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Plans (135) Nom int MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 20545 SAGEBUILT 1975 ASHCREEK ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4214929 thru K4214936 My license renewal date for the state of Oregon is December 31,2019. 6,0 PR QFF NOINF'FR f' 144 89200PE A OREGON\ tti� G � r0 A-./2- 14, 2° rvi BRIO- PI `r February 2,2018 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 ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 1416BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting 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: 190 mph, h=21.8ft, 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, 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3 12 4.00 N j7 2 N f- OOP M-3x9 4 l y y 1-00 14-09 �< cO PRT®p . V:9200P JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK — Al : " Scale: 0.5152 WARNINGS: GENERAL NOTES, unless otherwise noted. 'O 1.Builder d erection contractor should be advised of all General Notes I.This dealgn a based only upon the parameters shown and is for an individual w'OREGON '� Truss: Al dWa ingsbeforeconstruGoncommence• building component.ApplcabNiyofdesign pe re and proper ( 2.2x4 compression web bracing must be installed where shown incorporation of component s Na resportsib ISy I the building tlesignar. �/ 2oN . ring construction 14,Design ase mos the top and bottom chords to be laterally braced at 3Additional temporary braong to insure stability du �O -T r 1 4 is the responrsibility of IM erector.AdtlNenal permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their le tgih by t 1S continuous sheathing such ae plywood sheething(TC)and/or drywall(BC). 1N/ DATE: 2/2/2018 the overall structure is the responsibility°rihe building designer. 3 2x Impact bddging or lateral bracing required where shown«. SEQ.: K4214929 4 No load should be applied to any component ur111 after all bracing and 4.Installation of truss is the responstbility of the respective contractor fl fasteners are complete and at no time should any mads greater than S.Design assumes trusses are to be used Ina non.corroove environment, TRANS ID: LINK design loads beappiedtoanycorrlponeM. B.De ar.rordryconmr ri anise. 5.CompuTrus has no control over and assumes no responsibility for the sign assumes hill bbearing at all supports shown.shim or wedge i1 EXPIRES: 12-31-2019 necefebrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is prodded. February 2,2018 S.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces ortruca,end placed Sc their center TPIIWTCA in SCSI,copies of which will be furnished upon request lines coincide wgh Joint center lines 9.Digits lndiwte size of plate in inches. MITek USA,Inc ICampuTras Software 7.6.8(1L)-E 10 For basic connector plate design values see ESR-1311,ERR.1988(MITek) This design prepared from computer input by a Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 45-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-13408) 2989 1- 7=(-2860) 12798 7- 2=( -586) 2712 10- 5=( 248) 182 ' BC: 2x10 DF SS 2- 3=( -9798) 2180 7- 8=(-2829) 12630 2- 8=(-3868) 894 WEBS: 2x9 DF STAND; LOADING 3- 4=) -5100) 1140 8- 9=(-1952) 8798 8- 3=(-1122) 5040 2x9 DF #1&BTR A; LL = 25 P5F Ground Snow (Pg) 4- 5=) -124) 98 9-10-( -980) 4358 3- 9=(-5954) 1244 2x6 DF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 9.0" V 5- 6=( -42) 0 9- 4-(-1506) 6770 BC UNIF LL( 537.5)+DL( 385.5)= 923.0 PLF 0'- 0.0" TO 14'- 9.0" V 4-10-(-6922) 1568 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. 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) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1638/ 7361V -62/ 192H 5.50" 11.78 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14'- 9.0" -1666/ 7325V 0/ OH 5.50" 11.72 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUNCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 8" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL = -0.132" @ 5'- 9.2" Allowed = 0.692" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.312" @ 5'- 4.2" Allowed = 0.922" MAX LL DEFL - -0.001" @ 15'- 9.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.001" @ 15'- 9.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.020" @ 14'- 5.5" MAX HORIZ. TL DEFL = 0.039" @ 14'- 5.5" 5-05-15 3-00-07 3-00-07 3-02-03 f . ,. ,, ,. Design conforms to main windforce-resisting system and components and cladding criteria. 12 6 4.00 D M-1.5x3 Wind: 140 mph, h=21.8ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 5 --1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 0111111111111111111111111111111111111111 M-7x6 Truss designed for wind loads in the plane of the truss only. +-Laterally brace to roof diaphragm. M-5x8 t +_2x4 brace required 3 ti M-axe 0 NN2 Oxl�a�f �Q 11 al M c, 1® 7 8 9 IL O M18HS-3x18 M-3x12 M-6x16 M-5x16 M-6x16 y b ), l l y 5-04-03 2-10-11 3-00-07 3 05 11 b y ,s<<_,?,EQ PROFF,, 14-09 1-00 5 tJGIN4- /O N. 9 2 r4 89200PE 9" JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - A2 Scale: 0.3701 WARNINGS: GENERALNOTES, unless otherwise noted: rt 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and;s for an individual Q OREGON �(/i Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper , 1t 2.2x4 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. L/ %�] ZO�,�a T� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at '1)- ;s the responsibility of the erector.Additional permanent bracing of 7 0.0.and at 1 d o.c.respectively unless braced throughout their length by f DATE: 2/2/2018 the overall structure is the responsibility ofine bulbi der continuous sheathing such aa plywood ehealhing(TC)anNor tlrywall(BC). ^haa�� ng gner. 3.2a Impact bodging or lateral bracing required where shown a a 1 R R'` S E Q.: K4 214 9 3 0 4.No bad should be applied to any component until after all bracing and 4.Installation of trap is the are onrbiuty of the respective contractor sr fasteners are complete and at no time should any loads greater than E Design assumes trusses are to be used in a noncormrve environment, TRANS ID: LINK design loads be applied to any oomponent. antlarefor dry conditionmat al E CompuTrua has no control aver and assumes no responsibility forme 8.Designn assumes full hearing el all supporta shown.Bhim or wetlge it EXPIRES: 12-31-2019 ry p fabrication,handling,shipment and installation of components. 7.Ekren assumes adequate drainage is provided. February 2,2018 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 TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide xith joint center lines. 9.Digits indicate size of plate in inches. Mack USA,Ino./CompuTruS Software 7.S.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 45'- 0.0" 'COND. 2: Design checked for net(-5 psf) 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 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=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE' load duration factor-1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. 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 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. 22-06 22-06 11-06-12 10-11-04 10-11-04 11-06-12 T T T T T 12 I IM-4x4 12 4.00 IL 3 -', 4.00 In 1iijlIIIIIi6hiII4 ,MM "'t.. 5 t'1 0 to M-3x6(3) M-3x6(S) 0 M-3 x 4 ...:1 4 ,�cO PROFF s J, y y � s y y 15-03-04 14-05-08 15-03-04 �5 NGINE'$ /0 1-00 45-00 �� •92001' ° -v9 JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK — B1 Scale: 0.1892 WARNINGS: GENERAL NOTES, unless otherwise noted: TO cr 1.Builder anderection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is Sr an Individual 9G w OREGON t I4, Truss: 81 and Warnings before construction commences. building component Applicability of design parameters and proper (, M /` 2.2x4 compression web paring must be instated where shown+. incerporaton of component is Ste responsibility of the building designer. 2�� �� 3.Additional temporary bradng to insure stability during construction 2.Design assumes me top and bodom chords to be laterally paced at 1O 1)' r 1 A Is dna responsibility of IM erector.Additional permanent bracing of 2'sc.and at ID o.c.respectively unless braced throughout their length by 'Y' continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). DATE: 2/2/2018 the overall structure is the responsibility Odle bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ /11164:111)I-N>'0 11 SEQ.: K 4 2 14 9 3 1 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. I-7 1 L. fasteners are complete and et no time ahould any loads greater than 6.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are tor"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility tor the 6.Design assumes lull Dearing at all supports shown.Shim or wedge if EXPIRES. 12-31-2019 n POOORMY. labricatbr,handling,shipment and Installation of components. T.Design b es aed on drainage is truss,d. February 2,2018 6.Thin design is furnished subject to the Imitations set forth by S.Plates shall be located on both faces of tmss,and placed so their center TPI/ARCA in SCSI,copies of which will be furnished uponrequest lines coincide with joint center lines 9.Digits indicate 5130 of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-I311,ESR-t988(MrTet) This design repared from c uter i ut b nil p omp rap y Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 45'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 36 2-12=(-1684) 4447 3-12=(-249) 251 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4789) 1869 12-13=(-1446) 3969 12- 4=(-110) 463 WEBS: 2x4 GF STAND 3- 4=(-4569) 1788 13-14=(-1214) 3382 4-13=(-596) 301 LOADING 4- 5=(-3805) 1580 14-15=(-1230) 3382 13- 5=(-146) 606 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2933) 1323 15-16=(-1462) 3969 5-14=(-957) 501 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2933) 1323 16-10=(-1700) 4447 14- 6=(-586) 1530 TOTAL LOAD = 42.0 PSF 7- 8=(-3805) 1580 14- 7=(-957) 501 OVERHANGS: 12.0" 12.0" 8- 9=(-4569) 1788 7-15=(-146) 606 LL = 25 PSF Ground Snow (Pg) 9-10=(-4789) 1869 15- B=(-596) 301 10-11=1 0) 36 8-16=(-110) 463 JT 2, 10: Heel to plate corner = 3.25" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-249) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -286/ 2004V -118/ 118H 5.50" 3.21 DF ( 625) 45'- 0.0" -286/ 2004V 0/ OH 5.50" 3.21 OF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.430" @ 22'- 6.0" Allowed = 2.204" MAX TL CREEP DEFL = -0.956" @ 22'- 6.0" Allowed = 2.939" MAX LL DEFL = 0.003" @ 46'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 46'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.134" @ 44'- 6.5" MAX HORIZ. TL DEFL = 0.221" @ 44'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 22-06 22-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6-02-13 5-05-01 5-05-01 5-05-01 5-05-01 5-05-01 5-05-01 6-02-13 Truss designed for wind loads T f f f f f f f f in the plane of the truss only. 12 12 4.00 17 M-4x6 -,Q4.00 4.0" M-5x8(S) M-3x9 44.L. M-5x8S M-3x9 ( ) 5 3.0" 7 0.25" 0.25" � Yy M-1.5x3 + M-1.5x3 3 /&.--' ,, -„„„„„.,,,,,....... ._..._.„..,i,,,,, c,.., , ,....„__,......___,12 13 14 15 16 1 M-4x8 M-3x4 0.25" M-4x8 0.25" M-3x4 M-4x8 �Q`ED P R pFF M-5x8(S) M-5x8(S) o �� GtNE 49(1 y y 8-00-08 7-02-12 7-02-12 7-02-12 7-02-12 8-00-08 y y SCO. 9 1-00 45-00 1-00 4t r-..9200P.. C" JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B2 „0 2 +ar �� _ Scale: 0.1392 WARNINGS: GENERALNOTE8, urate m oted: t.Builder andgerection contractor should be advised of all General Notes 1.This designs based only upontheparameters h and is for -dvitlual G "�OREGON 1x to ¢ Truss: B2 and Warnings before construction commences bolding component.Applicability f design parameters and proper 2 254 compression web bracing must be stalled where ho pores f component is the responsibility of the building designer. 2�N' Q ` 3.Addbo I temporary bracing to stabile/during construction 2.Design a the top and bottom cholla to be laterally braced at 1 is the responsibility of the erector Additional deemed bracing of 7 ..and t 10 respectably unless braced throughout their length by /O 14, /s DATE: 2/2/2018 the overall structure s the reb of build deo continuous nd m'g such as plywood sheathing(TC)arWor drywall(BC). aw, �/V) sponai-p o ng designer. 3.25 Impact bridging or lateral bracing required where shown t. ���'1 SEQ.: K4214932 4 No bad should be applied bany componentuntil alter all bracingand 4 Installatton 1s fasteners are complete and at no time should any loads greater than 5.Design assures trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for boy mnanion"ofuse. 5 CompuTros has no control over and assumes no responsibility for the 8.Design assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 cessary febricaboq handling,shipment and installation of components. 7.Design assumes adequate drainage is provided February 2,2018 6.This design iss famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' TPIANICA in SCSI.copies of which will be furnished upon requeslines coincide with joint center lines. 9.Digits Indicate size of pate in inches. _ MITek USA,Inc Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Muck) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 45'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-15=(-1383) 3710 3-15=(-1344) 534 8-22=(-875) 988 BC: 2x9 DF #15BTR SPACED 24.0" O.C. 2- 3=(-4109) 1556 15-16=( -209) 592 3-17=(-1181) 3123 22- 9=(-616) 1599 WEBS: 2x9 OF STAND; 3- 9=(-7055) 2690 17-18=(-2588) 6915 15-17=(-1230) 3312 22-10=(-967) 500 2x9 DF #1&BTR A LOADING 4- 5=(-5821) 2226 18-19=)-2014) 5493 16-17=) -32) 106 10-23=(-134) 580 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-5149) 2032 20-21=) -193) 521 17- 4=) -204) 644 23-11=(-611) 300 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-5072) 2067 21-22=(-1154) 3235 9-18=(-1436) 588 11-24=( -96) 450 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 7- 8=)-3863) 1650 22-23=(-1235) 3398 18- 5=( -64) 346 29-12=(-251) 255 8- 9=(-2919) 1328 23-24=(-1965) 3975 5-19=) -798) 277 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-2935) 1322 24-13=(-1703) 4446 6-19=) -213) 180 10-11=(-3777) 1570 20-19=( 0) 73 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-4557) 1778 19- 7=) -593) 1496 JT 13: Heel to plate corner = 3.00" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-4788) 1871 19-21=(-1115) 3181 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-19=) 0) 36 7-21=) -876) 490 21- 8=) -289) 837 BEARING MAX VERT MAX HIRE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -286/ 2004V -118/ 118H 5.50" 3.21 DF ( 625) 95'- 0.0" -286/ 2004V 0/ OH 5.50" 3.21 OF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.505" @ 18'- 1.1" Allowed = 2.209" MAX TL CREEP DEFL = -1.125" @ 14'- 6.2" Allowed = 2.939" MAX LL DEFL = 0.003" @ 96'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 46'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.176" @ 44'- 6.5" 22-06 22-06 MAX HORIZ. TL DEFL = 0.288" @ 44'- 6.5" 1-03-12 2-10-04 3-06-15 5-06-06 5-04-10 ‘ ,� Design conforms to main windforce-resisting 2-01-11‘ii-03-08f 9.-11-08 �4-09-05 5-04-10 6-02-06 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 12 12 4.00 O M-9x6 d y 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads M-5x8(5) 9 .fl in the plane of the truss only. �M-4x9 M-5x8(5) M-3x4 0.25" 8 3.0" D M-1.5x3 "' 0.25" M-3x9 6 ,M-9x4 5 - AA. 1.M-1.5x3 M-6x8 q to / _ 17 18, 9 0 _ A- -. e.a1 4o o 2 15 16 M-dx4 o 20 21 22 23 24 1 M-5x6 1 1 M-6x16 M-5x12 M-4x8 0.20 M-3x4 M-4x8 �i o M-3x12 0 M-1.5x3 0 M-1.5x3 M-5x8(5) M18HS-5x16 ), ), ). ), i, * ). y ), ti�ED OFFS y2-J.01-Il�Oy 01-1B=01-12 5-01-04 7-09-08 6-11-06 7-04-07 8-02-03 y y N..:... , GI N E'F9 s/� 1-08-05-08 6-00 35-06-08 1-00 ,F...."4 -v y 45-00 y ...c.- 89200PE 9r' JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B3 Scale: 0.1142 - ��< WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes I.This design a based only upon the parameters shown and a for an individual 7, "�OREGON R �4/ Truss: B3 and Warnings before construction commences. building component Applicability of design paremetere and proper z.204 compression web bracing must be installed where Mown�. incorporation or component is the responsibility or the building designer e1 3.Additional temporary bracing to insure stability during construction 2.Design rad cr 11 the lop and bottom chords braced be laterally braced at /O -7) 7 A no �� is the responsibility or the erector.Additional permanent brecing of z'continuous antl al 1 D cast.respectively unless throughout their length by ei t (- DATE: 2/2/2018 tha overall structure a me re brl' of the buldin designer. 20 Imps w ridgieg orng such as plywood required where s ootand/0r drywall(BC). eaond dy B3.2s.Impact bridging or Weal bracing shown r i R10- SEQ.: K 4 214 9 3 3 4 No load should be applied to any component until after all bracing and 4.Installation of truss is me 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.raon-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for dry conditionof use. 5.CumpuTrushas nocontrol over and assumes noresponsibility for the B.Design assumes full beating alall supports shown.Shim orwedge if EXPIRES: 12-31-2019ii casssry_ fabrication,handling,shipment and installation or components. 7.Design assumes cted on drainagetfis truss, d. February 2,2018 8.This desgn is fumahed subject to Me limitations set forth by B.Plates shall be located on both aces of truss,and placed so their center TPIAN GA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1969(MiTek) n om u Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 9.0" IBC 2015 MAX This MEMBERdesigFORCES 9preparedWR/GDfrF/Cq=1comp.00ter input by , TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 36 2-19=)-1407) 3689 3-19=(-1337) 593 20- 8=(-289) 837 BC: 2x4 DF #16BTR SPACED 29.0" O.C. 2- 3=(-9085) 1556 14-15=( -206) 539 3-16=(-1181) 3108 8-21=)-875) 988 WEBS: 2x4 DF STAND; 3- 9=(-7014) 2703 16-17=(-2628) 6874 19-16=(-1252) 3293 21- 9=(-617) 1529 2x4 DF #16BTR A LOADING 9- 5=)-5789) 2229 17-18=(-2046) 5458 15-16=) -32) 105 21-10=(-939) 989 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-5113) 2035 19-20=) -196) 517 16- 9=( -209) 641 10-22=)-133) 551 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5037) 2071 20-21=(-1179) 3205 9-17=(-1430) 592 22-11=(-570) 300 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- B=(-3832) 1638 21-22=)-1219) 3399 17- 5=( -65) 345 11-23=(-115) 381 8- 9=(-2887) 1316 22-23=(-1446) 3889 5-18=( -796) 277 23-12=(-175) 272 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-2903) 1324 23-13=)-1712) 9256 6-18=) -214) 180 10-11=(-3717) 1572 19-18=) 0) 73 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-9412) 1796 18- 7=) -598) 1942 ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-9609) 1895 18-20=(-1138) 3155 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7-20=) -874) 939 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -286/ 1996V -111/ 118H 5.50" 3.19 DF ( 625) 49'- 9.0" -245/ 1879V 0/ OH 5.50" 3.01 DF ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.500" @ 19'- 6.2" Allowed = 2.192" MAX TL CREEP DEFL = -1.099" @ 19'- 6.2" Allowed = 2.922" MAX HORIZ. LL DEFL = -0.175" @ 94'- 3.5" MAX HORIZ. TL DEFL = 0.282" @ 94'- 3.5" 22-06 22-03 Design conforms to main windforce-resisting f T 1' system and components and cladding criteria. 2-0141-M3-12-03-08 2-10-04 4-11-08 3-06-15 4-04-05 5-06-06 5-04-10 5-04-10 5-11-06 1' 1' T 1' '' 1 f T '' T '' 1' Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 c - M-4x6 o 4.00 load duration factor=l.6, 4.0" Truss designed for wind loads in the plane of the truss only. M-5x8(S) 9 --M-4x4 sell. M-5x8(5) 0.25" B 3.0" M-3x4x 0.25" M-1.5x3 1 �� M-3x9 6• +. M-1.5x3 ;M-4x4 5 „AkiiHk' M-6x8 q 3 ul l• 1 �'f? • e�'i�_ T da 6 o o � 14 15 o M-3x4o 819 20 21 g2 23 w*23 1 -5x6 M-6x16 M-5x12 M-4x8 0.25 M-3x4 M-4x8 O 0 0 M-3x12 M-1.5x3 M-5x8(S) M-1.5x3 M18HS-5x16 * y * >L * * * * y .(1' �Q`EO P R OFFS y y 01-1R-023-01-12 3-01-12, 5-01-04 7-09-08 6-11-06 7-04-07 7-11-03 , , , ti�GIN�'F'9 6> 1-003-05-08 6-00 35-03-08 �' y 44-09 ). Qw :9200PE 9r JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B4 Scale: 0.1945 _ . WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an individual 9 4 OREGON A. Truss: B4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2a4 compression web bracing mast be installed where shown.. incorporation of component is the responsibility of the building designer. Y Z�� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at 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 a DATE: 2/2/2018 the overall structure is mere braofme buildingdesigner. So Impact continuous sheathingor such as plywood required where a and/or drywan(Bc). �/'++� ` ``I responsibility g 3.2s Impact bridging or lateral bracing shown.. '� RIs•+'" SEQ.: K4 214 9 3 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component, and are for condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design a.�,mea NII bearing a all.appods shown.Shim or coedits if EXPIRES; 12-31-2019 cowry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 2,201 8 6.Thin design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPINJTCA 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 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 44'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-11=(-1709) 4420 3-11=(-250) 252 15- 9=(-175) 268 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4760) 1857 11-12=(-1471) 3940 11- 4=(-110) 464 WEBS: 2x4 DF STAND 3- 4=(-4540) 1778 12-13=(-1239) 3352 4-12-(-597) 301 LOADING 4- 5=(-3774) 1580 13-14=(-1214) 3333 12- 5=(-146) 606 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-2901) 1311 14-15-(-1443) 3883 5-13=(-957) 500 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-2901) 1325 15-10-(-1709) 4259 13- 6-(-588) 1510 TOTAL LOAD = 42.0 PSF 7- 8-(-3744) 1582 13- 7-(-929) 489 OVERHANGS: 12.0" 0.0" 8- 9=(-4422) 1807 7-14=(-145) 575 LL = 25 PSF Ground Snow (Pg) 9-10=(-4612) 1892 14- 8=(-556) 301 8-15-(-130) 384 JT 2: Heel to plate corner - 2.00" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -286/ 1996V -111/ 118H 5.50" 3.19 DF ( 625) 44'- 9.0" -245/ 1879V 0/ OH 5.50" 3.01 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.421" @ 22'- 6.0" Allowed = 2.192" MAX TL CREEP DEFL = -0.921" @ 22'- 6.0" Allowed = 2.922" MAX HORIZ. LL DEFL = -0.133" @ 44'- 3.5" MAX HORIZ. TL DEFL = 0.215" @ 44'- 3.5" Design conforms to m ) indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 22-06 22-03 in the plane of the truss only. 6-02-13 5-05-01 5-05-01 5-05-01 5-05-01 5-05-01 5-05-01 5-11-13 T 1' T T T T 1' T T 12 12 4.00 G,"' '''5]a 4.00 4.0" 6 ,.f+( e`er M-5x8(5) M-5x8(S) M-3x9 3.0" M-3x4 s 0.25" 0.25" 4 8 r+ t4994.... ...._ M-1.5x3 M-1.5x3 _......000000000000000 3 r,.f 1�.�d 8. 11 13/k\-' .A M-9x8 0.25'4 15 *1. 0 o ii M-4x8 M-3x4 v.25" M-3x4 M-4x8 l �' O P R QFF M-sxe(s) M-Sxe(s) ,,CPN G,IN,E' i�'i0 y y 8-00-08 y 7-02-12 y 7-02-12 y 7-02-12 y 7-02-12 y 7-09-08 �� 2 1-00 44-09 '� ae9200P �i JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B5 00111. Scale: 0.1445 WARNINGS: GENERAL NOTES, unless to noled. Q Ct I.Builder nd erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 9G OREGON Ito Truss: Bbefore and beconstruct„ commences building component Applicability fdesign parameters and p ce 2.2 1 prey web bracing must be installed where slaws r -incorporationf component the responsibility of the building designer 2Design the top and bottom chorda to be laterally braced 3.Additional temporary bracing to stability dunng construction . �( in Me responsibility of site erector.Additional permanent bracing of 2' .c.and t,G .c.respect lyunless braced throughout th length by /O 'T t DATE: 2/2/2018 the overall structure is mereal of building dean25Impatcontinuousheathing such as plywoode aheemmere sh)own and/or erywan(ec). vVP responsibility o g gner. 3.2x Impact bridging or lateral bracing required where shown v a , Ft RIO- SEQ. : K 4 214 9 3 5 4.No load Would 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 Would any basis greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component andaekr dry condition"of use. 6.CompuTrus has co control over and wanes no responsibilky for the 8.Designwaewmes full bearing a1 all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrkalion,handling,Ni necessary shipment . T.Designassumeseladequate othfageio mailed. February 2,2018 S.This design is furnished subject to the limilatlens set forth by S.Plates shall be located on both faces of buss,and placed as their center TPINVrcA in SCSI,copies of which will be furnished upon request lines coincide with Hint center lines. 9.Digiti indicate sire of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131t,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 9.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 • TC: 2x4 DF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&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. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.9ft, 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), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss o continuous bearing wall SON. 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. 22-06 22-03 T T f 11-06-12 10-11-09 10-11-04 11-03-12 T T T T T 12 IIM-4x9 12 4.00 F,- 3 x14.00 RI M-3x6(5) M-3x6(5) °411111.11.11111.11.1.11.11.11111.1 *ti, L 4in 1 Iwx M 7 O o 54-3x6(S) M-3x6(S) o M-3x9 a-3x9 �F•p P R Op 15-00-04 C'^Ys V15-03-04 19-05-08 r§JV �O- yy -r�1-00 44-09 ` :9200PE JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B6 y Scale: 0.1925 ,. i WARNINGS: GENERALNO7ES, unlessatherwise noted �v, 1.Builder anderectioncontractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 ",OREGON a, Cr Truss: B6 and Warn before construction commences. building component Applicability of design parameters and proper N 2.2x4 corn pression web bracing must be installed where shown.. incorporerion of wmponenl is the resporreibilVy of the building designer 3.Additional temporary bracing to insure Raced during construction 2.Design assumes the cop and bottom choNs to be laterally traced at Y20\ ��+ is the respvrvib:tly dice erector.Addrhsnal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O 14 1 NJ DATE: 2/2/2018 the overall structure is the responsibility ofore bullring designer. continuous0Impactrigglor sterlbh as acing re uire wherc7awn•drywall(BC). �A ��'�� epon M n93.2a bridging or lateral bracing required where shown.+ -I SEQ.:.: K 4 2 1 4 9 3 6 4 No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective connector. fasteners are complete and et no rime should any mads greater than 5 Design assumes busses are to be used in a non.00rrosve environment, TRANS ID• LINK design made be applied to any component. and are for"dry condition'of use. (� 5.CompuTmshasrocontrolpeerandassume�norespormibililyforVie S Design assumes lull beadngatall supports shown.Shimorwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment end installation of components 7.Designry.assumes adequate drainage is prodded. February 2,2018 6 This design is furnished subject to the limitations set forth by 8.Plates shell be located on both Laces of truss,and placed so their center TPINOTCA in SCSI,copes of which will be furnished upon request lines coincide with joint center lines 9.Digits innate sire of plate in inches. MITek LISA,Inc/Cumpilrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,109-1988(MiTek) I Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 314" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Drawinsnot to scale Failure to Follow Could Cause Property offsets are indicated. ( 9 ) Damage or Personal Injury ED r�� Dimensions are in ft-in-sixteenths. E1 S/ 1.10, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing, EB 1 TOP CHORDS 9 g,is always required. See B 2r114 O-1/16" 4 2. wide truss spTruss acing,must be designed by an engin rL r ���l t 4R� Np g,individual lateral braces jT' e !§:cL. may require bracing,or alternative Tor I r��tB r�� � � �� �� _ p bracing should be considered. .7f LDS_ O= 3. Never exceed the design loading shown and never 0ILlipii,Alter stack materials on inadequately braced trusses. F p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ci-e C6-7 C5-6F designer,erection supervisor,property owner and plates 0 ',�'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 ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC inthe 05/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTeklI All Rights Reserved approval of an engineer. =dIP reaction section indicates joint 11. 1111 Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. l � project engineer before use.18.Use of green or treated lumber may pose unacceptable vi-- 1 environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, I\'l i ■Te ke 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