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Plans (51)
OF.2)S4 C 'Pmt 64\ .;, ''--.1 .,�. FEB 14 20re r -0" ICARD 27 ICITY O ' ' y r ti ,c„+ u v v 5 CL /7/<1,. yC,' Y. y .^ i "3 !J cn a 2 G R CD G v A ' / J / / / I J U L 5 .2 -- r r * L Q v 2 ,Na _ O� t" r{ a 7 Cl µ-, 2 n r. N `'.c H n N Cr , 8 8 O .5 e. o , •c ^ 00 .12 ' 4 / • `Q A 4:12 -- .. GARAGE I 7'-3" I 14'-9" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 02/04/1$ PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL MiDRAWINGS FOR ALL FURTHER �� um ber 20545 SAGEBUILT 1975 ASHCREEK INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS-BUILDING 1975 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ASHCREEK 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek MiTek USA, Inc. 250 Klug Circle i ` °` ) Corona, CA 92880 > ;�4 r 951-245-9525 Re: 20545 SAGEBUILT 1975 ASHCREEK4 4 ROOF DESIGN INFO ,ITS 0i, k!4,J' R 3111111ING 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: K4214929 thru K4214936 My license renewal date for the state of Oregon is December 31,2019. P R OFF• �� ENGI NEF"7 /0 89200PE r 4 OREGON ex �tv� ': ' 14, 20 P-}- `yFRRtLL 0 PIS 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 ANSIITPI-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 24 "oc spacing. TO: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR I 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 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 = 42.0 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 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. 3 12 #.00 G,'" N O o 2 uh I I 4 M-3x4 R y 1-00 y 14-09 't��tO PRCope s �C. [�`NGINEcv? /429 :9200P c' JOB NAME : 20545 SAGEBUILTI 1975 ASHCREEK — Al , „" ! � Scale: 0.5152 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection eassedor shnuk be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ,�OREGON �<1J- Truss: Al end Warnings before conshWloncommences building componentApplicabllayofdesignparametersandproper tft 2.2a4 compression web Prams must be installed where shown•. incerporaiien of component is the responsibility of IM building designer. eel)I S('�N �� 3.Additional temporary bracing b insure stability during construction 2.Design assumes c.lop and bulom entity's b to be laterally braced at �O `/ 1 vl `a is the responsibility of the erector Additlonal permanent bracing of con2'o.c.and al lP o.c.respectively unless braced throughout their length by V R''''' 'j the overall structure 6 there atbM of thebubdl deal2.4 Impanuous ct suehlbas acing reuird ewhereCJreoredrywall(8C). ' a.��'�� jJ DATE: 2/2/2018 epon dY ng designer 3.2a Impact hdtlging or lateral bracing required where shown H 4.No load should be applied to any component until after all bracing and 4.Installation of truss 6 the reaponabllty of respective contractor. SEQ.: K 4 214 92 9 fasteners are complete and at no ti 'should any loads greater tan 8 Deign assumes trusses are to be used Inc non-corrosive environment, and are for"dry condition"of use. design loads be applied to any mm nenl. TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 6.CompuTrus has no control over and seumes no responsibility for the necessary. fabrication,handling,shipment and i stellalion of components. 7 Design assumes adequate drainage is provided. February 2,2018 6.This design is furnished subject to th lhnitatbM ns set forth by 8.Plates all be located on both faces of truss,and placed so Meir center TPI/TCA in SCSI,copies of which Will be furnished upon requestlines coincide with joint center lines 9.Digits indicate size of plate In inches. MITek USA,leo./COmpuTrus Software 7.6.8(1 L)-E 10.For basic connecter plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-09-00 GIRDER SUPPORTING 95-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13488) 2984 1- 7=(-2860) 12798 7- 2=( -586) 2712 10- 5=(-248) 182 BC: 2x10 DF SS 2- 3=( -9796) 2180 7- 8= 8-(-3868) 1394 WEBS: 2x9 DF STAND; LOADING 3- 4=( -5100) 1140 8- 9=(-1952) 12630898 8- 3=(-1122) 5090 2x4 DF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -129) 98 9-10=) -960) 9358 3- 9=(-5459) 1249 2x6 CF #2 B TC UNIF LL( 50.0)i0L( 14.0)= 69.0 PLF 0'- 0.0" TO 19'- 9.0" V 5- 6=( -42) 0 9- 9=(-1506) 6770 BC UNIF LL( 537.5)+DL( 385.5)= 923.0 PLF 0'- 0.0" TO 19'- 9.0" V 4-10=(-6922) 1568 TC LATERAL SUPPORT <= 12"a. UON. BC LATERAL SUPPORT <= 12"0C. 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 19'- 9.0" -1666/ 7325V 0/ OH 5.50" 11.72 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. r; Attach 2 ply with 3"0.131 DIA GUN GOND. 2: Design checked for net(-5 spacing. nails staggered: 9 (- psf) uplift at 29 "oc s acin 9" oc in 1 row(s) throughout 2x9 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 2x9 webs. MAX TL CREEP DEFL = -0.312" @ 5'- 9.2" 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 = 0.034" @ 14'- 5.5" 5-05-15 3-00-07 3-00-07 3-02-03 'r T / "r K Design conforms to main windforce-resisting 12 system and components and cladding criteria. 4.00 M-1.5x3 6 Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Ed vertical(s) are exposed to wind, M-7x6 Truss designed for wind loads in the plane of the truss only. M-5x8 111111111111111111111111111.1 +-Laterally brace to roof diaphragm. 3 +_2x4 brace required 1021110111111 1111 , M-3x8IIIN I2 ik N M-10x18 miaeacillail Ill I III I m 1.1110111 lUll 1111111 o 1*----:77. 9 ''''M'''.10I B M18HS-3x18 M-3x12 M-6x16 M-5x16 M-6x16 y J' l l y J, 5-04-03 2-10-11 3-00-07 3-05-11 ED PROF 14-09 y 1-00 y ��`�-�ti GINEE�cSio `� 89200PE 9< JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - A2 Scale: 0.3701 ,� ✓2""'` WARNINGS: GENERAL NOTES, unless th otd'. Q Truss: CC A2 1.Builder d ereccontractorsh ld beadvisedofallGeneralNotes 1 This design based onty upontheparameters shownndisro individual -y�L OREGON 44 dWa ngsb before construction building 2.2s4 preesio bb g must be installed where nincorporationpr component Applicability etMresponsibilityldrm building proper a a d P�� 3.Additional temporary bracing ttab lny du g construction 2.Design the lop and bottom chords b b laterally braced 1 <O 41' 14 i()\ 'el is Mresponsibility f the do AddM (permanent bracing ot 2 .c.and at i0 o.c.reyeclnety unless braced th gnoul their length a no DATE: 2/2/2018 the overall structure c the responsibility of the budding designer continuous sheathing such as ph/wood sheathing(TC)and/or drywall(BC). 7.2k lmptio oftru g is lateral bracingponabi requite respective shown+. �L']�j'1 SEQ.: K4214930 4.Notatlshould beappetltoany component until after allbrecipantl a.Installation oft��isthe roaponsibilayolMe nestivacontreaor /I R O- fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads beapplied toany component. .naarerot"drymndmon of use. 5.Compurrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components necessary. 6.This designfurnished sub7.Design asumeaaded onedrainagetcio tpruss,ovided February 2,2018 is subject to the limitations set by S.Plates shell be located on both Ices of hose,and placed so Meir center TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9 Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate design values see ESR-1311,855-1986(MiTek) 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 #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 De #1&BTR SPACED 24.0" 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"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 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. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. i 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. 22-06 22-06 1' 1' 1' 11-06-12 I 10-11-04 10-11-04 11-06-12 f f T T T 12 IN-4x9 12 4.00 3 Q 4.00 AI M-3x6(S) M-3x6(S) 1411111111111.1111.1.1.111.1.1111111.1.11.1.11111.111 Lil2 �I/I/I' II 5to rnt1 o M-3x6(S) M-3x6(0) o M-3x4 4 1 ,i10 L J, 15-03-04 19-05-09 15-03-04 (:Sts, 15-03-04 NI /,.. 1-0095-00 C :9200Fto 9< JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK — B1 +� Scale: 0.1992 y" ' i WARNINGS: GENERAL NOTES, unless otherwise noted. 4 CC 1.Builder and erection contractor silo*be advised of all General Notes 1.This design is based only upon the paramerera shown and is bran individual 12.. 4,OREGON 44/ Truss: Bl and Wamingsbebre constructioncimmentes. building component Applicability of design parameters and proper • 2.2a4 compression web bracing must ye Installed where shown•. incoryoratron of component Is the responsibiNly of the building tlesipne r. A A �1� 3.AtltlBienal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O •}' 1.1 ? �" is the bil8 of IM erector A aicnalpermanent bracingf 2'o.c.and at 10'sc.respectively unless braced throughout their length by eY �'},• room nen y #d o continuous sheathing such as plywood sheathing(TC)antlbr drywall(BC). c ` `J DATE: 2/2/2018 the overall structure is the responaltHrlly of the building designer 3.24 Impact bridging or lateral bracing required where shown+• ��. '�y 4 No load should be applied to any coMponent until seer all bracing and 4.Installation of bur Is the responsibility of the respective contractor. SEQ.: K4 214 9 31 fasteners are complete and at no rise should any loads greater than 5.Design assumes trusses are to be used In a noncorroa've environment, TRANS I D: LINK design loads be applied b any coral'orient. and are for a condition"bearing ause. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full Deana t all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ssary. fabrication,handling,shipment and retaliation of components. 7 Design assumes adequate drainage is provided. February 2,2018 6.This design is furnished sabred to the Imitations set forth by S.Plates shall be located on both faces of truss,and placed ao their center TPIN✓TCA in SCSI,copies of which'iwil be furnished upon request. lines Coincide with joint center lines 9.Digds indicate sue of plate in inches. MITek LISA,Inc/CoinrpcTtuS Sbltware 7.6.8(IL)-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 45'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 " TC: 2x9 DF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-1689) 4947 3-12=(-299) 251 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-4789) 1869 12-13=(-1946) 3969 12- 4=(-110) 963 WEBS: 2x9 DF STAND 3- 9=(-4569) 1788 13-14=(-1219) 3382 9-13=(-596) 301 LOADING 4- 5=(-3805) 1580 19-15=(-1230) 3382 13- 5=(-146) 606 TC LATERAL SUPPORT <= 12"0C. 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2933) 1323 16-10=(-1700) 4947 19- 6=(-586) 1530 I, TOTAL LOAD = 92.0 PSF 7- 8-(-3805) 1580 19- 7=(-957) 501 OVERHANGS: 12.0" 12.0" 8- 9=(-4569) 1788 7-15=(-146) 606 LL = 25 PSI Ground Snow (Pg) 9-10=(-4789) 1869 15- 8=(-596) 301 10-11=( 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) O'- 0.0" -286/ 2009V -118/ 1180 5.50" 3.21 DF ( 625) 95'- 0.0" -286/ 2004V 0/ OH 5.50" 3.21 IF ( 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 = 0.930" @ 22'- 6.0" Allowed = 2.204" MAX TL CREEP DEFL = -0.956" @ 22'- 6.0" Allowed = 2.939" MAX LL DEFL = 0.003" @ 96'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 96'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.134" @ 49'- 6.5" MAX HORIZ. TL DEFL = 0.221" @ 49'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 22-06 22-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T load duration factor=l.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 ,1 f f f f . , in the plane of the truss only. 12 12 4.00 M-4x6 Z1 4.00 4.0" 6 -6' M-5x8(5) M-3x4 r! 7M-3x4 M-5x8(5) s 3.0" 0.25" 25" e-M-1.5x3 Av....„,.,...„,„„...„„„„............................,m_1.5x3 . 3 •.yti 0 1 44Z4 l 2 12 13 ( 199 4 15 16 1 , M-4x8 M-3x4 0.25" M-4x8 0.25" ��c,,�EQ PROFESS o M-3x9 M-4x8 0l M-5x8(S) M-5x8(S) J' ), J' J J' J, l NGj ��G I N EF9 /Q l ) 8-00-08 7-02-12 7-02-12 7-02-12 7-02-12 8-00-08 y y iC? ?i 1-00 95-00 1-00 9200P 91 JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B2 �. .Er � Scale: 0.1392 .. v WARNINGS: GENERAL NOTES, unless otherwise noted, ✓C 1.Builder and erection contractor should be advised of all General Notes I.The design is based only upon the parameters shown and Is for an individual -yG ""OREGON b 14 Truss:Truss: B2 and Warnings before construction commences building component Applicability of design parameters and proper 2.2a9 compassion wen bracing moat be installed whore mown+ incorporation of component is the responsibility of the building designer. �} 3.Additional temporary bracing to insure stability tlunng construction 2.Design assumes the lop and bottom chortle to be laterally braced at �O �7�' 14, n0 �4 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 e#a v w DATE: 2/2/2018 the overall structure is the responsibility of the building dean continuous sheathing such as plywood required i where shown 0r drywall(BC). NV aponai ity g gner. 3.In Impact bridging or lateral bracing shown++ Fll R R I LL' SEQ.: K4214932 4.Noload shookbeapplied bany component until after all bracing and 4.Design onoftrussisthe respobeusyofinerespectivecotractor. fasteners are compete and at no time should any bads 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 ssuee condition"of use. 5.CompuTrus has no control over nd assumes no responsibility for the 8.Design assumes Nil bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 entity. fabrication,handling,shipment and installation of components. 7.Design adequate is a 6.The design is furnished subject to the limitations set forth by B.Plates shall be boated onboth hoeso t uss,and placed so their center February 2,20 1 O TPIhVICA in SCSI,copes of which will be furnished upon request. lines colncbe with pint center lines, ft Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-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 45'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DI #1&BTA LOAD DURATION INCREASE - 1.15 1- 2=( 0) 36 2-15=(-1383) 3710 3-15=(-1344) 534 8-22=(-875) 488 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-4109) 1556 15-16=) -204) 542 3-17=(-1181) 3123 22- 9=(-616) 1549 WEBS: 2x4 DF STAND; 3- 4-(-7055) 2690 17-18=(-2588) 6915 15-17-(-1230) 3312 22-10=(-967) 500 2x4 DF #1&BTR A LOADING 4- 5=(-5821) 2226 18-19=(-2014) 5493 16-17=( -32) 106 10-23=(-134) 580 li 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5072) 2067 21-22=(-1154) 3235 4-18=(-1436) 588 11-24=( -96) 450 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3863) 1650 22-23=(-1235) 3398 18- 5=( -64) 346 24-12=(-251) 255 8- 9=(-2919) 1328 23-24=(-1465) 3975 5-19=) -748) 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=(-9557) 1778 19- 7=( -593) 1446 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 l (THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( 0) 36 7-21=( -876) 440 I 21- 8=( -289) 837 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 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 1 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 = 0.505" @ 18'- 1.1" Allowed = 2.204" MAX TL CREEP DEFL = -1.125" @ 14'- 6.2" 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 = -0.176" @ 44'- 6.5" 22-06 22-06 MAX HORIZ. TL DEFL = 0.288" @ 44'- 6.5" rr T 1-03-12 2-10-04 3-06-15 5-06-06 5-04-10 ' Design conforms to main windforce-resisting 2-01-6- -03-08.( 4-11-08 4-09-OS 5-04-10 6-02-06 system and components and cladding criteria. T T T 1. T T T T T T 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-' 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 G,- D 9.00 load duration factor=1.6, 4.0" Truss designed for wind loads M-5x8(S) ',.g in the plane of the truss only. �M-4x9 y M-5x8(S) M-3x4 0.25" B ,0" 0 M-1.5x3 7"� 0.25" ,M-4x4 M-3x4 6 + M-1.5x3 ,n 3 _ ...e S ik j 12 N �, ti p 2 15 16 M-ax4 0 20 21 .2 23 24 1 1 M-5x6 1 1 M-6x16 M-5x12 M-'x8 0.25" M-3x4 M-4x8 0 0 0 M-3x12 M-1.5x3 M-1.5x3 M-5x8(S) M18HS-5x16 > ), ), , ), ), ), ), y �'<(;i: P R OFFss y2-01-L-20�01-1B-01-12 5-01-04 7-09-08'. 6-11-06 7-04-07 8-02-03 y y ��` c;,. ,NI /b2 1-03-05-08 6-00 35-06-08 1y 00 451-00 89200PE r JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B3 • Scale: 0.1142 n WARNINGS: GENERAL NOTES, unlessothenviee noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design u based only upon the parameters shown and is for an individual 9 4 OREGON R �L, Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must by installed where shown. incorporation&component is the responsibility of the building designer. 3.Additional temporary bhang to insure stability during construction 2.Desitin and at t B the top and bottom chords woo he throughoutaterally braced at 1 2� v... is Me responsibility of Me erector.Ad4litisnal permanent bracing of 7 o.c. at 1 G o.c.respectively unless&aced their length by /O s ^ : 2/2/2018 the overall structure is there bitof the building designer 20 imp cue sheathing each as plywood required n ore a endlor drywall(BC). cs.? vv responsibility g gner. 3.2a Impact bridging or lateral buena where shown.. `R�IO- DATE SEQ.: K 4 214 9 3 3 4.No load should be applied to any c=n pooent until after all bracing and 4 Installation of truss is the responsibility cattle respective contractor. •1 fasteners are complete and at no MS should any loads greater than 5.Design assumes trusses are to be used in a nonsonosve environment, TRANS ID: LINK design loads be applied to any compinent. .m arefordrydomtion of use 5.CempuTrua has no control over and assumes noresponsibility for tiro 6.Design scary rues NII beefing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. ry. 7.Deign assumes adequate drainage is provided. February 2,2018 B.The design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies ofwhich sill be furnished upon requestlines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.8(fL)-E 10.For basic connector plate design values see 159-1311,ESR-19.58(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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 36 2-14=(-1407) 3689 3-14=(-1337) 543 20- 8=(-289) 837 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-4085) 1556 14-15=( -206) 539 3-16=(-1181) 3106 8-21=(-875) 488 WEBS: 2x4 DF STAND; 3- 4=)-7014) 2703 16-17=(-2628) 6874 14-16=)-1252) 3293 21- 9=(-617) 1529 2x9 IF #16BTR A LOADING 9- 5=(-5784) 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- 4=( -209) 641 10-22=(-133) 551 TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5037) 2071 20-21=(-1179) 3205 4-17=)-1430) 592 22-11=)-570) 300 • BC LATERAL SUPPORT <= 12"00. ION. TOTAL LOAD = 42.0 PSF 7- 8=(-3832) 1638 21-22=(-1219) 3349 17- 5=) -65) 345 11-23=(-115) 381 8- 9=(-2887) 1316 22-23=)-1496) 3889 5-18=( -746) 277 23-12=(-175) 272 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=(-2903) 1329 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) 1492 ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-4609) 1895 18-20=(-1138) 3155 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 7-20=( -874) 439 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) • 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 = 0.500" @ 19'- 6.2" Allowed = 2.192" MAX TL CREEP DEFL = -1.099" @ 14'- 6.2" Allowed = 2.922" MAX HORIZ. LL DEFL = -0.175" @ 44'- 3.5" MAX HORIZ. TL DEFL = 0.282" @ 44'- 3.5" • 22-06 22-03 Design conforms to main windforce-resisting 1' f '� system and componentsand cladding criteria. 2-012)3-12-03-08 2-10-04 4-11-08 3-06-15 4-04-05 5-06-06 5-04-10 5-04-10 5-11-06 T 1' 1 f f 1 f f f T 1' T Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.00 M-4x6 a 4.00 load duration factor=1.6, 9 0" Truss designed for wind loads .0 � in the plane of the truss only. 9 M-5x8(5) :' M-4x4 M-5x8(5) 0.25" B 3.0" o-3x9 0.25" M-1.5x37„ �1 M-3x4 6 +. AL/1111441,1\44.44.4",.............................._M-1.5x3 -.."-M-4x4 5 M-6x8 y 3di 16 je 17 o 2 14 15 o M-3x4 o 8 19 20 21 22 23 ^* 053 0 I I -5x6 I I M-6x16 M-5x12 M-4x8 0.25 M-3x4 M-4x8 M-3x12 M-1.5x3 M-5x8(S) M-1.5x3 M18HS-5x16 y y 1 1 y > > y > y �Q.EO P f1 Opp, y y 01-1r-023-01-12 3-01-12y 5-01-04 7-09-08 6-11-06 7-04-07 7-11-03 y �Ca' { GIN E�" 1-0�3-OS-OB 6-00 35-03-08 y �J� V Al^ja �/ • 44-09 Q• :9200PE ' JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK - B4 ,,dam' • Scale: 0.1445 r , WARNINGS: GENERAL NOTES, unless otherwise noted: tr 1.Builder and erection contractor should be advised of all General Notes I.This design s based only upon the parameters shown and is for an individual Q OREGON Cz, Truss: B4 and Wars before construction commences, building component.Applicability of design parameters and proper L,, 2.2s4 compression web bracing must be installed where Shawn+. incorporation of component is the responsibility of the banning designer. �L/ /1".OREGON �� T'\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y d . -�- is IM responsibility of the erector.Additional permanent bracing of Y o.and al 15 0.4.respedNely unless braced throughout their length by O A_ •T s mcontinuous sheathing such as pywoodahealhing(TC)andlor drywall(BC). �R'O• �� DATE: 2/2/2018 the overall structure is the responsibility of the building designer 3.2a Impact bridging or lateral bracing required where shown.. c 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 trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads beapplied toany componenteMare for"dry coMdion'or":. 5.CompuTrus Ms no control over and assumes no responsibility for the 8.Destgn assumes full beadng al all support shown.Shim or wedge if EXPIRES: 12-31-2019 wry fabrication,handling,shipment and installation of components. ,.Design awme,adequate drainagetfis truss,d. February 2,2018 fi.This design is furnished subject to the limitations set forth by 8.Plates Nall be located on both faces of and placed so their center TPIAN1CA in 8081,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek LISA,Inc./CompuTrus Software 7.6.8(1L)-E IS.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 49'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 OF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-11=(-1709) 9920 3-11=(-250) 252 15- 9=(-175) 268 BC: 2x9 OF #16BTR SPACED 29.0" O.C. 2- 3=(-4760) 1857 11-12=(-1471) 3940 11- 9=(-110) 469 WEBS: 2x9 DF STAND 3- 9=(-9590) 1778 12-13=(-1239) 3352 4-12=(-597) 301 LOADING 9- 5=(-3779) 1580 13-14=(-1219) 3333 12- 5=(-146) 606 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2901) 1311 19-15=(-1943) 3883 5-13=(-957) 500 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=(-2901) 1325 15-10-(-1709) 9259 13- 6=(-588) 1510 TOTAL LOAD = 92.0 PSF 7- 8=(-3799) 1582 13- 7=(-929) 489 OVERHANGS: 12.0" 0.0" 8- 9=(-9422) 1807 7-19=(-145) 575 • LL = 25 POE Ground Snow (Pg) 9-10=(-9612) 1892 19- 8=(-556) 301 8-15=(-130) 389 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) 99'- 9.0" -245/ 1879V 0/ OH 5.50" 3.01 OF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 main indforce-resisting • system and components and cladding criteria. Wind: 190 mph, h=22.9ft, TCDL=9.2,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 T T T T T T T 12 '. 12 9.00 D M-9x6 4 4.00 9.0" 6 .6( M-5x8(5) M-3x9 3.0,r .M-3x9 M-5x8(S) s 0.25" 0.25" 4 8 • r7! �r M-1.5x3 + + M-1.5x3 iir3 9 1 i rl ksi WF `v 2 11 M-9 x8 0.519 15 -*•*l0 0 -9x8 M-3x4 •,25" M-3x4 M-4x8 �{�Ep PROFF(1s M-5x8(3) M-5x8(S) ♦ GENE /� y 8-00-08 y 7-02-12 y 7-02-12 y 7-02-12 y 7-02-12 y 7-09-08 W :49621:06:"; 'vnl p� 2 1-00 44-09 r�.,g000f_ �f JOB NAME : 20545 SAGEBUILT, 1975 ASHCREEK - B5 . Scale: 0.1995 . .. _._ y WARNINGS: GENERAL NOTES, un.ssothenwise noted' C' 1.Builder anderectioncontractor should badvised of all General Notes t This design is based only upon the parameterseh d.b individual 74. A OREGON �to Truss: B5 and War taro construction building component.Applicability ofdesign w eta dig proper •(,J 2.2a4 compression web bracing must ba nstalled where shown.. t rponlion olcomponent's the n,chords of the building designer. A .. 3.Additional temporary bracing to insureistability during construction 2 Oe.pn assumes Me lop and bottom chords to be throughout braced at �O -7 y A Q is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 oz.respectively unless braced their length by s ,,,,A...,1- 2... DATE: 2/2/2018 Ins overall structure is the retall of the building designer. 2a tmpa us Nestling such as plywood required ing(TC)shoond/wn tlrywall(BC). 1v pun. ng3.2a Impact bridging or lateral bracing where shown** FR O 1 4 SEQ.: K 4 2 1 4 9 3 5 4.No load should be applied b any co ent until after all bracing and 4.Installation of euss is the responsibility of the respective contractor. 1-71 a� fasteners are complete and at no ti should any loads greater than G Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any sum ant and are saudry canddion o/aae. 5.CompuTna has no control aver arta no responsibility for the B.De.pn axmes foil bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 labrigtion,handling,shipment and in e9abon of components. cearry '. assumes February 2,2018 7. 8.This design is furnished=Meta to th Iililalons set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI.copies of Which ill be fumianed upon request. lines coincide with joint center linea. 9.Diggs indicate an of plate in inches. MiTek USA,Int./CompuTrus So re 7.6.9(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 49'- 9.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I t TC: 2x9 OF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 190 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), TOTALLOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIP 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 IHC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. 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 T 11-06-12 10-11-04 10-11-04 11-03-12 T T T T T 12 IIM-9x9 12 4.00 L 3 Q 4.00 M-3x6(5) M-3x6(5) Ilibl AM 114.1 2 'I/1/I1 4 .-i Iii 4, I .fill/.„.,F. ,,,, IM 11%, ,,,,,,.»•,,„,,,,,,,,,,,,„,.............................„,......d.,..-2 c o - M-3x6(5) M-3x6(S) 0 M-3x4 u-3x9 r cO PROF 15-03-04 14-05-08 15-00-04 ��'S�GINF&.• 1-00 94-09 '� ' •y :9200PE % JOB NAME : 20545 SAGEBUILT 1975 ASHCREEK — B6 4111111, Scale: 0.1925 .41111:67, .. , WARNINGS: GENERAL NOTES, unless otherwise noted- �”" 1 BWlderand erection r mntradcr should be advised of all General Notes I.Thisdesigncols based only upon the parametersshownand is proran lndlvldual A OREGON Ix �' Truss: B6 and Warningsbefore construction commences. bulltl ng component Applicability of design parametersand proper4, N 2.2x4 compression web braang must be installed where shown e. incorporation o,component is the responsibility of the building tlesgner 2°� �� S.Additional temporary bracing to insure starkly during construGion 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility or the erector.Additional permanent bracing of 2'o.ctitin and al I O o.c.reales as sly unless braced throughout mess lerglh by /O 41' 14t DATE: 2/2/2018 the overall Amour,ie the responsibility of bulldi dealnes continuous sheathing Srlatebac requiredwootlweresows"athing(TC)and/or tlrywall(BC). Spon dY° °9 9 3.2x Impact bridging or lateral bracing e where shown*• ill IIR I T '' SEQ.: K4 214 9 3 6 4 No load should be applied to any component until after all bracing and 4.Installation of trues Is the tee oneibusy of the respective contractor lr fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for wnmhon°or use. 5.CompuTrus has n°control over and assumes noresponsibiilyforthe 6.Deagnassumes full bearing atall supports shown.Shim orwedge l, EXPIRES: 12-31-2p1{T � n8083Sarv' fahrmanon,handling,shipment and Installation of components. 6.This design is 7.PlatesDesign allbeeadeddrainageaceso tpruss, February 2,2018 g° 1 r H.lis cilee located on terl faces of lruss,end placed so their center TPINJfCA In BCSI,copies of which will be furnished upon request lines coincide with joint center linea 9.Digits indicate Rze of plate in inches. M ITek USA,Inc.!CompuTrus Software 7,6.8(1L)-E 10 For basic connector plate desgn values see ESR-1311,ESR-I983(Miiek) Symbols Numbering System 4 General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury NMI It Dimensions are in ft-in-sixteenths. iii Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-brawn diagonal TOP CHORDS 9 g,is always required. See BCSI. � 2. Truss bracing must be designed by an engineer.For o'li16. 4 wide truss spacing,individual lateral braces themselves p maylrequire bracing,or alternative Tor I _ 2 ., p bracing should be considered. 1111114111p O O= 3, Never exceed the design loading shown and never a0 �� d stack materials on inadequately braced trusses. 0 4. ProWde copies of this truss design to the building For 4 x 2 orientation,locate c7-e c6-7 css H designer,erection supervisor,property owner and plates 0 ',� from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. 1Cut 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. PRODUCT CODE APPROVALS 9 Unl s expressly noted,this design is not applicable for PLATE SIZE 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 cam?er 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.Lum er used shall be of the species and size,and Southern Pine lumber designations are as follows: in al respects,equal to or better than that SYP represents v lpublisheds e ified. '" Indicated a ues as p i� d Gated by T symbol shown and/or by AWC in the 2005/2012 NDS bytext in the bracingsection of the SP represents ALSC approved/new values 19.Top chords must be sheathed or puffins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottem chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.1Connections not shown are the responsibility of others. 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. ■�N reaction section indicates joint number where bearings occur. 17.Instll and load vertically unless indicated otherwise. Min size shown is for crushingonly. �� , .. 41 16.Useiof green or treated lumber may pose unacceptable _� envi onmental,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 BracinMill is not sufficient. BCSI: Building Com onent Safe Information, 20.'Design assumes manufacture in accordance with Guide tGood Practice for Handling, I\J1 iTe Ice ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 1