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Plans (2)r aZ\CS— UC c r\-1 NMI Ell mi MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20419 SAGEBUILT LOT 12 AC ' ; I . 1 ROOF DESIGN INFO .A , ' �!. ' N 1 0 ? 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: K4095314 thru K4095322 My license renewal date for the state of Oregon is December 31,2019. Butler MNo Exceptions Taken Consulting,Inc. 0 Make Corrections Noted 0 Revise and Resubmit ,,;\ �EG P R QFFss El Rejected � NG,I NFF� /0 This review is for general conformance with the design concept and 1 contract documents. Corrections or comments made do not relieve the 4' 89200PE f contractor from complying with the plans and specifications. Contractor is responsible for: confirming and correlating all dimensions and quantities; means,methods and prodedures of construction;coordination of the work with all trades and complying with the contract documents. ptr,�OREGON \i441� By: Mark Butler Date: 1/5/18 /04,4k 14, 2° Q4 FR-LSO January 4,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF 1$16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. Design conforms to m )n windforce-resisting system and componentsand 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 P59' Wind: 190 mph, h=22.5f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall LION. 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-06-03 8-05-13 12 4.00 l7 -/ M-3x6(5)) 11111111111111' 3 Lr, r- M 2 rm 77 777777777z7/777777777777777/7/77/777777777777777777/77777777777777.77.77,77rnm7w7777777777777,777777777.777777777,777777777777,7777777777777777777/ -79 M-3x4 • , ' i 8 1-00 19-00 '� ' �So 'ct" :9200PE re JOB NAME : 20419 SAGEBUILT LOT 12 AC — Al Scale: 0.4167 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 end Is for an Individual Q OREGON to Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper /4- A- \b 2.244 compression web bracing must be installed where shown+. Inaorporalion,e component taint responsibility of the building designer. / 4y 2� �� 3.Additional temporary bating to insure stability during construction 2.Design assumes the tap and bottom chords b be laterally braced al / is IM responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10 on.respectively unless braced throughout their length by 14 I w DATE: 1/4/2018 the overall structure is the respond true druidic tied continuous sheathing such as plywood aneemmg(re)anmor enywan(Rc) a+� {Vh epon gY o g designer. 3.2x Impact bridging or lateral bracing required where shown+a ���'�` SEQ.: K4 0 95 314 4.No load should be applied to any component until after all bracing and 4 Installation anmmNaathe responsibility bbl be used^the nreespectlivervee�contractor fasteners are compete and at no time should any loads greater than Design assumes are design loads be applied to any component. and are for condition"of use. TRANS ID: LINK s.compurrpsnasnocontrol over and assumes noresponsibility for the s.Design assumes full bearing al all supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary fabrication,handling,shipment and Installation of components T Design assumes adequate drainage N provided .I 8.This design isfumlehedsubject tothe limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center January 4,2018 TPIMITCA In SCSI,copies of which will be furnished upon request. lines coincide with point center Imes 9.Digits indicate sae of plate m inches. Mitek USA,maiCompuTrus Software 7.6.B(1 L)-1 ID.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x4 DF #149TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-7=(-452) 1495 3-7=(-952) 290 a BC: 2x4 DF #149TH SPACED 24.0" O.C. 2-3=(-1595) 391 7-8=(-255) 791 7-4=( -8) 608 WEBS: 204 DF STAND 3-4=(-1203) 230 4-8=(-927) 233 LOADING 4-5=( -158) 123 8-5=(-303) 218 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -92) 1 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -129/ 920V -83/ 257H 5.50" 1.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 0.0" -151/ 910V 0/ OH 5.50" 1.46 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = -0.050" @ 6'- 9.9" Allowed = 0.904" MAX TL CREEP DEFL = -0.115" @ 6'- 9.9" Allowed = 1.206" MAX LL DEFL = -0.002" @ 20'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016" @ 18'- 8.5" MAX HORIZ. TL DEFL = 0.026" @ 18'- 8.5" Design conforms to main indforce-resisting 6-10-08 6-00-12 6-00-12 system and components and cladding criteria. '1' '' 'l' T Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 L' M-1.5x3 6 load duration factor=l.6, 6 vtEnd vertical(s) are exposed to wind, A Truss designed for wind loads in the plane of the truss only. M-5x6(S) 0.25"0100011°11111°°11111111111111111111141111 .2s9 1 M-1.5x3 0 3 I up m m 0 2.- T o0 8 -� o M-3x4 M-3x4 M-3x4 y * y ��� q P R pFFSS 9-10-19 9-01-02 w " F'7 �2 i' * * y I / 1-00 19-00 1-00 `� 89200PE 9r JOB NAME : 20419 SAGEBUILT LOT 12 AC - A2iiiIIIIP Ae;1101 Scale: 0.2917 .. . WARNINGS: GENERAL NOTES, unless otherxise noted, O 4" Truss: A2 1.Builder and erection contrector should be advised of all General Notes Thdesign is based only uponm parameters shown and a ro individual -9G " ,OREGON t �(4, and Warnings before construction commences. building component.Applicability fdesign parameters and props 2.2k4 compression web bracing must be installed where shown v. incorporation of component is the of the building designer. N �� 3.Additional temporary brectng to insure abbility during construction 2.Design assumes the top and bottom chords b be laterally braced at 14 O is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O f DATE: 1/4/2018 the overall structure re the responsibility 1 the building designer. continuous sheathing such l b acng r uired n ere s ownand/•tlrywall(BC). �"+• R R I `' aponsi ttY o g3.2s Impact britlging or lateral bracing required where shown • SEQ.: K4 0 9 5 315 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 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are Nn'dry condition-of use. 5.Comparuahas nocontrol over and assumes noresponsibility for the 6.Deign assumes full bearing elall supports shown.Shim orwedge if EXPIRES: 12-31-2019 casanry fabrication,handling,shipment and installation of components. Design sshalleaadequate othfa®eioprosisetl January 4,2018 B.The design is furnished subject to the limitations eel forth by B.Plates sun be located on both faces of truss,and placed so their Domer TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. g.Digits indicate aim of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1a For been 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 18'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 204 DF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-1571) 370 1-6=(-447) 1421 2-6=(-444) 248 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-1189) 248 6-7=(-255) 734 6-3=( -15) 599 WEBS: 2x4 DF STAND 3-4-( -158) 124 3-7=(-919) 236 LOADING 4-5=( -42) 1 7-4=(-304) 218 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 POE' TOTAL LOAD = 42.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -95/ 800V -84/ 251H 5.50" 1.28 OF ( 625) 18'- 10.5" -153/ 912V 0/ OH 5.50" 1.46 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 g (- psf) uplift at 24 'oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.049" @ 6'- 8.4" Allowed = 0.898" MAX TL CREEP DEFL = -0.111" @ 6'- 8.4" Allowed = 1.197" MAX LL DEFL - -0.002" @ 19'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 19'- 10.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 18'- 7.0" MAX HORIZ. TL DEFL = 0.025" @ 18'- 7.0" Design conforms to mai n windforce-resisting system and componentsand cladding criteria. 6-09 6-00-12 6-00-12 T f - - -- . Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), 4.00 M-1.5x3 5 load duration factor=1.6, End vertical(s) are exposed to wind, 4r4 -/ Truss designed for wind loads in the plane of the truss only. M-5x6(5) 0.253' QQ N M-1.5x3 0 2 to 0 se ee � -/ 0 6 m-�7 to M-3x4 M-3x4 M-3x4 ; J. 1, 9-09-06 9-01-02 ,?,EO PR OFFS y 18-10-08 y1-00 y �LC?�GJ, �NGINeF9 A. s/0 4 z920' 9r JOB NAME : 20419 SAGEBUILT LOT 12 AC - A3 Scale: 0.3138 WARNINGS: GENERAL NOTES, unless otherwise noted: ^ ORECCGON I Budder and erection contractor should be advised of as General Notes 1.Nue design is based only upon the parameters shown and is for an individual v OREGON it/ Truss: A3 and Warnings before construction commences building component.Applicability of design parameters and proper �/� a ,,5 2.2x4 compression web bracing mutt be installed where shown+. incorporation of component is the responsibility of the building designer. G/ %A NN+� 3.Additional temporary bracing to insure stabilk8 during construction 2.Design assumes the top and bottom chores to be laforelry braced at _7 �] Q is the responsibility of the erector.Additional permanent bracing of 2•c.c.and at 10 o.c.respectively unless braced throughout their length by O T f overall structure is the refoilof the building designer continuous sheathing such as plywood uhealhing(TC)and/or drywall(BC). DATE: 1/4/2018 the overs spono ity g gner. 3.2%Impact bridging or here)bracing required where shown++ illiFR R 1 l.L SEQ.: K 4 0 9 5 31 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is tthe responsibility of the respective convector. 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 am are for•dry condition.'of use. 5.CompuTrus has co control over and assumes no responsibility for the 6.De p assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry- fabrication,handling•shipment and installation of components. 7.Design assumes adequate drainage is provided. rG January Ae10Ap 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'f I V TPIM/TCA in 9051,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digts indicate See of plate in inches. Muck USA.Ina./CompuTrus Software 7.6.8(1 L)-E 10.For bees connector plate design values see E5R-1311,ESR-1988(MiTek) F This design prepared from computer input by Pacific Lumber and Truss-BC. LUMBER SPECIFICATIONS 18-08-08 GIRDER SUPPORTING 19-03-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -108) 130 6- 7=(-580) 2292 1- 6=( -120) 70 3- 9=(-1154) 276 BC: 2x8 DF #2 2- 3=(-2376) 580 7- 8=(-719) 3059 6- 2=(-3908) 839 9- 9=) -590) 2862 WEBS: 2x9 DF STAND LOADING 3- 4=(-2376) 580 8- 9=(-719) 3059 2- 7=( -590) 2862 9-10=(-3908) 839 LL = 25 PSF Ground Snow (Pg) 4- 5=( -108) 130 9-10=(-529) 2242 7- 3=(-1154) 278 10- 5=) -120) 70 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 18'- 8.5" V 8- 3=) -304) 1592 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 215.6)+DL( 166.6)= 382.2 PLF 0'- 0.0" TO 18'- 8.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -890/ 4174V -219/ 2149 9.00" 6.68 DF ( 625) nails staggered: 18'- 8.5" -890/ 4179V 0/ OH 3.50" 6.68 DF ( 625) 9" oc in 1 row(s) throughout 2x9 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS 2: Design checked for net(-5 psf) uplift at 29 "or spacing. 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.049" @ 9'- 4.2" Allowed = 0.904" MAX TL CREEP DEFL = -0.106" @ 9'- 4.2" Allowed = 1.206" MAX HORIZ. LL DEFL = 0.010" @ 18'- 5.0" MAX HORIZ. TL DEFL = 0.017" @ 18'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-07-04 4-09 4-09 4-07-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ' 'f I. load duration factor=l.6, , End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 M-4x6 M-3x8 M-4x6 M-1.5x3 n the plane of the truss only. 1 2 3 4 5 - cI , ,� r 1 1 J lj I I.LIII ISI Ln I I ISI f 6 7 8 9 <10 M-4x8 M-5x8 M-3x8 M-5x8 M-4x8 y 4-10-12 y 4-05-08 y 4-05-08 y 4-10-12 y y y �ti�E G FN OFFss/ 18-08-08 41"3N- :::::::::..4:? �'•� tiN F9 �2v 92 0 . C JOB NAME : 20419 SAGEBUILT LOT 12 AC - A4 >, " Scale: 0.3139 , � WARNINGS: GENERAL NOTES, unless th oted'. Q Ct. WTrus1Builder d erection M ctr should be dv sed of all General Notes 1 This design-is based only upon the parametersters shown and b foriindividual � A_ s: A4 and Warningsberoconstruction balding componentopWcatel Nfd parameters andPrope � 9 O��.4.'incorporation of component is the aponblh ofthe building designer 2 2x4 compression web bracing must be installed where shown it 2 Design assumesthe top and bottom chords to be laterally braced at rO y4123Additional temporary b 91 insurestability duringconstruction 2 and t 1 a sp cmv ly I braced throughout their length by is m VK responsibility of d Additional permanent 1b ng of continuous sheathing suchs plywood h cilling(TC)andlor drywall(13C). 4/1 . IRO- DATE: 1/4/2018 the overall slrudure is the responslb'IM of the building designer. 3.2k Impact bridging or lateral bracing required where shown v i SEQ.: K4095317 4 No bad should be applied to any component until alter all bracing and 9.Installation of bum is the responsibility of the respective contractor. fasteners are complete and at no lime should any mads greater man 5.Design aswrres susses are to be wed in a non-corrosive environment, deli da be applied an t and are for"dry condemn"of use. TRANS ID: LINK g"ma pale enandeeeu 6.Designsssunesfull beanngalall supportsshown.Shim orwedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responstbildy for the cescary fabricsion,handling,shipment and intallebonofcomponents 7 Dergnassumesadequatedrainageisprovided January 4,2018 6 This design:5furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in Inches. Mack USA,Inc./Compuirus Software 7.6.8(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 38'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #l&BTR SPACED 29.0" 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: 140 mph, h-22.9ft, TCDL=9.2,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. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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. 19-03 19-03 T T 1' 12-11 6-04 6-09 12-11 T 0' 0 T 1' 12 IIM-4x9 12 9.00 I; '- 3 " 4.00 M-3x6(5) %iiiiirM-3x6(S) 1.1 le ' 2hilliblii...._ 9 N c. M 6 0 to M-3x6(5) O M-3x9 M-3X4 �yA ..D PROpe y 19-03 19-03 \C\ P I ` E.4 sc5',O 1-00 38-06 Ct. J 8920V0PE -v^r JOB NAME : 20419 SAGEBUILT LOT 12 AC - B1 I Scale: 0.2237 WARNINGS: GENERAL NOTES, unless otherwise noted' 0 4t- 1.Builder and erection contractor should beadvisedofall General Notes I.This design is based onlyupon the parameters shown and isfor anindlvldual ,/OREGON oto Truss B1 and Warnings before construction commences. building component Applicability of design parameters and proper { 2.2x4 compression web bracing must be instslied where shown a. incorporation of component is the responsibility of the building tlesgeer. ��� 3.Atltlilio nal temporary bracing to insurestabil ity during consylsbon 2.Design assumes the top and bottom chords to be laterally braced at1 Is the responsibility at the erector.Additional permanent bracing of 2'o.c and at 10'o.c.respectively unless reacetl throughout glair length by /O 4 1 2.O continuous sheathing such as plywood ing(TC)andlor drywalABC) `` DATE: 1/4/201E the overall structure a the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown.. MFR R 1�y SEQ. 1(4005318 4.No load should be applied to any component until after allbracingthan 5.Installation of trutrusses a e�beauseof in a nonorrrroeveeenviron environment,fasteners are complete and at no time should any loads greater then Desgn assumes design loads be appied to any comPonenl. and are for"dry bei of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for me 6.De gn assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 esary. fabrication,handling,shipment and mstaliaten of components. 7 Cesgn assumes adequate drainage is provided. 6 This design is tum shed subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center January 4,2018 TPIM?CA 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.lCOmpuTrus Software 7.6.8(1L)-E 10.For basic connector plate desgn values see SIR-1311,E5R-19B8(MITek) 41, This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-7=(-467) 1458 3-7=(-461) 239 BC: 2x4 DF #169TH SPACED 24.0" O.C. 2-3=(-1608) 343 7-8=(-273) 741 7-4=( -5) 615 WEBS: 2x4 DF STAND 3-4=(-1210) 229 4-8=(-931) 255 LOADING 4-5=( -132) 124 8-5=(-170) 140 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -5) 2 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .. For hanger specs. - See approved plans 0'- 0.0" -137/ 932V -85/ 248H 5.50" 1.49 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 3.0" -106/ 805V 0/ OH 5.50" 1.29 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.051" @ 6'- 10.9" Allowed = 0.917" MAX TL CREEP DEFL = -0.117" @ 6'- 10.9" Allowed = 1.222" MAX HORIZ. LL DEFL = 0.016" @ 18'- 10.5" MAX HORIZ. TL DEFL = 0.026" @ 18'- 10.5" Design conforms to main windforce-resisting 6-11-08 6-01-12 5-11 0-02-12 system and components and cladding criteria. T T T TT 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 l7 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 6 load duration factor=1.6, a OO End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6(S) 0.2300001011.11............° .23" M-1.5x3Ahhihhh... 0 3 to o 1111 2-- � 8 -/ I=I M-3x9 M-3x4 M-3x9 y 10-00-06 y 9-02-10 y �90 PR OFFS y1-00 y 19-03 y �c.i. 0NGINE�•C9 `S'/O?/ e 89200PE 91. JOB NAME : 20419 SAGEBUILT LOT 12 AC - B2 . Scale: 0.3062 WARNINGS: GENERAL NOTES, unless otherwise noted. >p f" 1.Builder and erect' contractorshould badvised of all General Notes I.This designbased theparametersshownand's for an individual Truss: B2 and Warningsbero construction commences. building component App::cablity fS parameters d proper �j ,�OREGON it� 2.2 4 pression b bracing must be installed where shown.. incorporationof component theresponsibility ribs building designer. fore" �0+� �� 3.Additional temporary bracing to in stability during construction 2.Design assumesthetop and bottomchordst belaterally braced at /O '9 k 1 A is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'c.c.respectively unless braced throughout their length by 'Y 1 DATE: 1/4/2018 the averenatranuretethe reresponsibility of deal ^gnuoa.ahaamir.gal,chs.plywooaaneaming(Tc)anaordrywan(Bc). ����'�` aponsi M o ng designer. 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K4 0 9 5 319 4.No load should be applied to any component until after all bracing and A Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are or dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Designrv. assumes NII bearing at all supports shown.Shiro or wedge if EXPIRES: 12-31-2019 mmmfabrication,handing,shipment and installation of components. 7.Designassumesesaded on both iotruss, provided. January 4,2018 6.This tleagn is furnished subject to the limitations set forth by s.Plates shall be bated on both races of lruse,and places so their center TPI/WTCA in BCBI,copies of which will be furnished upon request, lines coincide with pint center lines. 9.Digits indicate size of pleb in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EB13-1968(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-482) 1948 3- 9=( -988) 192 6-13=(-438) 236 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-1624) 227 9-10=) -52) 205 3-11=) -378) 1393 19-13=( 0) 149 WEBS: 2x9 DF STAND 3- 4=(-2888) 519 11-12=(-869) 2823 9-11=( -995) 1293 13- 7=(-367) 1341 LOADING 9- 5=(-1830) 311 12-13=(-481) 1689 10-11=( -1) 93 13-15=(-116) 129 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1153) 266 14-15=( -21) 53 11- 9=) -86) 399 7-15=(-719) 300 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1196) 350 9-12=(-1139) 393 TOTAL LOAD = 92.0 POP 7- 8=( -8) 3 12- 5=( 0) 310 OVERHANGS: 12.0" 0.0" 5-13=) -699) 125 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. D'- 0.0" -137/ 939V -85/ 296H 5.50" 1.50 OF ( 625) 19'- 3.0" -106/ 798V 0/ OH 5.50" 1.28 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.101" @ 7'- 6.8" Allowed = 0.917" MAX TL CREEP DEFL = -0.236" @ 7'- 6.8" Allowed = 1.222" MAX HORIZ. LL DEFL = 0.039" @ 19'- 0.2" MAX HORIZ. TL DEFL = 0.065" @ 19'- 0.2" 1-11-15 1-05-09 4-03 4-01-04 7-00-12 0-04-08 Design conforms to main indforce-resisting T ' '( 1' 1( T T system and components and cladding criteria. 12 4.00 M-3x8 Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 B -/ (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-Sx6(S) oppelliin the plane of the truss only. 0.2§" illi M-3x9 1 5 "411 i I.° �M-4x4 4 M-3x6 3 Gip i -, �r 0i a. x. �^� 00. m 1 =11 po 12 i 13 _ �*0 0 2'7•1-' 9 10 M-3 x9 0 19 * 15 ' o M-3x4 M-1.5x3 M-6x8 M-5x6 M-3x6 M-5x12 M-1.5x3 b ,1 y l b l 1-11-15 1-03-13 4-01-04 4-04-12 7-05-04 y y y y y �<¢Ep PR QpFss 1-00 3-05-08 8-02-08 7-07 ), k �5 NG1NF O 19-03 C� V /Ij 4� :9200PE 9r' JOB NAME : 20419 SAGEBUILT LOT 12 AC - B2C Scale: 0.2812 .=+F WARNINGS: GENERAL NOTES, unless otherwise noted t Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �yG 4 OREGON ��¢ Truss: B2C and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. Y n 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards b be laterally braced at 2v �$ is Me responsibility of the erector.Additional permanent bracing of 2•continuous and al l0 o.c.respectively unless braced throughout their length by /O 7 4 1 DATE: 1/4/2018 the overall structure is merefoilofthe building tlest sheathing such as plywooduired whereC)and/or drywali(BC). lei aaaa�...... responsibility g gner. 3.2x Impact bridging or lateral booing required shown++ \��'�` SEQ.: K 4 0 9 5 3 2 0 4.No load should be tl to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. e fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-conobve environment, TRANS ID' LINK design loads be applied to any component. and are for conditionof use. 5.compares has no control over and assumes no responsibility for the 8.Design assumes(all beefing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. January 4,2018 6. The design is famished subtest to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide vnth joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CofnpuTrus Software 7.6.8(1 L)-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 38'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 36 2-10=(-697) 3658 3-10=(-372) 219 BC: 2x9 DF #16BTR SPACED 29.0" O.C. 2- 3=(-3949) 802 10-11=(-530) 3070 10- 9=) 0) 532 WEBS: 2x9 DF STAND 3- 4=(-3598) 698 11-12=(-549) 3070 9-11=(-913) 266 LOADING 4- 5=(-2519) 570 12- 8=(-716) 3658 11- 5=(-188) 1218 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2519) 570 11- 6=(-913) 266 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3598) 698 6-12=( 0) 532 TOTAL LOAD= 42.0 PSF 7- 8=(-3949) 802 12- 7=(-372) 219 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 36 LL = 25 PDF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -243/ 1731V -97/ 97H 5.50" 2.77 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 38'- 6.0" -243/ 1731V 0/ DH 5.50" 2.77 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.290" @ 19'- 3.0" Allowed = 1.879" MAX TL CREEP DEFL = -0.682" @ 19'- 3.0" Allowed = 2.506" MAX LL DEFL = 0.002" @ 39'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 6.0" Allowed = 0.133" MAX HORIZ. LL DELL = 0.097" @ 38'- 0.5" MAX HORIZ. TL DEFL = 0.161" @ 38'- 0.5" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 19-03 19-03 in the plane of the truss only. l' T 1' 6-10-15 6-01-03 6-02-15 6-02-15 6-01-03 6-10-15 T T T T 1' 1' 1' 12 12 4.00 M-4x6 a 4.00 4.0" M-5x8(S) 5 ,(-7( M-5x8(S) 0.25" 3, 9 6 6 M-1.5x31000...7-1.5x3 ir 3 7 1 _ • Y ".#1.' -9 �(I r.! 10 71 25 12 �'g� o QI M-5x6 M-3x4 . " M-3x4 M-5x6 M-5x8(S) co PR 4fi,�+{,,n y 10-00-06 9-02-10 y 9-02-10 y 10-00-06 y �i�J c',, �'9 /�2 1-00 38-06 1-00 Ir" • •9200PE 9< JOB NAME : 20419 SAGEBUILT LOT 12 AC - B3 illY .„ Scale: 0.1706 .. WARNINGS: GENERALNO1ES, unless otherwise noted: fl Cf." 1.Builder d erection contractor oho Itl be advised of all General Notes 1.This design based only upontheparameters shown and is forindividual to Truss: B3 and Warnings before construction s building component.Applicability Itlsig parameters and props OREGON 2.2s4 pression b bracing must be installed where shown� incorporation 1 component'theresponsibility of the building designer. �74. "A�_ y 4 V\ ��A 3.Additional temporary bra g t in stability during construction 2.Design assumesthetop and bop chords to be laterally braced t is the responsibility of the erector.Additional permanent bracing al 7 oc.and al 10 cc.respectively unless braced throughout their length by /O 1 1 DATE: 1/4/2018 the overall structure is responsibility of building sea continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). aponsi Iy o g gner. 3.24 Impact brbging or lateral bracing dy f required where shown.. FR R I l.�- SEQ.: K4 0 9 5 3 2 1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responrdlily 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 noncorrosive environment, ds be applied ancomponent. antl are for"dry condition"of use. de TRANS ID: LINK signoa ppie y 5.compuTrus has no control over and assumes no responsibility for MeI Design assumes Nil bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication handling,shipment and installation of components necessary pollen 7.Design assumes adequate drainage is provided. January 4,2018 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 TPI/WrCA in BCSI,copes of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate ase of plate in inches. MiTek USA,Ing./CompuTrus Software 7.6.8(1L)-E 11.For basic connector plate design values see ERR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.9f t, 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 = 92.0 PSF load duration factor-l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall ION. REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19-03 19-03 T T 'f 12-11 6-04 6-04 12-11 T T T T T 12 TIM-4x4 12 9.00 V 3 a 4.00 M-3x6(S) M-3x6(5) M ry `n 2 4 r• 1 _A _ - R- 5 1 h r+t 7 o o M-3x6(S) to M-3x4 M-3x4 ..0 PRO F 19-03 19-03 �N� , .... % 1-00 38-06 'Q., 1-00 :,9200PI. JOB NAME : 20419 SAGEBUILT LOT 12 AC — B4 ,te +�� scale: 0.2206 "�WARNINGS: GENERAL NOTES, unless otherwise noted' C psi I 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 4,1 ORGGOIY '/� Truss B4 building en[A Ikabllb ofmeters and 4/ and Warnings before construction commences. g compon pp ydesign para proper 2.204 compression web baling mug be metalled 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 bottom chords to be laterally braced at , tN P 1 2, ��� is the responsibility or the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //�� 1/4/2018 the overall structure N the reaponNNIly of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ,�� RA- DATE: SEQ. : K4095322 4 No load should he applied to any component un til after all bracing and 9.Installation ortrusstris responsibility beuseydl theneno�noeveena torment, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design loads be applied to any component. and are rot"tlry condition"of ase. 5.compuTms has no control over and assumes no responsiddy for the 6.De�ag assumes lull bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019{] ry• fabrication,handling,shipment and lnNailabon of components. 7 Design assumes adequate drainage is provided. 6 This design istumiahed subject to the limitations set forth by B.Plates Wall be located on both faces of truss,end placed so the lr center January 4,2018 TPIMTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITeK USA,no iCompulrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION kin" 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 (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. ligik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_7/16, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ 1111101, 211h1 ) bracing should be considered. 3.�_ O Neverexceedthedesignloadingshownandnever IIAllor stack materials on inadequately braced trusses. H p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate H designer,erection supervisor,property owner and plates 0- 'hA'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ifr Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. tiiiii+ reaction section indicates joint BIWA number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI NI 18.Use ofreen or treated lumber may y pose unacceptable ►— environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: 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. Mill is not sufficient. BCSI: Building Component Safety Information, ib kf' 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