences. building component.Applicability or design parameters end proper f� 2 2.2n4 compression web bndng must be InstalEd where shown". incorporation of component Is the reepo chords of the building designer. +'� Yq�`y '{.� '�. 3.Addlgonel temporary bracing to Insure stability during construction 2.Design assumes me lop and bosom dwraeb be!eternity braced at /.gal + Is the responsibility of the credo,.AddElonal permanent bracing of continuoz ran us sheathingsuchas plywood sheething(TCand/or rywall BCctNeh unless braced throughout their length). ('""/t I '�V DATE: 3/16/2016 the overall structure N the respaneiblity of the building designer. 3.Zr Imped bridging or lateral bredng required where shown a. 1 U t- SEQ.: K1812343 4.No load should be applied to any component until after all bracing end 44..InstaAntion oftruss lathe the sibu ity eyaf the reape'.ventrvaiet. nt, fasteners ere complete and et no time Mould any beds greater than Dea gra las^dry trusses Sr.er."of use. TRANS I D: LINK design bads be applied to any component. 8.Design lissome.full bearing at ell supports shown.Shim or wedge if 5.Cemparrushas nocontrol over and assumes nerespensbilityfor the „,rya EXPIRES: 12/31/2016 fabrication,handling,shipment and hesitation of components. 7.Design assumes adequate drainage is provided. March 16,2016 5.This design Is furnished subject to the limitations set forth by B.Plebs shall be bated on both faces of truss,end plead w their center TPIMIICA In SCSI.copbe of which wit be Nmhhed upon request. Anes coincide with joint center lines. 9.Digits Indican,Nye of pleb In Inches. MiTek USA Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 84 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 26 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 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" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 12 0'- 11.2" -14/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12.00 7 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 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 = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1.- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" 3 -1 MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ' o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' o load duration factor=l.6, NEnd vertical(s) are exposed to wind, 2 o Truss designed for wind loads ,�.t in the plane of the truss only. ,- on r7 o Ln oI o /- -1 0 119 M-3x4 y 1-00 y 1 0o y <0 „tAG N - -,A6,-t9/0 l PROVIDE FULL BEARING;Jts:2,3,4 I 4tti 17 :9782P E JOB NAME : FRENCH REVIVAL 4 PLEX - D1 • -,misf. Scale: 1.1029 XIVWARNINGS: GENERAL NOTES, unless 515.5he noted Ca EG (�� 1.Budder end enaction contractor should be advised dal General Notes 1.This design le based only upon the parameters shown end Is bran individual "� ♦*w E V7©1 Y lo,. Truss: D1 end Warnings before cenetructIon commences. building component.Applieebllny of design parameters end propergr 2.244 compression web bracing must be installed where Mown*. Incorporation et component is the responsibility dills/building designer. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chard to a laterally braced al '9,Q �4 ft y 5 �"', 'F' is the reponsiNlty of the erector,Additional permanent bracing of 7 o.e.and al ee1Cf o c respectively unless braced throughout and/or their length by DATE: 3/16/2016 me overall structure is the responsibility ofdesigner. 2xImpatcontinuoushgingoretchesacwgee where hownetlrywap(BC) '1 LN-A' +L \ pore y o building g 3.co Impact bet true lore tS.to bracing yrequireda!the where shown♦w V SEQ. : K 1 8 12 3 4 4 4.No bed should be applied to any component until aper all bradn9 and 4.Installation of Inns la the responsibility of the respective contractor. fasteners are compere and al no time Should any loads greeter than 5.Design assumes trusses are to be used ins non-conoeh.environment, TRANS I D: LINK design bads be applied to any component. and.re for dry nentlnbn or use. 5.CompuTrus hes no control over end enures no responsibility forme 8.Design aawmee full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end insalhtion of components. necessary. 7.Design.assumes bated on bothl tees isprovided.MA.e and 16,2016 8.This design b furnished eubfed to the limitations set forth by S.Plates shell be located on both laces or hues,and placed so their unlet TPVVVTCA In BCSI,copies of which nil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indleere size of plate In Inches. MiTek USA,IBc./COmpuTrus Software 7.6.7(1L)-E 10,For basic connector plate design values see ESR-1317,ESR-1988(MiTek) MOW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=1-4316) 760 1- 7=1-1196) 3594 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1-3026) 542 7- 8=(-1216) 7666 7- 3=(-4474) 772 WEBS: 2x4 KDDF STAND; 3- 4=(-7424) 1316 8- 9=(-1228) 7764 3- 8=( -286) 1984 2x4 DF STAND A LOADING 4- 5=(-2958) 530 9-10=(-1228) 7764 8- 4=( -382) 910 LL = 25 PSF Ground Snow (Pg) 5- 6=(-4216) 744 10- 6=(-1210) 3548 9- 4=( -278) 1746 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=1-4710) 808 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0:- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 437.5)+DL( 350.0)- 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _./ 0.- 0.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) � ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 2000H 5.50" 6.85 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. \/1/ 9" oc in 1 row(s) throughout 2x4 top chords, o /yvy\ 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" o in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-7 psf) uplift at 24 " c spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.048" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" @ 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.014" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.024" @ 0'- 5.5" 1-007-08 1-00 1 f . f 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-06-11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 17 N 12.00 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-5x6 M-3x8 M-4x10 M-5x6 2 3 4 5 F / I I / U� I I A - stn 0 J� N O i- 1 1>< 7 8 9 10 ..=e....6 I 0 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 y l l y y y 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y 9-08 y Hca P:ROp�ss r . Nc3INE / '2-s9 �' 89782PE r" • JOB NAME : FRENCH REVIVAL 4 PLEX - DH1 r__,., - -Apo- • - Scale: 0.4855 - 8111, WARNINGS: GENERAL NOTES, times.otherwise noted C/ 4) 1.BOW,and eredwn contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual fy/_ 17 OREGON pN. r�.. Truss: DH1 and Warnings before canatrudbn commences, building component.Applicability of design parameters and proper 1;. it?,/. (L• sty 2.2a4 compression web bradng must be Installed where shown«. incorporation of component la the responsibility of the building designer. r Vq RY 1`� yY`(^ 7.Additional temporary bracing w insure stability during construction2'o.c.and 10.o.c.respectNely unless braced 2.Design aeeumsa the top end bottom chords to be laterally braced at Is the responsibRt8 of the erector.AddNbnal permanent bracing of continuousasheathirg such as plywood sheathing(TG )and/or drywall hout their BC). 1.--AUL *" t DATE: 3/16/2016 the overall structure Is the reapondbnny of me building designer. 3.W Impact bridging or lateral bracing required where shown«« 1� SEQ. : K1812345 4.No ladshouldbeapplladtoanycomponent untilafter all bracing and 4.Installation sr�ti wmassistherree%naiblltbe yemh�a.paoshhswoe nrasts,,. fasteners are compete and at no time should any wads greater than and Design carume"rily Buss..re to use. TRANS ID: LINK design leads be applied to any component. 6.DeNgn assumes bearing at all supports shown.Shim or wedge If 5.CompuTtus has no control over and assumes no reapeselbilm car the ep,ry. EXPIRES: 12/31/2016 fabrication,handling.shipment and inetalle8en of components. 7.Design assumes adequate drainage is provided. March 16,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their came, TP WVTCA in 6151,copies of which will be fumiehed upon request. linea coincide with Joint canter fines. 9.Digits Indicate sirs of plate in Inches. MITek USA,Ina/CompuTrus Software 7.6.7(1LJ-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Wok) 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/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-238) 651 1-6=(-156) 122 4-8=(-290) 153 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-757) 315 7-8=(-149) 549 6-2=(-929) 219 8-5=(-122) 650 WEBS: 2x4 KDDF STAND 3-4=(-658) 278 8-9=( -60) BO 2-7=(-270) 269 5-9=(-884) 238 LOADING 4-5=(-700) 197 3-7=(-235) 502 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-231) 189 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) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -148/ 948V -298/ 317H 5.50" 1.52 KDDF ( 625) 20'- 11.0" -145/ 935V 0/ OH 5.50" 1.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC 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 = 0.018" @ 9'- 10.4" Allowed = 0.667" 9-08-10 11-02-06 MAX BC PANEL TL DEFL = -0.157" @ 4'- 8.4" Allowed = 0.604" '1 T ' 4-09-01 4-11-09 5-05-07 5-08-15 MAX HORIZ. LL DEFL= 0.008" @ 20'- 9.2" 1' f f f 1' MAX HORIZ. TL DEFL = 0.012" @ 20'- 9.2" 12 12 M-5x6 12.00 3 Q 8.00 Design conforms to main windforce-resisting ilk system and components and cladding criteria. Wind: 140 mph, h=24.8ft, 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 M-3x9 in the plane of the truss only. 4 M-3x9 11 .. M-3x4 M-1.5x3 N I C L -" MM v -/ 6** 7 g **9 M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(S) 1 l ) 1 9-10-06 5-07-03 5-05-07 f n y 14-00 ) 6-11 y �. 4 k;9 )..N 6 0 20-11 :9782PE 1.-- JOB NAME : FRENCH REVIVAL 4 PLEX - Cl 40 ..E Scale: 0.2173 WARNINGS: GENERAL NOTES, unless otherwise noted �� / Truss: C 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual �y -q OREGON ''s 1�.y,. • and Warnings before construction commences. building component.Applicability or design parameters and proper {�. // I('�(, [ 2.2x4 compression web bradng mulct be Installed where shown*, Incorporation of component is the responsibility of the building tleelgner. =T,e, "'A s,�y i 6 N' 3.Additional temporary bracing b Insure Natality during construction 2.Design assumes the lop and bottom...braced to Is laterally braced at 7T ''77/� "� Is the reeponsibpty of the erector.Additional permanent bracing of T o.e and at Ig o.c.raepeclNaty unless braced throughout their length by �� DATE: 3/16/2016 he overall structure is the responsibility I he tui 8 designer. continuous eheethl q such as plywood ahaeMing TC)and/or tlrywsA(BC). �'A U L •Pon y o ng g 3.28 Impact bridging or latent bracing required where shown* SEQ.: K 1812 3 4 6 4.No load should be applied to any component until after at eradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and.re far"dry condition"ofuse. 5.Compurrue has no control over end assumes no respon&blliy for the B.DeNgn sesames ma bearing at suppon..nawn.shim or wedge If EXPIRES: 12/31/2016 labrhation,handling,shipment and InstaltBon of components. necessary. 7.plate.aasumeladequat e othiface is provided. March 16,2016 B.Thin design I.fumienea subject to the limitations eat form by 8.Hales shag be located on both faces of was,end placed w Meir center TPVWICA In SCSI,copies of whkh vdl be furnished upon request. lines coincide with faint center Ines. MiTek USA Inc./Com uTrus Software 7.6.7(1L)-E 10.ForDigits isoen scar pladesiin gnhea. P 5. basic connector r plate design values we ESR-1311,ESP-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-11-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1887) 299 7- 8=(-269) 370 7- 1=(-2103) 309 10- 4=) -68) 879 2x6 ROOF #16BTR T2 2- 3=(-1891) 381 8- 9=(-307) 1298 1- 8=( -137) 1339 4-11=(-1291) 202 BC: 2x6 KDDF #16BTR LOAD'NG 3- 4=(-1297) 305 9-10=(-256) 1488 8- 2=( -233) 105 5-11=( -102) 474 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -763) 225 10-11=(-256) 1488 2- 9=( -157) 176 11- 6=( -202) 1518 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 11.0" V 5- 6=(-1121) 260 11-12=( -74) 115 9- 3=( -192) 1002 6-12=(-2184) 319 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 11.0" V 9- 4=( -345) 101 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT 0= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 2353V -214/ 272H 5.50" 3.77 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20'- 11.0" -332/ 2353V 0/ OH 5.50" 3.76 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 17-05-05 10-05-05 3-05-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f f a MAX LL DEFL = -0.040" @ 12'- 2.5" Allowed = 0.667" 3-08-01 3-02-03 5-04-04 5-06 3-02-08 MAX TL CREEP DEFL = -0.090" @ 12'- 2.5" Allowed = 1.000" 'f 'I f 1' I 1 MAX HORIZ. LL DEFL = 0.010" @ 20'- 8.3" 12 12 MAX HORIZ. TL DEFL = 0.017" @ 20'- 8.3" M-4x6 M-4x6 12.00 7 3 M-3x8 a 12.00 4 Design conforms to main windforce-resisting * 1+ system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 111.111111111111111 End vertical(s) are exposed to wind, M-3x4 M-9x6 Truss designed for wind loads in the plane of the truss only. , M-3x6 0 ,� ��4I1 !_LII!!L!I.II. . Y Y ____ /'� ~• f 7 0* 8 91. 11 **12 M-1.5x4 M-3x5 M-3x8 9M-3x4+ M-3x6 M-5x6(S) M-4x8 M-1.5x4 M-3x4+ M M-3x4+ M-3x4+ -3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x8+ M-5x10+ M-5x8+ M-5x8+ l l l l J. 1 3-04-09 3-03-15 5-06 5-06 3-02-08 1, 14-00 y 6-11 y `����G N k•, `�`S/p k ,� y � 20-11 89782PE 1'` JOB NAME : FRENCH REVIVAL 4 PLEX - CH1 Scale: 0.2435 , • Mat WARNIN .. 1.Builder GENERAL.Thi.design is NOTES, uniaupon the parameters Ir. OREGON ��. ,,,.. 1.antler end erection contractor noub be advised of all General Notes I.This i g on la based only upon the parameters shown and h for an individual h Truss: CH1 and warnings before comlructbncommenws. buildingcomponent.Appllcabllgyofdesign parameters and proper 2 2.2s4 compression web bndng must he installed where Moven*. inoorporatbn of component k the responsibility WOG building designer. +!I Gr,�pt�,, .�6 V '„}! 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom dome to be laterally brewed at T _4 T o.c.and et[ lathe rosporMdlty of the erector.Addtibnal permanent bracing ofICYo.c.respectively unless braced throughout their length by overall structure is ra albg continuous sheathing such as plywood sheathing(TG)andlor drywell(BC). P AUL '1 DATE: 3/16/2016 the �v .pon iy of the building designer. 3.2s Impact bndging or lateral bracing required where shown it SEQ.: K1812 3 4 7 4.No bad should be applied to any component until after all brsdng and 5.4.DesignInhalation ssurtruss iss the he res o Wbtity used t the respective c ntracct°,nem, fasteners are complete and at no time should any loads greeter manend re es"dry trusses are to b. TRANS I D: LINK design bads be applied to any component. B.Design assumes bearing al al supporta Nwwn.Shim or wedge If B.CompuTros has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 lebdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 6.Thio design is furnished subject to the limitations eat forth by B.Plates shag be located on both faces of truss,and placed so their center TPIANCA In SCSI.copies of which will be famished upon request. lines coinWe with joint center lees. 9es. MiTek USA,Inc./Com uTrus Software 7.6.71L E10.Digits indicate she r ppletsbign values P ( .Darsiccate shes fpts designvalues see ESR-7877,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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-857) 255 8- 9=(-297) 258 8- 1=(-906) 279 11- 6=(-155) 132 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-771) 397 9-10=(-322) 695 1- 9=(-108) 578 6-12=(-329) 193 WEDS: 2x9 KDDF STAND 3- 5=(-985) 357 10-11=(-170) 503 9- 2=(-136) 139 12- 7=(-190) 651 LOADING 4- 5=( 0) 0 11-12=(-195) 508 2-10=(-257) 213 7-13=(-903) 306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE' 5- 6=(-672) 356 12-13-) -59) 80 10- 3=(-192) 279 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-665) 215 10- 5=(-196) 102 TOTAL LOAD = 95.0 PSF 5-11=( -69) 221 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -196/ 941V -273/ 292H 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. M-3x9 where shown; Jts:2,6-7,9,11-12 ** For hanger specs. - See approved plans OND. 2: Design checked for net(-7 psf) uplift at 29 •'oc spacing. 0-03-19 fl VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 ` 8-11-12 1-10 10-01-04 MAX LL DEFL = 0.016" @ 10'- 10.6" Allowed = 0.667" 1 '( 1' 1 MAX TL CREEP DEFL = -0.032" @ 11'- 5.1" Allowed = 1.000" 4-05-12 4-04-04 1-11-12 4-10-08 4-10-14 f ,�.� ,r ,r MAX HORIZ. LL DEFL = -0.008" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 12.0017 M-4x6 M-5x6 Q 11,00 3 4 ,, Design conforms to main windforce-resisting .4ftNe� system and components and cladding criteria. 11PP" I 1-1 Wind: 190 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed forwind loads in the plane of the truss only, /,r M-3x5 u, it I /- L•r MM -'.-.11.,j1.=. 1M/Aii 8 * 9 10 11 12 "13 M-1.5x3 M-3x8 M-3x5(5) M-1.5x3 4-02-04 4-06 2-08-13 4-10-08 4-07-06 1 14-00 1 6-11 1 ��X�Q PQj�'�NS' 1 y SCJ NGINE�r ."� 20-11 h' 89782PE ter" JOB NAME : FRENCH REVIVAL 4 PLEX - CH2 • Sale: 0.2253 / i AM WARNINGS: GENERAL NOTES, unless otherwise noted: f.,. 1.Builder and erection contractor eheuld be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 1y OREGON �"•+' Truss: CH2 and warnings beforeeon"tragion common... buildingeemponem Applicability of design parameter.and /�f 2.2a4 compression web bracing proper `'' pro g mutl be installed where shown+. 2.Dest�n ammo,the top N the responsibility of Me building designer. Mel G 3.Additional temporary bracing to insure stability during construction g p and bottom chores to be laterally brewed at 7� 'l �1 Is the responsibility of the erector.Addeienel permanent bracing or 2'o.c.and et 10 o c.respectively unless braced throughout their length by ` �(y DATE: 3/16/2016 the overall simclure h the responsibility continuous sheathing or[such a.plywood required el where and/or dryvn8(BC). ,a..+ C1` .any.ep or the building designer. 3.InImp.ct Mdping or lateral bndng regerea where.sown.. AU `` SEQ. : K1812 3 4 9 4.No load Shoed be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the reapedive contractor. fasteners are compete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and.re for"dry condnion"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fill bearing al all[supp d.Mown.Shim or sedge if EXPIRES:E v4�`e 12/31/2016 fabrication,handling.shipment and Installation of components. necessary. �,�A 7.DHates asign teshell e.adequate beth face is provided. and 16,2016 S.Thh design b furnished subject to the limitations set forth by 8.Igeles shall be boated on boli faces of truss,and placed m their center TPwOICA in SCSI,copies of which MN be furnished upon request, lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 1 L 7.6.7 9.Digits Indbete size of plate In Inches. p ( E 10.Far basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 148 5-6=(-320) 293 5-2=(-350) 179 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2-3=(-237) 204 2-6=(-259) 300 WEBS: 2X4 KDDF STAND 3-4=( -20) 9 6-3=1-220) 231 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. 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: 13.5" 0.0" 0'- 0.0" -23/ 381V -135/ 194H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.5" -152/ 227V 0/ OH 5.50" 0.36 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. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "cc 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'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.029" @ 1'- 8.1" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.029" @ 1'- 8.1" Allowed = 0.356" 3-00-12 0-03-12 ,r j' 1' MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.001" @ 2'- 11.0" 12 M-1.5x3 4 -/' 12.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. 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. N I M-3x4 0 1 f iqlliirtsi N r 0 1 al 0 1 I f 11 5** 6 M-1.5x3 M-3x4 y1-01-08 y 3-04-08 y ��� 0 PR()Fe ;9782PE c' JOB NAME : FRENCH REVIVAL 4 PLEX - F4 Sale, 0.4714 WARNINGS: ONERAL This NOTES, unless y up otherwisethe notedVir 1 OREGON2Q��i •: 7.Balder end erection contractor Mould be advised of al General Notes 1.This design h based only upon the paremelere Mown and b for en individual OREGON V t V V Truss: F4 end Warnings before construction commences. building component.Applicability of design parameter.and proper 2.1x4 compression web bracing must be installed where Mown*. Inoorporatkm of component is the responsibility of the building designer. -V4, eq[yV 4'J t,. 3.Additional temporary bracing to Insure stability during construction 2.Design aseumsa the tap end bottom MOMS to be laterally braced alir sl P �i(/ Is the responsibility of the erector.Additional m bracing of 2 o.c.end at 10 e.c.respectively unless braced throughout their length by Q. permanent continuous sheathing such as plywood where and/or drywal(BC). P,q UL ``'' DATE: 3/16/2016 the overall structure is the responaibRgy of the building designer, 3.24 Impact bridging or lateral bracing required where drown** SEQ. : K18 12 3 51 4.No load should be applied to any component until after all bracing and 4.Installation ortrueNssthe responsibility e e Mblity used f therwmcpa ive c dr orr. Wieners are complete and at no time should any loads greater than and s e Tawdry consses re use. TRANS ID: LINK dentin hada be applied to any component. a.Design insoles NI bearing at all supports shown.Shim or wedge If �y/ ] c 5.Compnlrus hest no control over and assumes no responsibility for the necesury, EXPIRES. 12/31/2016 fabrlcatien,handling,shipment and inetallelmn of components. 7.Design assumes adequate drainage is provided. March 1 1 6,20 1 6 B.This design le furnished subject to the limitations at form by B.Plates shall be located on both faces of truss,end placed aa their center TPUWTCA in SCSI,°opts.of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CofnpUTrus Software 7.6,7(1L)-E 10.For bask connector plate design values see E5R•7371,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-149) 130 4-5=(-233) 215 4-1=(-135) 87 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -15) 7 1-5=(-186) 219 WEBS: 2x4 KDDF STAND 5-2=(-152) 193 LOADING TC LATERAL SUPPORT <= 12"0C. 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 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 POP 0'- 0.0" -20/ 166V -92/ 130H 5.50" 0.27 KDDF ( 625) 3'- 9.5" -83/ 199V 0/ OH 5.50" 0.32 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. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "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 TC PANEL LL DEFL = 0.015" @ 1'- 8.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.019" @ 1'- 8.3" Allowed = 0.299" MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.001" @ 2'- 11.0" 3-00-12 0-03-12 4 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x3 3 Truss designed for wind loads 2 in the plane of the truss only. 1 M-3x9 'n 11 1 ti I Cp ro I so 1 o� f 4* 5 ,e M-1.5x3 M-3x4 y l 3-04-08 ^ hp0pr ��� A�G1NEr0 E, :9782PE 9r"e JOB NAME : FRENCH REVIVAL 4 PLEX - F5 Scale: 0.4762 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1.Builder and erection contractor should be advised of at General Notes I This design is based only upon the parameters shown and is for an individual y 1'O,/REGON (��_s ate, Truss: F5 and Warnings before construction commences. building component.Applicability of design parameters and proper j rg 2.284 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the building designer. 9,4 �/(p Y A b (! v 3.Additional temporary bracing to Insure stabitly during construction 2.Osstgn assumes the top and bottom chords to be laterally braced at 7 '7 is the responsibility of the erector.Additional permanent bracing of 2 0.e end at 1G o.c.respectively unless braced throughout their length by 4, DATE: 3/16/2016 the overall stnkwrehsthe responaibl continuous ddgingorsbrnebrito thetwhereshown .moorarywagac>. �'A. � 1 ray of the legman t bracing 3.2s Impact bsheath or suchlabrbracing plywood she t where)a d/«« SEQ.: El8 12 3 5 2 4.No load should be applied to any component until after all bredng and 4.Installation of is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonwrro&ve environment, TRANS I D: LINK design bads be applied to any component. and are far"dry condition"of use. EXPIRES: / c 5.Cb00 II us hes no control over and assumes no responsiblk for the 8.Design assumes NA bearing at all supports shown.Shim or wedge if XP I R ES.. 12/31/2016 fabrication,handling,shipment and installation of components. 7.necessary. esign ammes adequate drainage is provided. March I 1 6,201 6 S.Thio design is furnished subject to the limitations sat forth by S.Plates shall be located on both races of truss,and placed so their center TPWITCA in SCSI,copies of which wit be furnished upon request. Anes coincide with joint center linea, indicate9.Digits of Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For beconnector sic ste p design values see ESR-1311,ESR-7 888(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=(-1230) 3412 2- 7=( -582) 3496 10- 5=(-572) 3424 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 WEBS: 2x4 KDDF STAND; 3- 4=(-6532) 1156 8- 9=(-1072) 6944 3- 8=( -264) 1850 2x4 DF STAND A LOADING 4- 5=(-2696) 482 9-10=(-1072) 6944 8- 4=( -382) 886 LL = 25 PSF Ground Snow (Pg) 5- 6=(-3844) 676 10- 6=(-1244) 3372 9- 4=( -256) 1602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V 4-10=(-4134) 698 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 2.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 431.2)+DL( 345.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Jr' ( 2 ) complete trusses required. 0'- 0.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) Attach 2 ply with 3"5.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 4010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) nails staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. X)( 9" oc in 1 row(s) throughout 2x4 top chords, o 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 29 .oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 3'- 8.2" Allowed = 0.412" MAX HORIE. LL DEFL = -0.012" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.020" @ 0'- 5.5" 1-00 ` 7-02 1-00 I ' 'I' 'COND. 3: 2000.00 LBS SEISMIC LOAD. I 1-00 2-04-11 2-06-07 2-02-15 1-00 Design conforms to main windforce-resisting •' 1' T 1' 1' '1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 12.00 (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. M-5x6 M-3x8 M-3x10 M-5x6 2 3 4 5 j* _ _ ----..................„........,_1100Iik ML I I M vo an o i 1 7 8 9 10 a 6 0l 0 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 =M-6x6 l l ,1 l l 1 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 y y 9-02 ��� O PRope (Y\ �NGINEF9' rgo, ' ` 89782PE I' JOB NAME : FRENCH REVIVAL 4 PLEX - EH1 • Scale: 0.4991 --.... WARNINGS: GENERAL NOTES, unless otherwise noted. Ca'" �(�� 1.Builder and erection contractor Mould be advised Mall General Notes 1.This design is based only upon the parameters shown end b for an individual /' O REGOI L Truss: EH1 and Wamlnga before construction commence. building component Applicability of design parameter.and proper +� 4'11 .� f)© „� 2.2e4 compilation web bracing must M installed where shown e. incorporation of component k the responsibility of the building designer. V �j VV i�"� 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced al el AS __{4 I.the roaponsibllty of IM erector.Additional permanent bracing of T so.end at 10 o.c.roepectNely unless braced throughout their length by v� DATE: 3/16/2016 the overall structure le the responsibility of me building designer. 3.2,Impactbridgingior heeas busting plywood eeh moo: This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RUDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-39) 84 2-9=0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" 0.0. 2-3=(-56) 26 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 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 = 95.0 PSF 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.92 KDDF ( 625) 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -90/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF 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" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" /12 -1 MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, NEnd vertical(s) a exposed to wind, Truss designed fore wind loads ,-I in the plane of the truss only. Foo oN0OF9 -/ y 1-00 y 1-00 y <t.'(1 t�P OFeVS (PROVIDE FULL DRAPING;Jts:2,3,4 I (r` �+'f�,vGIN - •- ,p VJJ V\ c� `�' 89782PE �r JOB NAME : FRENCH REVIVAL 4 PLEX - EJ1 ig! -, • Scale: 1.1024 aillir WARNINGS: GENERAL NOTES, unless otherwise noted CI �yIl� Its. Truss: EJ1 1.Builder and erection contractor should be advised of 0General Nates 1.This design is based only upon the parameters shown end Is for an individual 1. OREGON V� and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown•. Incorporation of component k the responsibility of the building designer. Qs 3.AddEonal temporary bracing to insure*tabby during construction 2 Design and t the top and bottom chords to be throughout braced at �,(+8 �A V � '[� Is the responsibility of me erector.Additional permanent bracing o! 2'o.c.antl at ID ex,rsuch..sty unless braced ihroughdl their length by ]" I DATE: 3/16/2016 the overall structure h the reepensibilty of the building designer. Zy imps continuous sheathing or cosh as plywood required a where s and/or drywall(BC). t'sA (�.` 3.In Impact bridging or lateral bracing ry at the where stows i r"- T F SEQ.: K 1 8 12 3 5 4 4.Na load should be applied to am component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener,are complete and at no time should any loads greeter than 5.Design Issues,trusses are to be used in a non-corrosive environment, TRANS I D: LINK design hada be applied to any component. and ens or"dry conditionof use. 5.CampuTrushe,nocontraloverantlaawmeanoroaponelblNyforthe 8.m epnnaawmesNAbearing atall supponashown.Shim orwedge if EXPIRES: 12131/2016 facation.handling,shipment end installation of components. ry' bi provi 8.This design le furnished subject to the limitations set forth by 8.Pleesshall beba7.Design assumes teduate onboth lacesdrainageis atttruss,eand placed sotheir center March 16,2016 TPI/WTCA in SCSI,copies of which coli be fumbhed upon request. lines coincide with joint center lines. Mu sic US . uTrus Software 1 L 7.6.7 S.Digits Indicate size of plate In Inches. A'Inc/Com p ( )'E 18.For beak connector plate design value.see EBR-1311,EBR-t g88(MITak) 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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 129 5-6=(-238) 223 5-2=(-395) 156 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-150) 129 2-6=(-191) 215 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=(-149) 153 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -37/ 427V -98/ 1508 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -84/ 190V 0/ OH 5.50" 0.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0. For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.017" @ 1'- 9.1" Allowed = 0.209" MAX TC PANEL TL DEFL = 0.017" @ 1'- 9.1" Allowed = 0.313" 3-02-04 0-03-12 ,r f 1 MAX HORIZ. LL DEFL = -0.001" @ 3'- 0.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 0.5" 12 8.00 17' M-1,5x3 4 Design conforms to main windforce-resisting -/ system and components and cladding criteria. 3 Wind: 140 mph, h=21ft, TCOL=6.0,BCDL=6.0, ASCE 7-10, j (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. Lo M-3x4 , z , f 0 M 441 e I r 0 I ti 11111111111111\ OM �- M-1.5x3 M-3x4 y y y 1-06 3-06 c-?% r n WF�A�.. � GIN EER .�, 8.782PE <' JOB NAME : FRENCH REVIVAL 4 PLEX - F6 'P/ / � Scale: 0.5165 ./?a" \ -+. WARNINOS: GENERAL NOTES, uneesether*t.e noted: may*gyp /^q1/'�a Fel 40 I.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters ahewn and la for an individual 771- O.J fl G,7OI V c3- TrussTruss: : F6 and Warnings before construction commences. building component.Applicability of design parameters and proper f/ f't„ 2.204 compression web brsdng must be installed where shown+. Incorporation of component is the reepondbllfy of the bulMing designer, 9 C/4[y v: 3.Additional temporary bracing to inure stability during construction 2 Design assumes the top and bottom asechob to he laterally brewed at Pi _t 'wj� is the responsibility of the enactor.Additional M bracing of 7 o.c.and at l0 e.e.respectively unless braced throughout their length by germane g continuous eheathing such as plywood sheathing(TC)ander drywaft(BC). �� �VA I +L. DATE: 3/16/2016 the overall structure Is the reeponsiblky of the building designer. 3.2a Impact bridging or lateral bracing required where Mown++ v SEQ. : KI.8 12 3 5 5 4.No load Mould be applied to any component until after all bracing and 4.Installation of tnss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses ere to be used in a non-conost.environment, TRANS I D: LINK design loads be applied to any component. end ere o�dre condition.of us..supports 5.CompuTrua has no control over and assumes no responsibility for the S.Dew a full bearing1.0 su n.Mown.Shim or wedgea EXPIRES: 12/31/2016 scary. fabrication,handing,shipment and gMalhtlon of components. 7.Design assumes adequate drainage is provided. March l.,I 1 6 n 20 1 6 S.This design la furnished subject to the limitations set forth by S.Pietas shall be located on both bus of truss,and placed sot heir center 1111M/TCA In BC51,capes of which will be furnished upon request. Ines coincide WM joint center lines. 8.Diggs indicate size of plate a Inches. MiTek USA,Ina./CompuTNS Software 7.6.7(10)-E 10.For bask connector plete design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -4) 139 5-6=(-236) 222 5-2=(-423) 165 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-148) 125 2-6=(-194) 219 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=(-144) 151 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: 19.5" 0.0" 0'- 0.0" -91/ 959V -100/ 151H 5.50" 0.73 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.5" -89/ 185V 0/ OH 5.50" 0.30 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 10 PSF 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 = -0.012" @ -1'- 7.5" Allowed = 0.108" MAX TL CREEP DEFL = -0.016" @ -1'- 7.5" Allowed = 0.163" MAX TC PANEL LL DEFL = 0.015" @ 1'- 8.3^ Allowed = 0.199" MAX TC PANEL TL DEFL = 0.016" @ 1'- 8.3" Allowed = 0.299" 3-00-12 0-03-12 1' ' MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.0" 12 MAX HORIZ. TL DEFL = -0.001" @ 2'- 11.0" 8.00 17 .r., M-1.5x3 q Desi � tin conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. .:i/- r" 1 co 5** 6 M-1.5x3 M-3x4 J• ), y 1-07-08 3-09-08 ',0'''' 0) PP0FFss 4u~ `r: CtNE �0 89782PE <' JOB NAME : FRENCH REVIVAL 4 PLEX - F6S ......-''? --t r • • Scale: 0.5165 WARNINGS: GENERAL NOTES, unless otherwise noted: 1�I Truss: F6S I.Bulger end erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and is far an Individual i' OREGON c...,),end Warnings before construction commences building component.Applleabllgy of design parameters and proper 2 2a4 compression web bradng must be Installed where shown., Incorporation of component lathe raeponstblt of the building designer. �`'a,r ,['�,. 3.Additional tempoery bracing a Insure stability during construction 2.DeNgn assumes the top and bottom chorda to be laterally braced at 61 4 !'' j ,4<<, la the responsibi y or the erecter.Addlteeal permanent bracing of 7 a.c and at 10 o.c.rsapsclWey unless traced throughout their length by ;vI DATE: 3/16/2016 theoveraHstructurelether. continuousheathingsuchaspyw.oodaheatmng(TC)and/ordrywap(BC). y^UL .pondbugy of the building designer. 3.2x Impact bridging or lateral bracing required where.hewn.. �'1 SEQ.: K 1812 3 5 6 4.No lead should be applied to any component until after all bracing and 4.Installation of is the responsibility of the espectNe caerador. fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used m.non oormsivs environment, TRANS ID: LINK design leads be applied to any component and.re for"dry foe dnlen of use. 5.CompuTrua Mssumee a no control over and ano responsibility for the 8.Design eA bearing et all supports shown.Shim or wedge it EXPIRES. fabdgon,handling,shipment and Installation of components. ry u7.DeNgn assumes q 8.This design Is furnished eubJ.d to the limitations set forth by 8.Plates ahati Sc Beefeduan bath Goesgiaf truss and placed so their center March 16 r 20 1 6 TPIV'TCA In SCSI.copies of%Mich coil be furnished upon request. linea coincide with joint cellar lees. B.Digits Indicate size of piste In inches MiTek USA,Ino./Com uTrus Software 7.6.7(11_)-E E to.For basic connector Meta design values see ESR-1311,ESR4988(MiTek) MOIL This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-08 MONO HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR 19-00-08 GIRDER SUPPORTING 20-11-00 FROM 8-03-00 TO 19-00-08 1- 2=( 0) 84 2- 9=( -802) 3456 9- 3=( -668) 3312 6-13=( -204) 1714 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 2- 3=(-5106) 1140 9-11=(-1736) 7650 9- 4=(-5344) 1236 6-14=(-6900) 1566 WEBS: 2x4 KDDF #16BTR; 3- 4=(-3456) 810 10-12=( -72) 316 4-11=( -432) 2862 14- 7=( -276) 200 2x6 KDDF #1&BTR A; LOADING 4- 5=(-7736) 1786 12-13=1-1242) 5608 10-11=( -464) 2794 2x8 DF SS B LL = 25 PSF Ground Snow (Pg) 5- 6=(-5900) 1382 13-14=(-1252) 5678 11-12=(-1216) 5476 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=( -58) 72 11- 5=( -646) 2806 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 27.5)= 96.2 PLF 3'- 6.0" TO 19'- 0.5" V 7- 8=( 0) 0 12- 5=( -408) 196 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 27.5)- 27.5 PLF 0'- 0.0" TO 19'- 0.5" V 12- 6=( -156) 186 BC UNIF LL( 236.5)+DL( 189.2)= 425.6 PLF 8'- 3.0" TO 19'- 0.5" V __ BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA NOTE: 204 BRACING AT 24"OC UON. FOR TC CONC LL( 72.9)+DL( 29.2)= 102.1 LBS @ 3'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 4.5" 0'- 0.0" -894/ 4024V -85/ 145H 5.50" 6.44 KDDF ( 625) __________------- -----=_ 19'- 0.5" -1244/ 5415V 0/ OH 5.50" 8.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" 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 osf) uplift at 24 "oc spacing. I ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=1/240 -,r. Attach 2 ply with 3"X.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" nails staggered: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.062" @ 7'- 5.8" Allowed= 0.604" 9" oc in 2 row(s) throughout zxe bottom chords, L7, HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.170" @ 7'- 5.8" Allowed= 0.906^ �M�/ " oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout zx6 webs. �% MAX HORZZ. LL DEFL = -0.019" @ 18'- 8.0" MAX HORIZ. TL DEFL = 0.039" @ 18'- 8.0" 3-05-11 7-11-02 2-01-07 5-06-04 Design conforms to main windforce-resisting system and components and cladding criteria. 3-02-08 f.4.102.108 4-03-04 1 3-09-05 , 2-04-15 , 5-01-12 0-0If 12 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), 12 12 load duration factor=l.6, ." :14.28 End vertical(s) are exposed to wind, 12.00 17 Truss designed for wind loads in the plane of the truss only. M-4x6 /- M-3x10 M-5x12 4 5 M-5x16 M-1.5x3 Q pl ,1 01 -I - o rn /400:Z/z- l rn /- to N I ` co 01 1 9 11 I I I o 7M-5x16 M-3x8 ISI i- - I ko r-I 10 12 133 -0314 MSHS-10x18+ M-5x10 M-4x12 M-3x8 M-6x10 Jr j, ,2353# j Jr Jr ty p 3-02-08 4-03-04 3-09-05 2-04-15 5-04-08 �c1d r R 0Fe6' y y 1-00 7-03 11-09-08 r.'`N , �yGtNEF� /p j y 19-00-08 ct- 8'782PE / • JOB NAME: FRENCH REVIVAL 4 PLEX - FH1 wv ' -..a Scale: 0.2587 v 47 WARNINGS: GENERAL NOTES, udeasetherviss noted. , it+REGON6"a0� 1.Builder end erection eenbeder should be advised of al General Notes 1.This design Is based only upon the paremetero shown and b bran individual A a.. .. <_ V Truss: FH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 7.e9 'T,4 J 2.241 compreeston vnb brodng must be installed sir ne shown.. incorporation of component is me responsibility of the building designer. 3.AddRonal temporary bredng to Insure stability during construction 2.Design assumes the lop end bottom d,oresto be laterally braced al n/A U t 0 is the roeponsidlty of the erector.Additional permanent bracing of T o.o.and al o.c.respectively unless braced throughout their length by r"{ 1.. continuous sheaea thing such as plywood sheathing(TC)and/or&We NED). DATE: 3/16/2016 the°verse structure b the responsibility of the building designer. 3.28 Impact bridging or lateral bndng required where shown++ 4.No load should be applied to any component until after bredrg and 4.Installation of truss la the responsibility of the respedNe contractor. SEQ.: K 1812 3 5 7 fasteners are complete and at no time should any loads greeter than N.Deign assumes truesee are to be aced In a non.00rmsN.environment, EXPIRES:' G`s�`31 4 01 deign beds be applied to any component. and are for^dry condition'g use. TRANS ID: LINK 8.Deignaswmesfog6eenn f at euppoM sown.Shim or wedge If 6 5.Compurrue has nocontrol over and assumes noresponsldlityfor the ,,,,,,. March 16,2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This deign is furnished subject to the limitations set forth by 8.Plates Mag be located on both faces of truss,end placed eo their center TPUWZCA in SCSI,copies of which will be famished upon request. Noes coincide 11th joint center lines. 9.Digits Indicate sire of plate In Index. MITek USA,Inc./CompuTrus Software+7.6.6-SP2ML)-E ID For basic connector plata design values we ESR-1311,ESR-19g8(Wok) 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/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-4=(0) BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-78) 55 ( ) 0 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 HEARING 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 = 95.0 PSF 0'- 0.0" -38/ 309V -33/ 101H 5.50" 0.99 ROOF ( 625) 1'- 10.9" -72/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I2OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" f 1' MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.8" Allowed = 0.172" 12.00 [ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL= -0.000" @ 1'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=21.9ft, 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, ,-I Truss designed for wind loads d' in the plane of the truss only. 0 m !`- N O Mr- O r o 1 �4 -f M-3x4 ; 1 y 1-00 3-06 (PROVIDE FULL BEARING;Jts:2,3,4 �tlik P R D;�eL9 ," 8.782PE JOB NAME : FRENCH REVIVAL 4 PLEX - FJ1 • Scale: 0.6558 !/ •a. " �- WARNINGS: GENERAL NOTES, unless othenew noted, Truss: FJ l 1.Builder end erection contractor should be advised 0101 General Notes 1.This design is based only upon the parameters shown and is for an individual "7 4) OREGON 10,,J and Warnings before conerudion commences building component.Applicability of design perimeters end proper 2.204 compression web bradng mue be insisted where shows,«. Incorporation of component is the raeponsibllHy of the building designer. ,,,ay '�� ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom dells to be laterally braced at 7 M the responsibility of the erector.Additional permanent bracing of 2'ex.and et i V sc.respectively c ph unless braced Throughout their length by DATE: 3/16/2016 the overall structure is the responsibility of the building designer. continuousImpact edging orng archrel b acing re required ere sho) wn a tlrywel(BC). 7's�� 3.ISen Impact bridging or lateral bracing required when.Hewn«« )'•' SEQ.: K 1812 3 5 8 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a neneorroelvs environment, TRANS ID' LINK design loads be applied teeny component. and crc for"dry aendlion"of ace. 5.Compurrus has no were over and assumes no responsibility for the fi.Dee e9µ..sum.e Mt bearing at.I supports ahaton Shim or sedge if I� �a EXPIRES: 12/31/2016 fabrication,handling,shipment and hesitation of components. 7.Design assumes umes adequate drainage presided. March 1 61 L.O 1 6 S.This design le belched meted to the limitations set fort by a.Plates shall be located on both faces of truss,and placed so their center TPWCICA in BCS(,copies of whkh wig be furnished upon request. lines coincide with joint center lines. MiTek US Inc./Com UTNs Software 7.6.7 1 L E 9.Digits indicate size of plate In Inches. A p ( )- 10.For basic connector piste design values see ES11-1311,ESR-toes(MiTek) 11116. 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/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2_33=(-15522) 91) 1 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -31/ 333V -60/ 172H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 44V 0/ OH 5.50" 0.07 ROOF ( 625) 3'- 6.0" -118/ 142V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-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" 4 .-/ MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.032" MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" 12 MAX TC PANEL LL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.291" 3 MAX TC PANEL TL DEFL = 0.030" @ 2'- 2.0" Allowed = 0.437" 12.00 177 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" IMAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. sr Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. M oIFIJAIIMIIMIMMIIMI ,r, li o I ► 5► - 0 M-3x4 l ), y .• 1-00 3-06 0-05-11 (PROVIDE FULL BEARING;Jts:2,5,3 I (;` E9 PR S 4`c ,ENGINE „ )1 89782PE <" JOB NAME : FRENCH REVIVAL 4 PLEX - FJ2 Scale: 0.5669 I - -Amor r WARNINGS: GENERAL NOTES, unless otherwise noted 7A.OREGON ill h�� �. I.Builder and eredbn contractor should be advised orae General Notes 1.This design is based only upon the parameters shown and Is for an Individual OR GON V„V Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,,[) . Z.2t4 wmpnstlon web bracing must be Installed where shown v. Design incorporation a component is the m chords to ate building edatdesigner. T� �A h V A 5 <j 3.Additional temporary bracing to Insure eteblI ty during construction 2.Destgn eeeumae the tap and bottom chards to be laterally braced at a'I ! f _`Ty✓• by Is the responsibility of the erector.Additional permenenl bracing of o nt:o. and et ea10'o n.respectively plycodunless braced throughout rMP length), PA UL f1�V N contlnuoua sheathing such as plywood sheHhing(TC)and/or drywal(BC). n DATE: 3/16/2016 the overall structure Is the responsibility of the building designer. 3.2i Impact bridghg or lateral bracing required where shown c v 4.No load should be applied to any component unto sear all bracing and 4.)nstalation of buss Is the reaponablmy of the respective contractor. SEQ.: K 1812 3 5 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonconoeNe environment, TRANS ID: LINK dealge leads ha applied to any caeponerd and are for dry oonde:on"of use. 5.CompuTrus hes no control over and assumes no reeponewtiy for the a. eNne awmee Nl bearing at all supports.hown.snlm or weds.a EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of component. 7.Dealgn assumes adequate drainage is provided. March 16,2016 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faoes of truss,and placed so their center TPVWICA in SCSI.copies of which coil be furnished upon request g,tees coincide with joint iocanter lines. in MiTek USA Ino./CompuTrus Software 7.6.7(1L(-E 10.For basic connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 RIDE' #16BTR SPACED 24.0" O.C. 2-3=(-301) 299 3-9=( -77) 51 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 323V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 5.2" -182/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -99/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) 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. OND. 2: Design checked for net(-7 g (- psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 4 -,' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.291" MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.437" )�) MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, 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, )If I Truss designed for wind loads in the plane of the truss only. 0 1 n1 ro u 0 M-3x4 y 1-00 y 3-06 l 2-05-11 l :cc PRope (PROVIDE FULL BEARING;Jts:2,5,3,4 flr.., a•,\GINE` Vf 9782PE -5_7_,_JOB NAME : FRENCH REVIVAL 4 PLEX - FJ3 • y. Scale: 0.9454 XIIWARNINGS: GENERAL NOTES, unkaeothenese noted: („e. Truss FJ3 I.Buhler and erection contractor Mouldbeadvised ofaAGeneral Notes 1.This design isbased entyupon the parameters shown and Isfm .51#an •r EGON ' and Warnings before construction commences. building component Applicability of design parameters and proper q.J 2.284 compression web bradng must be Installed where Mown+. Incarporatbn of component Is the reapanstblley of the building dealgner. 9,F G�e l .. (+ �, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally bread at 7 �7 la the responstbilty of the erector.Additional permanent bracing of 7 o c.and at sheathing ow.reapectNely unless breced throughout their length by ....yy DATE: 3/16/2016 the overall structure k the responstblity of the bolding designer. at Impact bridging or etch lateral b adng replywood Mae where s ars,and/Cr dryvnll(BC). -'4, Y t yt\� 3. tmpto bodgmg thprating required reap.sheen+e• u L,» s- SEQ.: K1812 3 61 4.Na bed ahoultl be applied to any component until seer all bradng and 4.Installation of louse is the responsibility of the respective connector. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.00rroeNe environment, TRANS ID: LINK design teed.be apptied to any component and are for'Wry condition.or use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes Ali bearing at Cl support.Mown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necesesry. 7.Design assumes adequate N provided. March 16,2016 6.This design Is furnished subject to the imitations set forth by E.Plates shall be locatedd on on both feces of truss,and placed ea their center TPW/TCA In SCSI,copies of which will be famished upon request. Anes coincide with joint center lines. 1 L Wel,USA,Inc./Com uTrus Software 7.6,7 9.Digits Indicate size of pieta In Nebel. p ( )-E 10.For beak connector pleas design values see ESR-1311,ESR-1988(MITek) MIL 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 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 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 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" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 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 lOPSF 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 TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 1 1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HOAR. TL DEFL = -0.000" @ 1'- 10.9" 12.00 V Design conforms to main windforce-resisting 3 -I system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,'1 load duration factor=l.6, End vertical(s) are exposed to wind,Truss designed for wind loads in the plane of the truss only. I o P1 M / O I 11/0 0 M-3x4 1 1 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,9,3 i <,. O PR press c� 0NGINEE fi, fp� :9782PE r JOB NAME : FRENCH REVIVAL 4 PLEX - FSJ1 • i►'' Scale: 0.6558 .1107 Nil WARNINGS: OENERAL NOTES, uMeas otherwise noted V /+y 1.Binder.sd erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and blot an individual . . a REGON�n. Truss: FSJ1 and mornings before construction commences. building component.Applicability at design parameters and proper +� CCGff V Q` 2.2144 compression web bracing must be installed where shown o. incorporation of component is the responsibility of the bulWing designer. 9 Aid y 15 „ 3.Addtlonal temporary bracing to Insure Nablllty during construcibn 2 D n o.and el iD the top end bottom chores to be!dewily Mecatl en "\ is the nsponstbilty of the erector.Additional permanent bracing of mntis at 10 o.c.respectively unlace braced throughout their length by Q V DATE: 3/16/2016 wort continuous sheathing such as pywood required rens)and/or drywell(BC). PA U L. `. the overall structure is there slbASy of the building designer. 3 2i Impact bridging or lateral bradng where Mown a v 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the neponaiblity of the respective contractor. SEQ.: K 1812 3 6 3 fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be appled to any oareponent. and rowa�condiin' use. 5.CempuTrus has no control over and assumes no responsibility for the 5.Design� NM bearingat all supports shown.Shim or wedge11 EXPIRES: 12/3112016. eery. fabrication,handling.shipment and raaon of components. 7.Design assumes adequate drainage is provided. March I,1 1 6,2Q 1 6 b furnished8.This design is limitations furnished Cabled to e limitations set forth by 5.Plates shell be Noted on both laces of truss,and placed so their center TPL'MCA M SCSI.copies of which nil be furnished upon request. Pones coinolde with joint center lines. 9.Digits Indicate sirs of piste In Inches. MITek USA,Ina./CompuTrus Software 7.6.7(114-E 10.For basic connector piste design values see ESR-7311,ESR-1985(MITek) • This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 12'– 6.0" OND. 2: Design checked for net(-7 psf) "o at 29 uplift TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 P c spacing. BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. I WEBS: 2x9 KDDF STAND; 2x9 KDDF STAND; A 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF Wind: 140 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 (tion). REQUIREMENTS OF IBC 2012 AND INC 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. 6-06-10 5-11-06 4 4 I 12 8,00 2 M-1.5x3 4 –/ M-3x6 3 co IArill" :, o A m 0 i co rn o 'I I ' M-155x3 M— x6 M-3x4 y .1' 6-04-14 y 6-01-02 y (�, (} PROre 1-06 12-06 4.la's' �GINS'$.9 �/0 4 8°782PE pr JOB NAME : FRENCH REVIVAL 4 PLEX - FWA ., • • Scale: 0,2902 • � WARNINGS: GENERAL NOTES, unless otherwise noted 1)4 —._ Truss: FWA 1.Builder and erection contractor should be advised or allGeneral Notes 1.This dellen is ✓//�r�. basedonly upon the parameters shown end is for an Individual y ' OREGON °S M Warnings before construction commence. building component.Appticabnity of design parameters and proper 2.2x4 compression web booing must be Inetelbd where shown.. Incorporetbn or component Is the responsibility of the building designer. -141. [� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholla to be Woolly baud st ��1/' �!'` is the responalbNty of the erector.Additional permanent bracing of T ntin end al ea o c reach as ply unless braced throughout their length by ! Ty DATE: 3/16/2016 the overenMuMxeisthe re2slepauasheathingsucheeplywooduireding(aC)anmardrywal(BC). � Cts responsibility or the building designer. 3.In Impact bridging or lateral bracing required where shown 4 ea `, SEQ.: K 1812 3 6 4 4.Na road should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any mads greeter than 5.Design assumes trues..are to be used Ina noncorrosive environment, TRANS ID: LINK design pads be applied to any component. allots br'tlry condition"of use. 5.CampuTru.hes M control over and assumes no responsibility for the S.Dee slimes fun beannp et al supporta Move.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.ledge assumes adequate drainage h provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both feces of truss,and placed so their center March 16,2016 TPVWfCA In SCSI,copies of which won be furnished upon request. Ines coincide aSh joint center line. MiTek LISA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate size al plate In inches. 10.Far basic connector plate design values see ESR-1311,ESR-1985(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -BOB) 381 5-6=(-3125) 3129 5-1=(-1802) 1185 3-7=( -821) 834 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1047) 661 6-7=(-1555) 1945 1-6=(-1327) 1708 7-4=(-1452) 1895 WEBS: 2x4 KDDF STAND; 3-4=(-1431) 890 7-8=(-3111) 3120 6-2=( -128) 243 4-8=(-1804) 1185 2x4 KDDF #1&BTR A LOADING 6-3=(-1394) 1157 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 4= 12"OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1150/ 1862V -3138/ 3138H 5.50" 2.98 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -1150/ 1862V -3138/ 3138H 5.50" 2.98 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (lion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "* For hanger specs. - See approved plans 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.021" @ 13'- 9.4" Allowed = 0.667" MAX TL CREEP DEFL = -0.039" @ 13'- 9.4" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.042" @ 0'- 1.8" MAX HORIZ. TL DEFL = -0.044" @ 0'- 1.8" 7-01-01 13-09-15 7-01-01 6-07-06 7-02-09 IC OND. 3: 150.00 PLF SEISMIC LOAD. T f 1 ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 p IIM-4x4 Q e.Do Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 9.0" 2 ( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .$ load duration factor=1.6, ii End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4IIIJJIIIIII,:46 11111111111111:-3x4 o ,_ i...........„...........0........... _, UM-4x4 M-3x 10 0.25" IIM-4x4 M-5x6(S) � ,0 PROPs k y 1 l 1 � r;NGIN . f0 7-01-01 6-09-02 7-00-13 y I✓ ,,� y 20-11 :9782PE 1-- JOB JOB NAME : FRENCH REVIVAL 4 PLEX - FWB """� 'Scale: 0.1834 y- Aillf WARNINGS: GENERAL NOTES, udenotherwlaenoted " /p REGON Builder and"radion contractor Ghoul be advised of al General Notes 1.This design h based only upon the perimeters shown and Is for en Individual J •REGON !'� r� Truss: FWB and Warnings before comhudbn commences. building component.Appllmbllly of design parameter.and proper CC//,, 's 2.2.4 compression web bracing must be Installed where Mown+. Incorporation of component Is the responsibility of me building designer. .14k A[7 v A 3.Additional temporary bracing to Insure stability during constr etien 2.Design""comes the tap and bottom chords to be laterally broad atl 1 Is the respondbllty of the erector.Additional permanent bract f T o.c.end at 10 o.c.sash es sty unless braced throughout their hnglh by /�s t permarro M° continuous eheaming such as plywood eheathIng(TC)and%or dimel(BC). P A(J I- `F DATE: 3/16/2016 Me overag structure la the respendblity of the building deegner. 3.Zr Impact bridging or literal bradng required where Mown++ 4.No bad should be applied to any component until after all bradng end 4.ktataletion Ohm Is the responsibility of the respective contractor. SEQ.: K 1812 3 6 5 fasteners ere complete and at no gene should any loads greater man 5.Design assumes susses are to bs used Ina non-corrn.Ne environment, TRANS ID: LINK design loads beapplied fo any component. and gn.ssumeeondglon•ofuse. A CompuTrus has no ronbol over and memos no responsibility for the B.Die a Ng bearing et ail wppoM shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication.handling.shipment and Inralladon of components. ..ry. 7.Design assumes adequateon res toset feces of irnm,and placed so their center TPUW1CA In SCSI,copies of which will be furnished upon request. floes coincide with Point center lines. 9.Digits Indicate size o/piste in Inches. MiTek USA,Inc./CempuTrus Software 7.6.7(1L)-E 10.For heels connector plate design values see ESR-7317.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/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 129 5-6=(-509) 506 5-2=(-987) 935 BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-3521 354 2-6=(-576) 572 WEBS: 2x9 KDDF STAND 3-9=( -30) 29 6-3=(-249) 165 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)4-DL( 10.0) ON TOP CHORD = 35.0 PSI' 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 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -416/ 518V -525/ 525H 5.50" 0.83 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -908/ 531V -525/ 525H 5.50" 0.85 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ". For hanger specs, - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.017" @ l'- 9.1" Allowed = 0.209" 3-02-09 0-03-12 MAX TC PANEL TL DEFL = 0.017" @ 1'- 9,1" Allowed = 0.313" 4 f '1 MAX HORIZ. LL DEFL= 0.002" @ 3'- 0.5" 12 MAX HORIZ. TL DEFL = 0.002" @ 3'- 0.5" 8.00 M-1.5x3 q -/ ICOND. 3: 150.00 PLF SEISMIC LOAD. 3 Design conforms to main windforce-resisting system and components and cladding criteria. x Wind: 140 mph, h=21ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 4101 I 2 ,-1c M to 0 1 liIllihhhhs. I Y �. M-1.5x3 M-3x4 y )' y 1-06 3-06 4,;‹,g ,D PR O/bs ,��.1GINEe. / 4. ?0,:9782PE fir' JOB NAME : FRENCH REVIVAL 4 PLEX - FWC Scale: 0.5165 WV WARNINGS: GENERAL NOTES, unless otherwise noted: /�,,. Truss: EWC 1.Builder enderedlan contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual „a 1 REGON ryf."J' and Warnings before construction commences. building component.Applicability of design parameters and proper //I�r-- \i 2.2a4 compression web brodng must be metalled where shown.. Incorporation of component Is me responsibility of the building designer. .may 3.Additional temporary bracing to Insure debility during construction 2.Design and .tIassumes the tap oat bottom chords to be lelerolly braced et T,('�` ��.V Ab � Is the responsibility of the erector.Additional permanent bracing of 2 Deco antl et ee Deco reach.,sly antes.braced throughout their length by `1 f `��v DATE: 3/16/2016 the overall structure Is the respond/AIN of the buildingcontinuous sheathing such as pdng rtl required where own r drywal(BC). •' AO C3. assigner. 3.In Impact bridging or Wang broane wnero shown.. - UL `` SEQ.: Ki812 3 6 6 4.No load should be applad to any component until eller al bracing and 4.Installation of russ Is the responsibility of the rospeaNe conbador. fasteners ere compete and at no time should any loads greater than 5.Design assumes trusses Sr.to be used In.noncorrosive environment, TRANS ID: LINK designleadsbeapplied to any component. end are h dryanamon^ora... 5.Compuorus hes no control over antl assumes no responsibility forme s.D«egn�nwm..N1 bearing.1 all supports shown.shim ar wedge g EXPIRES: 12/31/2016 hbrtosaen,handling,shipment end Installation of components, 7.Design assumes adequate drainage Is provided. S.This design A Nmish.d subject tome limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter March 16,2016 TP WoTCA in SCSI,copies of which NI be furnished upon request. lines coincide with Joint center line. MITek USA,Inc./Com uTrua Software 1 L 7.6.7 9.Digits Indicate sine of pale In Inches. p ( )'E 1M For basic connector plate design values see ESR-1311.ESR-7088(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 124 4-7=(-278) 158 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 106 6-7=( -55) 79 2-6=( 0) 199 3-4=(-154) 87 6-3=(-105) 119 WEBS: 2x9 KDDF STAND LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 518V -96/ 130W 5.50" 0.83 KDDF ( 625) NOTE: 2,0 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) 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" OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" •* For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LI. DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-11-11 5-03-05 1' 1' f MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12 12.00 V M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. /11:1PII.111Ei M-3x4 4 Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, D End vertical(s) are exposed to wind, Truss designed for wind loads rn the plane of the truss only. m 1en cel I r 0 riZ IMIN AilI M-1.5x3 M-1.5x3 M-3x8 ), l l 1-08-08 5-06-08 y 1-00 1 7-03 l c© PR°Fel, ,. CIN E, /p :9782PE r' JOB NAME : FRENCH REVIVAL 4 PLEX - J1A" '400' Scale: 0.4956 . /,, ,,EW WARNINGS: GENERAL NOTES, unless otherwise rated "I OREGON 0 �. 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown end h ler en individual I� OfREG O�I VV t'� Truss: J1 and Warnings before construction commences building component Appllnebitity of design parameters and proper 2 [�� 2.254 comproplan web bracing must be Installed when shown.. incorporation of component is the responsibility of the building assigner. -7,5> GAlp .�!j 1i` • 3.Additional temporary bracing to Insure stebilgy during construction 2.Design and at lI the top and bosom chorda to M lafaniN braced at �V lathe responsibility f the erector.Additional permanent bracing of 2'sc.and at 10'o c.reapectIveN unless braced throughout their length by /+s NY acontinuous sheathing such as plywood sheathing(TC)and/or drywe8(BC). l",�, UL P' DATE: 3/16/2016 the overall abucture N the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required wirers shown.. SEQ.: K 1812 3 6 7 4.Ne load should be applied to any component unto after all bradng and 4.Inalaeatlon of cow la the responsibility of the reapectle contractor. fasteners an complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. endare for gnasume bion gum supports wedge S.ComWTrus hes no control over end assumes no rosponsiblldy ler the S.Design s NA bearing et all w rte shown.Shim or we If EXPIRES: 12/31/2016 fabrication,handling,shipment and Inatellationafcomponents. 1.Design assumes adequate drainage is prodded. March 16,2016 S.This design is furnished subject to the limitations set form by S.Plates shell be boated on both faces of trues,and placed so Meir center TPWJICA In SCSI,copies of which will be furnished upon request. Ines coincide with Iain center lines. S.Diglis Indicate size of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)E 10.For basis 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 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-248) 133 7-8=( -54) 73 2-7=( 0) 195 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 7-3=(-105) 130 LOADING 3-5=(-157) 111 7-5=(-155) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 192 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 51BV -96/ 131H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -56/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) 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 '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 ** For hanger specs. - See approved plans MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 3-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" 'f '1' .f MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-10-04 2-01-07 3-03-05 MAX HORIZ. LL DEFL= 0.001" @ 7'- 1.3" 1' ' 1' 1' MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 f T Design conforms to main windforce-resisting 4 12 system and components and cladding criteria. 12.0017 Wind: 140 mph, h=21.8ft, 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, M-4x6 Truss designed forwind loads in the plane of the truss only. 3 M-3x4 �D M-3x4 f m 40 o o m 1 r 0 a Ic . .VIr M-1.5x3 M-1.5x3 M-3x8 l b y 1-08-08 5-06-08 l l y PROF �0qloo -03 r, 046 NR o �LCr ''' 89782PE K JOB NAME : FRENCH REVIVAL 4 PLEX - J2 • Scale: 0.3716 , ' SAW , WARNINGS: GENERAL NOTES, unless otherwise noted 47 1.Builder end erection contractor should be advised of al General Notes 1.This design I.based only upon the parameters.boom and Is loran individual i OREGON '° Truss: J2 and Warnings before construction commences building component.Applkebllily of design parameters and /e 2.214 compresston web bracing must be installed where Mown-0. incorporation of component Is the re proper ,ter epondsWvenne h utth frl 5r. "` V �Y .o pj.. `,, 3.Additional temporary bracing to insure.lability during construction z.Deese assumes me lap and bottom chords to be laterally braced at "'� q Gj is the responsibility of ma erector.Addlional permanent bracing of T o.c.and at iP o c respectively unless braced throughout r dry length by al DATE: 3/16/2016 me overall stnmmre Is the re Scmpatcontinuous shgambp steresacnre vire where)antl/or tlrywaM(BC) 19 ` L`� eprty cos v of me but afte destracin 3.za Imwct boftrus or btawl bracing required where stwwn.0 L L SEQ.: K 1812 3 6 8 4.No load should be applied to any component until after all bracing and 4. ation of buss Is the responsibility of the respectne contractor. fasteners ere compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroelve environment, TRANS ID• LINK design bads be applied to any component. end are or"dry contlnbn''o/use. 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes MI bearing at a support shown.Shier or wedge if EXPIRES: R ES 12/ 1/ 016 fabrication.handling.shipment and installation of component.. 7.Designassumes adequate drainage Is provided. March 16,2016 aJ' 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and Maud w their center TM/0/MCA In SCSI,copies of which MI be fumlehed upon request. fines coincide vdth joint center line. 0.Digits indicate sin of pieta in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask connector pieta design values see ESR-1311,ESR-1988(MOM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 5-00-00 TO 12-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2442) 346 1-6=(-384) 1895 6-2=( -149) 1183 BC: 2x6 KDDF 91&BTR 2-3=(-1286) 224 6-7=(-381) 1869 2-7=(-1116) 232 WEBS: 2x9 KDDF STAND; LOADING 3-4=( -206) 228 7-8=(-219) 940 7-3=( -299) 1851 2x9 KDDF #15BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( -15) 7 3-8=(-1735) 352 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 5'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 193.8)+DL( 135.0)= 278.8 PLF 5'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL+DL= 893.0 LBS @ 4'- 0.0" 0'- 0.0" -224/ 1661V -149/ 301H 5.50" 2.66 KDDF ( 625) 12'- 1.0" -388/ 2152V 0/ OH 5.50" 3.49 KDDF ( 625) Single member as shown. Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL will have 1.5" max. nail penetration. 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 "on spacing. ** 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 = 0.024" @ 4'- 3.7" Allowed = 0.372" MAX TL CREEP DEFL = -0.075" @ 4'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" ,' 1' 1'1' MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 6 8.00 -f Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=6.0,eCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3Xin the plane of the truss only. xrA1I co oI l'-'-' 6 7 ** 8 o M-5x10 M-3x8 :-_M-6x6 M-6x8 4-03-11 3127003 4-02-03 y 1 `�"<<- N �s9& l LV - 8•782PE r" JOB NAME : FRENCH REVIVAL 4 PLEX - HGIRD / Scale: 0.3102 W., -+.. 41) WARNINGS: GENERAL NOTES, unless otherwise noted C.o4.y� " 1.Budder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters Mown and Is for an Individual 7 OREGON f'n. Truss: HGIRD and Warnings before construction commences. building component.Applicability of doalge parameters and proper Ff fl 4Q 2.W4 compression web bradng must be installed where Moven+, Pcorporetbn at component Is IM responsibility of the building designer. '1.4), A Pi Vr G, tj 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced ala'I ! _{ X Is IM responsibility o!the erector.Additional permanent bracing or 2 oe.and et 10 c.c.respectNety unless braced throughout their length by V Me overall structure is the responsibility A dtl f the budding deal continuous sheathing such es phwood sheathing(TC)endmr drywal(BC). PA U L. {s� DATE: 3/16/2016 ye goer. 3.2x impact bridging or lateral breeing required Ware shown++ SEQ.: Ki812 3 6 9 4.No load should be applied Is any component ante after all bracing and 4.Installation eftrusa Is the responsibility or the respective contractor. Intoner*are compete and at no time should any Pads greater than 5.Design assumes trusses ere to be used ina noncorrosive environment. TRANS I D: LINK design loads be applied to any component. ander asrforumy drycondition.' use. 5.ComparesMa no control over end assumes no responsibility for the e.nDecesmryNA bearingt leu supports Mown.Shim or weif EXPIRES: . 12/31/2.016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 1 I V,20 1 6 6.This design Is furnished sullied to the limitation set bit by 8.Plates Mall be Pealed en both feces of buss end placed so their center TPWRCA In SCSI.copies of which will be famished upon request. lines coincide with)Dint center lines. 9.Digits Indicate else of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E to.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 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 6-7=(-185) 218 6-2=(-531) 185 BC: 2x9 RIDE #1&BTR SPACED 24.0" O.C. 2-3=(-248) 149 7-8=( -53) 71 2-7=( 0) 195 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 7-3-(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5-8=(-278) 249 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) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) 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 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" vertical members (uon). MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.211" ** For hanger specs. - See approved p5agsl-11 1-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" 1-10-04 3-10-04 1-06-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 1' I 1 1' 2-00 Design conforms to main windforce-resisting 4 I system and components and cladding criteria. 4 12 Wind: 140 mph, h=22.8ft, TCDL=6.0,eCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, End vertical(s) size exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4 x6A3 M-3x4 ,D 5 M-3x91 ni M ."-- i are I' 1 m I , 0 y f �' Id 6�_ 7 + 8 / M-1.5x3 M-1.5x3 M-3x8 J• 1-o8-o8 y s-06-oe y :_co PROp'LA N J• 7-03 l C INE Ifo :9782PE �� JOB NAME : FRENCH REVIVAL 4 PLEX - J3 ,or .,..► Scale: 0.2909 ,. WARNINGS: GENERAL NOTES, unless aherwlae noted 17 /� f.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an individual 7 OREGON N. Truss: J3 and Warnings before construction commences. building component.Applicability or design parameters end proper I 2,204 compression Web bracing must be Installed where shown*. incorporation of component Ia the rosponabAity of Me bulNling design., rr ;y+� 2.Design assumesthe top and bottom ce le bhords to be burned et G�1��}}� J Y 1 `.`'! 3.AtldMlonel temporary bracing to insure stability during construction on Is the responsiblfty of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectiveh/ply unless braced throughout their length by DATE: 3/16/2016 the overall structure h the recontinuous sheathing such as plywood sheathing(7C)and/or drywan(BC), PA'..+ 0.ponsibAlty of the building designer. 3.2a Impact bridging or latera bracing required where Moven i* �'1 V SEQ.: K 18 12 3 7 0 4.No load should be applied to any component until ager all bracing end 4.Installation of trues is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for^tl ycsndglon of use. EXPIRES:c /p Re]] /{4p 5,Com ulnas has no control over and assumes no re 6.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/20 1 6. D responsibility for the - fabnulion,handling,shipment and inaalhtion of components. 7. ry, Design assumes adequate drainage is presided. March 16,2016 6.This design is furnished sub)ed to the limitations set forth by 8.Plates shad be located on both faces of truss,end placed so their center TPENTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center tins. MiTek US Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate size of plata In Inches, R p ( )- to,For beak connector piste design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 99 2-10=(-289) 1999 10- 3=1 0) 266 14- 7=(-492) 168 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2476) 906 10-11=(-291) 1997 3-11=(-395) 109 7-15=1 0) 301 WEBS: 2x9 KDDF STAND 3- 4=(-2068) 397 12-13=( -4) 20 4-11=(-973) 280 LOADING 4- 5=1-2104) 576 13-14=1-235) 1492 12-11=1 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1483) 438 14-15=1-294) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1940) 905 15- 8=1-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=(-2454) 915 13- 5=(-157) 674 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14=1 -31) 980 BOTTOM CHORD CHECKED FOR A 20 PSI' LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 KDDF ( 625) 37'- 0.0" -267/ 1845V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed= 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed = 1.804" 17-06-15 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" 1' ' ,( MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-il 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 MAX HORIZ. LL DEFL = -0.050" @ 36'- 6.5" f f 'f 'I MAXf HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12 M-6x8 Q 8.00 8.00 6.0" Design conforms to main windforce-resisting 5 ,f,/ system and components and cladding criteria. tii! Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-50, (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), load duration factor=1.6, M-3X4 End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-5x6(5) N-5x8(5) 0.25" 025" AI 3 111-01111111611 n 0 r YOi rn 1 1/ M-3x6 M-11 5x3 N 11 -_- 0 l'I E4(8 13 5 15 .-1 M-3x8 0.2 M-15x3 7.M-4x4 1 0 M-1.5x3 M-5x6(S) rc y 5-09-04 y 5-07-04 y 6-02-07 y 5-09-06 y 6-07-01 y 7-00-10 y t G N E `�(Sef 1-06y 11-02-12 y 25-09-04 1_06 4 • �N `'7 C74.. 37-00 89 82 P E r JOB NAME : FRENCH REVIVAL 4 PLEX - I1 Scale: 0.1478 r,. WARNINGS: GENERAL NOTES, unless othsrwae noted: 9 OREGON '.- Truss: BuNder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an individual ? VOR1 4GO CNV t'� Truss: Ii end Warnings before construction commences. building component,Applicability of design parameters and proper !'// rY 2.204 compression web bracing must be metalled where shown«. Incorporation of component N he responsibility of the building designer. "� v j4 L7 W/ A VV 1j 3.Addnlonal temporary bracing to insure stability during construction 2 Design assumes he top end bottom dards to be atersllY braced et r7 I 1 _t jig/ Ice Me responsibility of the erector.Additional permanent bracing of 7con.c.and at 1G o.c.respectively unless braced throughout tMh length by �3 DATE: 3/16/2016 the overall structure NON reeponsibNNy olthe building designer. 3.2e Impact bridging or lateral batinuoue sheathing such as cingrequlroa w+rore a and/or ;drywan(Bc>. A SEQ.: K18 12 3 7 1 4.No load should be applied to any component until ager all baring and 4.Insienatlon of teas is the responsibility of the respective contractor. fasteners ars complete and at no time should any wade greater then 5.Design assumes busses are to be used in a non.00rrosloe environment, TRANS I D: LINK design w.ds be applied to any component. and era forume;ndnwn g at of . ppo wedge 5.CompuTNe has no control over end mamas no responsibility for the 8.Deeeua al beano I eu ds shown.Shim or we if EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. ry. 7.Pecten assumes c ed on bothfate is prodded.end d so their center March 16,2016 5.This design Ie furnished subject to Be limitations set forth by e.Platen enan be located on aces or cogs,.n platy TPI/TCA in SCSI,copies of which wIn be furnished upon request. Anes coincide with joint center linos. 9.Digits indicate size of pate in Inches. MITek USA,Inc./CompuTrue Software 7.6.7(1L)-E to.For basic connecter 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 7'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 RODE' #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 89 2-6=(-230) 350 7-6=1 0) 30 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-920) 283 7-8=(-175) 265 6-3=( 0) 63 WEBS: 2x9 KDDF #16BTR; 3-4=(-375) 339 3-8=(-262) 172 2x9 KDDF STAND A LOADING 9-5=(-115) 19 8-9=1-326) 360 LL( 25.0)RDL( 10.0) ON TOP CHORD = 35.0 PSF 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 999V -180/ 390H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 958V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 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 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/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" i i ,,, MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" S MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.098" MAX TL CREEP DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" M-1.5x3 MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 190 mph, h=24.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, * o, Truss designed for wind loads I in the plane of the truss only. 0 cncooI (74,0 1 M-3x4 I N " M-3k4 "8 M-4x6 M-3x5 l l l l 3-09-04 3-00-04 0-05-08 1y71�i fiCr y1-00, 3-07-08 y 4-04-03 "C' y 4 0) rs y 7-03 0-08-11 : NG�NE C�r42-0, 89782PE .- JOB NAME : FRENCH REVIVAL 4 PLEX - J4 • • ^'' Scale: 0.2899 .•`�' / -_^ WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: J 4 1.Builder and erection contrador should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual 10! OREGON go, and Warnings before construction commence. building component Applicability of design parameters and proper �{/ III((('''��N� 2.2x4 compression web bracing must be instalbtl where shown+ Incorporetbn of component b the roaponsibNNy of the bulMing designer. I � r 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top and bottom chords to be laterally Orecetl et T J lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and et 70 o.c.respectively unless braced throughout their length by �` DATE: 3/16/2016 the overall structure is thereresponsibility f the buildingdesigner. continuoussImptsheathing or suerlbh as acing e requiredsheatMere Maown 4r drywaA(BC). �,j' Li` \ Spon 4Y a g 3.In Impact bridging Is ere)bracing yathwhpe shown t a L.. SEQ. K1812372 4.Nobad staredmmete applied atanyo component until after all eradnhand 4.Installation meat theIsseare me oftherespectiveconnector. fasteners are compete and et no time should any bads greeter than 5.Design sawn..trusses ars to be used In a nonconoeNe environment, design bads be applied to an end are Br"drydila""of use. 12/31/2016 TRANS ID: LINK a a any 8.Design assumes full bearing at all supports shown_Shim or wedge if EXPIRES. 5.CoompuTs has no control over and ermines no responsibility for the duery hbrketIon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1 6,201 6 8.This design is furnished subject to the limitation set form by S.Plates shall be located on both faces of truss,and placed so their center TPINWICA In SCSI,copies of which will be furnished upon request. lines coincide With faint center lines. 9.MITek USAInc./CompuTrus Software 7.6.7(1L)E 10.For lb ts lima connectorndicete Me platede ign values p sign wellies sea ESR-1371,ESR-7888(MITek) MIIIIMIk 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 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-535) 260 5-6=(-414) 917 5-1=(-892) 324 3-7=(-168) 199 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-588) 310 6-7=(-198) 600 1-6=(-164) 616 7-9=(-112) 666 WEBS: 2x9 KDDF STAND; 3-4=(-763) 193 7-8=( -61) 82 6-2=(-128) 208 4-8=(-883) 246 2x4 KDDF 0168TR A LOAD-.NG 6-3=(-452) 257 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 1017V -426/ 336H 5.50" 1.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.017" @ 13'- 9.4" Allowed = 0.667" 7-01-01 13-09-15 MAX TL CREEP DEFL = -0.034" @ 13'- 9.4" Allowed = 1.000" 1 1 'l' MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 7-01-01 6-07-06 7-02-09 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" / 1 T I 1 12 12 HM-9x9Design conforms to main windforce-resisting 8.00 " B.00 system and components and cladding criteria. 9.0" 2 •fw( Wind: 140 mph, h=26.3ft, 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(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 1,M-3x41 f c M-3x4 A >' r I\L 1 I CO I, 1 , 0 I V. f T 'e1 5** 6 7 *8 M-1.5x3 M-3x8 0.25" M-1.5x3 5"UGPIMEFr M-5x6(S) 7-01-01 6-09-02 7-00-13 y y 1,.- 49 20-11 89782PE r" JOB NAME : FRENCH REVIVAL 4 PLEX - I1 • S S • m,, Scale: 0.1959 WARNINGS: GENERAL NOTES, unless otherwise noted: v OREGON/r/�A�� N.1.Bulger and erection contractor.Iedd be advised of all General Notes 1.Thls design la based only upon the parameters shown and Is for an Individual 1' OREGON 4 �.. Truss: Ii S end Warnings before construction commence.. holding component.Appnublllry of design parameters and proper /.^ 67, ,-y 2.2x4 compression web bracing must be Installed where shown*. incorporation of component la the responsibility of the building dealgner. 1;s5:, 'T Y.. 1 /vr. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at1�y b the re emlbi of erector.Additional permanent f 2'o.o.end et Idc.c.respectively unless braced throughout their length by t ap Aty o permane ng a continuous sheathing arch as Arwood aheatMng(TC)and/or drywall(BC). PA U L.... ;+00;4 DATE: 3/16/2016 the overall amoure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown+. SEQ.: K 1812 3 7 3 4.No load should be applied to any component until after all bfadng and 4.Installation of truss lssethhe ea m bility of h reaped= environment, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for•dry condition.of use. �/r [] c {fC'3� rj.A)t�('{ c TRANS ID: LINK 5.CompuTrus hoe no control over and...times no responsibility for the G.Design assumes Vol bearing Nan supports.hose.Shim of wedge If EXPIRES: 1 2/3 17201 6 fabrication,handling,shipment and In.tallenen of components. 7.Design assumes adequate drainage is provided. A/larch 16,2016 8.This design is furnished sub)ed to the limitations set forth by B.Plates shall be located on both laces of truss,and placed.o their center TP WYTCA In BCSI,sepias of which will be fumlshed upon request. Pones coincide with Joint center Ilres. 9.Digits Indlate sire of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11_)-E 10.For Palo connector plate design value.see ESR-1311,ESR•1988(MM..) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-211) 320 7-6=( 0) 30 BC: 2x4 KDDF @ISBTR SPACED 24.0" 0.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x4 KDDF #103TR; 3-4=(-457) 967 3-8=(-258) 172 2x4 KDDF STAND A; LOADING 4-5=( -94) 70 8-4=(-458) 369 2x4 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 954V -212/ 370H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -219/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. x« For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f f i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 "/ MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.051" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.190" @ 6'- 9.5" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 1 -h , End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 rr 71m c, o M-3x4 / N = G4 OJ ' M-37it4 ea M-9x6 M-3x5 J• l yl 3-09-04 3-00-04 0-05-08 1-00, 3-07-08 y 6-02-0; ,, *<(, A`G1N���ss/ 7-03 2-06-15 �r v i9 1, 44/(PROVIDE FULL BEARING;Jts:2,8,5 I 89782PE T�'" JOB NAME : FRENCH REVIVAL 4 PLEX - J5 FFJa✓/VV Scale: 0.2576 ,� smog WARNINGS: GENERAL NOTES, unless olhenvise noted: Cy'.�//C E�/ /'�/'� 0 I.Builder and erection cantrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,d ' OREGON N. Truss: �. Truss: J5 and Warnings before construction commences. building component.Appllceblley of design parameters end proper :1.+' 4,?, yy`.! 2.2a4 compreeslan web bracing must be installed where Mown*. incorporation of component la the rowonsibllay of the bugding designer. ..s94 (/,//p Y 1< . r�'1• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 'l J ��i T Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end at 10 o.c.respectivelyply unless braced throughout their length by ``` �•+ DATE: 3/16/2016 the overall gNdura Is the responsibility r the bdmm deal designer. continuous Mealhla,each as*wood sheathing(TC)and/or drywall/BC). PA 1,11-.. o e g 3.a Impact bridging or lateral bracing required where Mown•. +x'""11 SEQ.: K1812 3 7 4 4.No mad Mould be applied to any component anal after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design estee.e Imseee are to be used in a noncorrosive environment, TRANS ID: LINK design loads beapplied toenycomponent. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.De ig„n�eaumee full bearing al a5 support.shown.Shim ar wedge if EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Design ssumes adequate drainage is provided. March 16,2016 e.This design Is furnished subjed to the limitations eet forth by 8.Plates shell be located on both faces or toss,and placed so their center TPIM/TCA In SCSI,copies of which will be fumished upon request. Ines coincide with joint center lines. 9.Digits Indicate Gae of pieta In inches. MITek USA,Ina/CompuTrus Software 7.6.7(10-E 10.For basic connector pieta design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1BBTR LOAD DURATION INCREASE = 1.15 1- 2=1-2905) 395 1- 9=)-277) 1889 9- 2=) 0) 260 5-13=1 -31) 480 BC: 2x4 KDDF #1&3TR SPACED 24.0" O.C. 2- 3=1-2025) 419 9-10=(-279) 1882 2-10=1-299) 123 13- 6=(-993) 167 WEBS: 2x4 KDDF STAND; 3- 9=1-2062) 589 11-12=1 -4) 20 3-10=(-972) 282 6-19-) 0) 301 2x6 KDDF STAND A LOADING 9- 5=1-1464) 935 12-13=(-232) 1476 11-10=1 0) 99 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1921) 401 13-19=1-292) 1876 10-12=1-169) 1129 TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2436) 412 19- 7=1-290) 1878 10- 4=(-292) 1083 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=( 0) 99 12- 4=(-156) 677 12- 5=(-799) 259 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -257/ 1653V -317/ 309H 5.50" 2.65 KDDF ( 625) " For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 36'- 9.0" -269/ 1840V 0/ OH 5.50" 2.99 KDDF ( 625) OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, IL=L/290 MAX LL DEFL = 0.100" @ 11'- 0.5" Allowed = 1.194" MAX TL CREEP DEFL = -0.200" @ 11'- 0.5" Allowed= 1.792" MAX LL DEFL = -0.011" @ 38'- 3.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.015" @ 38'- 3.0" Allowed = 0.150" 17-03-15 19-05-01 1' .( .( MAX HORIZ. LL DEFL = -0.098" @ 36'- 3.5" 5-08 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 MAX HORIZ. TL DEFL = 0.080" @ 36'- 3.5" 1' , , T f f f 12 12 HM-6x6Design conforms to main windforce-resisting 8.00 [7. ' 8.00 system and components and cladding criteria. 6.0" 4 4-( Wind: 190 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, IN (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3M-5x6(5) M-Sx8(S) 0.25" 20.25" .M0iiiQ11104111000,M-3x4 o 1.. 9 10 mI M-5x6 M-1.5x3 N -_ ,. 0 o 1 . 13 14 • p M- x8 M-3x8 0.25" M-1.5x3 =M-4x4 of M-1.5x3 M-5x6(5)y y y t] y 5-06-04 5-07-04 6-02-07 5-09-06 6-07-01 y 7-00-10 y l , C<c. N EL� fi�ss 10-11-12 25-09-04 1-06 Co` 'c ,22 iN �T y 36-09 y ,c-- 89782PE �c" JOB NAME : FRENCH REVIVAL 4 PLEX - I2 Scale: 0.1456MEW '��. � WARNINGS: GENERAL NOSES, unlm others.*noted: V OREGON /'�(�� 1.Butder and erectors contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end h for an Indlvidud 1X OREGON cjos ,. Truss: I2 and Warnings before cosstn len commences building j%/ 4) 2.2e4 compression web bracing must be Installed where shown i. incorporation of component N the ro.ponsibaky of me building designer. .Fl VA a��.: r V � 3.Additional temporary bracing to insure stability donne construction 2 Design and .11assumes the tap and bottom...chobraced to be lelsnlly braced al 7 �l/^Y J is the responsibility of the erector.Additional permanent bracing of continuous 7 o.c.end et Id este each..ply unties throughout rtdryeir length(B by elVI DATE: 3/16/2016 Me loadoverall structure h Sr.to any sibmlty of the building te d.&gner. 3.2.Impact bodging o9 letere bredng required where.ho actor. BC). +n/'I 1 t SEQ.: K 1812 3 7 5 4.No load are be applied to any component anal aaer.a bredng and 4.DesignInstallation of truss Is the responsibility of the oapedosi contractor. ^1 l/1. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nonconodve environment, TRANS I D: LINK design loads be applied to any component. end are for'dry emanon"of use. /�t� J�/� 5.CompeTrus hes no control over and assumes no responsibility for the 8.Design neons.NI bearing al all eappods shown.Shim or wedge if EXPIRES: 12/31/2016 cepary. fabrication,handling.shipment end InetalNilon of components. 7.Dedgn bees eded en both h prodded. March 16,201 6 8.Thin design b furnished subject to the limitations set(ooh by &Plates shall be bated on bath faces of hues,end placed ss their center TPVWTCA In BCS!,copies of Mich elI be furnished upon request. lines coincide with Joint center lines. S.Digits indicate sin of plate in inches. MiTek USA,Inc./Com uTrus Software 7.6.7 1L E 10. For bconnectorplatedesign a values.. al essa ESR-1311,ESR-1988(MiTak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-220) 328 7-6=( 0) 30 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-429) 353 7-8=1-167) 249 6-3=( 0) 63 WEBS: 2x4 ROOF #110TR; 3-4=1-384) 405 3-8=1-262) 176 2x9 KDDF STAND A; LOADING 4-5=( -65) 31 8-4=1-422) 353 2x4 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -99/ 957V -192/ 338H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -191/ 465V 0/ OH 5.50" 0.79 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '• For hanger specs. - See approved plans 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/240 3-11 4-06-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" f '1 f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -/ MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.053" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" M-1.5x3 MAX HORIZ. TL DEFL = 0.144" @ 6'- 9.5" 9 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 17 Wind: 140 mph, h=24.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 End vertical(s) are exposed to wind, Truss designed forwind loads 3 ti in the plane of the truss only. 111111111111 I,-i oI m 0 t Al o N o M-3x4 N M-33c4 H•• M-4x6 M-3x5 y l l J' 3-09-04 3-00-04 0-05-08 p 11 1-00, 3-07-08 y 4-10-06 y '<(,„ct � rlv��IS y 7-03 1-02-14 ,� �G'N �i�j ts�O (PROVIDE FULL BEARING;Jts:2,8,5 7 :9782PE JOB NAME : FRENCH REVIVAL 4 PLEX - J6 y - �' Scale: 0.2807 TVWARNINGS: GENERAL NOTES, unlace otherwise noted: Truss: J6 1.Budderand erection contractor should be advised of all General Notes 1.This design is based only upon the parameter shown and is for an individual -11 OREGON Is and Wamings before construction commence. building component.Applicability of design parameters and proper -+/jy /� 2.2a4 compression web bracing must be installed where shown. Incorporation of component Is the responsibility of the building designer, I..T. (j^1�..AO' r q' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7eip 'l J Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10 sheathingA.respectively unless esthin throughout their length by ` DATE: 3/16/2016 the overall structure Is the responsibility of the buildingcontinuous or such l bs adng requirede sheathing(TC)s and/or drywaN(BC). �' i+ �\ designer. 3.2a Impacteftrubridging m lateral bradng where shown.. U SEQ.: Ki8 12 3 7 6 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the reapedNe contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes tosses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shwa).Shim at osdge it EXPIRES: 12/31/2016 nec-, fa is n,handling,shipment and le limitations of components. 7.Design assumes adequate drainage is provided. March 1 6,201 6 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TP6VOTCA in SCSI,copies of which nil be fumiehed upon request. lines coincide with joint center lines. 9.Digits indicate size of piste in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(1 L}E to.For basic connector plate design values see ESR-1311,ESR-loge(MITek) OW This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SAN 1'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE 41613112 LOAD DURATION INCREASE = 1.15 1-2=(-18) 66 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 18 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 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" -62/ 251V -11/ 50H 16.00" 0.40 KDDF ( 625) 1'- 3.2" -18/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) 12 LL = 25 POE Ground Snow (Pg) 1'- 4.0" -37/ 12V 0/ OH 0.00" 0.00 RUDE ( 625) 8.00 1:7' 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 lOPSF 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" MAX HORIZ. LL DEFL = -0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ftr TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads ry in the plane of the truss only. o I /2 /1 0f ~r oI0of l1-00 1-04 y c' PROFL G ,`o 0.4 'Rrp� Za 17 8'782PE r JOB NAME : FRENCH REVIVAL 4 PLEX - N1 / A Scale: 1.0613 d' WARNINGS: GENERAL NOTES, unless otherwba noted: �� � OREGON y�' �(I �� 1.Balder end erection contractor ahold be advised of a1 General Nates 1.This design la based only upon the parameters shown and Is for en individual 174,OREGON ' �. Truss: N1 and Warnings before construction commences. building component.Appaeebility of design parameters and proper �/. 2.2x4 compression web bredng man be installed.mere shown e. Incorporation or component Is the reaponstbiny or the building designer. a$? ,q�y Y: ,�b 3.AddBlonsl tem ng to Insure stability during construction x U e n,and et l assumes the top and bosom asschobraced to he througaterallyhout braced et �T _l temporary bract T o.c. at ee o e respectively unless braced throughout their length by V Is the responsibility of the erode,.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Afr AN 1 I 1 Ts DATE: 3/16/2016 the overall nnxdure Is the responsibility of the building designer. 3,2i Impact bridging or lateral bredng required where shown•e f�"11 V L• SEQ.: K1812377 4.No bad should be eppled te any neepenent until after cit bredng end 5.4.Dletelatienoftrun assumesss isthe erreabe4111y fin the respedive oawscontractor.environment, fasteners are complete and at no time should any loads greater menDel grs rsrdry trusses arc vac. TRANS I D: LINK design gads be applied a any component. ane.Design assumes tut bearing at e1 supports shown.Shim or wedge If 5.CompuTM hes no control over and assumes no responsibility for the necessary. aa. EXPIRES: 12/31/2016 tebrladien.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. March 16,2016 8.This design is banished subject to the IlmBations set forth by 8.Plates shag be located on both faces of truss,end placed so their center TPWWCA In SCSI,wpbs of which will be furnished upon request. linea eoindde with joint center Inca. 9.Digits Indicate size of piste In inches. MiTek USA Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 10-00-00 GIRDER SUPPORTING 3-06-00 1- 2=(-900) 212 1- 6=(-1402) 1779 6- 2=(-187) 556 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-542) 121 6- 7=( -760) 1466 6- 3=(-B63) 992 WEBS: 2x9 KDDF STAND 3- 4=(-542) 121 7- 8=( -760) 1466 7- 3=( 0) 178 LOADING 4- 5=(-900) 212 8- 5=(-1402) 1779 3- 8=(-863) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 8- 4=(-187) 556 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL) 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 20.0)= 70,0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 20008 5.50" 1.22 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed = 0.303" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.024" @ 5'- 0.0" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" 1-11-11 6-00-10 1-11_11 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1' f Q f Design conforms to main windforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 system and components and cladding criteria. 1' 423.306 ' 423.30# 4 Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 N12 00 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-4x6 M-4x6 M-3x8 ID �3Aiiii fi o ereimeiYi �� -,III(. u1 �� YO O 1 11►�.1 6 7 B 0===.15 1 O o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 l l l 1 l 1-10-04 3-01-12 3-01-12 1-10-04 y 10-00 y (} PROFt. 4 :9782PE -7c JOB NAME : FRENCH REVIVAL 4 PLEX - GH1 Scale: 0.9997 lir WARNINGS: GENERAL NOTES, unless otherwise noted40 :Truss: GH 1 1.Buider and erection contractor should be advised of a8 General Notes 1.This design Is based only M upon the parameters own and Is for an individual7OREGON " - end Warnings before construction commences. building component.Applicability of design parameters and proper S' 1 29 Q"' g.2a4 compression web brednp must be installed where shown*. Incorporation of component Is the responsibny of the building designer. -y� 'T.pY 1J 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom charts to las laterally braced et 7 Is the responablity of the erector.Additional permanent bracing of T c.c.and a o.c.respectively unless braced throughout Mak length by continuous s sheathing such as plywood Meathing(TC)and/or drywnp(BC) ` P,�"1^U t L 1-\ DATE: 3/16/2016 ihs overall structure is the responsibility of the bull2a Impact designer. 3. Impact bridging or lateral bracing required where shown v+ SEQ.: K 1812 3 7 8 4.No load should be applied to any component until after an bradng and 4.Installation of tons la the responsibility of the respective contractor. fasteners.,.compete and at no time should any loads greater than 5.Design assumes trusses are to be used In.noncorrosive environment, TRANS I D: LINK design loads be applied to any oomponent. and ate or dry conditionor see. 5.CampuTrus has no control over and assumes no responsibility for the S Des.,assumes Ni bearing al all auppone shown.Shim or wedge If EXPIRES: 12/31/2016 fabric.tion,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. March 16,2016 6.This design Is famished eub)ed to the limitations set forth by 8.Plans Man be located on both faces or truss,and paced so their center TPINWICA In BCSI,copes of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indksis size of plate In inches. MiTek USA,Ina./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 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(-131) 146 3-5=(-210) 189 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-278) 139 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. DON. 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 ERG REQUIRED ERG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -81/ 502V -58/ 156H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -37/ 209V 0/ OH 5.50" 0.33 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. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.009" @ 2'- 1.5" Allowed = 0.308" 5-11-11 MAX BC PANEL TL DEFL = -0.101" @ 3'- 9.0" Allowed = 0.422" 4 MAX HORIZ. LL DEFL = -0.001" @ 7'- 0.5" MAX HORIZ. TL DEFL = 0.001" @ 7'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, Truss designed for wind loads PROVIDE SUPPORT in the plane of the truss only. l4 c 0 I cm 11o :I a l ► 5 M-3x4 M-1.5x3 y 1-00 y 7-03 y �N `OS1 � :9782PE 'V ` JOB NAME : FRENCH REVIVAL 4 PLEX - J7 -„,,, Scale: 0.4258 ,,� MN WARNINGS: GENERAL NOTES, unless otherwise noted. C.. 40 a^�[]/ /+a 4 1.Bolder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and la for an Individual ? OREGON Truss: J7 and Warnings before construction commence. bolding component.Applicability of design parameters end proper JV, �,i 2.2x4 compression web Netting muet be Installed where shown v. Incorporation of component la the'separability of the building designer. ..9:(5) qp Y: ,�FJ 3.Additional temporary bracing to Insure*teddy duan@ conslrucibn 2.Design assumes the top and bottom dares to be federally bread et Is the rswemldlty of the erector.Additional permanent bracing of con2'a�Mu•asheathingre+pn cc sly unlesssheathing(TC)rad ih and/or drywel BCroughout their length). h 1 �� DATE: 3/16/2016 the overall structure h the responsibility of the building designer. 3.2x Impact badging or lateral bracing ptyworequired whet choral*s ) �� a+" SEQ.: K1812 3 7 9 4.No bad should be applied to any component until after all bradng end 4.Installation lationn nooftt e'Is the r apo elbu�of tthe�a��ive contractor. sNe environment, fasteners ere complete and at no time should any loads greater than and gra loran condemn•rc use. TRANS ID: LINK design bads be app led to any component. 8.Design assumes full bearing al al supports shown.Shim or wedge 5.CompuTnn has no control over and assumes no responsibility for the I.elSn,ry, I� Q EXPIRES: 12/31/2016 fabrication,handling.ehlpment and installation of components. 7.Design assumes adequate drainage Is provided. March 1 1 6,ZQ 1 6 6.This design Is furnished subject to the Ilmsatluns set forth by 8.Plates shah be located on both races sites.,end placed so their center TAMMTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. 9.Digits indicate Mrs of plate In Indus. MITek USA,Ina./CorllpuTrus Software 7.6.7(114.E 15.For basic connector plata design values see ESR-13/1,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-18) 66 2-4=(0) 0 BC: 2x4 KDDF #16RTR SPACED 29.0" O.C. 2-3=(-56) 18 TC LATERAL SUPPORT <= 12"OC. UON. '.OADING 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 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" -69/ 303V -11/ 49H 3.50" 0.98 KDDF ( 625) 1'- 1.3" -52/ 28V 0/ OH 5.50" 0.04 ROOF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 9.0" -15/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 8.00 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 10PSF 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" • MAX BC PANEL LL DEFL = -0.001" @ 0'- 7.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 7.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, End vertical(s) are exposed to wind, of Truss designed for wind loads min the plane of the truss only. 0 f r- o I Li0 o f 2 ►4 / • M-3x4 y 1-00 y 1-04 y ,r9,0 pnQFps (PROVIDE FULL BEARING;Jts:2,4,3 I *`�� NGIN EE"5 /0 'c.0 89782PE -sr_ JOB NAME : FRENCH REVIVAL 4 PLEX - N2 Scale: 1.0613 ,sees WARNINGS: GENERAL NOTES, unless otherMse noted: [,/!..��y/+/E�f�y'�E'] {y 43 1.Bulder and erection contractor should be advised of all General Notes 1.This design is baeed only upon the parameters shown and Is tat an Individual -7' OREGON N. Truss: N2 and Warnings before constmdron commence.. building component.Applicability of design parameters end proper / (((yy}© 2.244 compreseion web bradng must be installed where shown.. Incorporation of component lathe responsibility of the building designer. ..a�J (///� y/+ 3.Additional temporary bracing to inure stability dump construction 2 Design assumes the top and bottom chords to be latently braced st „5,,,.. 'T At le the roaponstMNty of the erector.Additional permanent bracing of n o.c.and al 10 o c rcash e.sly unless braced)TE)end/or ori(heir length by contlnuous aheathing wch es pywootl ahesthing(TC) arra tlrywap(BC). �r,.AU t �\ DATE: 3/16/2016 Me overall structure h the responsibility of the building designer. 3.241mpact bridging or lateral bradng required where shown++ L SEQ.: Ki812 3 8 0 4.No load should be applied to any component until after all bradng and 4.Installetlon Ohms I.the responsibility of the respente contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. and are for'dry aaed6an•of use. �/ !� /y� p TRANS ID: LINK B.Design assumes ng etegwpport.shown.Shim orwedge if EXPIRES: 12 `31/2016 5.CompuTme hes no control over end names no responsibility For the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1 6,2016 8.This design Is furnished eub)ed to the limitations net forth by 8.Plates shall be located on both feces Waves,and placed so Meir center TPUWTCA In SCSI,copies of which will be fumhhed upon request. Ines coincide alth)Dint center lines. MiTek USA Inc./Com uTrus Software 7.6.7 1 L E 9.Digits indicate size of plate In Inches. P ( )- 10.For bask connector plate design values see ESR-1311,ESR-1888(MWTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 KDDF #155TR SPACED 29.0" O.C. 2-3=(-73) 51 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 BEARING MAX VERT MAX NONE 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 = 95.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 1'- 11.7" -32/ 99V 0/ OH 1.50" 0.08 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 lOPSF 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 TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.197" 4' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting g -/ system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • •gg r load duration factor=1.6, 0 0 0 0 0 0400 0 0 0 0 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I 0 I N rh /- . O I N MAIIIIIIIIIMII 0 M-3x4 l ,1 l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 ��� AGN kgIS'rssl0 :9782PE 1-- JOB NAME : FRENCH REVIVAL 4 PLEX - GJ1 • Scale: 0.6558 - NM WARNINGS: GENERAL NOTES, unless aherwlse noted G/ 1.Builder end eredion contractor should be advbed of all General Notes 1.This design is based only upon the parameters shown and Ie for en Individual ,] «R E G()N "S Truss: GJ1 and Warrange before construction commences. building aemponent.Applicability of design parameters and proper IP /�, 2 2.204 compression web bredng must be Installed where shave a. Ineorporatbn of component la the responsibEty of the building designer. .A V A fi y site 3.Addlknal temporary bracing to Insure stability during construction 2 Oestgn t eche top and bottom chorda to be IelerslN braced et 7 �1 Is the rospensibrlty of the erector.Additions/permanent bracing of 7 0.e,and at 10 ox.rseped.ely unless braced throughout their length by DATE: 3/16/2016 the ooerag structure l the responsibility or the building designer. 25 Impact sheathing such as plywood shred where a admr arywen(Bc). PAUL 3.Di Impact bddgdnp or IaleM brsdng required where Mown.. +1 lJ SEQ.: K 1812 3 81 4.No load should be eppged to any component until after an bredng end 4.Installation of trust Is the responsibility of the respective contractor. fasteners are complete and at no time should any meds greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS S I D: LINK design keds be applied to any component. and.re for'dry condition'or use. ft Design assumes NI bearing st all supports Mown.Shim or wedge if yq R p 12/31/2016/�)r� ) 5.CampuTrue hes no control over end mums rte roaponsiNNly for thene. EXPIRES: i 2/31/2016 fabrtcation,handling,shipment and Installtlon of components. 7. g ata 8.This design le furnished sullied k the limitations set forth by S.Mates shall be loines cated on both te lfe tins oe left%de end placed w their center March 16,2016 TP WJICA In SCSI,copies of ehkh will be furnished upon request. Anes coincide with Joint enter Ilnes. 9.Digit.Indicate sire of plate in Inches. MiTek USA,lnc./CompuTrus Software 7.6.7(1L)-E 10.For basic rannector plate design values see ESR-1311,ESR-7888(MITek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 ROOF #16BTR SPACED 29.0" 0.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS: 2x9 KDDF STAND; 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-972) 282 12- 6=(-953) 181 2x6 KDDF STAND A LOADING 4- 5=(-1497) 437 11-12=(-229) 1451 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10,0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 910 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-309) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 11- 4=(-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For.hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOC0'-T1ONS 0.0" -256/ACTIONS 1643V -297/ACTIONS 5.50" 2.63N KDDF P(CIES)625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IOOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed = 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed= 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" f f T 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 T f f f ,,. 4 f Design conforms to main windforce-resisting 12 system and components and cladding criteria. I IM-6x6 12 8.00 ' 8.00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6,0" (AID Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), 9 ,e-,. load duration factor=1.6, rrv\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x9 ppp M-5x6(5) M-5x6(5) 0.25" 2 0.25" t4 m o1 Al �0;. 111111111111111111111111111111111110:4x6 oof 1 a M-5x6 M-185x3 N 9 1_� � r ee I 0 11 12 13 aa7 ,-� M- x8 M-3x8 0.25" M-1.5x3 I M-1.5x3 M-5x6(5) 11'��tp] r J. 5-06-04 y 5-07-04 y 6-02-07 y 5-09-06 y 6-07-01 y 6-09-10 y ,ft. l9:1', (-r�O1C��. J. 10-11-12 y 25-06-04 l GIN sf15) � J• J. 6 ry 36-06 ' :9^732 P E T JOB NAME : FRENCH REVIVAL 4 PLEX - I3 • .....isf. Scale: 0.1508 WARNINGS: GENERAL NOTES, unless otherwise noted, (� I.Builder and erection contractor should be advised Mal General Notes 1,This design is based onN upon the parameters shown and is reran individual I $s EGON dam. Truss: 13 and Warnings before construction commences. building nempenentApplicability of design parameters and proper 2.2a4 wmpreWan web bracing must be Installed where hen+, incorporation of component la the responsibility of the building designer. u9( ^ Y.. q5, 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chords to M IateralN braced al 7 'l Is the respone ANy of the erector.AddBlonel permanent bracing of T ave.and at 77 e c respectively unless braced throughout their length by /,.. DATE: 3/16/2016 the overall structure lathe responsibility of the building designer. continuous sheathing such as plywood eheething TE end/or tlrywel(BC) 1. w U L Q.`� 3.2s Impact bridging or labral bracing required resile mown.. f+� `` SEQ.: K 1812 3 8 2 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respecrea contractor. fasteners are complete and at no time should any loads greater than 5.Design names Misses are to be used in a non-corroeroe environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"utuse. 5.CompuTrushas nocontrol over and assumes noreeponeibllfyfor te e.Design,ewme.ralbearing.l.n.apponeenown.3hlmerweageu EXPIRES: 12/31/2016 mcemfabrication,handling,shipment and installation of components. 7.Design seumes adequate drainage is provided. March 16,2016 8.This deNgn Is furnished eubfed to the limitations set forth by 8.Plates shall be located on both laps of truss,and placed so their center TPINJTCA In BCSI,wpbs of which MI be furnished upon request. Inas eelndde with joint center lines. MITek USA.Inc./Com uTrus Software 7.6.7 1 L 9.Digits Indicate size of plate In inches. p ( )•E le For basic connector piste design values see ESR-1311,ESR-I988(MITek) M This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-138) 184 3-5=(-476) 480 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-463) 424 WEBS: 2x4 KDDF #16BTR 3-4=(-110) 14 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -196/ 484V 0/ OH 5.50" 0.77 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE `* For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 7-11-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.045" 4 -/ MAX TL CREEP DEFL = -0.002" @ 7'- 11.1" Allowed = 0.068" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" M-1.5x3 MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 12.00 17 Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads N in the plane of the truss only. 0 0 rn 11 o I �d Al o = 5 0 1 M-3x9 M-1.5x3 l l - y <� N T,? t 1-00 7-03 0-08-02ro 4t 89782PE r- JOB NAME : FRENCH REVIVAL 4 PLEX - J8Sale: 0.3714 .,�'�'" ` MEW WARNINGS: GENERAL NOTES, unless otherwise noted F✓..w�r a� vJ 1.Balder and erection contractor should be advised of al General Notes 1.This design h based only upon tit parameters shown and Is for an individual ' -OREGON dam. " Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper {tel. 2 2.2.4 compression web bracing must be Installed where shown•. incorporation of component la the responsibility of the building tleelgner. +T Vq l y A b 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be throughout braced et R I Is the responsibility olthe erector.AdtlBbnal permanent bracing f 7 o.c.and at 19 o.c.respectively unless braced throughout their length by M° Ne Impact sheathing s:such as plywood Mae )and/or tlrywel(BC). /'�A i L T e DATE: 3/16/2016 me overall structure le me nsponabil y of the building designer. 3.2.Impact bridging or lateral bracing required where Mown.• V SEQ.: K 1812 3 8 3 4.No load should be applied to any component until after all bradng and 4.Installation of buss its the responsibility Mille in a nesped contractor. ,actor .. are tofasteners ere complete and at no time Mould any loads greater than Design assumes ent, design bto be applied any component. end an for"dry condition"of use. TRANS ID: LINK s.CompnTnnesent,loverandassumes no nepeseblliyfor me B.Deed swine.fulM.nng.tagwppaN.Mawn.Snlmaraedgeit nhas EXPIRES: 12/31/2016. eaary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 16,2016 d.This design le furnished subrod to the limitations set forth by e.Plates shall be located on both nese of truss,end pieced so their center TPWV TOA in SCSI,copies of MASS nil be furnished upon request. Ines coincide with Joint center linea. 9.Digits Indloate sire of plate In Inches. Weir USA,Inc./CompuTrue Software 7.6.7(1 L)-E 10.For Miele connector plate design values see ESR-7317.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 99 10-11=1-265) 1725 2-10=1 -344) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -78) 181 11-12=1-229) 1626 10- 3=1-2084) 381 WEBS: 2x9 KDDF STAND; 3- 4=1-1934) 400 12-13=(-259) 1605 3-11=1 -106) 158 204 DF STAND A LOADING 9- 5=1-1536) 931 13- 8=(-323) 1889 11- 4=) -16) 340 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1543) 425 4-12=1 -616) 244 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2237) 429 12- 5=1 -301) 1267 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PUP 7- 8=1-2442) 451 12- 6=( -766) 275 8- 9=( 0) 99 6-13=1 -45) 593 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( -287) 205 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -258/ 1836V -363/ 338H 5.50" 2.94 KDDF ( 625) 37'- 0.0" -260/ 1854V 0/ OH 5.50" 2.97 KDDF ( 625) ICON)). 2: Design checked for net1-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.094" @ 24'- 0.3" Allowed = 1.203" MAX TL CREEP DEFL = -0.195" @ 17'- 6.9" Allowed = 1.804" MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 17-06-15 19-05-01 MAX HORIZ. LL DEFL = 0.047" @ 36'- 6.5" f ,r MAX HORIZ. TL DEFL = 0.078" @ 36'- 6.5" 5-08-14 5-11-12 5-10-05 6-04-07 6-04-07 6-08-03 T T ,r T T 1' T 12 12 8.00 M-4x6 Q 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 66 Wind: 140 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, :\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=1.6, M-SX625 (S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" in the plane of the truss only. 0. " :0000 7 p M-3x4 3 /Alkil Alpo,M-1.5x3 M-1.5x3 zoi/ o 10 11 12 13 M-3x8 M-3x9 0.25" M-3x4 M-3x6 �i R.� ry RpFk.oM-5x8(S) < G ss3, l y l l / 9-02-01 8-04-14 9-11-04 9-05-13 r . 0 y y l y �1-06 37-00 1-06 4<' :n782PE t- JOB NAME : FRENCH REVIVAL 4 PLEX - I4 J . Scale: 0.1468 WARNINGS: GENERAL NOTES, unless otherwise noted " ,,EGON 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and hfor anIndividual •a' Truss: 14 and Warnings before construction commences. building component.Appllcabllhy of design parameter.and (� 2.2x4 compression web bracing must be Installed where shown«, incorporation of component is the responsibility of the building designer.r /� 2.Design assumes the top and bottom chords to be laterally braced at 11� G""/PY A5 <i' 3.Additional temporary bracing to Insure daddy during construction T o.c.and at 10 o.c.rospedNely unless braced throughout Meir length by �^ `�V' Is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TG)and/or drywel(BC). -, �'A U \ DATE: 3/16/2016 the overall structure Is me responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown«« SEQ.: K 1812 3 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedNe contractor. fasteners are complete and at no time should any loads greater than 5.Design..acmes Inness are to be used in a non-oorroef.environment, TRANS I D: LINK design loads be applied to any component, and are ror'd y conditionof use. 12/31/2016 ly t�d /�/{4 G 5.CompuTros has no control over end eseumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES. 12/31/2016 fabrication,handling,shipment and installation of component.. 7.Design assumes adegnete drainage is prodded. March 16,2016 6.This design is furnished subled to the limitations set forth by e.Plates shall be located on both races of truss,and placed so their center TPIAA TCA in SCSI,ooplae of which wdl be furnished upon request lines coincide oath Joint center lines. uTrus Software 7.6.7 1L E 9.Digits Indicate size of plate In inches. MiTek USA Inc./Com p ( )' to.For bade connector plate design values see ESR-1311,ESR-1988(MITek) 1116. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-115) 98 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 BEARING MAX VERT MAX HORZ BEG 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" -38/ 343V -61/ 161H 5.50" 0.55 KDDF ( 625) 1'- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 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 lOPSF 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" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 3 -I MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 v (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, ti Truss designed for wind loads I in the plane of the truss only. 0 c co O i rAMFI Lk [ O ►/ 4►' -/ 0 M-3x4 l l ), l 1-00 2-00 1-11-11 !PROVIDE FULL BEARING;Jts:2,4,3 \<��\AGIESR ci'/ :9782 E v JOB NAME : FRENCH REVIVAL 4 PLEX - GJ2 Ar Scale: 0.5669 ..ice WARNINGS: GENERAL NOTES, unless otherwise noted ', 7A.(wry /^�O� -I t.BUNIer and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and Is for an Individual40 -v L.J frll tl,,r��O ryh� Truss: GJ2 and Wsmings before construction commences. building component.Applicability of design parameter.and proper V 2 2a4 compression web bracing moat be installed where shovm.. Incorporation of component la IM rosponsibp8y of the building designer. _11' �q[y v GJ ,/ 3.Additional temporary bracing b Insure stability during construction 2 Design assumes the tap and bottom chords to be leterelly braced at 1 I ��y,'r is the rosponsidlty of the erector.Additional m bracing of 2'Dace and et ee10'a.c.respectively tabs.punbss braced throughout r dryeir length by germane continuous sheathing such es plywood Meeming(TC)ardor drywall(BC). "'AUL L (a� DATE: 3/16/2016 the overall structure Is me responsibility of me building designer. 3.24 Impact bridging or lateral bracing required where shown.. V SEQ.: K1812385 4.No load should be applied to any component until alter all bracing and 4. lationoftruss rs�ea mwb�:efthin s no.pedivecrrosNe.oirdorr. fastener..,,complete and at no time should any toads greater than Design assumes nment, design beds be applied to any component. and ere for"dry condition'of use. p 12/31/2016 T RAN S I D: LINK 5.CompuTrus Ms no control over and es.umes no responsibility for me B.Design assumes fur bearing N al support shovel.Shim or Wedge if EXPIRES. fabrication,handling,shipment and installation of components. 7,Design anima adequate drainage a provided. March 16,2016 S.This design is furnished subject to the limitations set forth by B.Plates shall be bated on both faces of truss,end placed so their center TPIM/ICA M BCS!,copies of Mich MI be furnished upon request. tines coincide with joint center lines. 9.MITek USA,Inc./CompuTrus Software 7.6.7(1L}E O.Digitsobask connectors phbaavalues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0,0" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 DF 2900F; LOAD DURATION INCREASE = 1.15 2x9 KDDF #16BTR T3, T9 SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR WEBS: 2x9 KDDF STAND LOADING Design conforms to main d claddingresisting 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. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=25.7ft, TCDL=6,0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End verticals) are exposed to wind, M-1.5x4 o 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 INC 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. 17-06-15 19-05-01 ' T T 8-04-08 9-02-07 5-10-01 6-00 7-07 f 1 T T T T 12 8.00IIM-9x4 12 Q e.00 4.0" 9 .(-,y Np c ! M18HS-5x16(5) .25" 0��1II M-5x8(S) 0.25" p ,N441, ill4 . M-9x8,,' 111111111111114111111N1111.1-11116 01o IIIIIIIIIMMOMMm......_ 11111611... AI9 10 M-9x10 17.25" M-3x6 M-115x3 M-5x6 y l M-5x8(S) (s) l y M-9y �Q 6 h 'nQx� y l 8-01 9-05-15 6-01-09 5-10-09 7-05-09 acs ‘AGINEk9 `'rte S. 1-06 37-00 89782PE 'r' JOB NAME : FRENCH REVIVAL 4 PLEX — IFW , Scale: 0.1978 , ma WARNINGS: GENERAL NOTES, unless otherwise noted 1.,, 1.Builder and erection contrador should be advised or all General Notes I.This design is based only upon the parameters shown end h for an Individual "8' OREGON ,P Nr Truss: I FWand Warnings before construction commence. building component.Applkebllity of design peremetere and proper 7 flCl�V I V 2.204 compression web bracing must be installed where shown.. incorporation or component fa the responsibility of the laterally b designer. .may ^ �+ 3.Additional temporary bracing to Insure Stability during construction 2.Design assumese n.tap stir bottom chorda to be faterelfy bracatl at T,('� 'l �I :,7 � � Is the responsibility of erector.Additional permanent bracing of 2 o.c.end at 10 o.k.raapecgvely unless braced throughout their length by T DATE: 3/16/2016 the overall structure H the reeponaMley of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). ,a 1 , ` 3.2x Imped bridging or lateral bracing required where snow,.. A U SEQ.: K 1812 3 8 6 4.No load Mould be applied to any component until after all bradng and 4.Installation Ohms is the responsibility of raspedhe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes kisses are to caused In a non-corrosive environment, TRANS I D: LINK design load"be applied to any component. and are for dry conditionof use. rj il Y�(� 5.Compel-rue has no control over aassumes no reeponsibllily for the 8.Design assumes NA bearing at ail supporta Mown.Shim or wedge if and EXPIRES: 12/3 I/LV 1 fabrication,handling,shipment end installation of components. necasaary. 7.Ddrgesaded on bethlfaceleprosis,an March 16,2016 6.This deign I.mmistrea subject to Inc umn.nos set by 8.Plates ane be heated on born races of truss,and q.esd as their center TPINVICA in SCSI,espies of which will be furnished upon request. Anes coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software q L 7.6.7 8.Digits Imitate are of plate in inches. p ( )•E 10.For beck semester plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computes input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(-186) 176 3-5=(-210) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235) 229 3-4=( 0) 0 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pit) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 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. '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" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" 1' 1. MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.415" 4 -i MAX HORIZ. LL DEFL = -0.002" @ 6'- 11.6" MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" /12Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ls4iNi load duration factor=l.6, End vertical(=) are exposed to wind, Truss designed for wind loads , in the plane of the truss only. 0crnI [ Ao50M-1.5x3 y 1 l 1-00 7-03 w 89782PE <' JOB NAME : FRENCH REVIVAL 4 PLEX - J9 ... .....1Scale: 0.5518 WARNINGS: GENERAL NOTES, unless otherwise noted: f„"' }� . 1.Bolder and erection contrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an lndivdual 'F�f.OREGON c ,,... Truss: J9 and Warnings before constnwloncommences. buildingcomponent.Appkabilltyofdeslgnparameter.andproper G �� 2.2e4 compression web bracing mud be installed where shown.. incorporation of component la the rasponslbNNy of the building designer. '9 qi Y 1'� .... 3.Additional temporary bracing to Insure stability during construction 2.Oastgn assumes the top end bottom=rot=s to be laterally brined at Is the rospomibil f the erector.Additional permanent bracing of T o.c.and et 10 op.respectively orate=s Mecod throughout thele length by (y y o continuous eheathing such as plywood aheething(TC)and/or d ywell(BC). r-A..I'L. DATE: 3/16/2016 the overall=m=ore is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown•e v SEQ.: K1812387 4.Noload should beapplied toany component until after all bndngand 4.Installation of truss Isthe reeponelbl/yofthe respective contractor. fastens.are compete and at no time should any bads greater then 5.Design assumes trusses are to be used In a noncorroawe environment, TRANS ID LINK design hada be applied to any component. endare gn assumes full of 5.CempuTrus has no control over and assumes no responsibility for the B.De�� s NI beano I58 supports ahavm.Shim or wedge If EXPIRES: 12/31/2016 rya fabrication,handling.shipment and installation of components. T.Design assumes adequate drainage Is provided. March 16,2016 IL This design Is furnished suited to the limitations set foul,by 5.Plate.=hal be Reeled on both faces ofwss,and paced so their center TPWVTCA M SCSI.copies of which v4I be furnished upon request. Ines colncde with point canter lines. EL Digits indicate size of plate In Inches. Mi rek USA,Inc.ICompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-0371,ESR•188e(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1613T122- 3=(-990) 310 9- 9=(-351) 471 1- 9=(-300) 461 17- 2=(-192) 659 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 2- 3=( 0) 0 9-10=(-151) 471 1- 9=(-300) 627 7-12=(-890) 327 2x9 KDDF #1&BTR A 2- 5=(-937) 395 10-11=(-215) 580 9- 2=( -72) 105 LOADING 9- 5=( 0) 0 11-12=( -61) 81 9- 5=(-384) 283 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-597) 412 5-10=(-142) 391 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-746) 262 10- 6=(-383) 237 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6-11=(-199) 199 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -196/ 987V -409/ 320H 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -196/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans 0-0990501 ICOND, 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 6-11-01f -04-01 13-07-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f ,r MAX LL DEFL = 0.021" @ 8'- 3.9" Allowed = 0.667" MAX TC PANEL TL DEFL = 0.067" @ 3'- 2.1" Allowed = 0.659" 6-01-12 0-09-05 6-03-09 6-07-01 1' f f 1 / f MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 12 \ 12 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" 8.00 p M-4x6 34 M-6x6 Q 8.00 Design conforms to main wi ndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di.r), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 Truss designed fox wind loads 11/"M-3x9 in the plane of the truss only, /-vo rAM-3x9 co al I o 0 I ll All 11 r -e �` 8** 10 *12 M-1.5x3 M-3x8 10.25" M-3x4 M-1.5x3 M-5x6(5) v PR y 6-00 y2-03-15 y 6-03-09 y 6-03-09 y `c ' , NE�r'`s( y 20-11 y DC7 '`>' O� :9782PE , JOB NAME : FRENCH REVIVAL 4 PLEX - IH1 „ay .a Scale: 0.2031 , .. WARNINGS: GENERAL NOTES, unless otherw.,noted: 417 Truss: IH1 1.Balder and erection coMrador Mould be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an lodivldaal �A.OREGON �yr_l and warnings before construction commences bonding component Applicability of design parameters and proper �Y/. tx 2.2x4 comprexlon web bredng must be Installed where Mown*. Incorporation of component Is the roeponsibgry of the balding designer. �`'aV [',{� 3.Additional temporary bracing to insure eteblllty during construction 2 Design assumes the top and bottom chords to he latently braved al �� � T !' �t,� Is the reepondbARly of the erector.Additional permanent leedng of continuo.o.c.ant W 10'o.c respeGivelyph unlese brecsd Ihrouphout mala length by r ! Tyr DATE: 3/16/2 016 the overall ale clure Ia me nepondbllly of me buiMhp tlealgner, 2aspa eheeach as plyvrood eheaminp(TC)end/or arywaA(BC). A� Ci. 3.2a Impact bridging or lateral Miming required where siwwn*+ /" T 1. SEQ.: K1812 3 8 9 4.No toad Mould be applied to any component until after all daring and 4.Installation of truss Is the respondbRlty of the reapectNe contractor. fasteners ere complete end at no time should any loads greeter then 5.Design assumes Misses are to be used in a non-corrosive envlronmeM, TRANS ID: LINK dedgntoads be applied teany component. and are for"dry nonde:on"of lee. 5.ComWn has no control over and mammies no responsibility for the 8.Dee ess assumes h0 bearing al al supports shown.Shim or wedge if EXPIRES: 12/3112016 fabrication,handling,shipment end Installation of component. 7.Desigwry' i . S.This designisfurnished cabled to the limitations set forth by 8.Platesnshal be loreaseumesdteeduon both facesdrainagelo�vss,aand placed w theircenter March 16,2016 TP9WrCA In SCSI,copies of which all be famished upon request. Ines coincide with joint center line. MiTek USA Inc./CompuTrus Software 7.6.7 1 L 9.Digits lodicete size of phte In Inches. ( )-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ilk This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-38) 52 3-5=(-202) 133 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-33=(-83) 69 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. LION. 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) 0'- 0.0" -68/ 500V -23/ 74H 5.50" 0.80 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.42 KDDF ( 6 ) 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). ICOND. 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 = 0.013" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" 5-08-04 0-03-12 f 1' 1' MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 4.00 I = Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. 4 Wind: 190 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 3X5 3 -I (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, 500.00. 111111110 End vertical(s) are exposed to wind, I1 Truss designed for wind loads in the plane of the truss only. IIII M-1"5x9 I Truss designed for 9x2 autloo ke rs. 2x4 let-ins ,1� 0 of the same size and grade as structural top ` I chord. Insure tight fit at each end of let-in. M-3x5 c� Outloo ke rs must be cut with care and are permissible at inlet board areas only. .tee i I 1 1 o M-3x4 M-1.5x3 1 1 1 5-08-04 0-03-12 1 1 1 1-06 6-00 ��' GLEE- `R OFex, f4 4 :9782PE JOB NAME : FRENCH REVIVAL 4 PLEX - L1 • ...dr'Scale: 0.5809 v `' r NI WARNINGS: GENERAL NOTES, unless otherwise noted 9A.4/0 (-15. T1, �. 1.Builder and erection contractor should be advised of all General Notes 1.Ibis design Is basad only upon the parameters shown and h for an Individual ? / EGON V�p Truss: L1 end Warnings before construction commences. building component.Applicability of design parameters end proper V 2.2a4 compression web bredng mus be installed where ancon«. Design mourIncorporationned of component Ice the m chords to a lets the building designer. 9 ,Q R Y .�5 !' 3.Additional temporary bracing b insure abbE/s during construction 2 Design aawmee ihs top end bottom chords io be blerelly breatl at _,4-c- 3. % le the responsibility of erector.Additional permanent bracing1 c ntin end et ea hing such es ply god braced(TC)and/or their dry length). 1:)12t .sit U L (--• ly c o continuous t Iff hingo.o.such se plywood sheathing(TC)throughout hoot drywap(th by (" `` DATE: 3/16/2016 the overall Arodure Is the raeponebuny of budding designer. 3.24Impact bridging or lateral bracing required where shown«« 4.No load should be applied to any component until after all bracing end 4.Inablbtion of trues Is the responsibility of the respedbe contractor. SEQ.: K l 812 3 9 0 fasteners are complete end at no time should any loads greater man 5.Design assumes trusses ere to be used in a non.oerrosNa environment, design pads be applied teeny component. and are for"dry condition"of use. TRAN S I D: LINK 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes NA bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. /abr/oa//on.handling,sIr/potent and male/s//on 5/cernpencrrts. 7.Design assumes adequate drainage Is provided. March 16,2016 s.This design Is famished Imbed to the limitations set forth by 8.Hales shag be located on both faces of truss.and placed co their anter TP W/TCA In SCSI,copies of which MIA be furnished upon request. lines coincide vdlh Joint anter lines. 9.DIp/b Indiana sere of plate in Inches. MITek USA Inc./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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-38) 52 3-5=(-202) 133 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-83) 69 WEBS: 204 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -68/ 500V -23/ 74H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.42 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" 1' ' f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL= 0.000" @ 5'- 8.2" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=l5ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 iii:--- 0 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, AEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N .--Il ro 0 I N 1.0 F 1 PI of 1 2 � �5 -. 0 M-3x4 M-1,5x3 1 1 5-08-04 0-03-12 1 1 1 1-06 6-00 .0 PR ppess 444 �" 89782PE L. JOB NAME : FRENCH REVIVAL 4 PLEX - L2 • Scale: 0.5809Milif , WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes I.This design is based onN upon the parameters shown and Is bran individue 9 OREGON oN, Truss: L2 and Warnings before conabudbn commences. building component.Applicability of design parameters and �.7x4 compression wale bran incorporation of component is the responsibility proper g must be installed where shown v. �re o of the building designer. 110 14). ,iY A 6 �w�[7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at 7 'C Is the responsibility of the erector.Additional permanent bracing of 7 0.o,end et 19 c.c.respectivety unless braced throughout their length by ill DATE: 3/16/2016 the overall structure is responsibility the re continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall/BC).ity of the building designer. 3.7x Impact bridging or lateral bredng where shown at a PA UL N-' SEQ.: Ki8 12 3 91 4.No load should be applied to any component until after all boring end 4.Installation of truss is the respmMblity of the respective contractor. fasteners are complete end at no time should any loads greater then S.Design assumes trusses are to be used In a noncorrosNe environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition of use. 6.ComWTrus hes no control over end assumes no responsibility for the e.Dee ell assumes N9 bearing at al supporta mown.Shim of wedge if EXPIRES: 12/31/2016 2/31/2016 nsearyfabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 S.This design is furnished subject to the limitations set forth by B.Plates Mall be located on both feces of truss,and placed so their center TPVWfCA in SCSI,copies of which vat be furnished upon request. linea coincide vim point center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6,7(1L)-E 10.For basic connector piste design values see ESR-1371,ESR-1988(Weft) 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-31) 35 3-5=(-167) 116 BC: 2x4 KDDF #130TR SPACED 24.0" O.C. 2-3=(-74) 48 WEBS: 2x4 KDDF STAND 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 BEG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -69/ 966V -18/ 62H 5.50" 0.75 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 KDDF ( 62 ) 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.9" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 4-08-04 0-03-12 1 8.2 MAX HORIZ. TL DEFL = 0.000" @ 4'- 8.2" 12 4.00 17 Design conforms to main windforoe-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, 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, 3 �5 End vertical(s) are exposed to wind, Truss designed for wind loads Xin the plane of the truss only. Ln "+ .1 I ,1 1 I Z ► 0 M-3x4 M-1.5x3 y l 4-08-04 0-03-12 Y l ) 1-06 5-00 VI PRope i� v 8.782PE JOB NAME : FRENCH REVIVAL 4 PLEX - L3 /- Scale: 0.5918 W. #' WARNINGS: GENERAL NOTES, unless otherwise noted �` 4 OREGON a's 1.Builder and erection antredor should be advised of all General Notes I,This design is based only upon the parameters Moven end Is for en individual 41?Truss: L3 and Warnings before construction commences building component.Applicabtiby of design parameters and proper '7,•9:), y Z.244 ampresWon web bracing must be Installed where shown.. incorporation of aegonenl is the reapondbltty of the building designer. 7 A L7 1j` 3.Additional temporal./brocirp to Insure stability during construction 2.Oedgn assumes the top end bottom chorda to M laterally braced at �T !A V Is mere siblRy of me erector.Additional permanent bracing of continuous and at ealef 0.0.rsuch as ply unless brawtl throughout they length b1' � � ['I�V agora 2xImp sheathing such as plywood meed where s and/own t.drywap(BC). UL [i DATE: 3/16/2016 ma overall atrudure le me responsibility of the hooding designer. 3.2x Impact bridging or lateral bracing required wfrere.Hasa,.. SE Ki812 3 9 2 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. 4• • fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and ars for'dry condition.of use. 5.Comptarus Ms no control over and assumes no responsibility for the 8.Design sews NA beefing al al auppons shown.Shim of wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 S.This design Is furnished subject to the limitations set forth by 8.Plates shell be bated on both faces of trues,and placed so their center 1PSW1CA in BCSI,spies of Mich will be furnished upon request. coindde with joint center 9.Digits dee of tlin . lnoee indicate si MiTek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For bade connector plate design values see ESR-1311,ESR-Igoe(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #11010 LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF N15BTR 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 PSF Wind: 140 mph, h=l5ft, 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(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.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 NIT 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 T T T 12 9.00 M-1.5x3 9 —/r 3 0 0 2 , LoM MIO 1 o M-3x4 M-1.5 5x36 is 1 y 1-00 3-07-08 P R Ofifi�c( (S' 5� GINE �` 04 k",9 r0 4' 4 :9782PEr. . JOB NAME : FRENCH REVIVAL 4 PLEX — Kl • �. Scale: 0.6486 WARNINGS: GENERAL NOTES, unless otherwise noted. (�..�.1 EGONAWN Builder and erection contractor should be advised Mel General Notes 1.This design Is based only upon the parameters shown end is for an Individual 7' 0'a'E G©N (Ya's. Truss: K1 and Warnings before construction commences building component Applicability of design parameters and proper 1J Q''' 2.254 compression web bradng must be Installed where shown e. incorporation of component Is the responsibility or the building designer. ,",EJ� G� � ` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and batiom chords to be laterally braced at 7T N Is the responsibility of the erector.Additional permanent bracing or f o.c.and at 10 o c respenthety unless braced throughout their length by DATE: 3/16/2016 the overall structure Is the responsibility or the building designer. 2x Imp continuous ddIgsheathing later I b acing rplywooequired sheet vrnere)ownend/•dryvnrc(BC). � \ 3.25 Impact bridging or lateral bracing roqulred vfiere Mown++ SEQ.: K 1812 3 9 3 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss Is the Wbglty or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere ere to to be used Ina noncorrosive environment, TRANS ID: LINK design beds be applied te any neepenent. and are for"dry condition.or use. S.Com uTrushasnocontroloverandassumesnore B.Design assumes NgbeanrpataXsupportsMovm.Shimorcadge11 • 12/3.1/2016 p responsibility for the necessary. EXPIRES 'L,/ fabrkallan,hardling,shipment and installation of components- 7,Design assumes adequate drainage Is provided. March 16,2016 6.This design is furnished sublen to the limitations set fort by S.Plates shag be located on both feces of truss,and placed so their center TPIM?CA In SCSI,copies of which w411 be furnished upon request. Anes coincide vdlh Joint center lines. S.Digits Indkele size of plate In inches. MiTek USA,Ina./CornpuTms Software 7.6.7(1L(-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #ISBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 29.0" O.C. 2-3=(-50) 23 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 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 = 95.0 POE 0'- 0.0" -95/ 392V 0/ 93H 5.50^ 0.55 KDDF ( 625) 3'- 4.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSI' Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 ICOND. 2: Design checked fox net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.4" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.8" 3 -_ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, If (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, / End vertical(s) are exposed to wind, o Truss designed for wind loads xlo in the plane of the truss only. 0 I I M p 1 _ _ /- -1 o Z - M-3x4 y l ,1 1-00 3-07-08 (PROVIDE FULL BEARING;Jts:2,9,3 1 0) P fl OF ' - 89782PE JOB NAME : FRENCH REVIVAL 4 PLEX - K2 • Scale: 0.8761 • WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection contractor ahold be advised ofal General Notes 1.This design isbased only upon the parameters shown and Is for an individual I . '"$' .OREGON) Truss: K2 z.,,, and Warnings before construction n commences. building component.Applicability of design parameters and proper -Y/ 2.2x4 compression web bracing must be installed where Maven+. Incorporation of component Is the responsibility of the building designer. ' qPI y .�5 3.Additional temporary bracing to Insure debility during construction 2 Dsegn/dames the top end bottom chords to be laterally braced d 2 ea.end al 1 le the roepenstblpty or the erector.Additional permanent braclrp of 9 o.c.respedNaty unless braced throughout their length by - t continuous'sheathing such as plywood sheathing(TG)end/or drywal(SC). pA U L.. {`� DATE: 3/16/2016 the overall structure Is the responsibility of the building designer. 3.2x toped badging or lateral bracing required where drown.• 4.No bed should be applied to any component until ager all bradng and 4.Installation or truce Is the responsibility of the respective contractor. SEQ.: K 1812 3 9 4 Wieners are complete and at no time should any bads greater than 5.Design assumes trusses aro to be used In a roncorroeNe environment, TRANS ID' LINK design bade be applied to any component. and aa for.dry condition.• 5.CompuTrus Ms no control over end assumes no responsibility for the S.Design comes NR baa t sl supports stown.Shim or wedge if EXPIRES:: 12/31/2016. wry. fabrication,handling,shipment and hesitation of components. 7.Design assumes adequate drainage Is provided. March 1 6,201 6 S.This design Is furnished wbjed to the limitations set forth by 8.Plates shag be boated on both feces of truss,end placed se their center TPI/WMA in SCSI,copies of which will be furnished upon request. Anes coincide with joint center line. 9.Digits Indicate size of plate in Inches. MIT&USA,Inc./COmpuTrus Software 7.6,7(11)-E 1G For bade connector piste design values erre ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-61) 35 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 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 = 95.0 PSF 0'- 0.0" -40/ 287V -18/ 67H 3.50" 0.96 KDDF ( 625) 2'- 1.3" 0/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -29/ 65V 0/ OH 1.50" 0.10 KDDF ( 625) 8.00 VLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.009" @ 1'- 2.4" Allowed = 0.194" MAX TC PANEL TL DEFL = -0.004" @ 1'- 9.4" Allowed = 0.216" 3 MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" 1 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, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, NEnd vertical(s) are exposed to wind, Truss designed for wind loads rl in the plane of the truss only. /- 0 c 0 -1111±-11.11.1=11 o 2N/ ►q -/ M-3x4 y 1-00 y 2-04 y , ,GINE(PROVIDE FULL BEARING;Jts:2,9,3 I e; .1."IA N E *� 12/5, V .._"...1 ` 89782PE �r JOB NAME : FRENCH REVIVAL 4 PLEX - M1 Scale: 0.9861 ,',. WARNINGS: GENERAL NOTES, unless otherwise noted .o. ORE40 GON 1.Builder and erection conirador should be advbetl of all General Notes 1.This design is baud only upon the parameters shown and la for en Individual tea. Truss: M 1 and Wemings before construction commences. building component.Applicability of design parameters and 2.2x4 compression web brad" incorporation f cola the responsibility proper pro g must be Installed where shown«. Design a ono wmpop "ponds t of the aid braced ed tier It/ �1(+ 2.Design assumes the fres and bottom drama to be lalerelly braced et �,[+t 'l rj}I �3 �j�jQ". 3.Atldftlonal temporary bracing to Insure stability during construction 2 o.c.and et la o.c.respectively unless braced throughout their length 'T V is the respondblllty of the erector.Additional permanent bracing of c. N uby. /I DATE: 3/16/2016 the overall structure k the responsibility continuous Odgingsheathlor such as plywood re aired bene seen a drywaA(BC). �14 Lit. �� rp of the until o ng designer. 3.ie Impact brttlglrig or lateral b"a"it required where shown«« SEQ.: K 1812 3 9 5 4.No load should be applied to any component until after all br"a"e and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design bads be applied to any component. .Mer.for^tlryconanlon^oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design soon NI bearing at al supports shown.Shin or wedge If I, EXPIRES: 12/31/2016. mbncsibn,handling,shipment end installation of components. 7.Design assumes adequate drainage k prodded. March 1 6,2016 6.This design is furnished subject to the limitations ret forth by 8.Plates shat be located on both faces of truss,and pieced so their center TPIWICA In SCSI,copies of wnkh will be hlmished upon request. Inas coinNde wlih joint center lines. MiTek VS Inc./Com uTrus Software 7.6.7 1L E 9.Diggs indicele We al piste in Inches. A. P ( )- 10.For basic connector pate design values see ESR-1311,ESR-7988(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 4-5=(-211) 114 4-2=(-309) 98 BC: 2x4 KDDF 916BTR SPACED 24.0" D.C. 2-3=(-91) 94 2-5=(-157) 290 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. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSE 0'- 0.0" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 I f MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TC PANEL LL DEFL = 0.009" @ 0'- 10.9" Allowed = 0.137" 12.00 7 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -/ MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" `' Design 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=1.6, M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads o 2 I in the plane of the truss only. r o ilt44kh IM N 1 r--- o 0 1116111114. Y 4►' ►/s M-1.5x3 M-1.5x3 1 ), 1-00 2-00 (((''''''��� P ///��� (PROVIDE FULL BEARING;Jts:9,5,3 I `� Fe ,�+ iQ 447 17 :9782PE r JOB NAME : FRENCH REVIVAL 4 PLEX - SJ1 Scale: 0.5927 , A. / NEM WARNINGS: OENEAALNOTES, unless otherwisenoted: sr OR GC)N �'` 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and h for an IndNldual �& Truss: S J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 compression web bndng mud be Installed where shown+. incorporation of component la the rospondbllly or the bulking designer, 9 A[4,y .{b 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chorda to be laterally braced et sT I 1 ��r lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10 a.c.respectively unless braced throughout their length by l Pcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ('A U a= DATE: 3/16/2016 the overall structure 1s aro responsibility or the bulking designer. 3.25 Impact bridging or lateral bracing required where Mown++ SEQ.: K1812397 4.No bad should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respedhce contrador. - fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a nonconoshe environment, design bads be applied to any component. end are ler•dry condition"of use. TRANS I D: LINK 5.CompnTroe has no control over end assumes no responsibility ler the 8.Design assumes Nl bearing al ail supped.Mown.Shim or wedge Ir EXPIRES: 12/31/2016 ry• 1 c fabrksden.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1 1 6,201 6 8.This design is furnished witted to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM TCA In SCSI,copies of which will be furnished upon request. Anes coincide kith old center lines. 9.Digke Indicate size or plate In inches. MITek USA,Ina./CompuTfcs Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR.13/t,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-4=(-197) 154 3-1=(-275) 168 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-4=(-250) WEBS: 2x4 KDDF STAND 319 LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ^IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -46/ 185V -97/ 149H 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 45.0 PIF 1'- 6.7" -147/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1,50" 0.23 KDDF ( 625) 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. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "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 LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" 12.00 [77 2 -, MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" Design conforms to main windforce-resisting system and ccladding criteria. 0 components and Wind: 140 mph, h=21.8ft, 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. 0 ti I h- o M-3x4 N NINIL N 1 -4 11611& -1.5x3 M-1.5x3 l 1 1-09 1-11-11 P�y �r 'PROVIDE FULL BEARING;Jts:3,4,2 'C5('' /t^^ s VQ n Ore' tiN�''INEF`'9 ? :9782PE �1- JOB NAME : FRENCH REVIVAL 4 PLEX - SJ2 �f- Scale: 0.4806 XIIIWARNINGS: GENERAL NOTES, unless Mherwlee noted Truss: S J2 1 Bonder and erection contractor should be advised of d General Note. 1.This design le based only upon the parameters shown and h for an Individual -57� Ir-EGON ryas and Waminga before construction commence.. building component.Applicability of design perametere and proper 1J N'` 2.294 compression web bracing must M Installed where shown«. Incorporation of component h me responsibility of the building designer. �,,, ,[}�` 3.Additional temporary bracing to Insure stability during construction 2.De&tin assumes the tap and bottom chortle to be labially braced at 4 5 Is the responsibility oftMerector.Additional permanent bracing of 2o.c.and et 70 a.c.respectively unless braced throughout their length by �,r �� DATE: 3/16/2016 the overall structure h the responsibility of the building designer. continuous sheathing such l b plywood required a where s and/or•drywall(BC). `t ,a 3.2x Impact badging or sant bredng ro of the where shown«. A SEQ.: K 18 12 3 9 8 4.Na load should be applied to any component until alter all bracing and 4.Inatagetbn Ohne is the responsibility of the reapedive wMractor. teatimes are complete and at no time should any loads greater than 5.Deep assumes trusssas are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition.of ase. 5.CompuTns has no control over and assumes no re.ponebility for Na 8.Design aswmee NI bearing at all supports shown.Shim or wedge It EXPIRES:. 12/31/2016 ieela fabrication,handling,shipment end tion of components. necessary. 7.Design hellassumes adequate toreaa e os 0150..,d. an March 16,2016 8.This design a setl subject to the l befaona est arm by B.Plates shall be located on both faun or truss,and placed so their center TPVNTCA in SCSI,copies of which will furnished upon request. lines coincide with Joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate aloe of plate In inches. 70.For basic connector pale design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 KDDF 01&BTR LOAD DURATION INCL:EASE = 1.15 1-2=(-341) 136 4-5=(-286) 159 4-1=(-584) 175 BC: 2x4 KODF #16BTR SPACED 24.0" O.C. 2-3=(-169) 0 1-5=(-250) 463 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TIP 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 PSF 0'- 0.0" -95/ 448V -115/ 247H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 24.0" 1'- 6.7" -264/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 8.7" -306/ 437V 0/ OH 1.50" 0.56 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL = -0.051" @ 5'- 8.7" Allowed = 0.200" 3 MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 12.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r- 0 M-4x6 1 N11 .1 I 0 1 ti P cow 4►_ M-1.5x3 M-1.5x3 f,,ED PROF y 1-09 y 3-11-11 y `S��NCaIN �y0,0 'PROVIDE FULL BEARING;Jts:4,5,2 I • i+ :9782PE �r JOB NAME : FRENCH REVIVAL 4 PLEX - SJ3 • it Scale: 0.3944 .:.r ix WARNINGS: GENERAL NOTES, urges.otherwise noted 5r •R EGC)N '`' �,,,. 1.Butler and erection contractor ehauid be advised dal General Notes I.This design la based only upon the parameter.shown end is for en Individual O Truss: SJ3 end Warnings before construction commence. building component Applicability of design parameters and proper /, r„ r 2.2a4 compression web bndng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �/' []`l A b k 3.Addllonaltemporary bracing to Insure stability during construction 2.Design..comes the lop end bottom chords to Wlafanly braced at al I 1 �j/ la the responsibility f the erector.AddNlonel permanent brain f Y ntin osnd at tree o n reach..elyptysadunless braced(TC) d1 theirall(B). �)A U L (l` Ry o S o continuous 10'o.ng such as plywood braced throughout and/or tlrywe length by !�" DATE: 3/16/2016 the secret structure M the responsibility of the building designer. 3.5 Impel bridging or lateral bndng required where shown++ SEQ.: K 18 12 3 9 9 4.No bad should be applied to any component until after ail bndng and 4.Installation of truss 1a the responsiblNy of the respedNe contractor. fasteners are complete and at no time should any Wade greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be appNea to any component. and an.seem.aandben aeee.supports wedge 5.CompuTnlahas nocontrol over and eawmeenorespansibiliyfor me 8.Design e bearingt Aw as sheen.BEn,erwed If EXPIRES: 12/31/2016 wry. fabrication.handling.shipment and Inetalleeaa of components. 7.Detgn assumes adequate drainage is provided. March 1 6,2016 S.This design N furnished subject to the limitations sly forth by 8.Plates shall be located on both faces of teres,and placed w their center TPINV1CA In SCSI,copies Mahan cal be famished upon request. lines coincide with joint center line. 9.Digits Indicate sire of plate In Inches. MITek USA,Int./CompuTru9 Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MINN N) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Mit Dimensions are in ft-in-sixteenths. h� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. a •.1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves IMEIME 4 4 may require bracing,or alternative Tor I 0 p bracing should be considered. ir.mg I.mi I m.m.1 m 2'''..min‘Ml 1 i ill i $4 r O Ai O 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. cs� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C. O p' g designer,erection supervisor,property owner and plates 0 na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ir 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 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■= reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. INN NUM ► 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal MI 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, Fe k4) 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 U # PERMIT ADDRESS 4.1 MST2016-00247 13731 SW SILENT FOX TER 4.2 MST2016-00248 13725 SW SILENT FOX TER 20"OPEN WEB JOIST @ 19.2"O.C. VERIFY ALL PLUMBING LOCATIONS PRIOR TO INSTALLING JOISTS 4.3 MST2016-00249 13711 SW SILENT FOX TER 4.4 MST2016-00250 13705 SW SILENT FOX TER START FRAMING HERE > . START FRAMING HERE START FRAMING HERE <START FRAMING HERE ® CONFORMS TO DESIGN CONCEPT o O p ❑ CONFORMS TO DESIGN CONCEPT WITH iBM6I 0 IBM61 0 0 r REVISIONS AS SHOWN ��l' _ ---11-v ul Ii - ,_ I�.,. F . - -A4_ ] - ITiIR N M \ J __IR \ !- II _ - cat-II o 0 0 IS o "�� RMt it 8' -t Kt v-=er it RM1 ❑ NON-CONFORMING-REVISE AND RESUBMITRM1�1 iii M1 II. RM1r1 ro_..m m m m II frnoy� rn 1 IIA -6- a- 3=—_--.,` IL._.,,- r- RI 0 0 0 0 ! o o Qo rn mw m II THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I O LL LL LL LL LL I� - LL - O I LL IIS 1° gr ®8- LL I 3. coID IDti U. LL ti tiV 1 o ETH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVECONFORMANCE THE 9 I. d' 3 I -0 IR 1 12- D-1-„• tf ,Q . 11 '�5 II 5 - 2 L - - IIr !a In III �* �II 2-1�1 15N Im Ilm - o FABRICATOR/VENDOR OF RESPONSIBILITY FOR HHAVE WITH THE .a G �' �. II F14 �. <-n ID u a • e I' y v DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH PRIORITY 1 F05 o ! F14 , III 13-0I-0O CSA ® INIli- # OVER THIS SHOP DRAWING. A i FD3 If F11 F11 "' { By: Arnold R.Solomon Date:April 5,2016 F03IP o ' Eli Y F11 ! CT ENGINEERING INC F Q Eli i f°1",.=,?, I � QX CONFORMS TO DESIGN CONCEPT I F03 ( F11 F11 I CONFORMS TO DESIGN CONCEPT WITH F03 frf F06 I F13 II F13 1-1 REVISIONS NOTED F03 II F12 * dl A II- hI j I ❑ NON-CONFORMING-REVISE&RESUBMIT I-r, ' II Ii! F12 II I THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE iRM1 F04 F12 II # WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE //r ((//� FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN N I 0 I 1 n l��I F12\6� {o ,.t N 0 1 RM11 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE �RM1mi F04 I F12 M F12�J PRIORITYOVER THIS SHOP DRAWING. � V'I p - ! By David R Burnett Date 4/6/16 F04 Y✓ I m F12 N I1- H c' F12 s RM1 ``. F12 4 a,N L.4 � n P MILBRANDT ARCHITECTS F03 9+ �!m - - F12l f :::: — I F03 �, U !I I� F12 it �. F12 ®I I/(�-1 q_ �I F03 if �- ! n F12 III IlII F12 ^�I Y= N. �� F03 1 m i Ilv_� F12 4 IBM21 JBM2�_ 111 F12 37...1 �• 4 F03 � o I Ell I U Eli RII I 9 IR N1 a F02 co F11 F11 4 RM1 m F02 j II F11 A A D F11 `" A F02 F11 w w i II Y Eli ¢ m a p F02 ( F11 z o- Lu I F11 I I re P -t F02 I I Eli ® F11 I � F02 II I Flt cc 5 5 Eli I ,1� I I I I r. LL 0 IRMiII F01 h'� 6 i� ®. � BM24 X3-00 01:3-00 BM24 5IllM1 1.1 .1 101 Ii-_i, F 21 ,r1 ix RMI cc IRM1i cc 2 2 N > RM1 L. F- 1- 0 cwi � wg a s a m Q ° w O a acc K Z K OL N O oa O a x ° p In _ _ 11) N E Products PIotID Length Product Plies Net Qty JOIST WITH RIM BK1 37-00-00 1-3/4 X 20 LVL 1 4 RM1 37-00-00 1-3/4 X 20 LVL 1 6 POLYGON RM1 15-00-00 1-3/4 X 20 LVL 1 2 RM1 14-00-00 1-3/4 X 20 LVL 1 2 FRENCH REVIVAL 4-PLEX E-5(D)&K-5(D) ALL BEAMS AND CONNECTORS PER ENGINEER BM23 14-00-00 1-3/4 X 20 LVL 2 4 BK1=BLOCKING FLOOR LOADING: Pacumber BK1 12-00-00 1-3/4 X 20 LVL 1 2 PL16-123 UPPER RM1=RIM BOARD 15 L D & TRUSS COMPANY BK1 11-00-00 1-3/4 X 20 LVL 1 2 REFER TO STRUCTURAL PLAN FOR J J BK1 10-00-00 1-3/4 X 20 LVL 1 4 3/30/2016 ADDITIONAL POST TRANSFER RM1 10-00-00 1-3/4 X 20 LVL 1 6 BLOCKING REQUIREMENTS. BM6 10-00-00 1-3/4 X 20 LVL 2 8 I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I — RM1 7-00-00 1-3/4 X 20 LVL 1 2 I SHADED HVAC DIAGRAM ON LAYOUT ISA GENERAL GUIDE ONLY. 1 ►.��_�' ��_ BM21 5-00-00 1-3/4 X 20 LVL 1 2 ACCESSORIES QTY t ,' '_ I'I BM4 5-00-00 1-3/4 X 20 LVL 2 16 FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA I BM2 4-00-00 1-3/4X20 LVL 1 4 O HIT420 66 SHEET 2 OF 2 _ RM1 4-00-00 1-3/4 X 20 LVL 1 2 BM24 4-00-00 1-3/4 X 20 LVL 2 4 1-3/4 x 20 LVL BLOCKING 56' RM1 3-00-00 1-3/4 X 20 LVL 1 4 DO NOT: RM1 2-00-00 1-3/4 X 20 LVL 1 18 © HUC416 8 Loosen,remove,cut or notch RM1 1-00-00 1-3/4 X 20 LVL 1 4 SCALE: 1/4"=1'-0" on 24"x36" SHEET any part of the open web joist.