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Plans (4) 97144 siu mut°swept P1 M s1Zo t9 o- q •wifp MiTek' MiTek USA, Inc. 250 Klug Circle Corona CA 92880 RECEIVEL 951-245-9525 Re: 22284 SAGEBUILT-MORELAND- SEP 2 5 2019 ROOF DESIGN INFO CITY OF TIGARD BUILDING DIVISION 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: K6675500 thru K6675511 My license renewal date for the state of Oregon is June 30,2021. PRoFFss �c• NGINEFR # 9 Q 87022PE .Aj,OREGON 90 4, 1b AMBER � , \O �S AA.,.HE'1 AlP it.21 September 19,2019 Hernandez,Marcos IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by • Pacific Lumber and Truss—BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 9'— 6.0" kOND. 2: Design checked for net(-5 psfl uplift at 24 "00 scacino. TC: 2x4 DF g16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF k1,0TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor=1.6, Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, T=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • Refer to CompuTrus gable end detail for NOTE: DESIGN ASSUMES SHEATHING BOTTOM CHORD CHECKED FOR OSPSF LIVE LOAD. TOP complete specifications. TO ONE FACE. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-09 4-09 T T T 12 12 8.00 V SIM-4x4 D8.00 1111111111 f o o 0 0 4lI e 5 y 1-00 9-06 y 1-00 y <c- PRpFFss � Nt'IN�FA9 o 9 87 2 PE r JOB NAME : 22284 SAGEBUILT -MORELAND- - Al Scale: 0.5461 ^, k WARNINGS: GENERAL NOTES, unsa otherwise noted: O,V 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 ,�A�,OREGON �, tt� Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper O 2.204 compression web bracing must be installed where shown 0. incorporation of component Is the responsibility of the building designer. A/� \ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be tatarelty braced at IQ MB E R 11' Q\ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/18/2019 the overall structure is the responsibility of the building designer. a 20 Impact bodging or lateral bracing required where shown.. S A HER S E K 6 6 7 5 5 0 0 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. HE + 51 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, design loads be applied to any component and are for"dry condition"of use. TRANS ID: LINK 5.CompuTruo has no Control overandasSumob no responsibility forthe 6 Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 06/30/2021 necessary fabrication,handling,shipment and installation of components. ' Design assumes adequate ofioprovided. Se September 19,2019 B.This design is furnished ir,etl subject the limitations set forthby B.Plates shall be located on both facest of truss,and placedso their en center p TPIAARCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. g.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-10B8(MiTek) l This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-06-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 254 DF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3484) 340 1-4=(-230) 2680 4-2=(-348) 3908 BC: 2x8 DI #2 2-3=(-3484) 340 4-3=(-230) 2680 WEBS: 2x6 DF SS; - LOADING 2x6 DF #2 A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 9'- 6.0" V 0'- 0.0" -400/ 3990V -49/ 49H 5.50" 6.38 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 9'- 6.0" V 9'- 6.0" -400/ 3990V 0/ OH 5.50" 6.38 DF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA OUR nails staggered: BC UNIF LL( 450.0)+DL( 306.0)= 756.0 PLF 0'- 0.0" TO 9'- 6.0" V II__ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I[:OND. 2: Design checked for net(-5 csf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.042" @ 4'- 9.0" Allowed - 0.572" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.031" @ 2'- 9.2" Allowed = 0.269" MAX HORIZ. LL DEFL = 0.005" @ 9'- 0.5" 4-09 4-09 MAX HORIZ. TL DEFL= 0.008" @ 9'- 0.5" 1' T 1 12 12 Design conforms to main windforce-resisting 8.00 M-4x6 Q8.00 system and componentsand cladding criteria. 24 0" Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 101111load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • AIIAIIIIII I= Orial I mail _, 1 1.-7-71-414 ems _, •-8x14 M-3x12 M-8x14 J' l 1 4-09 4-09 y 9-06 y ��9 O PROFFs1s wANG I NFF9 /02 z' 87022P, r JOB NAME : 22284 SAGEBUILT -MORELAND- - A2 , • Scale: 0.5124 qi WARNINGS: GENERAL NOTES, unless otherwise noted: O 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 N�A>,OREGON ( 4// Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper O 2.ZA4 compression web bracing must be installed where shown v. incorporation ocomponent t ree responsibility ofdesigner. the the building 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and bottom chords to be laterally braced at On MS E R 11 1 �� 2 o.d.and at 10•o.c.reapedively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .`• A, HE.�� DATE: 9/18/2019 the overall structure is the responsibility or the building designer. 3.aImpact bridging or lateral bracing required where shown•. V r` S E K 6 67 5 5 01 a.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of respective contractor. 4 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 fdr°dry condition"or use. 5.compurrochas rrocontrol over and assumes mresponsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:06/30/2021 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design la furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center September 19,2019 TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center linea. 9.Digits indicate size of plate in inches. MTek USA,Inn/CompuTrus Software 7.6.8(1L)-E 10 For basic connector plate design values see ESR-1311,EBR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.0" GOND. 2: Design checked for net(-5 osf) uplift at 29 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor=1.6, Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall DON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL y-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for NOTE: DESIGN ASSUMES SHEATHING complete specifications. TO ONE FACE. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. co co 5-04 5-04 • 1. 1' 1' 12 12 17. I1M-4x4 8.00 D8.00 I I 0 0 411 J' 1-00 y 10-08 y 1-00 l- ��c\Ep PRpces,s ��' ANO�NFFR ..'* 9 Q 87022P�. , JOB NAME : 22284 SAGEBUILT —MORELAND— — B1 , Scale: 0.5123 .AA WARNINGS: GENERAL NOTES, unless otherwise noted: / �� �N IV 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 2,C, .'O OREGON tis 4/ Truss: B1 and Warnings before construction commences. bulging component.Applicability of design parameters and proper 7 O 2.2o4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of me building designer. ^ N` 3.Additional temporary bracing to insure stability during construction Y_Design assumes the tap and bottom chortle to be laleralh/braced at C MBE O ' (�\ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'ea o.c.respectively unless braced throughout their length by f�1 _`T_ continuous sheathing such as plywootluiredirg(TC)and/or drywall(BC). S ,4 l-4 . DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.9i Impact bridging or lateral bracing required where shown.. `_ SEQ.: K 6 67 5 5 0 2 4 No load should be applied to any component until after at bracing and 4.Installation of truss is the responaialily of the respective contractor. fasteners are complete and at no time should any loads greater thannon-corrosive 5.Design assumes trusses are to be used in a nonrrosive environment, . design loads be applied m any component. and are for"dry condition"of uss. EXPIRES:06/30/2021 TRANS ID: LINK 5 C uTrus has no controlo over and no re 6.Design assumes NII bearing at all supports shown Shim or wedge if ompa sponsibility/or the ne fab' tion,handling,shipment and installation of components. 7.Desgn eryssumea adequate drainage is provided. 8.This design is furnished sub)ect to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center September 1 9,201 9 TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8)1L)-E no For basic connector plate design values see ESR-1311,ESR-1913g(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #169TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4046) 396 1-4=(-270) 3136 4-2=(-400) 4496 BC: 2x8 DF#2 2-3=(-4046) 396 4-3=(-270) 3136 WEBS: 2x6 DF SS; LOADING 2x6 DF #2 A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT <= 12"OC. CON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 10'- 8.0" V 0'- 0.0" -449/ 4480V -55/ 55H 5.50" 7.17 DF ( 625) BC UNIF LL( 0.0)+DL( .10.0)= 10.0 PSF 0'- 0.0" TO 10'- 8.0" V 10'- 8.0" -449/ 4480V 0/ OH 5.50" 7.17 DF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BC UNIF LL( 950.0)+DL( 306.0)- 756.0 PLF 0'- 0.0" TO 10'- 8.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 Dsf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR 1D PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.056" @ 5'- 4.0" Allowed = 0.650" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.046" @ 3'- 1.0" Allowed - 0.316" MAX HORIZ. LL DEFL = 0.006" @ 10'- 2.5" MAX HORIZ. TL DEFL = 0.011" @ 10'- 2.5" 5-04 5-04 T T 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 V M-4x6 8.00 Wind: 120 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0-411'111 Truss designed for wind loads n the plane of the truss only. i o 1®/`�� m iiii Cit -o M-10x14 M-3x12 M-10x14 J, > 5-04 5-04 -- y 10-08 b <<-4° PROpes,, 4.4„ ANG NFF9 roti P Q 8702 PE JOB NAME : 22284 SAGEBUILT -MORELAND- - B2 Scale: 0.4698 WARNINGS: GENERAL NOTES, unkssothenviee noted: 1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an individual ry NEAT OREGON tiQ 4/�. Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2s4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building designer. �+`i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bodom chords 10 be laterally braced at C' �l$E R 11' ( ` Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 oc.respectively unless braced throughout their length by `_ continuousrhgingiogr later as lbacing e sheatosrrere)ondrorwn.tlrywall(BC). , ���' DATE: 9/18/2019 the overall structure is the responsibility of the building tleaigcer. 3.22 Impact bodging or lateral bracing required where shown t a Sri' 4.No load should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 K 6 6 7 5 5 0 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroNye environment, TRANS I D: LINK design loads be applied to any component. and are o dry aondaionof usa 5.CompuTrus has no control over and assumes m responsibility kr the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:06/30/2021 fabrication,handling,shipment and installation of components. necessary. '.Pesgnassumes adequate othfaceis rusised. September 19,2019 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both/aces o/truss,and placed w their center Y TPIANTCA in 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by 'C Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" p;OND. 2: Desitin checked for net(-5 psf) uplift at 29 "cc spacino. TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF#16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"CC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2.5x9 or equal at non-structural diagonal inlets. 19-00 19-00 '1 1' T 9-09-10 9-02-06 6-05-06 12-06-11 38-00 T T 12 12 5.00 1 - 1'M-9x9 45.00 Nw 11444441444444 -3x6(S) IIIIiIiIIIIIIlIIia34: ; IiI.,.IIc1iIIIILiiII -I co e�Nr 0 9 5 6 7 M-3x6(5) - 3.00 3.00 . M-5x6 M-3x6+ 12 12 k k l l 7-08 7-02-15 23-01-01 y ), y b 9-03-03 7-02-08 9-01-08 19-00 b 1 b b S P Es`r 1-07-03 7-08 7-02-08 23-01-08 NG $ 43 1-07-03 38-004t- 29 Q 87022PE r JOB NAME : 22284 SAGEBUILT —MORELAND— — Cl Scale: 0.2130 w WARNINGS: GENERAL NOTES, unless otherwise noted: I �'( E'K. �N ,.Builder and erection contractor should be advised or all General Notes I.This design is based only upon the parameters shown and is for an individual 9 ,OREGON ct, Truss: Cl and Warnings before construction commences building component.Applicability ofdesgn parameters and proper O 2.914 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the bulking designer. 2.Design assumes the lop and bottom chords to be laterally braced al C' MBER 1\, 3.Additional temporary b g to stability during co stlion 7 d at 10respectively braced throughout their length by is theresponsibility of theerector.Additional permanent bracing of continuous she th ng dr plywood ah ening(TC)and/or drywall(BC). `a0• DATE: 9/18/2019 the ll structure-IMresponsibility f thebuilding designer. 3.Sr Impact bridging lateral bracingrequired where shown++ O' A. Hen' n' SE K6675504 4. loadNosh Id be apptedto yCompo t until atter lIb ung and A. atallaron of truss is the responsibility of the re.pedive contractor. nV 4 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses 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 use /�Q Q f� 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full () • bearing at all supports shown.Shim or wedge if EXPIRES. 6/s�o/2021 necasssry_ fabrication,handling,shipment and installation of components. ' Platessgn assumes adequate donbothfa°"`trus,provided. September 19,2019 6.This design is furnished subject to the limitations eel forth by S.Plates shall be located on both hoes of truss,and placed ss their ranter P TPIIW1CA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9 Digits Indicate see of plate in inches. - Mask USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1980(MiTek) This design prepared from computer input by . Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-721) 4745 2- 3=(-4923) 685 13- 8=( -151) 159 BC: 2x4 OF #16BTR SPACED 24.0" O.C. 2- 3=( -552) 190 10-11=(-490) 3530 3-10=( 0) 592 8- 9=(-2592) 292 r WEBS: 2x4 OF STAND; 3- 4=(-5554) 667 11-12=(-256) 2091 10- 4=( -209) 2637 2x4 DF #15BTR A LOADING 4- 5=(-2346) 307 12-13=(-299) 2382 4-11=(-1744) 272 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1963) 254 13- 9=(-354) 2674 11- 5=( -7) 395 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1997) 255 5-12=( -763) 129 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2868) 293 12- 6=( -104) 1209 8- 9=( -486) 166 12- 7=( -912) 141 OVERHANGS: 19.2" 0.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7-13=( 0) 430 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -190/ 1785V -110/ 117H 5.50" 2.86 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 0.0" -190/ 1636V 0/ OH 5.50" 2.62 DF ( 625) BOND. 2: Design checked for net(-5 poll uplift at 24 "oc soacinc. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL= -0.359" @ 9'- 10.3" Allowed = 1.854" MAX TL CREEP DEFL= -0.835" @ 9'- 10.3" Allowed = 2.472" MAX HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.304" @ 37'- 6.5" Design'conforms to main windforce-resisting 19-00 19-00 system and components and cladding criteria. T 'i 1' 4-08-03 5-02-13 5-03 3-10 6-04 6-05-13 6-02-03 Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ? f ,( I ,r ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 M-4x6 "75.00 in the plane of the truss only. 4.0" 6 '� M-5x12(S) M-3x4 M-5x12(S) 3•0.25" 0.25" 4L M=3x6 1 %M-6x6 +. M-1.5>0111111.`� 0/ ., -1.5x3 10 o m_78r -^ o 0 2 11 12 13 **9 0 I -6x10 M-5x8 0.25" M-3x4 M-5x6 • -3.00 3.00 I=,- M-5x8(S) y y 12 12 * * ). - ). �W) PRQFFS y , 7-08 y 7-02-08 , 4-01-08 9-06-14 9-05-02 )' `�`` NGj�NE: `r/O 1-07-03 7-08 7-02-08 23-01-08 y C.C. '' 4" 38-00 ' 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C2 Scale: 0.1630 WARNINGS: GENERAL NOTES, unless olheneise noted �0 p� N 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual .9 A�OREGON no Ott, Truss: C2 and Y�fa g beforeconstructioncold building component.Applicability of design parameters and proper 2.2a4 pre555 bracing must beinstalled he shown incorporation ofcomponent'the of the building designer. ,., 3.AddP Itemporary b bracing restabiltyd g construction 2 Design m the top andbottomchords fobelaterallybrecetlat �8se MB ER X11 is the responsibility f theerector.Additional permanent bracing of 7 at f a pod'ply k braced throughout their length by Q. Pone ay osh thing such as plywood ing(TC)anNar drywall(BC). O DATE: 9/18/2019 the overall structure is the to any component responsibility of thebuilding designer 3.2s Impact bridging or lateral bracing required where shown.a• A' LJ 't\ SE K 6 6 7 5 5 0 5 4.No load should be applied to any component until after all bracing and 4 Installation ofruss is the responsibility of the respective contractor. {�l 4• 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, design loads be applied b any component. and are for"dry condition"of use. TRANS ID: LINK 6 Design assumes full bearing at all supports shown.Shim or wedge if 5. EXPIRES: 06/30/2021 CompuTrus has no control over and assumes no responsibility for the necessa fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.TMs design is furnished subject to the limitations set for h by S.Plates shall be boated on both faces of truss,and placed so their center September 19,2019 TPgWTCA in 8151,copies of which will be furnished upon request, lines coincide with pint center lines. 11 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For base connector plate design values see ESR-1311,ESR-1965(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-11=(-721) 4745 2- 3=(-4901) 685 8- 9=(-2797) 292 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=( -552) 192 I1-12=(-490) 3530 3-11=( 0) 589 WEBS: 2x4 DF STAND; 3- 4=(-5554) 667 12-13=(-256) 2091 11- 4=( -209) 2637 2x4 DF#1&BTR A LOADING 4- 5=(-2346) 307 13-14=(-299) 2367 4-12=(-1744) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1963) 253 14- 9=(-354) 2635 12- 5=( -7) 395 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1997) 255 5-13=( -781) 130 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2842) 293 13- 6=( -9B) 1209 8- 9=( -462) 245 13- 7=( -903) 142 OVERHANGS: 19.2" 19.2" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 70 7-14=( 0) 430 Cs=1, Ce=1, Ct=1.1, I=1 14- 8=( -150) 159 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -190/ 1778V -118/ 118H 5.50" 2.B5 DF ( 625) 38'- 0.0" -190/ 1778V 0/ OH 5.50" 2.85 DF ( 625) FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.359" @ 9'- 10.3" Allowed = 1.854" MAX TL CREEP DEFL = -0.835" @ 9'- 10.3" Allowed = 2.472" MAX LL DEFL = -0.015" @ 39'- 7.2" Allowed = 0.160" MAX IL CREEP DEFL = -0.019" @ 39'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.304" @ 37'- 6.5" 19-00 19-00 T T T Design conforms to main windforce-resisting 4-08-03 5-02-13 5-03 3-10 6-04 6-05-13 6-02-03 system and components and cladding criteria. T T T T T T T T 12 12 Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 M-4x6 4 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 or. Truss designed for wind loads 6 .f,i in the plane of the truss only. ! M-5x12(5) M-5x12(5) M-3x4 3.0" 0.25" 0.25" ,h'!, 'ttA +1 M-3x8 %M-6x6 /I* . ' M-1.Sx6-ta M-1.5x3 11 m M-7x8:.:.411 . , o 1 � eiai 2 12 13 14 o -6x10 M-5x8 0.25" M-3x4 M-5x6 a 3.00 3.00 o M-5x8(S) 12 Y Y 12 Y Y Y Y �Q,ED P R OFFS(� • 7-08 7-02-08 4-01-08 9-06-14 9-05-02 l) 1' 1' 1' Y > 1' �r'J !NGINFF 4.1 1-07-0e 7-08 7-02-08 23-01-08 1707-03 �� v 9 1 38-00 870 2PE• r JOB NAME : 22284 SAGEBUILT -MORELAND- - C3 Scale: 0.1542 rti WARNINGS: GENERAL NOTES, unless otherwise noted' (P.' O �'V 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 (1 Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper l V O 2.tad compression web brating must be installed where mown+. incorporation of component is the responsibility of the building designer. ^ 1 3.Additional temporary bracing to insure stabldy during mnstrudion 7.Design soar the top and bottom chortle to be laterally braced at •O MQ BER 1 `v �� is the responsibility of the erector.Additional permanent bating of 7 o.c.and at is sc.rsapedively unless braced throughout their length by (=f� DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 2aImpact continuous sheathinginr such as plywoodsheathing(TC)required wherebrown +r tlrywall(BC). S 3. tmpti bof rus or lateralreprating yof the co t a 1 HE-- SEQ. .J y� SEQ.: K6675506 4 Noload should m leeietllaanycomponentuntyeaseellbretingantl S.Installationoffessisthe aretobeit aereapedosimneoiroe �i r fasteners are complete and at no time should any loads greater than B.and Design assumes trussesnare 1a be used in a con-corrosive environment, design loads be applies to any component. are for"dry condition"of use. TRANS I D: LINK S.campuTres has no control over and assumes no responsibility for the5.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 necessary. fabricatbn,handling shipment and installation of components. 7.Design assumes be e ladedon drainageisrusise" September 19,2019 8.This design is furnished subjedfothe limitation set forth by B.Plates shall balocated on both faces of truss,and placed so their center TPINWTCA in SCSI,copies of which will be furnished upon request. lines coincide cash pint center lines. a Digits Indicate see of plate in inches. MiTek USA,Ino/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1317,EBR-1988(MiTek) This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-35B) 2702 2- 3=(-2826) 296 BC: 2x9 DF#1&BTR SPACED 24.0" O.C. 2- 3=( -461) 245 10-11=(-297) 2952 3-10=( -151) 159 ' WEBS: 2x9 DF STAND 3- 4=(-2919) 295 11-12=(-297) 2952 10- 4=( 0) 417 LOADING 4- 5=(-2073) 251 12- 8=(-358) 2702 4-11=( -890) 143 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2073) 251 11- 5=) -66) 1149 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2919) 295 11- 6=) -890) 143 TOTAL LOAD= 42.0 PSF 7- 8=( -461) 245 6-12=( 0) 417 OVERHANGS: 19.2" 19.2" 8- 9=( 0) 70 12- 7=( -151) 159 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7- 8=(-2826) 296 Cs=1, Ce=1, Ct=1.1, I=1 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 LOCATIONS) SPECIFIED BY IBC 2015. 0'- 0.0" -190/ 1780V -118/ 118H 5.50" 2.85 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 0.0" -190/ 1780V 0/ OH 5.50" 2.85 DF ( 625) ...,• 2: Des'.•• h-ck-d •r et -5 •s _. -. . ' .. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.170" @ 12'- 7.3" Allowed = 1.859" MAX TL CREEP DEFL = -0.401" @ 19'- 0.0" Allowed = 2.472" MAX LL DEFL = -0.015" @ 39'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ 39'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.069" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.115" @ 37'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 19-00 19-00 T f T Wind: 120 mph, h=23.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6-04 6-04 6-04 6-04 6-05-13 6-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f 1' f f ' load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 M-4x6 Q 5.00 in the plane of the truss only. 4.0" M-5x12(S) 5 M-5x12(5) 0.25r• 3.0\ 0.25" J G1 M-3x6 IrN M-3x8 ,..'''N. --',. M-1.5x3 M-1.5x3 0 2 10 11 12 • M-5x6 M-3x4 M-5x8(S)rr M-3x4 M-5x6 �� �� PRO, Fss y 1, 1, 1, 1, 5 NAG, /49 y , 9-06 9-06 9-06 9-06 , , tS) V 9 1-07-03 38-00 1-07-03 Q4 87 2 PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C4 • Scale: 0.1667 .e ^, r V WARNINGS: GENERAL NOTES, unless otherwise notetl'. >\ I.Builder and erection contractor should be advised of all General Notes I.This design isbased only upon the parameters shown ens isfor enindividual .9 �A�OREGO\c1;.‘4,1„,�� �(/ Truss: C4 and Warnings before construction commences. building component Applicability of designparameteersandproper Q 2.2x0 W b bracing must beinstalled where shown+. incorporation /component is theresponsibility of the building designer. A AA 3.Atldit temporary b g t re stability tl -rq coY ct'on 2 Design assumes m top d bottom chords to be laterally braced at I� ' E R \`n � T d at la pectively braced throughout their length by is the po 'bilily f the erector.Additional permanent bracing of continuous sheathing such s plywood sheathing(TC)andlor tlrywall(BC). • GH:I. DATE: 9/18/2019 theoverall structure is the responability of the bolding designer. 3.2x Impact briagng or lateral bracing required where shown++ A. l.�y S E K667 5 5 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is he respon be of the respective contractor �' 4•' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied m any component. and are for"dry condition"of use. 5.CompuTruahas nacontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 necessary. fabrication,handling,shipment and installation of components. 7.Design laessassumes adequate bothfa satoms, September 19,2019 8.This design ro/umishetl subject to the limitations set forth by 6.Plates shall be located on both Laces atoms,and placed so their center p TPIM(CA in BIB,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see 668-1311,658.1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 9=(-358) 2678 2- 3=1-2806) 296 7- 8=1-2662) 296 BC: 2x9 DF#169TH SPACED 29.0" O.C. 2- 3=( -961) 299 9-10=(-297) 2923 3- 9=) -151) 159 WEBS: 2x9 DF STAND 3- 9=1-2890) 295 10-11=(-297) 2968 9- 4=( 0) 917 LOADING 9- 5=(-2099) 251 11-.8=1-358) 2791 9-10=1 -873) 193 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2082) 251 10- 5=( -72) 1155 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2995) 295 10- 6=( -900) 192 TOTAL LOAD= 42.0 PSF 7- 8=( -491) 167 6-11=( 0) 417 OVERHANGS: 19.2" 0.0" 11- 7=( -152) 159 Snow: ASCE 7-10, 25 POE Roof Snow(Ps) ** For hanger specs. - See approved plans Cs=-1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -190/ 1785V -110/ 117H 5.50" 2.86 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 38'- 0.0" -190/ 1679V 0/ OH 5.50" 2.68 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. FOND. 2: Design checked for net(-5 osf) uplift at 29 "oc soaring. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2 Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.169" @ 25'- 4.7" Allowed = 1.859" MAX TL CREEP DEFL = -0.900" @ 19'- 0.0" Allowed = 2.972" MAX HORIZ. LL DEFL = 0.069" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.115" @ 37'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 19-00 19-00 Truss designed for wind loads f 1 f in the plane of the truss only. 6-04 6-04 6-04 6-04 6-05-13 6-02-03 12 12 5.00 F.;2'. M-4x6 1J5.00 4.0" 5 4-4 M-5x12(S) 8om M-5x12(S) 0.2 3.0 �25rr M-3x6 M-3x8 ,1rN 4 -1.5x3 -1.5x3 4/Npopp,, 0 2 9 10 11 **8 . M-5x6 M-3x4 M-5x8(S),r M-3x4 M-5x6 �F,D P R OFF J' J' )' y y �g�� NG I NEF S`r/O , J. 9-06 9-06 _ 9-06 9-06 y � V 4/ 1-07-03 38-00 4,&<„, 870 2P9� JOB NAME : 22284 SAGEBUILT -MORELAND- - C5 Scale: 0.1630 WARNINGS: GENERAL NOTES, unless othetwiss noted E O I.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individualNAT n OREGON 4 Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. rP /�� { O 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at • �aV/B L�O 1 `1 �� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 a.c.respectively unless braced throughout their length by BER cominuoussheathing such lbplywood sheathing(TC)c)antler drywall(BC). �1 A. HE- SEQ. E- DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.2s Impact bridging m klerel bracing required where shown V 9:411k S E Q.: K 6 6 7 5 5 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.Com Trus has no control over and assumes no re 6.Design gn acmea full bearing at all supportsshown.Shim or wedge if EXPIRES: 06/30/2021 W responsibility for me necessary fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center September 19,2 019 TPIIWTCA in SCSI,copies of which will be mmehed upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. • MiTek USA,Ins/CompuTrus Software 7.6.B(1L)-E tO.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by II�� Pacific Lumber and Truss—BC ' LUMBER SPECIFICATIONS TRUSS SPAN 38'— 0.0" k:OND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. TC: 2x4 DF #16BTR - LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting v system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Ce For hanger specs. — See approved plans Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. M-2.5x4 or equal at non—structural diagonal inlets. • 19-00 19-00 '1 . T 12-06-10 6-05-06 6-05-06 12-06-11 T T f . T 12 IIM-4x4 12 5.00 - 5.00 M-3x6(5) M-3x6(5) • • M-3x4+ M-3x4+ m� �m o 1 I o o q 6 5 M-3x6(5) M-3x6+ ''- x6+. 20-07-03 19-00 `C.,` lNGINEF �'/0 1-07-03 38-00 (� v * tk- 9 870 2PE / `.- JOB NAME : 22284 SAGEBUILT -MORELAND- - C6 Scale: 0.2255 CV WARNINGS: GENERAL NOTES, unless otherwise noted'. 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 ���8 OREGON O �/� Truss: C6 and Warnings before construction commences. building component Applicability of design parameters and proper O 2.254 compreason web brawn must be installed where shown v. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chortle to be lateness braced at cO WIS E R '\v �� is the responsibility of the erector.additionalpermanent brad ( 7 cc.and at 70'cc.respectively unless braced Throughout their length by G fl sponsi ybracing conbnuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown•• A. HEY` SE K6675509 4N1oad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respedive contractor. 4•• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for"tlry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontmlover and assumes noresponsibility for the 8.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 06/30/2021 scary fabrication,handling,shipment and installation of components. ' Psassumes caadequate bothfaceiopross,a September 19,2019 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center P TPW TCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basiccennedor 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 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-20) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-44) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -49/ 248V -7/ 35H 1.50" 0.40 DF ( 625) 0'- 11.2" -35/ 28V 0/ OH 1.50" 0.04 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 0.0" -37/ 19V 0/ OH 1.50" 0.03 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALII__ PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. - k:OND. 2: De.iign checked for net(-5 psf) uplift at 24 "00 spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" 12 8.00 Design conforms to main windforce-resisting - system and components,and cladding criteria. Wind: 120 mph, h=19.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r- Truss designed for wind loads 0o o 0 in the plane of the truss only. i /- r oMEMc 0 i 1 -3x4 J, J, ), G' PRQFFS 1-00 1-00 ���� ENGI N4- S/0 9 870 2PE / r JOB NAME : 22284 SAGEBUILT -MORELAND- - D1 - Scale: 1.1512 A WARNINGS: GENERAL NOTES, unk®otherwise noted' �.c '" I`{ 1.Budder and erection contractor should be advised W all General Notes 1.This design*based only upon the parameters shown and is for an individual .,9 4�,OREGON 9,() 4, Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown�. incorporation of component is the responsibility of the building tle&goer. M[[yy ,y �'`VO 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O F"•&E R '``' �1` *the responsibility at the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.respectively unless braced throughout their length by T_ continuous sheathing suchasplywood aired sheathing(TC) drywall(BC). Ci A. HES; DATE: 9/18/2019 the overall structure is the responsibilityerector ddit of the builtling designer. 3.2.Impact bridging or such bracing d sheat where shown and/or d ,C `_ SEQ. : K 6 6 7 5 510 4 No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use 5.CompuTma has nocontrol over and assumes no responsibility for the 8.Design assumes rub bearing at all auppoda.hewn.Shim or wetlge if EXPIRES:06/30/2021 necessary. fabrication,handling,shipment and installation of components. J.Designlatesassumesadequateothfageiopmsis,an September 19,2019 B.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of[taco,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate'in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by i. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #11810 LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 33 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -23/ 306V -16/ 57H 5.50" 0.49 DF ( 625) 2'- 9.2" 0/ 34V 0/ OH 5.50" 0.05 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" -31/ 72V 0/ OH 1.50" 0.12 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4.3 ' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" - MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed = 0.104" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" 12 '' MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" 8.00 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=l.6, o Truss designed for wind loads Nin the plane of the truss only. o o of 2► 4' M-3x4 J, b k 1-00 3-00 ��?EV PRpFFss ��� ANGINE ,,, �o* 9 Q 8702 PE / JOB NAME : 22284 SAGEBUILT -MORELAND- - D2 Scale: 0.8643 WARNINGS: GENERAL NOTES, unless otherwise noted: p 1.Builder and erection contractor should be advised of all General Notes f This design is based only upon the parameters shown and is for an individual 9 \AT O R EGO N tic. 4N Truss: D2 and wa g before construction cobuilding pa t.Appl bility f de g parameters and proper O 2.2a4 p - bb 'n9 must be h shown vincorporation I component is theresponsibility of the buldingdesigner. 3.Additional temporary bracing t insure stability during construction 2 Design assumesthe top and bottom chords to be laterally braced al (}O tiJg E R 1'�, �� is the of theerector.Additional permanent bracing of 7 d t 10' uB,as respectively braced and/or d/ut rhe.ell)I) 61 Q ` continuous sheathing of sacro plywoodsheathing(TC)uhere5:mn+tlrywall(BC). DATE: 9/18/2019 theoverenrucwrapsmere:pm compontuntiltlmgde>Wenor 3 aImpact tionofgngortherelbrednorequreerespeshown•. q HE SE K 6 67 5 511 4.No load should be applied to any component until after all bracing and a.Installation of buss is the responsibility of the respective contractor. 4•• fasteners arecomplete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-once ve environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"of use 5.CompuTrushas nocontrol over and assumes noresponsibility for the S.Design assumes roll bearing at all suppodashown.Shim arwedge if EXPIRES: 06/30/2021 necessan/. fabrication.handling shipment and installation of components. 1 Design assues adequate drainage ioprovided. aSeptember 19,2019 b 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their[enter TPI/WTCA in SCSI,copies of whtch will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.Fot basic connector plate design values see ESR-t311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION ' 6-4-8 Failure to Follow Could Cause Property �_ 3/4' Center plate on joint unless x,y {I dimensions shown in ft-in-sixteenths offsets are indicated. I 1 (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. ' Ilik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For O' 16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ IL\4111111VAhl p bracing should be considered. 0_ 111.141110, O 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trussesOM. O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e cs-� cs-s F— designer,erection supervisor,property owner and plates 0- ''s'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/-PI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with Fre retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to X to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions , indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �ii� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING g or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. tHIMO reaction section indicates joint aliminl number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Milk , 18.Use ofreen or treated lumber mayIE. y pose unacceptable 10.- 4 environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal project engineer before use. 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. a, is not sufficient. BCSI: Building Component Safety Information, MiTek 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. 10/03/2015