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Plans (112) a MS1-.\� - c0 1q 401-0" tom?\C1 ` ; "CK1ctidGl ie-- ' c 1O'•6" I 2966 .... .. Y i ,> E ED _,_21._ .11 - . J1 QCT 2 2017 J 'rl � 2 ,_ .. , J2 11111 J3 ,, LDINGOIVISIUN CITY F-. .1(31\ ° J3 la J4 , a1! J5 e' _ J6 A ./ J7 J7 J8 2 ;fir A j SaaZ12 00 � J8 A J5 J4 DS J3 J2 1., • DRAG )\71112 NJ1 1 oJto lune DJs DJ8 DJ7 8:12 DJ6 F3 (9) t12 I 1 8:12 DJ4 / / a DJ3 : ` DJ2 F2 q :1z DJ1 < R•19 I Cl <rN) Alt I . ril . ',' OOF <YMI) MED� 10'x' .. a RIGHT c, DR2 21'-O f II ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 04/18/17 PLACEMENT TR USS CALCOULATIONS NLY.REFER AND I PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: a - umber DRAWINGS FOR ALL FURTHER LENNAR 3376-E SELLWOOD HORN INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN. DRAWN BY' LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING LENNAR 3376 / E SFrIE OD DESIGNER/ENGINEER OF RECORD TO COMPANY a REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 't' h jut MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-E SELLWOOD HORN 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: K3095079 thru K3095129 My license renewal date for the state of Oregon is December 31,2017. 4,i, F,ED PR Opt 4 892OOPE0 cc �r OREGON , /Q 4Y 14,2'a%. P+' April 18,2017 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. Nut MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-E SELLWOOD HORN 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: K3095079 thru K3095129 My license renewal date for the state of Washington is May 16,2019. .,BRILL B 44744$' wAsrr ,�I>, cr , Q.efl"I� iirr �+ 4, 51398 fa '� 'crsTE 1.0 April 18,2017 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-BC i LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" TC: 2x4 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x9 of #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-769) 2419 12- 3=( 0) 275 WEBS: 2x4 DF STAND SPACED 29.0" O.C. 2- 3=(-2833) 985 12-13=(-791) 2916 3-13=(-987) 138 LOADING 3- 4=(-2310) 979 13-19=(-887) 2240 13- 9=(-217) 650 TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=( 0) 0 19-15=(-887) 2240 13- 6=(-487) 301 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-1979) 911 15-16=(-819) 2916 19- 6=( 0) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1979) 911 16-10=(-812) 2919 6-15=(-487) 301 TOTAL LOAD = 92.0 PSF 7- B=( 0) 0 8-15-(-217) 650 NOTE: 2x9 BRACING AT 29"OC UON. FOR 8- 9=(-2310) 979 15- 9=(-987) 137 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2833) 985 9-16=( 0) 275 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 67 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 16.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -992/ 1727V -152/ 152H 5.50" 2.76 DF ( 625) vertical members (uon). 37'- 6.0" -442/ 1727V 0/ OH 5.50" 2.76 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 9.0" Allowed = 0.178" MAX LL DEFL = 0.161" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.358" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed - 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.110" @ 37'- 0.5" 0-06-04 Design conforms to main windforce-resisting 18-07-i1 OZ-10 18-07-11 system and components and cladding criteria. 6-10-11 6-01-09 5-02-13 0-06-04 5-02-13 6-01-04 6-10-11 T Wind: 140 mph, h=23.8ft, TCDL=4. . a -6.0, ASCE 7-10, '� ,� ,� (All Heights) E:clo , latS`RI!��s MWFRS(Dir), 12 T load durationfa.... 6.00 M x8 12 Truss designed n Q 6.00 in the plane , 42,3, a.(3r1INEr.. ()� M-4x6 M-4x6 ct- 892.00.E �� 4 6 M-5x8(5) a.. 44.111111111111 ,0, M-5x8(5) 3 0.25" y� •OREGON ,,,...44/ MFRRIt.V''se) s 6 o 12 M-3x8 13 19 15 �. EXPIRES: 1.2/31/2017 o M-1.5x3 M-3x8 0.25" 16 tel' 1 0 M-3x8 M-1,5x3 M-3x8 1 M-5x6(S) o l 3, l 1 l y l y y 6-08-15 6-01-04 5-10-13 5-10-13 6-01-04 6-08-15 1-04 37-06 1 y 1-04 q. 40 O WASp,, 4- JOB NAME : LENNAR 3376-E SELLWOOD - Alova,sale: D.1725 ��,.,,,,..--4, 0,, WARNINGS: t ' GENERAL NOTES, unless e noted. •• Truss: Al Builder and erection contractor should be advised of all General Notes This design is based Dory uponn the me parameters shown ane is bran individual and Warnings before construction commences balding component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4. tncorporaton of companentia the responsibility of the budding designer4'''', _ 3.Additional temporary bracing to insure stabil aurin 2 Design assumes the top and bottom chords to be laterally braced at a' / i dry g construction 7 o c and at 7 tl o c respectively unless bracetl throughout malt length by „r 1'.3(3 [l. Is the responsibility of the erector.Atltldlonal permanent bracing or ^ a `_, DATE: 4/18/2017 the overall structure Is the reaponsbddy or the building des continuous sheathing ater l bracing acing re aired sheathing(TC)o n/or drywali(B0) [! h' "g gaci 3.2a Impact bridging or lateral brecmgty of the where shown a �^ GisThR SEQ.: K3 0 9 5 0 7 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibddy ofine respective contractor. �?" d 3 3 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 16'U" i' TRANS I D: LINK design loads be appdetl to any component. and are for"dry condition"arras (Z 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and Installation ofcom ponenis. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center A r 118,2017 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size or plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 7 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 37-06-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-16=(-1618) 6020 3-16=( -80) 257 TC: 2x6 DF #1&BTR; 2- 3=(-6964) 1939 16-17=(-1740) 6139 16- 4=( -47) 329 2x6 DF SS T2 LOADING 3- 4=(-6901) 1959 17-18=(-2355) 7410 4-17=( -322) 113 BC: 2x6 DF SS LL = 25 PSF Ground Snow (Pg) 4- 5=(-6825) 2204 18-19=1-2507) 7829 17- 5=( -390) 1770 WEBS: 2x4 DF STAND TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 10'- 8.0" V 5- 6=( 0) 0 19-20=(-2507) 7829 17- 7=(-1972) 81 4 TC LATERAL SUPPORT <= 12"OC. SON. TC UNIF Li( 125.0)+DL( 35.0)= 160.0 PLF 10'- 8.0" TO 26'- 10.0" V 5- 7=1-6122) 2012 20-21=1-2355) 7410 7-18=( -42) 628 BC LATERAL SUPPORT 0= 12"OC. CON. TC UNIF Li( 50.0)+DL( 14.0)= 64.0 PLF 26'- 10.0" TO 37'- 6.0" V 7- 8=(-7447) 2537 21-22=(-1740) 6139 18- 8=( -584) 248 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 37'- 6.0" V 8- 9=(-7447) 2537 22-14=1-1618) 6020 19- 8=( 0) 292 9-11=(-6122) 2012 8-20=( -584) 248 TC CONC LL( 622.2)+DL( 174.21= 796.4 LBS @ 10'- 8.0" 10-11=( O) 0 20- 9=( -42) 628 NOTE: 2T9 BRACING AT E4SOC TO S. FOR 11-12=1-6825) 2204 9-21=(-1972) 814 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 622.2)+DL( 179.21= 796.4 LBS @ 26'- 10.0" 1 12-13=(-6901) 1959 1-21=( -390) 1770 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=1-6964) 1939 21-12=( -322) 112 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 14-15=) 0) 67 12-22=( -46) 330 OVERHANGS: 16.0" 16.0" 22-13=( -80) 257 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-3x4 where shown; Jts:4,12,16,18,20,22 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2, 14: Heel to plate corner = 2.25" 0'- 0.0" -1010/ 3862V -120/ 120H 5.50" 6.18 DF ( 625) 37'- 6.0" -1010/ 3862V 0/ OH 5.50" 6.18 OF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.369" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.860" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" i MAX HORIZ. LL DEFL = 0.116" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.191" @ 37'- 0.5" Design conforms ton ting system and compo. g> •. 1 _- 'a. 16-02-10 Wind: 140 mph, h=2 - ie.�' 0, 10-07-11 10-07-11 cat.2, E-7,, Ja sir), (All Height-a- r• a load d rat'. " or=1.6, „sem 3-00-03 0-05-12 ' / 4-06-03 3-07-02 3-03-11 3-10-01 Trus des'; r winnce��q CC 7f '( f '� I f 4-06-03 f 0-05112 T 3-00-03 T f in the pl. e the tre}vactiQ�L 3-10-01 3-03-11 3-0�-02 � � 1 1 1 14796.4'0# 1 1 1 4/96.40# 12 12 6.00 MSHS-9x10 6 MSHS-9x10 Q 6.00 M-4x6 M-3x8 M-4x6 10 4441 T2„ 9 OREGON �(t� 4 2 - 'BA'Ip'i4 �,' M-1.5x3 t, .t 7120315x3 M�RRi - 3 M-5x12 Ili M-5x12 r o # ' bl7 1 LI 1" ��s � EXPIRES: 12/31/2Q17 / 16 17 : 18 19 20 21 22 1 i M-4x10 0.25" M-4x10 0 MSHS-9x10(5) k 1, y y y y 1, l 1, 5-04-03 4-08 4-06-03 ' 4-02-11 4-02-11 4-06-03 4-08 5-04-03 l y ,Q y y II, 37-06 1-04 4 0�V�ASJfl>, -i'#, 1-04 ..'Cllt JOB NAME : LENNAR 3376-E SELLWOOD - AH1 ?"A 7'. Ao "PScale: 0.1725 /°r``,✓'. r� WARNINGS: GENERAL NOTES, unless otherwise noted 1 1.Balder and erection t d sh Id be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual Truss AH1 and Warnings before construct on corn-minces building component.Applicability of design parameters and proper �49 2 2x4 nom bb In mustInstalled where shown 4. corporation of components the responslblly of the building designer, ,� press bracing2 Design assumes the lop and bottom chords to be y braced at ` 5139: 'c 3.Additional temporary bracing Irl 1 tab ty during construction 7 o.c.and at 170 4respectively unless braced throughout their length by © p s the responsibility of the ere or.Addbo�I permanent bracing of continuous sheathing such as plywood shealhing(TC)andlor drywall(BC) , �'�'�-.V DATE' 4/18/2017 the o.rail structure s the re nobility yJ,'the building designer. 3 3 Impact bridging or lateral bracing required where shown++ - '��? SEK3095080 4.No load shouldube applied to a y compo lent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor v i.A`-�- 4• : fasteners complete and a o time shuld any bads greater than 5 Design assumes trusses are to be used in a non-corrosive environmentOj` des loads bee lied to an t. and are for dry condbeon"of use TRANS ID: LINK dew g applied any condess 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and...es no responsibility for the necessary. ,1 p fabrication,handling,shipment and ins elation of components. 7.Design assumes adequate drainage Is provided. April 18,2� 7 6.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 TPINVICA in BCSI,copies of Which use be famished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Sofw re 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1&BTR 1- 2=( 0) 67 2-13=(-446) 2419 12- 3=( 0) 275 SPACED 29.0" O.C. 2- 3=(-2833) 612 12-13=(-996) 2416 3-13=(-987) 186 WEBS: 2x4 DF STAND 3- 4=(-2310) 579 13-14=(-383) 2240 13- 4=( -99) 650 LOADING 4- 5=( 0) 0 14-15=(-363) 2240 13- 6=(-469) 125 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4- 6=(-1979) 565 15-16=(-488) 2416 14- 6=) 0) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1979) 565 16-10=(-486) 2419 6-15=(-468) 125 1 TOTAL LOAD = 42.0 POE 7- 8=( 0) 0 8-15=( -99) 650 8- 9=(-2310) 579 15- 9=(-487) 186 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=(-2833) 612 9-16=( 0) 275 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 67 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 16.0" 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" -252/ 1727V -151/ 15111 5.50" 2.76 OF ( 625) 37'- 6.0" -252/ 1727V 0/ OH 5.50" 2.76 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.150" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.358" @ 18'- 9.0" Allowed = 2.939" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.110" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4. a a =6.0, ASCE 7-10, (All duigtto), Encls , �at,,,2rtx�'. MWFRS(Dir), load duration fa..,-.. !N s 13-03-11 10-10-10 13-03-11 Truss designed eS '' f T ,r in the plane ' (Lb. A..� L� !�,/ 6-10-11 6-01-04 0-03-12 5-05-05 5-05-05 0-03-12 6-01-04 6-10-11 � 4, iQ T f fT f TT f44./ 'Sre('] C 12 12 CL8920.0PE f 6.00 M-4x645 T M-4x6 Q 6.00 M-3x8 re% � M-3x4 M-3x9 ,,OREGON �< 3 + + � ply- 14 2NP,,�', o r Ca ... o "" EXPIRES: 12/31/2017 1 12 13 14 8 15 16 r\1 iiM-3x8 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 1 o M-5x6(S) y b l )' y y )' 6-08-15 6-01-04 5-10-13 5-10-13 6-01-04 6-08-15 b 1 1-04 37-06 1-04y +a civ WAS14 1}?, JOB NAME : LENNAR 3376-E SELLWOOD - AH2 q �Ao , Scale: 0.1725 � a'., WARNINGS: GENERAL NOTES, unless otherwise rated, / TrussAH2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component is the responsibility of the building tleagner. _ 2 Design assumes the la / 3.Additional temporary bracing to insure stability during construction B p and bottom chords to be laterally braced al , 5139 �+�`,'�` ` Is the responsibility of the erector.Additional pemlanent bracing of 7 o.c.and alio'o c respectively unless braced throughout their length by k" DATE: 4/18/2017 the overall structure rs the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywsll(BC) '. '1' 3 Islmpactbrdgingorlateralbracingrequreerespeshown+. 960A, (r"j,� yr SEQ. : K3 0 9 5 0 81 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 Nen 5.Design assumes trusses are is be used in a nonconos ve environment, t(j .t_ : TRANS ID: LINK design loads beapplied toany component. and arefor'drycontldon erase. li T+- 5.CompuTms has no control over and assumes no responsibility for the B.Design sary.assumes full beanng al all supports shown.shim or wedge if fabrication.handling,shipment and Installation of components. ry. .1p rr�y .I 6.This design is furnished subject to the limitations set forth by 7.Design shall b es adequate drainageth to tprovs ed. Ap r)I 1 8,LO 1 7 8.Plates shall be locateds on both faces c(lruss,and placed so their center TPM/TCA 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,Inc./CompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131t,ESR-I986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 CF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-617) 2419 12- 3=( 0) 275 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2833) 798 12-13=(-619) 2416 3-13=(-487) 151 WEBS: 2x4 DF STAND 3- 4=(-2310) 784 13-14=(-622) 2240 13- 4=(-132) 650 LOADING 4- 5=( 0) 0 14-15=(-622) 2240 13- 6=(-483) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1979) 736 15-16=(-650) 2416 14- 6=( 0) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1979) 736 16-10=(-648) 2419 6-15=(-483) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-132) 650 8- 9=(-2310) 784 15- 9=(-487) 151 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2833) 798 9-16=( 0) 275 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( O) 67 I BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 16.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -348/ 1727V -151/ 151H 5.50" 2.76 DF ( 625) 37'- 6.0" -348/ 1727V 0/ OH 5.50" 2.76 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.150" @ 1B'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.358" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.008" @ 38'- 10.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 38'- 10.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.110" @ 37'- 0.5" Design conforms to main windforce-resisting ',, , system and components and cladding criteria. I Wind: 140 mph, h-23.2ft, TCDL=4.2 = =6.0, ASCE 7-10, (All Heights), Enclo , at A�' MWFRS(Dir), load duration fa.-.. r 4, 15-11-11 � 5-06-10 15-11-11 Truss designed t09b �--��l�pJ� rrs S f 1 f f T in the plane a l714.IN 6-10-11 6-01-04 1 2-11-12 2-09-05 2-09-05 2-11-12 6-01-04 6-10-11 T T T 5 q q T 'f T t� 89200 /� p C Gy 12 12 �` C71„/QC L f 6.00 M-4x 6� M-3x8 4444 M-9x6 Q6.00 4 / 5 i �� M-3x9 M-3x4 9 OREGON i\1)` M''R R1 l..\ r 1 ». 15 g 1 EXPIRES. 12/31/2017 ^ 12 I3 19 , 15 16 `ll 0 1 M-3x8 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 1 M-5x6(S) 6-08-15 6-01-04 5-10-13 5-10-13 6-01-04 6-08-15 > b 1 ), kizt 1-04 37-06 1-04 cos ` JOB NAME : LENNAR 3376-E SBL I n7OOD - AH3 , -L.'A .15 ap Ili J Scale: 0.1725 _ ;ar.-" " O .........a- WARNINGS: WARNINGS: I GENERAL NOTES, unless otherwise noted: / - Te 1.Builder and erection contractor rould•-advised of all General Notes I Thls design is based only upon the parameters shown and is for an individual - Truss: AH3 end Wamngs before construct n com edges. building componentApplicability of design parameters and proper 2.2x4 compression b br g must be stalled where shown+ -ecorporat on or component is the responsibility of the budding deAgner. o%o I py 3.Additional temporary bracing toInsure--Miry during construction 2.Oes gn assumes the top and bottom chords to be laterally braced at _ C 1398 y s the responsibility f the ctb Add eat anent bracing f z o c and at lB o c rsuch a vely unless braced throughout their length by J 7U pons Y P 9 o So impact us sheathing lateral not b plywood sheathing(TC)end/or d9no 8(BC). Q j�'G 'mp�1. DATE: 4/18/2017 the overall structurethe respirability ORA building designer. 3,Di Impact br dg ng or lateral bracing required where shown++ {N 3 u SEQ. : K3095082 4.No mad should be applied to any qt until after all bracing and 4.Installation of trusts the responsibility of the respective contractor fasteners are complete and al tib Ilme ro d any loads greater than 5.Design assumes trusses are m be orad n a non cerrotNe environment, S' :00 ANAL.- TRANS ID: LINK design loads be applied to any compon zntlarelssudrycondba orate if 5.CompuTms has no control over and as u�eos no responsibility for the a nDecessary assumes full beating at all supports shown Shim or wedge • ry 1 fabrication,handling,shipment and Inst I n of components. 7.Design assumes adequate drainage is provided. Apr1I 1 8 i 201 7 B.This design is furnished subject to the li tions set forth by B.Plates shall be located on both races of truss,and placed so their center 1 TPIANICA in SCSI,copies of which wil bdl furnished upon request. g,lines piesscoinicidde e fth joint ceninter lines ness. MITek USA,Inc./CompuTrae So' .(e 7.6.8(1 L)-E to.For basic connector plate design values see ESR-7311,ESR-1O13e(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M y ' LUMBER SPECIFICATIONS TRUSS SPAN 13'- 5.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.151-2_ BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-317) 302 2 6=(0) 0 3-4=(-114) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -29) 29 BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 444V -106/ 312H 5.50" 0.71 DF ( 625) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -263/ 477V 0/ OH 1.50" 0.61 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.2" -70/ 104V 0/ OH 1.50" 0.13 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 13'- 5.6" -26/ 57V 0/ OH 1.50" 0.09 DF ( 625) �( (PROVIDE FULL BEARING;Jts:2,6,3,4,5I 9 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 I( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.209" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.249" @ 3'- 11.0" Allowed = 0.897" 12 MAX HORIZ. LL DEFL = -0.005" @ 13'- 4.9" B.001 2 MAX HORIZ. TL DEFL = -0.005" @ 13'- 4.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. I Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,( rn (All Heights),All duration factor=1.6,Cat.2, Exp.B, MWFRS(Dir), li Truss designed for wind loads o o in the plane of the tr " .,may. ' E© PRD,�F0Ai `� 89200FE -7_,. pA OREGON ��� o 1171°117/ '- 6--- 4R R1LL O M-3x4 EXPIRES: 12/31/2017 J, y y 1 1-00 8-00 5-05-10 44 wAS -i' JOB NAME : LENNAR 3376-E SELLWOOD - AJ9 d�„VA. ,A Scale: 0.3788 .. C .. AIM WARNINGS: GENERAL NOTES, unless otherwise noted, • / Truss AJ9 1.Builder and erection contractor should be advised of all General Notes This design h based only upon the parameters shown and is for an Individual and Warnings before construction commences building component.Applicability of design parameters and proper 2.1x4 compression web bracing must be installed where shown+ Incorporation of component is the responNbilty of the building designer. Cf 3.Additional temporary bracing to)sure stability during construction 2 Design assumes the fop and bottom unless braced to be laterally braced et � (3 Is the responsibility of Na erector.Additional permanent bracing of T o.c and at t O a c respectively throughout their length by • DATE: 4/18/2017 the overall structure la the responsibility r the building des continuous sheathing such as plywood sheathing(TC)andlor drywall(80) u spons ny o 9 igner. 3 9r Impact bridging or lateral bracing required where shown++ © �GIS'I'A� , SEQ. : K3 0 9 5 0 8 3 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. ^ A 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, V V TRANS ID: LINK design loads be applied to any Ceeponeor. entlerefor"dry ben mese. 4ONA�S.CompuTrus has no control over and assumes no responsibility for the 8.recesssign assumes full bearing at all supports shown.Shim or wedge if necessary. .l fabrication,handling,shipment and installation oftOdh components. 7.Design assumes adequate drainage H providetl. April 18,2 7 8.This 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 TPIArvrtCA in SCSI,copies of which will be furnished upon request. lines coincide wkh Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For basicconnedor plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR , LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( O) 66 2-12=(-974) 5372 12- 3=( -406) 2086 17-10=(-180) 182 BC: 2x4 OF #1&BTR; SPACED 24.0" O.C. 2- 3=(-6336) 1162 12-13=)-946) 5228 3-13=(-2010) 528 2x6 of SS B1 3- 4=(-3712) 600 13-14=(-646) 3516 13- 4=( -180) 1360 WEBS: 2x4 DF STAND '.. LOADING 4- 5=( 0) 0 14-15=(-648) 3516 13- 6=( -750) 354 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4- 6=(-3180) 616 15-16=(-424) 2424 14- 6=( -74) 96 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2804) 668 16-17=(-382) 2196 6-15=(-1292) 266 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2050) 578 17-11=(-484) 2466 15- 7=( -94) 832 8- 9=(-2064) 546 7-16=(-1122) 354 LL = 25 PSF Ground Snow (Pg) 9-10=(-2704) 596 8-16=( -368) 1486 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 2282.0 LBS @ 2'- 1.5" 10-11=(-2918) 610 16- 9=( -656) 236 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-17=( -16) 428 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 OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -780/ 3899V -193/ 201H 5.50" 6.24 DF ( 625) 37'- 3.0" -241/ 1669V 0/ OH 5.50" 2.67 DF ( 625) ( 2 ) complete trusses required. J� Attach 2 ply with 3"x.131 DIA GUN nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, IL-L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.002" @ -1'- 4.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.002" @ -1'- 4.0" Allowed = 0.178" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.077" @ 14'- 8.1" Allowed = 1.817" MAX TL CREEP DEFL = -0.254" @ 14'- 8.1" Allowed = 2.422" *+ For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.029" @ 36'- 9.5" 0-03-13 MAX HORIZ. TL DEFL = 0.062" @ 36'- 9.5" + 7-11-11 1-03-13 10-05-08 17-06 Design conforms to main windforce-resisting ,( f ,� f '� system and componentsand cladding criteria. 2-01-08 5-06-06 1-00-05 5-11-10 4-09-06 5-11 5-08 5-11 ,r '1 Ti ' 'f 'f T ' T Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / 7-11-04 load duration factor=1.6, f Truss designed for w'- a 12 12 M-4x6 12 in the plane of t,.( tpp_�r.li• A� ti ts..; 6.00 6.00 8 4.0" Q 6.00 t, Co GIN f-Ve I i4-3x4 , OREGON44/ • .4,;4M4: <L715x3 i--- -- I EXPIRES: 15 16 17 "11 .. 12/31/2017 of 1/n,-3x10 130.25"9 M 3x4 0.25" M-3x4 M-3x9 to M-3x8 M-7x12(S) M-5x8(S) ,.. M-1.5x3 2282# * l y 1 * * * 2-01-08 5-06-06 1-05-14 5-06-061 5-00-14 8-09-14 8-08-02 y J * ,.c'� wfrr h. q� 1-04 37-03 ,y'11' W,i3r ''i'�j, JOB NAME : LENNAR 3376-E SL I WOOD - BH1 �% 0; Scale: 0.1687 , •Sk,°' WARNINGS: 1� GENERALNOTES, unlessotherwise noted: 1.Builder and erection contractor 4h ld•-advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: BH1 and Warnings beforect ctign building component Applicability of design parameters and proper srfir • 2 2x4 compression bbracing Mudbe'stalled where shown+ incorporation of component is the responsibility of the building designer. 11, /i'! pyo 3 Additional temporary bracing to In -:b ly during construction 2.Design assumes the lop and bottom chords to be laterally braced al r` 4,,,5139:,<, `'Sr Is the responsibility of the eredpr.Add (permanent bracing of 7o.c and al IV o.c.respectively unless braced throughout their length by y ,('�v.Z(t continuous sheathing such as plywood sheathing(TC)shown and/or drywall(BC) GIS °' „4Y DATE: 4/18/2017 the overall structuretherespdnlbilil ofthe building designer. 3.2t Impact bridging or lateral bracing required where shown++ {N _ "s No load should be applied to a"�component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor SEQ. : K3095085 4 fasteners are complete and atnbtime ehopldany loads greater than s Designaaenmeetrosaeaarembeaaetlnanenmrroeiveen environment, -4-1'$ ,,1%,...., '- - TRANS ID: LINK design loads be applied to any pompons'',',',u''''aTTTT;; and are assufor me fullbenof use. 5.CompuTrus has no control oven,,and aeeus no responsibility for the fi.Design full beanng at all supports shown.Shim or wedge if fabrication,handling,shipment end Instal tion of components. Design sary. 7.Piet ss altbelcdedooneoramagekprussea April 18,2017 0.This design is furnished subJeIX,lo the Iliil tions set forth by B.Plates shall be located on batt,faces of truss,and placed so their center l TPINV/CA in BCS),copies of which veil b furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus SoftWate 7.6.8(114-E 1 O.For basic connedor plate design values see ESR-1311,ES12-1908(MiTek) i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-759) 2411 12- 3=( 0) 219 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2828) 814 12-13=(-761) 2408 3-13=(-291) 96 WEBS: 2x9 DF STAND3- 4=(-2494) 823 13-19=(-699) 2385 13- 4=(-199) 759 LOADING 9- 5=( 0) 0 14-15=(-509) 1935 13- 6=(-706) 204 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2175) 839 15-16=(-465) 2012 14- 6=(-690) 935 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2708) 998 16-11=(-560) 2282 14- 7=(-416) 929 TOTAL LOAD= 42.0 PSF 7- 8=(-1810) 675 7-15=(-788) 447 NOTE: 2x9 BRACING AT 24"00 UON. FOR 8- 9=(-1845) 636 15- 8=(-459) 1306 LL = 25 PSF Ground Snow (Pg) 9-10=(-2990) 683 15- 9=(-652) 237 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2706) 699 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-16=( -11) 406 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 16-10=(-180) 174 OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ SIG REQUIRED SPG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -272/ 1722V -193/ 201H 5.50" 2.75 DF ( 625) 37'- 3.0" -217/ 1569V 0/ OH 5.50" 2.50 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 = 0.008" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.156" @ 11'- 11.5" Allowed = 1.817" MAX IL CREEP DEFL = -0.370" @ 11'- 11.5" Allowed = 2.422" 0-03-15 MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" ff MAX HORIZ. TL DEFL = 0.101" @ 36'- 9.5" 10-07-11 1-03-13 7-09-08 17-06 T f f f Design conforms to main windforce-resisting 5-04-13 4-10-15 1-00-05 4-03-15 3-09-02 6-00-03 5-07-07 5-10-07 system and components and cladding criteria. f f fT f T f f f T Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-07-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 M-9X6 12 Truss designed for w' a 6.00 6.00 in the plane of ��trw OA O�r�. 4.0" Q 6.00 pt 8 ,e-v( \AGIri .' s/© M-5x10 M-3x47 3.1" Q� M-5x6 M-3x4 89200PE 9� 95 6 +F AZ M-3x4 M-1.5x3 3 +, D 7 s OREGON �� / illR R 0-.°.. 1�M-3x8 M-11 25x3 10.25 14 15 16 kaki "o y p �+ M-3x8 0.25" M-4x6 to EXPIRES: 12/37/ 1317 M-5x8(5) M-5x8(S) M-3x5 l b . 1 y y y 5-03-01 4-10-15 1-09-08 7-09-08 8-09-14 8-08-02 1-09 ,I' T 3703 4 JOB NAME : LENNAR 3376-E SELLWOOD - BH2 c Scale: 0.1692 A ." m WARNINGS: GENERAL NOTES, unless otherwise noted: `i','•a 1Builder end erection contractor should be advised of all General Notes 1.This design is based only upon theparameters lers shown and is for an individual Truss: BH2 end Wam. ngs before construction commences building component.Applimmllly of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation o/component is the responsiNllty be Ste building designer. 2.Design assumes the top and bottom chorda to laterally braced at 3.Additional temporary bracing to Ade stability during construction 5139 a , is the responsibility of the erector.Additional permanent bracing of 2 o c and at 1G o c respectively unless braced throughout their length by fp. DATE: 4/18/2017 the overall structure is the responsibility of the building designercont mous sheathing such as plywood sheathing(Tc)andlor drywall(BC). %,2''' `y`'1,' 4.Na load should be applied to 3.2x Impact of hue or lateral bracing required where shown++ © .':G/S113,31' Y SEQ. : K3095086any 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 n a non corrosive environment TRANS ID: LINK design toads be applied to any component antlaretor dry conditionor"foe s QNAL 5.CompuTrus has no control over and assumes no responsibility for the 6 Des scary. as full bearing at ell supporta Macon.Shim or wedge f fabrication,handling,shipment and installation of components. necessary. pp 6.This design is Burnished subject to the limitations set forth by 7.Designassumesbeaadeduoleothlfage ispruss,an April 1V,2017 e.Plates shell be located on both faces of Truss,and placed so their center TPINVECA In SCSI,copies of which will be furnished upon request. lines coincide with join(center lines. }E 0.Diggs Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L 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 37'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1- 2=( 0) 67 2-12-(-871) 2427 12- 3=) 0) 219 2- 3=(-2628) 928 12-13=(-673) 2424 3-13=(-241) 71 BC: 2x4 DF ST5NDR 3- 4=(-2494) 950 13-14=(-854) 2417 13- 4-(-233) 759 WEBS: 2x4 DF STAND '.. LOADING 4- 5=(-2175) 938 14-15=(-608) 1947 13- 5=(-696) 247 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=( 0) 0 15-16=(-526) 2012 14- 5=(-690) 535 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2708) 1166 16-11=(-617) 2282 14- 7-(-530) 954 TOTAL LOAD = 42.0 PSF 7- 8=(-1810) 747 7-15=(-803) 524 8- 9=(-1845) 707 15- 8-(-525) 1306 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2490) 751 15- 9=(-653) 234 10-11=)-2706) 769 9-16=( -7) 407 ALL FLAT TOP CHORD AREAS NOT SHEATHED 16-10=(-180) 169 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PEE. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -326/ 1722V -200/ 209H 5.50" 2.75 DF ( 625) ** For hanger specs. - See approved plans 37'- 3.0" -247/ 1564V 0/ OH 5.50" 2.50 OF ( 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 = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.162" @ 11'- 11.5" Allowed = 1.817" MAX TL CREEP DEFL = -0.370" @ 11'- 11.5" Allowed = 2.422" MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" MAX HORIZ. TL DEFL = 0.101" @ 36'- 9.5" 19-09 17-06 Design conforms to main windforce-resisting system and components and cladding criteria. 5-04-13 / 4-10-15 1-04444)7-172-08703 3-09-02 6-00-03 5-07-07 5-10-07 1 ` ' 11 t i ,r 1 1' 1' '' Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-07-04 load duration factor=l.6, ,r Truss designed for w' ad", M-9x6 12 in the plane of t rE•* 12 I a 6.00 Co_ GIN . (/0_ 6.00 6.00 9.0" 1� �LS 3x47 33 1" �, 4?9G.OUI. E �f M-5x10 6 M-3x9 M 5x6 9 a✓ +' M-1.5x3 7 OREGON Zo M-3x9 I,I + +. D /f4, 41." ,y..r s1 • -.' .. 1 MFRR1Q,- 1 R 2 I 15 I 16 Nil o EXPIRE& 12/31/2017 Io IM-3x8 M-1125x3 10 2514 '.. M-3x8 0.25" M-4x6 to M-5x8(S) M-5x8(5) M-3x5, b b . b ) y l 5-03-01 4-10-15 1-09-08 7-09-08 8-09-14 8-08-02 y Q_ T y 37-03 `a+.:a.r 1-04 y14. Q WAS.41, 4 JOB NAME : LENNAR 3376-E SQL (WOOD - BH3op a�, opo Scale: 0.1692 -I/ WARNINGS: I GENERAL NOTES, unless otherwise noted J 1.Builder and erection contradorish Id• 6d d at all General Notes 1 This designs based only upon the parameters shown and H or an individual ,.` Truss: BH3 and warnings before conatrut on building componentApplicability of design parameters and proper ,' 2 2x4 compression web bracing to At be St II d where shown i Incorporation of component Is Mem c responsibility of the building braced 3 Additional temporary bracing lc I IIM during construction 2 Design assumes the top end bottom chords o be laterally braced al • Y1l 5139' 7 o.c and at 1C?o c respectively unless braced throughout Mer length by is the responsibility of the erect Add I permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � GISTE� DATE: 4/18/2017 the overall structure Is the responsibilit of the binding designer. 3.Zr Impact bndgrg or lateral bracing required where shown*+ C%S E K3 0 9 5 0 8 7 4.No load should be applied to arty t until after all bracing and 4. Installation of truss A the respans ibly of the respective contractor. a� : . Q• fasteners are complete and at ho time-�uld any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, v ^Q,NALV and are for"dry cond8lon of use TRANS ID• LINK design loads be l y compo e 1 8.Design assumes fun beaneg at all supports shown.Shim or wedge if _ 5.CompuTros has no control over and e- es no responsibility or the necessary. p fabrication,handling,shipment and in-al.bon of components. 7.Design assumes adequate drainage is provided. April 18,2017 8.This design Is furnished subject to the I talons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 TPI/WTCA in BEd,copies of which w II•a furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus So- re 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-t311,ESR-0985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0^ IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-1008) 2475 12- 3=( 0) 219 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-2899) 1023 12-13=(-1010) 2472 3-13=(-239) 61 3- 4=(-2517) 1050 13-19=(-1015) 2476 13- 9=(-279) 768 LOADING 4- 5=(-2196) 1027 14-15=( -749) 2000 13- 5=(-695) 300 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=( 0) 0 15-16=) -618) 2057 14- 5=(-692) 549 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-2735) 1311 16-11=( -725) 2391 14- 6=(-541) 966 TOTAL LOAD = 42.0 PSF 6- 8=(-1835) 853 6-15=(-829) 632 8- 9-(-1870) 810 15- 8=(-625) 1341 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2567) 870 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 9=(-6B3) 239 10-11=(-2802) 897 9-16=( -16) 457 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=(-290) 183 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. OVERHANGS: 16.0" 0.0" 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) M-1.5x4 or equal at non-structural 0'- 0.0" -373/ 1732V -215/ 224H 5.50" 2.77 DF ( 625) Vertical members (uon). 37'- 6.0" -287/ 1575V 0/ OH 5.50" 2.52 DF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = 0.180" @ 11'- 11.5" Allowed = 1.829" MAX TL CREEP DEFL = -0.379" @ 11'- 11.5" Allowed = 2.439" MAX HORIZ. LL DEFL = 0.062" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.104" @ 37'- 0.5" 19-09 17-09 '( Design conforms to main windforce-resisting 5-04-13 4-10-15 1-04-04 4-03-15 3-09-02 6-00-03 5-07-07 6-01-07 system and components and cladding criteria. T f f f f f f f f Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-07-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=1.6, Truss designed for w'-. a 12 12 M-4x6 12 p 6.00 in the plane of t•� �. Dr�v 6.00 /� 4.0" Q 6.00 M-3x47 B � �GINE � S/0 pA /� pct M-5x10 06 3.1' $✓ tl.Q(. L 9f M-3x9 M-5x6 9 9 J -11 /)popM-1.5x3 M-3x9 + 7OREGON �_. �� 3 0 • '116ii RILL o 100027 $ ., o 12 13 'f lq 15 WA ^+fll �rs, I.I11`IR41�. IL`1 s71{Lk}I 7, to �M-3x8 M-1.5x3 0.25" M-3x8 0.25"6 M-3x8 M-5x8(S) M-5x8(S) M-3x5 l 1 1 1 ) 1 1 5-03-01 4-10-15 1-09-08 7-09-08 8-09-14 8-11-02 1 1 `� 1-04 37-06 1 'rf . Z -._ JOB NAME : LENNAR 3376-E SELLWOOD - BH4 �wAs �} scale: 0.1677 `dr, `/e��`: '. WARNINGS: GENERAL NOTES, unless otherwise noted � Truss BH4 1.Binder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -e and Wain ngs before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility let building designer. - e7 3.Additional temporary bracing to Insure stability during construction na 2 Design assumes the top and bottom chords to be laterally braced at / ' is the responsibility of the erector.Additional permanent bracing of T o c end at 10 o c respectively unless braced throughout their length by As 13�IIi' DATE: 4/18/2017 the overall structure is the responsibility the bu ltlln tl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) +q ofg esgner. 3.2a Impact bridging or lateral bracing required where shown•• GITRW,,,' -S E Q. : K3 0 9 5 0 8 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (� � fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used n a non corrosive environment. V �W L TRANS ID: LINK design loads be applied to any component. and are far"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge i( fabrication,handling,shipment and Installation o(components. necessary p .I -. 6.This design Is furnished subject to the limitations set forth by 7.Design shall bees atleduoneoth face l&ts russen d. April 1V,2017 e.Plates small located on bath faces o/tines,and placed so their center TPIAMTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TO: 2x9 DF #1&BTRLOAD DURATION INCREASE = 1.15 1- 2=(-2516) 545 1- 8=(-412) 2139 2- 8=(-209) 192 SPACED 24.0" O.C. 2- 3=(-2289) 518 6- 9=(-285) 1820 8- 3=( -25) 429 BC: 2x4 DF STANDR I 3- 4=(-1640) 453 9-10=(-282) 1817 3- 9=(-649) 240 WEBS: 2x4 DF STAND I LOADING 4- 5=(-1640) 453 10- 7=(-415) 2119 9- 4=(-237) 1078 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2289) 518 9- 5=(-649) 240 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2516) 545 5-10=( -25) 430 TOTAL LOAD = 42.0 PSF 10- 6=(-209) 192 JT 1, 7: Heel to plate corner = 2.25" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -206/ 1470V -184/ 184H 5.50" 2.35 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 0.0" -206/ 1470V 0/ OH 5.50" 2.35 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = -0.115" @ 17'- 6.0" Allowed = 1.704" MAX TL CREEP DEFL = -0.272" @ 17'- 6.0" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.051" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.085" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 17-06 in the plane of the truss only. 17-06 1' l' 6-00 5-09 5-09 5-09 5-09 6-00 T 4 •( f T 6.00 M-4x6 Q 6.00 (� � CC PRO ts. w, LS tG GiN� / '!3.1 ,,,.._44./ 8920QPE 9f M-3x4 M-3x4 ,e d f 5 OREGON ,4, M-1.5x3 +9 )100,7-1.5x3 �• �. \ 4 MER R I t�\- M-3x8. �I!� M-3x8 - EXPIRES: 12/.31/2017' , 10 I1 ** M-3x4 �'� ��� 90.25" M-3x4 to M-5x8(S) y b l y y 8-10-08 8 .7-08 8-07-08 8-10-08 q y l 35-00 4 Q WAS1�lt>,.`.� I JOB NAME •. LENNAR 3376-E SELI 'WOOD - C4 Scale: 0.1789 if • * • WARNINGS: GENERAL NOTES, unless otherwise noted: �, `� I � 1.Builder and erection cantractod should be.dosed of all General Notes I.This design is based only upon the parameters shown ands for en individual i%... TruS$• C4 and Warnings before construction ences. building component Applicability of design parameters and proper , 2 2x4 compression web bracing sl III d where shown+ incorporation of componentisthe responslb lity of the building designer. 2 Design assumes the tap and bottom chords to be laterally braced al _ _ 51 39: f,,, 3.Additional temporary the ere t insure stability during construction 7 o c and at ea o c respectively a vely • unless braced throughout the r length by QJJ 11 JJ7 A[^3✓ is the responsibility of the ere r Add aha'permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) . G75T ^ T DATE: 4/18/2017 the overall structures the re ons bil Of the building designer. 3.D,Impact bridging or lateral bracing required where shown++ SE : K3 0 9 5 0 8 9 4.No load should be applied to a y sem•.•pent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor }� A AL'i Q. fasteners are complete and et fro shpuld any loads gree er than 5.Design assumes trusses to be use/In a non conos aenvironmen f A T% design bads be applied to any compo t and are assumes ss'mee full vasa. TRANS ID: LINK 5 CompuTlus hes no control over and s ees no responsibility for the a Design mcewa�u stall bearing tall supports shown.Shim or wedge if - fabricetion,handlng,shipmentand tion of components. 7.Design assumes adequate drainage is pnouided April 18,2017 6 This design Is furnished subject to the li Rations set forth by 6 Plates shall be located on both faces of truss,and pieced so their center TPIM/TCA in BCSI,copies of which It Ike famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,lnc./CompsTnvs So' !re 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-f 5B8(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-9=(0) 0 8C: 2x4 DF #15HTR SPACED 24.0" O.C. 2-3=(-61) 15 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -106/ 384V -7/ 55H 5.50" 0.61 DF ( 625) 1'- 9.2" -55/ 36V 0/ OH 5.50" 0.06 DF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 43V 0/ OH 1.50" 0.07 OF ( 625) 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II__ REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. IeROVIDE FULL BEARING;Jts:2,9,31 ICONS. 2: Design checked for net(-5 psi) uplift at 24 "00 spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed - 0.070" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I Truss designed for wind loads r in the plane of the truss only. 0 0 o ti / 0co 2 4� � tGINEcS'j� 1 M-3x4 c 8920,/:r E �f iiI 1.5 'i OREGON 41 y y EXPIRES:. 12/31/2017 1-09 2-00 1 RRTTy 4 WAS �'4j- JOB NAME : LENNAR 3376-E SELLWOOD - BJ1 �` ss 0 Scale: 1.0117 >, 1. �fts`� WARNINGS: GENERAL NOTES, unless otherwise noted: 1'_ t.47', Truss: BJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual b5 and Warnings before construction commencesbuilding component.Applicability of design parameters and proper - 2.2x4 compression web bracing mustheIstalledwhe,a shown Incorporation of components the responsibility of the building at /y�' /" 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the lop and botiam chords to be laterally braced alvei is the responsibility of the erector.Additional permanent bracing of 2 o c and a170'cc.respectively unless braced throughout their length by 5134 • DATE: 4/18/2017 the overall structure s the responsibility f me building tla continuous sheathing or such as plywood aired here s and/or tlrywall(BC) V Q,. apona yo g wgnci 3 2xlmpectbdtlgmgormterelbrecingrequiredwhereshown.+ 4'GxSTE ' ' SEQ.: K3 0 95 0 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss fa the responsibility of the respective contractor. (q fasteners ens complete and at no time should any loads greater than sQ3YAL Design assumes trusses are to be used In Inca non-corrosive environment, V Fl77'�A� O T TRANS ID: LINK design loads be applied to any component. and are for dry condition"afuse 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. .I .I - 5.This design is furnished subject to the limitations set forth by 7.Design sltb assumes adequate drainage Is provided. and l 1 ,20 1 7 B.Plates shall be located on both faces of Truss,and placed no their center TPIANTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 5.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1 gee(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 35-03-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-10=)-1658) 5619 10- 3=( 0) 269 14- 9=(-440) 303 2- 3=(-6455) 1856 10-11=(-1663) 5615 3-11=( -377) 137 2x4 DF 2900E Tl WE: 2x4 DF ST LOGrIuG 3- 4=(-6198) 2027 11-12=(-2428) 6723 11- 4=) -217) 1374 WEBS: 2x4 DF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 12-13=(-2222) 6029 11- 6=(-1536) 826 2x6 DF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 8.0" V 4- 6=(-5514) 1852 13-14=(-1479) 3874 6-12=( -294) 360 TC UNIF Li(. 125.0)+DL( 35.0)= 160.0 PLF 10'- 8.0" TO 35'- 3.0" V 6- 7=(-6605) 2337 12- 7=) -95) 887 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 35'- 3.0" V 7- 8=(-4733) 1702 7-13=(-2045) 904 8- 9=( -74) 86 13- 8=( -463) 2209 BC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 622.2)+DL( 174.2)- 796.4 LBS @ 10'- 8.0" 6-14=(-5015) 1901 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -936/ 3542V -91/ 197H 5.50" 5.67 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 3.0" -1390/ 3790V 0/ OH 5.50" 6.06 DF ( 625) OVERHANGS: 16.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. ) 0* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.265" @ 16'- 4.3" Allowed = 1.717" MAX TL CREEP DEFL = -0.617" @ 16'- 4.3" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.089" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.147" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, '.I Truss designed for wind loads 10-07-11 '. 24-07-05 in the plane of the f ,( ' V®K'RO,� ' T T f`` (t 5-07-11 4-06-04 0 Ou-12 5-08-10 6-02-06 6-02-06 6-OS-14 �'�` CAIN� ss/ 6.00 M-7x12 I� b.90# '� �+°'� -" ' '.1 t„��9 T T T� 79 12 M-7 x8(S) M-8x14 M-3x6 89200 P E f 5 -M-6x6 0.25" 4 ti 6 j. 7 B 9 -/ 1011° ill M-3x93 + 'yt+' OREGON M-5x12 711\/\ A /FRRIIsk-.e 71° -/ O 1 10 11, 12 a*14 EXPIRES:1 M-1.5x3 M-3X10 EXP 0.25" M-5x8 M-7x8 IRES:_ 12/310017 MSHS-9x10(5) 5-05-15 4-06-04 8-04-15 8-03-03 8-06-11 l yl-04 35-03 OVILMOZ JOB NAME : LENNAR 3376-E SELLWOOD - CH1 ;,;..---k;:, • Scale: 0.2042 ` 410.1, WARNINGS: GENERAL NOTES, unless otherwise noted. / 1 Builder and erection contractor should -advised of all General Notes 1 DM design Is based only upon the parameters shown and is for an individual „dt Truss: CH1 and Wamngs before constructionp building component.AppllceDfty of design parameters and proper r • 22x4 compression web bracing must be tied where shown it. Incorporalon of component is the responsibility of the budding designer. 3.Additional temporary bracing to Insure to Iilty during construction 2 Design assumes the top and bottom chords to be laterally braced at 51 • rw s the res siblid f the erect r Add' �gal 1 bracing f z o o and at 1 a o o respectively unless braced throughout their length by A J 1 9c,. pori y o ao�a permanen g o continuous sheathing such as plywood sheathing(TC)antlbr drywall(BC) � �1ST ' ' L DATE: 4/18/2017 the overall structure Is the re s D the building designer. 3 Zr,Impact bridging or lateral bracing required where shown++ A+ S1,'' K3095091 4 Na load should be applied to a m n nl until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ��� A--' ,h'' 4• fasteners are complete and a time Id any loads greater than 5 Design assumes trusses are to be used n a non-corrosive environment, L1 design loads be applied t y Compo- and are far"dry contlslo-of use. TRANS ID LINK 5.CampuTrus has no control over and a-' es no responsibility blithe mmm6.Design assumes full beanng al all suppo sshown.Shim or wedge if p I • fabrication,handling,shipment and ins.Il tion of components. 7.Design assumes adequate drainage is prodded. April 18,20 17 6.This design Is furnished subject to the m Eons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAVTCA in BCSI,copies of Which wi b furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus So e 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 35'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-10=(-760) 2259 10- 3=( 0) 266 14- 9-(-153) 87 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2651) 522 10-11=(-762) 2256 3-11=( -496) 196 WEBS: 2x4 DF STAND 3- 4=(-2124) 503 11-12=(-610) 1985 11- 4=( -74) 589 LOADING 4- 5=( 0) 0 12-13-(-513) 1716 11- 6=( -334) 104 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-(-1813) 484 13-14=(-346) 1090 6-12=) -226) 177 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-1914) 513 12- 7-( -95) 449 TOTAL LOAD = 42.0 PSF 7- 8-(-1331) 383 7-13-) -787) 265 8- 9=( -101) 113 13- 8-( -138) 963 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-19=(-1653) 441 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1645V -117/ 255H 5.50" 2.63 DF ( 625) 35'- 3.0" -187/ 1473V 0/ OH 5.50" 2.36 DF ( 625) ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.116" @ 13'- 3.4" Allowed = 1.717" MAX TL CREEP DEFL = -0.264" @ 13'- 3.4" Allowed - 2.289" MAX HORIZ. LL DEFL - 0.048" @ 34'- 11.5" MAX HORIZ. TL DEFL = 0.080" @ 34'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the t on. Ly....21-11-05 .013 ! R:Opes:. 6-10-11 6-01-04 0-03-12 5-02-02 5-05-14 5-05-19 5-09-06 ` '- GI N,E. 6'j� 12 6.00 1;7' M-4x6 M-5x6(S) (r 45 M-3x4 0.25 " M-4x6 M-1.5x3 57� ."Ql. L „ l y 9 -d 8 M-3 X4 /\11/\/ 4,OREGON 3 M�RR1l,�e' 10 it T 12 ,r 13 `«14 EXPIRES: 12/31/2017 to -1M-3x8 M-1.5x3 0.25" M-3x4 0.25" M-3x6 M-5x8(S) M-5x6(S) 1 1 1 1 1 1 6-08-15 6-01-04 7-05-10 7-03-14 7-07-06 1 1 1-04 35-03 1 oZ • 40 v vWAs ., JOB NAME : LENNAR 3376-E SELLWOOD - CH2 , /�s��a/y� ,,y,,� o . Scale: 0.1773 / L7` � ."^' WARNINGS: GENERAL NOTES, unless otherwlsenoted: ` fr'" dl Truss: CH2 1.Builder and erection contractor should be advised of all General Notes Thn design Is based only upon the parameters shown and Is for an Individual a and Warnings before construction commences building component.Appl cab i ty of design parameters and proper ,� 2.2a4 compression web bracing must be Instated where shown+. incorporation of component Is the responsibility of the building tleagner. - 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords be laterally braced et qdd 4:''''39 M the responsibility of the erector.Additional permanent bracing of 2 0.0 and at 10 o c respectively unless braced throughout their length by • 51398 DATE: 9/18/2017 the overall structure la therebill of building des continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). .. aponsl y o g gner. 3.2c Impact bridging or lateral bracing required where shown++ d �Gj$'j'[,�t SEQ. : K3095093 4.No load should be applied to any component until after all bracing and 4 Installation of truss the responsibility of the respective contractor. 4'49 1( 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, x'�AT - TRANS ID: LINK design loads be applied to any component. end areforrRnanddlon'o(use. 1. 5.CompuTres has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if necessary. - - fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage Is provided. April 1.d 812 7 5.This design Is furnished subject to Me limitations set forth by B.Plates shall be located on both faces of truss, ss,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198e(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR ,, LOAD DURATION INCREASE = 1.15 1- 2=(-2521) 566 1-11=(-938) 2118 2-11=(-132) 156 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2335) 543 11-12=(-395) 1918 11- 3=( -7) 336 WEBS: 2x4 DF STAND 3- 4=(-1821) 509 12-13=(-211) 1560 3-12=(-999) 189 LOADING 4- 5=( 0) 0 13-14=(-395) 1918 12- 4=( -77) 965 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 7=(-1561) 494 19-10=(-439) 2118 12- 7=(-101) 108 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 7-13=( -71) 505 TOTAL LOAD = 42.0 POE 7- 8=(-1828) 507 13- 8=(-491) 189 8- 9=(-2335) 593 8-19=( -8) 339 NOTE: 2x4 BRACING AT 29"OC UON. FOR 1 LL = 25 PSF Ground Snow (Pg) 9-10=(-2521) 567 19- 9=(-132) 156 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 ST 1, 10: Heel to plate corner = 2.25" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -199/ 1470V -161/ 1618 5.50" 2.35 DF ( 625) ** For hanger specs. - See approved plans 35'- 0.0" -199/ 1470V 0/ OH 5.50" 2.35 DF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.119" @ 19'- 3.6" Allowed = 1.709" MAX TL CREEP DEFL = -0.262" @ 19'- 3.6" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.051" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.085" @ 34'- 6.5" Design conforms to main windforce-resisting i system and components and cladding criteria. SII Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0-03-12 0-03-12 Truss designed for wind loads in the plane of the truss only. 15-08-11 3-06-10 15-08-11 5-02-07 4-11-08 5-03 3-06-10 5-03 4-11-08 5-02-07 E® v f Op' T 12 4 TT TT T T ,c���f 1GIN (�`4� , 6.00 M-4x6 6 5 M-6x6 Q 6.00 t{e' V `T r,ap f44 Q 89200PE r• M-3x4 M-3x9 3 8 p OREGON M-1.Sx3 + 111111111111111111'7-1.5x3 ' " 4,4 it1Q' �\ .+'�"..2 41,6 4 M-3x8 I,. M-3x8/ ,r, __. o • - T w '' o EXPIRES: 12/3100'17 11 12 13 14 **10 M-3x4 l 0.25" M-3x4 M-3x4 0l 0 M-5x8(S) l l i y b l 7-09-15 7-05-04 4-07-07 7-03-08 7-09-15 • 35-00 JOB NAME : LENNAR 3376-E SEL WOOD - CH3 ' - ,, /' Scale: 0.1789 .10�� 1•!' • WARNINGS: GENERAL NOTES, unless otherwdse noted - ` /7'- 1.Builder and erection contractor should• advised of all General Notes 1 This design is based only upon the parameters shown and is for an Individual Truss CH3 , and Warnings before s cti n bolding component.Applicability of design parameters and proper ..lir 2.2x4 compression web bracing must be stalled where shown+ incorporation of component is the responsibility of the building designer. _ /4" Additional temporary bracing t Ins Wily during construction 2 Design assumes the top and bottom chords to be laterally braced at 3.Add Is the responsibility(th lot Atltld alp rmanent bracing at T a c.and 8110'o c respectvely •unless braced throughout their length by 5139 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) r4t.e.p" DATE: 4/18/2017 the overall structureis thesp h bldg 1Ih balding designer. 3 2x Impact bridging or lateral bracing required where shown++ (s11 Fa �+ SEQ.: K3095094 4.No load should bappliedt p ent til fterall bracing and 4 Installation of truss is the responsibARyofterespective contractor '4494./ 6. fasteners are complete and at no time-oild any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. `ZONAL��' TRANS ID• LINK design loads be applied to any compan-re dna are for dry condition"or sae 5.CompuTms has no control over and a-F nines no responsibility for the a Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and In Ila ion of components. cey. .f p 7.Plates assumescaeduoteth drainage is truss, April 1 V,20 7 B.This design is furnished subject to the li If}tions set forth by S.Plates shall be located on both faces of truss,and placed so their center s TPIM/TCA in BCSI,copies of which will bedumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTru6 So" :re 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5= BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-259) 156 (0) 0 3-4=(-158) 0 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 30.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 432V -72/ 271H 5.50" 0.69 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 158V 0/ OH 5.50" 0.25 DF ( 625) 8'- 0.0" -306/ 558V 0/ OH 1.50" 0.71 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 4 -, (PROVIDE FULL BEARING;Jts:2,5,3I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. I 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 = -0.094" @ 10'- 6.0" Allowed = 0.250" MAX TL CREEP DEFL = -0.121" @ 10'- 6.0" Allowed = 0.333" 12 3 MAX TC PANEL LL DEFL = 0.388" @ 4'- 9.2" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.437" @ 4'- 6.1" Allowed = 0.897" 8.00 1;77 ') MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads II in the plane of the truss only. �1 taGINF _0 /Q 489200yr 7 '�OREGON �� M-3x4 MRRILL EXPI RES: 12/31/2017 ), l ), l 1-00 8-00 2-06 • • Ovals, ?, JOB NAME : LENNAR 3376-E SELLWOOD - CJ6 aopo ,A, :- Scale: ,- Scale: 0.4628 WARNINGS: GENERAL NOTES, unless otherwise noted: ems. Truss: CJ6 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ` , and Warnings before construction commencesbuilding componentApplicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ incorporation of components the responsibility of the building designer. /�'.r - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .a' Is the responsibility of the erector.Additional permanent bracing of T 0.and at 18 a c respectively unless braced throughout their length by ' 5139 DATE: 4/18/2017 Che overall structure s the reb I f building continuous sheathing such as plywood sheath ng(TC)and/or drywall(81) spons ity o the ltlln g tles igner 3 Dr Impact bridging or lateral bracing required where shown++ % -G�'3,'j',5: , 5' SEQ.: K3095095 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, r f TRANS ID: LINK design loads be applied to any component. and are for'dry condition"ri of use. "QNA� ' 5.CompuTrus has no central over end assumes no responsibility far the 6.Design assumes full bearing al all supports shown.Snim or wedge if fabrication,handlin shipment and installation of coin Decegsary. - 9. smen components. 7.Design es adequatebothi face iotprovided. and 18,2017 6.This design is furnished subject to the limitations sal forth by B.Plates shall be located on both faces of Tress,and placed so their center TPINVTCA in BCSI,ceples of which will be furnished upon request Ines coincide with joint center lines 9.Digits indicate see of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( O) 63 2-6=(0) 0 BC: 2x4 DF #1&BTR I SPACED 24.0" O.C. 2-3=(-322) 259 3-4=(-127) 48 TC LATERAL SUPPORT <= 12"00. UON. '. LOADING 4-5=( -80) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 15.2" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 446V -100/ 321H 5.50" 0.71 DF ( 625) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -247/ 468V 0/ OH 1.50" 0.60 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.6" -131/ 233V 0/ OH 1.50" 0.30 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 (PROVIDE FULL BEARING;Jts:2,6,3,41 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. CD ,1117 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 = -0.007" @ 13'- 2.8" Allowed - 0.127" MAX TL CREEP DEFL = -0.008" @ 13'- 2.8" Allowed = 0.169" MAX TC PANEL LL DEFL = 0.211" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.251" @ 3'- 11.0" Allowed = 0.897" 12 6.00MAX HORIZ. LL DEFL = -0.005" @11'- 10.9"MAX HORIZ. TL DEFL - -0.005" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), N load duration factor-1.6, Truss designed for win. n the plane of th ia�r r)4' m k! 73x4 Q 8920QPE ro pOREGON 4r@'A"q ," 14 2- lx'4.o1 EXPIRES: 12/31/2017 1-00 8-00 5-02-13 I AI' o WAs 4 - JOB NAME : LENNAR 3376-E SELLWOOD - CJ9 ....., �• O �' Scale: 0.3868 )►4-N} .-. °.� ' • WARNINGS: GENERAL NOTES, unless otherwise noted: 11;.•. 1.Builder and erection contractor should• advised of all General Notes 1.Thls design is based only upon the parameters shown ands for an Individual Truss• CJ9 and Warnings before con alrualm corn arras binding component Applicability of design parameters and proper y✓•IIl,/ 2.24 compression web bracing nWsl be tall dwhere shown incorporation of component is the responsibility of the building designer. /'I 3.Additional temporary bracing to jpsure s ability during construction 2.Design assumes the lop and bottom chords to be laterally braced at [y s the responsibility of the ereclo�ute .NI permanent bracing of T o c and at l D o.c.respectively unless braced throughout their length by 5139 a +}1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) � G".} .c,tp DATE: 4/18/2017 the overall structure is the respohs b lit•f the building designer 3 2x Impact bridging or lateral bracing required where shown++ 4 1 L'e SEQ. : K3095096 4.No load should beapplied toany,com•gent until after all bracing and 4 Installation oftruss isthe responsibility ofthe respective contractor. fasteners are complete and at nr1 time-oold any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, S`�rQNAL I design loads be applied yce p 1 and are for dry condition.of use. TRANS I D•: LINK 6 Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no controlover nitresponsib responsibility for the necessary. - fabrication handling,shipmentrindi- II ion ofcomponents 7.Design assumes adequate drainage isprovided. April 18,2017 6.This designs furnished subject to the II �'y{tons set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCSI,copies of wfllch will bit'furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus So .6e 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.5" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 73 2- 7=(-510) 2068 7- 3=( 0) 280 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-2196) 273 7- 8=(-515) 2060 3- 8=( -989) 224 3- 4=(-1200) 222 8- 9=(-302) 1084 8- 9=( 0) 469 LOADING 9- 5=) -103) 97 4- 9=(-1298) 289 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4) 2 9- 5=1 -185) 133 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 PSF OVERHANGS: 32.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -173/ 1193V -63/ 191H 5.50" 1.91 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 5.5" -102/ 857V 0/ OH 5.50" 1.37 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR 18 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc s AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. pacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.126" @ -2'- 8.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.145" @ -2'- 8.0" Allowed = 0.356" MAX LL DEFL = -0.100" @ 7'- 9.6" Allowed = 0.977" MAX TL CREEP DEFL = -0.238" @ 7'- 4.6" Allowed = 1.303" MAX HORIZ. LL DEFL = 0.026" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.043" @ 20'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 7-05 6-04-10 6-04-10 0-03-04 Truss designed for wind loads f T f f f in the plane of the truss only. 12 3.00 v M-1.5x3 4C v4GINJE-4? 63.1 14 ,. 144 ..„ 1-3x5 89200FE 9f M-5x8(S) M 0.25" I vel ou 7OREGON r o t p s 2 g SRR t�. 7 g ..q --/ -___-.. o M-3x5 M-1.5x3 0.25" M-3x5 M-5x6(S) EXPIRES:. 12/31/2017 ), 1 1 y 6-11-06 7-03-04 6-02-14 y .6 l 2-08 20-05-08 __ RRIL* -- JOB NAME : LENNAR 3376-E SELLWOOD - D2 4 = O Scale: 0.2619 t- a WARNINGS: GENERAL NOTES, unless otherwise notetl: L `L` Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Wam ngs before wnstmct'on commences building component Applicability of design parameters and proper / .2z4 compression web bracing must be installed where shown incorporation of components the responsibility of the building tleagner '�+/ 3.Additional temporary bracing to Insure stability during construchon 2 Design assumes the top and bottom unless ba to be laterally braced at ,ad 139 a [a� Is the responsibility of the erector.Atltlitonai permanent bracing or 2'o.c end at is oc respectively unless braced throughout their length by 'Y DATE: 4/18/2017 the overall structure is the responsibility Ins building designercontinuous sheathing such as plywood sheathing(Tc)and/or drynan(BE) "Y of "g ' 3 24 Impact bntlg ng or lateral bating required where snows i © s. GIS TE AAP- fasteners SE • K3095097 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility4 • 5.Designudanospedoecoenvlmn listeners are complete and at no bee should any loads greater than sesames trusses are to be used in a Iron-comosrve environment, ` ANAL - TRANS ID: LINK desgn bads be applied to any component. and are far"dry condition. use. 5.CompuTrus has no control over and assumes no responsibility for the B.Designneassumeafull bearing Oen supports Shawn.Shim or wedge it fabrication,handling,shipment and Installation of components. a ry .I .I - 6.This design is furnished subject to the limitations set forth by 7.Designsshall assumes adequate drainage a e is ruandd I H�2�1 7 8.Plates shall be located on both faces of truss,antl placetl so their center TP&ARCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTms Software 7.6.8(1 L)-E 9.Digits indicate rate of plate in Inches. 1 D.For basic connector plate design values see ES12-1311,ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS20-05-08 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 73 2-10=(-331) 3388 3-10=( -362) 226 2x4 DF 29000FR; TC: 2x4 DF 240 2- 3=(-3550) 361 10-11=(-323) 2693 10- 4=( 0) 643 E T1 BC: 2x6 DF SS LOADING 3- 9=(-3208) 236 11-12=(-398) 1141 4-11=( -932) 135 WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-1963) 438 11- 5=( -329) 254 TC UNIF ILL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 16'- 0.0" V 5- 6=( 0) 0 11- 7=( -105) 1281 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF'',LL( 100.0)+DL( 28.0)= 128.0 PLF 16'- 0.0" TO 20'- 5.5" V 5- 7=(-1893) 446 7-12=(-2128) 643 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7- 8=( -62) 75 12- 8=( -106) 87 8- 9=( 0) 0 TC CONC LL( 666.7)+DL( 186.7)= 853.3 LBS @ 16'- 0.0" NOTE: 2x4 BRACING AT 24"OC DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED I 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" -168/ 1600V -44/ 141H 5.50" 2.56 DF ( 625) OVERHANGS: 32.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 20'- 5.5" -575/ 1998V 0/ OH 5.50" 3.20 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Full height blocking is required at right bearing '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 = 0.126" @ -2'- 8.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.145" @ -2'- 8.0" Allowed = 0.356" MAX LL DEFL = -0.109" @ 8'- 4.6" Allowed = 0.977" MAX TL CREEP DEFL = -0.285" @ 8'- 4.6" Allowed = 1.303" MAX HORIZ. LL DEFL = 0.022" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.039" @ 20'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 0-09-01 0-03-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 't' load duration factor=l.6, 15-11-11 4-05-13 End vertical(s) are exposed to wind, / , 1 Truss designed for w a t�t+� 6-00-02 4-05-08 4-09 1-08-14 2-05-11 in the plane of t Irtl©TC f12 � T T f 853.30#f �'<(' IN 6:46, 19lb- 3.00 v M-5x6 .�`i . F� 6 M-4x6 M-1.5x3 /y4 QQ OPE S 7 8 9 "S. �l.f 0 V L N 0. M-3x4 IW a 4 i M-1.5x3 ' o r":0-4Y ��OREGON �__ Kt Sc 3, 0 7 ^w Y14 2°'$P4 . 2 �. ' FeR R.11..L' I 1 M-3x8 M-3x4 0.25".4 i11 M-4x6 �lz M-7x8(S) EXPIRES:_ 12/3112317 l . .j' y 8-04-10 6-08-04 5-04-10 b y 2-08 y 20-05-08 -`� ,q, 1��4'9 ivW 3 JOB NAME : LENNAR 3376-E SF�LIWOOD - DH1 /'� �f "' m 's'. Scale: 0.2761 @,xk WARNINGS: I GENERAL NOTES, unless otherwise noted: `,_'.' I Builder and erect trod sh Id be Bd ed of all General Nates 1.This design abased only upon the parameters shown and Is for enindividual `� ' Truss: DH1 and Wamings befored 5ncommences. building component.Applicability of design parameters and proper r/ 2 2x4 compression bb bracing Must 9111 tlwhere shown+ incorporation of component is the responsibility of the building designer. /4°f 3 Additional temporary bracing t In stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 51398,4,„ kp IS the res psr of dor.Add o9al permanent bracing of T a.c and al lG o c respectivey unless braced throughout their length by .� ponsi y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) frc+ DATE: 4/18/2017 the overall structure h the respkn Ibllky of the building designer. 3 2x Impact bodging or lateral bracing required where shown++ kN y 44‘4SEQ•: K3095098 4.Na load should be applied to any component until after all bracing and 4.Installation of trusss the responsibilty of the respective contractor. r_�qy fasteners are complete end al Ito time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, s`�xQNAL TJ` tlesgn loads be applied to any Icompor er{. and are for"drycondition"O use. - TRANS ID• LINK R Design assumes full bearing at all supports shown.Shim or wedge if S.CampuTrus has no control Duet'and assumes no responsibility for thenecessary. fabrication,handling,shipment and Ins silence of component s. 7.Design assumes adequate drainage is provided. April 18,20.1 17 8.This design is Nmished subject to the Im talions set forth by 8.Plates shall be located on bath faces of truss,and placed so their center • TPINWCA in BCSI,copies ofwhich nil 4 furnished upon request. lines coincide wsh joint center lines. ���J 9.Digits Indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Snfb.o re 7.6.8(1 L)E 10.For basic connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.151-2_ _ BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-199) 900 2 9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 NSF 0'- 0.0" -329/ 431V -6/ 37H 5.50" 0.69 DF ( 625) 0'- 7.9" -193/ 2B6V 0/ OH 1.50" 0.96 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,2,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" 0-08-11 MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.007" 1 f MAX TL CREEP DEFL = 0.000" @ 0'- 5.5" Allowed = 0.009" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.025" @ 3'- 3.8" Allowed = 0.339" 8.00 MAX HORIZ. LL DEFL = -0.001" @ 0'- 7.9" MAX HORIZ. TL DEFL = 0.001" @ 0'- 7.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 in the plane of the truss only. 3 i ,ikstip PR Qg�s; XJ �'• ,_44../ 8929QPE vre M-3x4 et 12_ • 4,OREGONIx. lU --";;S) ly'. 14,2-q P4:.. . y y MER R;I L\. Q' 1-00 6-00 y -.. EXPIRES: 12/31/2017 40 .�WA S JOB NAME : LENNAR 3376-E SELLWOOD - DJ1 „d►'' Scale: 0.7918 '. c% •' A,. WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss: DJl 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an Individual and Warnings before construction commences building component Applicability of design parameters and proper / ZI/ 2.2x4 compression web bracing must be Installed where shown« ncoryorat on of component Is the responsibility of the building designer. - a Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at sa3 ��' Is the responsibility or the erector.Are stability al permanent bracing of 2 00.and at 10 0.0.respectively unless braced throughout their length by 1 ,6;) DATE: 4/18/2017 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) q ,(�� 3 2x Impact bridging or lateral bracing required where shown++ GIST �` „ZY SEQ. : K3095099 4.Na load should be applied to any component until greats ng and 4.Design of truss n me responsibility of the respective contractor. 49,5•••• C fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment 4"0NA C- TRANS I D: LINK design loads be applied to any component. and are for"dry condition"g I I G+ 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,hantllin shipmentnecessary. p -. g, (edtotielimiaationsctforthnts. 7.Design assumes adequate drainage Is provided. April 18,2017 B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces cif truss,and placed so their center TPIANTCA in BCSI,copies afwhich 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(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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR , LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-53) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 295V -11/ 50H 5.50" 0.47 DF ( 625) 1'- 4.9" -80/ 101V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-05-I1 1 MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.3" Allowed = 0.074" .' 'f MAX TC PANEL TL DEFL = -0.002" @ 0'- 10.7" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.026" @ 3'- 3.8" Allowed = 0.339" 8.00 F MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 4.9" , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I1 yi. o .00 PR OFF G I N `rw v o � ->.‹.., 89200PE 1 M-3x9 7 : 4:.-.4.1,#. OREGON�� z © a4)e14 4 4 FRR11. 1-00 6-00 EXPIRES. 12L31/7017 JOB NAME : LENNAR 3376-E SELLWOOD - DJ2 Scale: 0.7168 ;„ iirj ._ L •'ft WARNINGS: GENERAL NOTES, unless otherwise noted: � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DJ2 and Warnings before construction commences building component Applicability of design parameters and proper 2.244 compression web bracing must be nsiaii dwhere shown Insorpotaton of component s the responsibility of the building designer. /'Tso 3.Addlfonaltempo temporary bracing to insure 8tabIIM during construction 2.Design assumes the top and bottom chords to be laterally braced at - • 'OP -- . 's the responsibilityf th cipr Add tonal permanent bracing of 7 o.c and at 10 o c respectively unless braced throughout their length by continuous sheathing such esplywood sheathing(TC)andlordrywall(BC) 'GIST � DATE• 4/18/2017 the overall structureI theresponsibility of the building designer. 3 2x Impact bridging or lateral'seeing required where shown w v 4.No load should be applied to any comirent until after all bracing and 4 trussInstallat on of ss is the responsibility of the respective contractor SEQ.: K 3 0 9 5101 fasteners are complete and al ne time should any mads greater than s.Geslgn assames tmaaes are m be aced n a non arroame enwronme s, 470NAL TRANS ID: LINK design mads be applied to any compo erl andare for full b of use. 5.Co mpuTrus has no control over and assulnes no responsibility for the B.neecgssaty,assumes full bearing at all supports shown Shim or wedge if ry. fabrication,handling,shipmentland in:alljtion of components. 7.Design assumes adequate drainage isvided. April 18,201 7 6.This design is furnished subject to the mations set forth by B.Plates shall be located on both faces of truss, uss,and placed so their center TPINJlCA in BCS',copies of which col I bE furnished upon request. lines coincide with joint center lines. • 9.Digits Indicate sOe of plate in inches. MiTek USA,Inc./CompuTrus 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-52) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -43/ 300V -16/ 63H 5.50" 0.4B DF ( 625) 2'- 1.9" -103/ 100V 0/ OH 1.50" 0.16 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Sts:2,3,9] 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 2-02-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 1.2" Allowed = 0.134" 12 MAX TC PANEL TL DEFL = -0.006" @ 1'- 2.9" Allowed = 0.202" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 8.00 MAX BC PANEL TL DEFL = -0.029" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 2'- 1.9" Nr MAX HORIZ. TL DEFL = 0.000" @ 2'- 1.9" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, 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 in the plane of the truss only. 0 �� ' © P �Fss -1.11MIMIMI.1.11.11.1.1111.1.1.1 1 ►= ►=4 Q 89200PE vr- M-3x4 7 ,OREGON D �� 0 ly14 fO'' - J, y 1 __ 1-00 6-00 EXPIRE& 12/31/2017 JOB NAME : LENNAR 3376-E SELLWOOD - DJ3 ,,: 3Scale: 0.7043 -...• 15 WARNINGS: GENERAL NOTES, unless otherwise noted: 4iir'i Truss: DJ3 1.Builder and erection contactor should be advised of all General Notes 7 Thls design is based only upon the parameters shown and is for an individual a and Warnings before construction commences building componentApplicability of design parameters and proper - / 2.2x4 compression web bating must be installed where shown v Incorporation o(componenl is the responsibility building tlesigner. _ 2.Design assumes the tap and bottom chords to be gterally braced at l ' 3.Additional temporary bating to insure stebBty during consiruIX on4 T o c and at 10'o c respectively 5139 is the responsibility of the erector.Additional permanent bracing of Pa y unless braced throughout their length by ^ DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)andlor drywall(SC). FI 3 2x impact bridging or lateral bracing required where shown+a SEQ. : K3 0 9 510 2 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility or the respective contactor. } fasteners are complete and at no time should any bco ads greater than 5.Design assumes trusses are to be used n a roti rrosive environment, TRANS ID: LINK design toads be applied to any ooepoeeer. and are mr"thy oontlmon'oruse. tQNd11✓ 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibillly for the fabrication,handling,shipment and Installation of components, necessary.7 _. 6.This desgn Is furnished subject to the limitations set forth by o.Design assumes b ee adeduole drainage to trues,a. April 18,2 17 S.Plates shalt be located on both faces or Truss,and placed co their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. gDigits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E . 10.For basic connector plate design values see ESR-1311,ESR-1008(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; I LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=) 0) 63 2-5=(-145) 525 5-3=(-114) 173 2-3=(-702) 162 5-6=( -33) 51 5-4=(-129) 549 2x6 DF SS T2 BC: 2x4 DF #1&BTALOADING 3-9=(-525) 139 4-6=(-555) 297 WEBS: 2x4 DF STAND I LL = 25 PSF Ground Snow (Pg) TC UNI'LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 0.0" V TC LATERAL SUPPORT 24"OC. UON. TC UNI'LL( 125.0)+DL( 35.0)= 160.0 PLF 3'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNI'LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -140/ 701V -32/ 68H 5.50" 1.12 DF ( 625) TC CONC LL( 175.0)+DL( 49.0)= 224.0 LBS @ 3'- 0.0" 6'- 0.0" -204/ 629V 0/ OH 5.50" 1.01 DF ( 625) NOTE: 2x9 BRACING AT 24"OC EON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.008" @ 3'- 0.9" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 3'- 0.9" Allowed = 0.339" 2-11-11 3-00-05 'f 42240 ' MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" 12 MAX HORIZ. TL DEFL = 0.002" @ 5'- 10.3" 8.00 F7, Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, 4 -/ End vertical(s) are exposed to wind, Truss designed for wind loads Cin the plane of the truss only. ,1 m ,_, 0 . VO PROp - , _ llitiii I �� °° $9240PE of- 5 ►316 a 1 M-3x4 M-3x6 M-1.5x3 �OREGONis.� R R;11.. 2-08-12 3-03-04 y y 1 * EXPIRES, 122/31/2017 1-00 I 6-00 BRILL • J WAS44 JOB NAME : LENNAR 3376-E SELLWOOD - DJ4 ;�' Scale: 0.6168 / ,F WARNINGS: GENERAL NOTES, unless otherw se noted �' i 1 Builder and erection contractor'sh Id se advhed of all General Notes 1 This design is based only upon the parameters shown ends for an Individual Truss: DJ4 and Warnings beforeconstruction apcea building component Applicability of design parameters and proper "� • 2 2x4 compression b bracing Must be !felled where shown Incorporation of component s the responsib lily of the building designer. /,r 3.Addtional temporary bracing t i stability during construct on 2 Design assumes the top and bottom chords to be laterally braced at 5139• '�V4 Is the res b 16 f the erector.Addil nal t bracing of 7 and et 10 o n respectively vply unless braced throughout the r length by ^ pons y permanen continuous Impactridging or such as plywoodacing sheathing(TC)reshown •drywali(BC) k104, J (71.5113 Y DATE• 4/18/2017 the overall structures the resprinsiblid r at the building designer. 3.9r Impact bridging or lateral basing required where shown e e eT 1 P,e SEQ. : K3095103 4.No load should bapplied toany cols pent until atter all bracing and 4 Installation of truss is the responsibldyofthe respective conbador _�(v, fasteners are complete and at no time luld any loads greater than 5.Design assumes trusses are to be used in a non-corrosrce environment, S+IONALS any compo ell! and are for"dry condition"of use TRANS I D• LINK design loads beapplied lau no responsibility 6.Design s umes full bearing at all supports shown.Shim or wedge if 5.Com Trus has no control over and sbin for the necessary. _ fabrication,handling,shipment and in *tieon of components. 7.Design assumes adequate drainage is provided. April 18,2017 6.This design is furnished subject to the In{lations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTCA in BCSI,copies of which w 1 by furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrue So re 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1,00 LOAD DURATION INCREASE = 1.15 1-2=( 63 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 0) 2-3=(-75)5) 60 TC LATERAL SUPPORT <= 12"01, UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 339V -27/ 91H 5.50" 0.59 DF ( 625) 3'- 7.9" -101/ 120V 0/ OH 1.50" 0.19 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 DF ( 625) LIMITED GE T E TO THE REQUIREMENTTSAOF IIBCS2015 ANDLIRCU2015 NOT BEINGAMET.L PROVIDE FULL HEARING;Jts:2,3,91 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "Co spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" 3-08-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.091" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.121" MAX TC PANEL LL DEFL = 0.013" @ 1'- 11.3" Allowed = 0.255" 12 MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.9" Allowed = 0.339" 8.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 7.9" 3 ->/ Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, 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 in the plane of the truss only. 0 0 8200FE yr . • '� O ►�9 ' 1 M-3x4 7 OREGON 44/� #® I1r,4Sq'' - '-:RR;10, �� l y 1 1-00 6-00 EXPIRE 12/3112017 9 �WAS -� JOB NAME : LENNAR 3376-E SELLWOOD - DJ5 `4., a'�SAO cfi0 Scale: 0.6293 4 WARNINGS: GENERAL NOTES, unless otherwise noted- - '�, Truss DJ5 1.Builder end erection contractor should be advised of all General Notes 1.TIM design Is based only upon the parameters shown and is for an Individual and Wam ngs before construction commences building componentApplicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown+ Incorporation of component a the responsibility of the building tlestgner. ` � _ 2.Design assumes the top and bottom chords to be laterally braced at ,a4 S.Additional temporary bracing to Insure stability construction dur ngconstructionS o.c and at 10 o c respectively unless braced throughout their length by „ 51398,„ rs DATE: 4/18/2017 is me reopens bury of ereemr.Additional permanent bracing or continuous sheathing rywal ) 4 • the overall structure k the responsibility of the building designer. g latch as acing re ahead here s and/or d u Bc 0} + � .� Q : 4.No bad should be applied to an g an 3 2x Impact bridging or lateral bracing required where shown++ .�yi 4G IS E K 3 0 9 510 4y component until after all bracing d 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, 4S QIVAL TRANS ID: LINK design loads be appled to any componen and are o dry cendrc on'o tae 5.CompuTros has no control over and assumes no responebll ty for the 6 DeeWce9✓ assumes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and Installation of components. ry' p�1 ..II • 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate on oface io Busse and 1 V�L�1 7 e.Pates shall be located both laces of trues,antl placetl so their center TPINJICA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTms Software 7.6.8(1 L)-E 9.Digits indicate ewe of Mate in Inches. 70.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTRLOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR I SPACED 24.0" O.C. 2-3=(-89) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 361V -32/ 105H 5.50" 0.58 DF ( 625) 4'- 4.9" -94/ 131V 0/ OH 1.50" 0.21 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" 9-05-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" ,( MAX TC PANEL LL DEFL = 0.028" @ 2'- 5.2" Allowed = 0.315" MAX BC PANEL TL DEFL = -0.046" @ 3'- 1.4" Allowed = 0.339" 12 _ -0.001" 8.00 3 -/ MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.9" Design conforms to main windforce-resisting �' system and components and cladding criteria. 6 Wind: 140 mph, h=l5ft, 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 I in the plane of the truss only. 0 I 1 PROF.Zi t� Ia.kJ�r l'* Ai , ....c. 892OOPE. oI amommummom t , o " CC 1 M-3X4 7 OREGON / y y j ' EXPIRE& 19/31/2017 1-00 6-00 JOB NAME : LENNAR 3376-E SELLWOOD - DJ6 b.._ it ' 1, Ao t`� Scale: 0.6019 � WARNINGS: GENERAL NOTES, unless othervnse noted ••...-- 11,17 1.Builder and erection 'should• 6dvised of all General Notes 1 This designs based only upon the parameters shown end is for an individual ��r Truss DJ6 and Warn ngs bef d tb o building component Applicability of design parameters and proper /�,I incorporationincorporationof component Is the responsibility of the building tlesigner. 2.2x4 compression web bracing Dust be inittalDd where shown i 3 Additional temporary bracing id 1 lability during construction 2 Design assumes the top and bottom chords to be laterally braced at G t 3A s the responsibility fthe ere*,Add permanent f continuous ate10 o.c.such as plyunlessbraced(TC)ad/throughout therlength). J1 3 1, pons yc do p rmanen go continuous sheath ng such as plywood sheathing(TC)antl/or tlrywall(SC) `�,.�����'�'�.� •A(`j1 DATE• 4/18/2017 the overall structure Is the respp bilk d thebuilding designer. 3 20 Impact bridging or lateral bracing required where shown•-ii ':j`�S' SE K 3 0 9 510 5 4.No load should be applied to ary net until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. �^ A�r 4• fasteners are complete and at ho time Ould any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment lj A T% design loads be applied to any compo etll. and are for"drycondition" full be d g use. TRANS ID: LINK 5.CompuTrus nloadsa Irolover and a Anes no responsibility for the 6.Oeslgnmmiceary assumes full bearing al all supports shown Shim or wedge if fabrication,handling.ah pmen9 and in Iption of components 7.Besign assumes adequate drainage Is provdetl April 18,2017 6.This design is furnished subje#to the I lotions set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMCA In SCSI.copies of which w I furnished upon requestlines coincide wkh joint center lines • 9.Dagks indicate sale of plate In inches. MiTek USA,lnc./CompuTran So *5e 7.6.8(IL)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-( _ BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 79 2-4 (0) 0 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -31/ 382V -37/ 119H 5.50" 0.61 DF ( 625) 5'- 1.9" -85/ 144V 0/ OH 1.50" 0.23 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 67V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II..,� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IrROVIDE FULL BEARING;Jts:2,3,91 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" 5-02-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" ` MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.021" MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.376" MAX TC PANEL TL DEFL = -0.067" @ 2'- 11.9" Allowed = 0.563" 12 3 -/ 8.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 1.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 1.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, 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 in the plane of the truss only. 0 : SO R©FESS 4 GINS/ 0 Q 44/, 89200PE _- s M-3X9 VCC y, , OREGON <0 `4},'" 14,2q RR1P4 • L�e' J, ), ), EXPIRES: 12/3112(117 1-00 6-00 JOB NAME : LENNAR 3376-E SELLWOOD - DJ7 -3 ,m - Scale: 0.5784 ` /� t/2`u., WARNINGS: GENERAL NOTES, unless otherwise noted' If� Truss DJ7 I.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and Is for an individual a and Warnings before construction commences building component Applicability of design parameters and proper 2.2c4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. - ;r 3.Additional temporary bracing to Insure stability during constructor 2.Design sesames the top and bottom chords to be laterally braced at ��8, py k the responsibility of the erector Additional permanent bracing of T o c and at 10'a c respectively unless braced Throughout their length by 1+a1. DATE: 4/18/2017 the overall structures the responsibility of me building tlesg7ner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) q �ydy� "Y 3 Di Impact bridging or lateral bracing required where shown+• -�T '�'�y*' SEQ.: K3 0 9 510 6 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is Na responsibility of the respective contractor. O Fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, -"Qi\ALS- TRANS I D: LINK design loads be applied to any component. and are for"dry condition"9 use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. p 7.Design assumes adequate otruss, drainage Is provided April 18,2017 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both laces of tand placed so their center TPIANTCA in BCS1,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1008(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 89 TC LATERAL SUPPORT G= 12"OC. DON. LOADING BC LATERAL SUPPORT G= 12"OC. UON. i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -34/ 902V -42/ 133H 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -75/ 159V 0/ OH 1.50" 0.25 LF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,9,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" A 5-11-11 MAX TC PANEL LL DEFL = 0.112" @ 3'- 7.2" Allowed = 0.436" f MAX TC PANEL TL DEFL = -0.114" @ 3'- 9.8" Allowed = 0.653" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 r MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 8.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 in the plane of the truss only. 0 1 o �c��� CaiN " cS0.0 0 o = 4 x OREGON441 1 M-3x4 '., � '1}"" j.4 2�� - 4 - RR;IL- �P ), ). y EXPIRES: 12/31/2017 1-00 6-00 L.q. NY WAS `7 , JOB NAME : LENNAR 3376-E SELLWOOD - DJ8 /' ^'. m '� Scale: 0.5585 � �, A WARNINGS: GENERAL NOTES, unless athenxlse noted. - - / 1.Balder and erection contractor fhould be idvsed of all General Notes 1.This design Is based only upon the parameters shown and s for an individual l _ Truss: DJ8 and Warnings before s tbn commences building component.Applicability of design parameters end proper i?{/ 2.2x4 compression bb gni Must s)aii dwhere shown Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t In ability during constructor 2.Design assumes the top and bottom chords to be laterally braced at -� r,, s the responsibility f the Add' permanent bracing of 2 o c and at 10 c c respectively unless braced throughout their length byIfF ,4, 5139:,,,1 ^"(J continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). '''GIS V DATE: 4/18/2017 the overall structurethespgns till fth building designer. 3.2i Impact bridging or lateral bracing required where shown++ #�] - SEQ. : K3095107 4.No load should bappliedto any 0 tunllaSerallbracngand 4.Installatlonoftrussutheresponsibilityoftherespectivecontrador �(�T C fasteners are complete and at in time-obid any loads greater than 5 Design assumes Trusses are to be used in a non-corrosive environment, or()NAL.- . TRANS ID: LINK design loads beapp!edtoanytemper Dedgnassumesfllbearorate 5.CompuTrus has no control over and a ui(ies no responsibility for the 8.nest full bearing at all supports shown.Shim or wedge if ecessary. fabrication,handling,shipment end In-.:Il4tion of components. 7 pesig assumes adequate drainage Is provided. 6.This design Is fumishetl subject to the I I+ations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 18,2017 TPIANTCA in SCSI.copies of which wil b,furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CornpaTrus So' ate 7.6.8(RL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 93 2 5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -45) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 8.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 396V -45/ 153H 5.50" 0.63 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) 5'- 11.7" -117/ 242V 0/ OH 1.50" 0.31 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,31 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. y VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -1 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 = -0.001" @ 6'- 8.7" Allowed = 0.072" 12 3 MAX TL CREEP DEFL = -0.001" @ 6'- 8.7" Allowed = 0.097" 8.00 MAX TC PANEL LL DEFL = 0.092" @ 3'- 4.7" Allowed = 0.436" MAX TC PANEL TL DEFL = -0.114" @ 3'- 4.8" Allowed = 0.653" '' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. 444 Q 89200PE 9r* o ,- M-3X9 -per OREGON p� �� 'o l - 14 2 $: MSRR1L\- y * * * EXPIRES: 12/31/2017 1-00 6-00 0-08-11 RRIL, ,44' JOB NAME : LENNAR 3376-E SELLWOOD - DJ9 Scale: 0.5602 -4 ©t y A:<a1111 - . WARNINGS: GENERAL NOTES, unless otherwre noted: ; - - Truss: DJ9 1.Builder and erection conbador should be advised or all General Notes 1.This design h based only upon the parameters shown and Is for an Individual e and Wammgs before construction commences building componentApplicability of design parameters and proper ,' 2.204 compress on web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. yy'r - ♦'I 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at ae(Ij� 398._ py Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at la a c respectively unless braced throughout Nair length by }' DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. continuoussheathingor aterlbacinch as g required where tlrywall(BC) 3 co Impactbsheatgarlateralbrecng dshetlwhereshown rd O 4'GIST SEQ.: K3095108 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility or the respective contractor. L} *T T 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, "QIV AL - TRANS ID: LINK design loads be applied to any component. end are for^tlryconanlar oratci 5.CompuTrus has no control over end assumes no responsibility for the -8.Oeslgn assumes full bearing at ell supports shown.Shim or wedge If - necessary. .I p ,1 .. fabrication,hantliing,shipment and installation of components. T.Design assumes adequate drainage Is provided. April I V,ZQ 17 S.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon requesttries coincide with joint center lines. 9 Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E 70.For basic connector Mate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR ,. LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3-(-176) 104 3-4-( -93) 0 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA OVERHANGS: 12.0" 17.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 379V -47/ 175H 5.50" 0.61 DF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 DF ( 625) 5'- 11.7" -169/ 350V 0/ OH 1.50" 0.45 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,31 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 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" 4 - MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 7'- 5.7" Allowed = 0.147" MAX TL CREEP DEFL = -0.016" @ 7'- 5.7" Allowed = 0.197" MAX TC PANEL LL DEFL = 0.092" @ 3'- 7.2" Allowed = 0.436" 12 MAX TC PANEL TL DEFL = -0.114" @ 3'- 4.8" Allowed = 0.653" 8.003 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" '; Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d, load duration factor=1.6, i Truss designed for wind loads in the plane of the truss only. 0 ELS PROPF c 89200PE r" I I o Eil • OREGON �� o l M-3x9 EXPIRES; 12/31/2017 ), ), l 1-00 6-00 1-05-11 I ' 4 •Tc VAS -1 JOB NAME : LENNAR 3376-E SELLWOOD - DJ100!� `1' / Scale: 0.5187 e iii'' WARNINGS: GENERAL NOTES, unless otherwise noted: '- t.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an Individual _ Truss: DJ10 and Warnings beforeconstruction commences. building component.Applicability offfdesgn parameters and proper 'o 2 2x4 compression b b gmust be IhsA lletl where shown incorporation of component la the ponsiblity of the Witting designer. / ' n 3.Additional temporary bracing toIn ability during construction 2 Design assumes the top and bottom chords to be throughouty braced at 34p by s the responsibility f thetor.Addb*permanent bracing of T continuous end at i a o c rsuch as unless bracedand/or dryeir length). we OO conmpactsshging or such asacingod sheathing(TC)hetes own.drywall(BC). Q 'GIs'I'Ei� DATE• 4/16/2017 the overall strict the spino b lny of building des goer 3.Dt Impact bridging or lateral bracing required where shown+« SEQ. : K3095109 4.No load should bappted to any cart until efiar all bracing and 4.Installation of truss is theresponsblityoftherespectivecontractor G fasteners are complete and at tib time mild any loads greater man 5.Design assumes trusses are to be used in a non corrosive environment. i'r'AL *' design loads be applied y¢ p C and are for"dry condition-of use TRANS ID LINK eapon� ry a Design assumes full bearing atall supports shown Shim or wedge if • 5.COmpuTrus has no control over and s s no bili for the necessary. - fabrcation,handling,shipmentandIn les 7.Design assumes adequate drainage is provided. April 1$,2017 6.This design Is furnished subject to the II Nations set forth by e.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which MI bq furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate is Inches. MiTek USA,Ina./CompuTrus So are 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 63 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(0) 96 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -103/ 266V -12/ 53H 5.50" 0.43 DF ( 625) 1'- 4.9" -111/ 184V 0/ OH 1.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ LLOH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 0'- 10.2" Allowed = 0.073" MAX TC PANEL TL DEFL = -0.003" @ 0'- 10.7" Allowed = 0.110" MAX BC PANEL LL DEFL = 0.010" @ 3'- 6.6" Allowed = 0.354" 1-05-10 MAX BC PANEL TL DEFL = -0.097" @ 4'- 8.2" Allowed = 0.472" f MAX HORIZ. LL DEFL = -0.000" @ 1'- 4.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 4.9" 12 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, 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 in the plane of the truss only. 3 o o /- _ T2:1 `�� g9200PE of l x4 M-3x4 OREGON <Q A. 1 <0. `4 c 14,SC1- $ '$R RIO- 6P b l ), 1-00 8-00 EXPIRES: 12/31/2017 L.9 JOB NAME : LENNAR 3376-E SELLWOOD - J1 4 wa Scale: 0.6629 ,. �,� . � " v�r, WARNINGS: GENERAL NOTES, unless otherwise noted ; 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for en individual ` Truss: J1 and Wamngs before construction commences building component.Applicability of design parameters and incorporation of coin i s the responsibility proper ,pit/ 2.2x4 compression web bracing must be nstalletl where shown+ a an component penal ty of the budding designer. - /`y'+ / 3.Atltl lienal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .a' ��+ is the responsibility of the erector.Additional permanent bracing of z o c and at 1G o c respectively unless braced throughout their length by (bill of bu Itlin tlesl continuous sheathing such as plywood sheathing(TC)and/or drywan(BC) Q apons y o 9 gner. 3 2x Impact bridgingor lateral bracing required where shown++ GIST>� DATE: 4/18/2017 the overall structure E the re SEQ. : K30 9 5113 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. tS fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 10 AL V TRANS ID: LINK design loads be applied to any component. and are or"aryeontlmon of 1Y L 5.CompuTrus has no control over and assumes no responsibility bribe 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components. ssery. - - - - 7.Design assumes adequate drainage is provided. April 1 8,201 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIAIRCA 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,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic cennedor plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by !I, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 I BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-51) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -40/ 323V -23/ 84H 5.50" 0.52 DF ( 625) 2'- 10.9" -164/ 199V 0/ OH 1.50" 0.24 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 67V 0/ OH 5.50" 0.11 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 9.2" Allowed = 0.194" MAX TC PANEL TL DEFL = -0.015" @ 1'- 7.2" Allowed = 0.292" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.119" @ 4'- 4.8" Allowed = 0.472" 2-11-10 1' MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.9" l'og2 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o o • N LEE'' � $920OPE � en o � o / ►�4 ,,,--Ali,-,-, �9OREGON p, ,44, 'FRRIh+, * > y EXPIRES: 12/31/2017 1-00 8-00 4 - .v was n ), JOB NAME : LENNAR 3376-E SELLWOOD - J2 ice jam' ,. • ; ,P Scale: 0.5999 �� A WARNINGS: GENERAL NOTES, unless otherwise noted: Wim,-' 1.Builder and erection t ctor Would be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J2 and Warnings before s Ion co rices building component.AppllcabNty of design parameters and proper 2.204 compression blare bracing be stalledwhere shown incorporation of component Is t 7/o responsibility of the budding designer. - /Y{"'r 3.Additional lemporerybracing t ihsu tllityd Ing construction 2 Design assumes the top and bottom chords to be laterally braced at � s the responsibility f the erector.AtltlR �I permanent bracing of T o c and al 10 a c respectively unless braced throughout their length by 3139 a "[yJ continuous sheathing such as plywood sheathing(TC)andlnr drywati(BC) O4,,5139:_4, 't 5JSI.139 DATE: 4/18/2017 the overall structurethe f theb idmg designer. 3 2:(Impact bndging or lateral bracmg required where shown++ 4.No load should be ppl d t y component until after all bracing and 4 W Installation of es Is the responsibilityno fretor. SEQ. : K3095114 fasteners are complete and atnotime should any madsgreater than s Design asemestrusses are tobeused maneneamoaveenvronment, S'40NA��'+ design wags be applied to any component.,'. and are for"drycondition"of use. TRANS ID: LINK 5.CompuT us has no control over antl essu es no reapons bility forthe 8 Design assumes full bearing at all swoons shown Shim or wedge if Ip fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 18,2017 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPITh?CA In BCSI,copies of which will belfumished upon request. lines coincide with joint center lines. a 9 Digits Indicate sea of plate in inches. MiTek USA,Ino./CompuTrus 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: Larry M a LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 79 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 379V -35/ 1140 5.50" 0.60 DF ( 625) 9'- 4.9" -159/ 164V 0/ OH 1.50" 0.26 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Desi.n checked for net -5 .sf u.lift at 29 "oc satin.. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.154" MAX BC PANEL LL DEFL = -0.022" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.152" @ 4'- 1.4" Allowed = 0.472" -05-10 MAX BC PANEL TL DEFL = -0.029" @ 4'- 8.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 4.9" 8.00 1773 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. M O �� 3 PRo,�Fss. 444 '9 `� 89200PE r- , -- o 1 M-3x4 7 ,OREGON�� �4, /� Y^ 14 0 P4. eRRIL�- 1- ), y EXPIRES: 12/31/2017 1-00 8-00 4q' J ' cie WAST �t , JOB NAME : LENNAR 3376-E SELLWOOD - J3 r4-, ,� ,e,,,,,Scale: 0.5799 1..''0#., WARNINGS: GENERAL NOTES, unless otherwise noted: !I `. / •••• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual construction commences. building component AppiApplicabilityof design parameters and proper jam/ Truss: J3 and Warnings before 2.2x4 compression web bracing must be Installed where shown Incorporation of component is the responelbilty of the building deelgner. - /�"r(%rft - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al aQ Is the respons b Illy of the erector.Additional permanent bracing of 7 o c.and al 1 G o c respectively unless braced throughout their length by .0 ,A4 5139' conrnuous sheathing such as plywood sheathing(TC)and/or drywall(EIC) - DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. 3 24 Impact bridging or lateral bracing required where shown++ # 1,was 4.Na load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. SEQ. : K3095115 ai'((qq ' listeners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used nanon-corrosive environment, �}_ZOgxTAT design ds beapplied to an M. and are for dry condition"of use. "'WAIN' TRANS ID: LINK 5.CompuT us has nocontrolover and assumes no responsibility for the 6.Design assumes 11 bearing at all suppods shown.Shim or wedge if sry. fabrication,handling,shipment and installation of components. 7.Designassumesbesaded on drainagetIs provided. April I8,2017 6.This design Is famished subject to the limitations set forth by e.Plates shall be totaled on both faces of buss,and placed so their center TPIANrCA In 8C51,copies of which will be furnished upon request lines coincide with joint center lines. 9 DIgis Indicate size of plate in inches. MITek USA,IRC./CompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR i, LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR 'I SPACED 24.0" O.C. 2-3=(-114) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -33/ 422V -46/ 146H 5.50" 0.67 DF ( 625) 5'- 10.9" -143/ 186V 0/ OH 1.50" 0.30 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2 3 4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. i BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" 5-11-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed 0.105" '1' MAX TC PANEL LL DEFL = 0.120" @ 3'- 2.1" Allowed = 0.435" 3 -7 MAX BC PANEL TL DEFL = -0.182" @ 4'- 1.4" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 8.00 17 MAX'' HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, 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 m in the plane of the truss only. 0 1 i - 0:0PRO, s -17 Q 89200PE r. 7 /- W ►-� O+,REGON lU l M-3x9 ` 14 t . P4 ., -ERRIO-$ EXPIRES: 12/31/2017 1-00 8-00 I . ,TLRt,L, .0 .v WAs 1-7,T; JOB NAME : LENNAR 3376-E SELLWOOD - J4 , 0 iiii5; ',* `0 Scale: 0.5499 1 ps;1 1 Q A WARNINGS: II GENERAL NOTES, unlessofherwise noted: 47 1.Builder and erection aontrador should be advised dad General Notes 1.This design k based only upon the parameters shown and is for an Individual a Truss: J4 and Warnings before construction commences. building component Applicability of design parameters and proper99f7/ 2.2c4 compression web bracing mud be stabil d here shown+, incorporation otcomponen1 is the responsibility of the building designer. - /y'r I 3.Addtlanai temporary bracing to ns arability during construction 2 Design assumes the lop and bottom chords to be laterally braced et is the responsibility of the erector.AddNe I permanent bracing of Z o c and at 10.o c respect very unless braced throughout their length byl'4‘'4'412114,0) DATE: 4/18/2017 the overall structure the aAdd of the buddingt br net 20 itnp us sheathing such as plywood sheathing(TC)and/or drywall(BC) sP Y 9 3.2x Impact bridging or lateral bracing required where shown++ S E 9,3 0 9 5116 4.No load should be applied to any component until after all bracing and 4.Installation or truss Is the responsibility of the respective contractor. (• � 4'' fasteners are complete and at no time uld any toads greater than 5 Desgn assumes trusses are to be used'n anan-mnoslve environment �V,tOr'AT S- desgnl�adsbeappletltoanycOmpon and are far dry condition`of use lY L TRANS ID: LINK 6 5.CompuTrus has no control over and ass me reapana bniry for the Design assumes full bearing at all supports shown Shim or wedge It ssary. fabrication,handling,shipment and in talon of components. 7.Design assumes adequate drainage Isof n April ��20 7 6.This design Is furnished subject to the li ibtions set farm by B.Plates shall be located on both faces of truss,and placed so their canter TPI/WTCA in SCSI,copies of which will afurnished upon request. lines coincide with loins center lines. '^ 9.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrus So re 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(Milak) This design prepared from computer input by PACIFIC LUMBER: Larry M . LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-146) 117 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -38/ 466V -58/ 177H 5.50" 0.75 IF ( 625) 7'- 9.9" -123/ 209V 0/ OH 1.50" 0.33 DF ( 625) LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 97V 0/ II__OH 5.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,9I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacinq. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 7-05-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" ,r ` MAX TC PANEL LL DEFL - 0.283" @ 4'- 5.6" Allowed = 0.556" 3 MAX TC PANEL TL DEFL = -0.337" @ 4'- 2.6" Allowed - 0.833" MAX HORIZ. LL DEFL - -0.001" @ 7'- 4.9" 12 0MAX HORIZ. TL DEFL = -0.001" @ 7'- 9.9" 8.00 17, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 in the plane of the truss only. m o , ' PRO :, , JGINE;zi 0 `,' 89200PE pv pOREGON D1 A..4/cc 15 R}x 4 11-3x4 'il ER IR11,.x- k EXPIRES: 12131/2Q17 b l y 1-00 8-00 VaRRILZ VsTJOB NAME : LENNAR 3376-E SELLWOOD - J5 • ' fes/��,�_ w �. Scale: 0.9879 $111111")..,Pi„.(i:.,i�®WARNINGS: GENERAL NOTES, unless otherwise noted: i, _ � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual - `t Truss: J5 and Wamngs before construction commences building component.Applicability of design parameters and proper / • incorporation of component s the responsibility ohne building deal �/ 2.294 compression web bracing must be installed where shown+. r g goer. /�'' - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom ass ds to be laterally braced at -ed C is the responsibility of the erector.Additional permanent bracing of T o.c,and at IS o c respectively unless braced throughout their length by 5 j�� DATE: 4/18/2017 the overall structure s the responsibility f the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(00) Q -+.:CT p apona y o g gner. 3 20 Impact bridging or lateral bracing required where shown++ .. SEQ.: K3095117 4.No load should be applied to any component until after all bracing and 4.Installation oflmssisthe responsibility ofthe respective contractor aS ��}� fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-concave environment, 'rONM+ designloads baapplied to ancomponent. antl are for'dry full of use TRANS ID: LINK 5.carma has ncontrol over and assumes no ns B.Design assumes NB bearing at all supports shown Shim or wedged puponvbiliN for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 1 8,20 q 1 7 6.This 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 TPIPVTCA in BC SI,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./CompuTrcs 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-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-12=(-95) 466 3-12=(-184) 174 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-613) 195 12-13=(-32) 177 12- 4=) 0) 105 WEBS: 2x4 DF STAND 3- 4=(-427) 165 13-14=(-32) 177 12- 6=( -31) 260 LOADING 4- 5=( 0) 0 14-10=(-74) 88 6-14=(-555) 199 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-304) 177 8-14=(-274) 105 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- B=( -45) 166 14- 9=(-254) 197 TOTAL LOAD= 42.0 POE 7- 8=( 0) 0 8- 9=( -76) 247 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-162) 110 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 63 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -116/ 651V -120/ 120H 5.50" 1.04 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 10'- 2.5" 0/ 91V 0/ OH 129.50" 0.15 DF ( 625) 13'- 9.5" -176/ 987V 0/ OH 129.50" 1.58 DE ( 625) Unbalanced live loads have been 21'- 0.0" -65/ 331V 0/ OH 129.50" 0.53 DF ( 625) considered for this design. _____„ IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = -0.008" @ 7'- 5.6" Allowed = 0.487" MAX LL DEFL = -0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.7" Allowed = 0.424" 7-06 6-00 7-06 MAX HORIZ. LL DEFL = 0.004" @ 20'- 9.6" fMAX HORIZ. TL DEFL = 0.006" @ 20'- 9.6" 3-11-06 3-04-14 3-00-11 3-02-13 3-04-10 4-11-10 f ' T I i T '1 '1 '1' Design conforms to main windforce-resistingn 12 li 12 system and components a - . criteria. 8.00 1i Q M-4X6 M-4x6 mp6.00 Wind: 140 h, h=21.7f.- 2, �ar - 7-10, 45 M-3x4 7 (All Heights) ' , C - . ^ •S(Dir), M-3x5 load durat�o afat•r4 GI A? /0 M-3x5 6 Tru desig `f 4. Dads M-3x5 40 Ato M-1,5x4 in the pia QQ4q--. a truss only. CC � M-3X5 M-2.5x4 o equ- at no8920tOR Eriagonal role s M-1.5x3 �' i M-1.5x3 Truss designed for 4x2 outlookers. 2x4 let-ins g 9 M-3X5 of the same size and grade as structural top oho ure tight fit at each end o '.� Outl'ojrrt� must be cut with care and r� '� s�tG �a n M-1.5x9 perms at in h ca s on .� M-3x5 C(4 ,,,, 4 ra+, D r s- (y P (---- I ..._. .. .. ►r 0 1 ~ 12 i 1 I M-3x9 M-4x81 13 0.25" 14' 1 p + M-5x12(S) M-3x4 EXPIRES.: 1 2/3112017 J, l l l 1 7-02-08 3-1;16-15 3-00-01 7-02-08 ; ,1 u J. . 1-00 21-00 1-00 'o"'p7?TT'r WAs JOB NAME : LENNAR 3376-E SELLWOOD - F1 r- 0. Scale: 0.25e4 -1161 �E . WARNINGS: GENERAL NOTES, unless otherwise noted: !- , 1.Builder and erection contractor Ahold he advised of all General Notes t.This designs based only upon the parameters shown and is for anndivdual 1' Truss: Fl and Warnings before mnstructidn commences. building component.Applicability of design parameters and proper �► 2.2x4 compression web bracing rtjust be Metalled here shown. Incorpotat on of component Is the responsibility of the budding designer. / / 3.Additional temporary bracing to 1$1 ly during construction 2 Design assumes the top end bottom chords to be laterally breed al !1^ax a Insure 2...c and at 10 o c.respectively unless braced throughout their length by },5 39 ��"') N the responsibility of the erectsyI Addilb 441p anent bracing of continuous sheathing such as plywood sheathing(TC)andror drywall(BC) © 'i4,Gam's. DATE: 4/18/2017 the overall structure is the respolisib bty f tin building des gner 3.2x Impact bridging or lateral bracing required where shown e e Iso l:!<u. 4.No load should be applied to an c pt mint until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r .6 SEQ. : K3095118 asenersare mmpl t and t nems old any loads greater man 5 Desassumes trusses are to be used'n anonconosveenvronment, ^ONA "^ design loads be appliedt y ponenil and are for dry conddion'of use TRANS ID: LINK s.comparrne neon enrol over saes rtes responsibility for me 6 Design assumes full bearing at all supports shown Shim or wedge if fabrication.handling,shipment and instal n of components. necessary. trim 7.Design assumes allb adequate drainage is truss, April 18,2017 0.This design is furnished subject to the li nitjrtions set forth by B.Plates shall be located on both faces of truss,and placed m their center TPIMRCA 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(1 L)-E 10.For basic connector plate design values see 858-1311,ESR-1988(Mitek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DF #{1&BTR SPACED 24.0" O.C. 2-3=(-175) 130 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3-4=( -61) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -99/ 473V -66/ 220H 5.50" 0.76 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 160V 0/ OH 5.50" 0.26 DF ( 625) 8'- 0.0" -160/ 331V 0/ OH 1.50" 0.42 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 4 -/ (PROVIDE FULL BEARING;Jts:2,5,3 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 3 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 = -0.002" @ 8'- 11.6" Allowed = 0.097" 12 �,' MAX TL CREEP DEFL = -0.003" @ 8'- 11.6" Allowed = 0.129" 8.00 MAX TC PANEL LL DEFL = 0.388" @ 4'- 9.2" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.437" @ 4'- 6.1" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. �� GIN �-s'�O 89200PE 9r 0 5► -� �O REGON��Itri �� M-3x9 Y 1QjrX°t v'!'^,. MERR;1 L' 'el . y y 1 l EXPIRES: 12/31/2017 1-00 8-00 0-11-10 JOB NAME : LENNAR 3376-E SELLWOOD - J6 W'op vwAsa`t Scale: 0.5114 s WARNINGS: GENERAL NOTES, unless otherwise noted: �/40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ` Truss: J6 and Warnings before construction commences building component.Applicability of design parameters and proper y 2.2x4 compression wpb bracing moat be installed where shown ncorporation of component la the responsib lig of the building designer. iv - 3.Additional temporarybracingto Insure stability during2.Design assumes the top and bottom chorda to be laterally braced at ,q;� . M construction7 o c and at IC/o.crespectNey unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(RC) Q A, DATE: 4/18/2017 the overall structure s the respons b lW of the building designer p bridging or lateral bracing required where shown++ � y' } T 3 2x Impact brld In SEQ.: K3095119 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. r 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, s r�NAL TRANS ID: LINK design loads be applied to any componentand are for dry conditionof use. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing al all supports shown.Shim or wedge It fabrication,handling.shipment and installation of components. necessary. 7.DesigPlates assumes adequate donborelnageIs truss. April 18,2017 E.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of(mss,and placed so their center TPIM/TCA In BCS(,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9.Digits indicate she of plate in inches. P ( ) 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ',, TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2-11=(-257) 881 3-11=(-229) 217 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1167) 376 11-12=( -69) 700 11- 4=( -93) 265 WEBS: 2x4 DF STAND 3- 4=( -929) 348 12- 9=(-242) 882 11- 7=( -72) 76 LOADING 4- 5-( 0) 0 7-12=( -56) 262 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=( -702) 353 12- 8=(-228) 216 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=( -934) 350 8- 9=(-1166) 375 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 63 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -153/ 996V -149/ 149H 5.50" 1.59 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 0.0" -153/ 996V 0/ OH 5.50" 1.59 DF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = -0.025" @ 11'- 11.1" Allowed = 1.004" MAX LL DEFL = -0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.072" @ 4'- 5.9" Allowed = 0.557" 9-062-00 9-06 MAX HORIZ. LL DEFL = 0.014" @ 20'- 6.5" A f A 1' MAX HORIZ. TL DEFL = 0.022" @ 20'- 6.5" 9-11-07 9-09-13 2-03-08 9-09-19 4-11-06 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-9x6 M-7x8 Q8.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 I 45 6 (All Heights), Enclosed, C ..2 Exp.B, MWFRS(Dir), load duration facto '� � Truss designed f • 10R.©Pe in the plane 4 s 61 6->o j �¢ 1.5x3 M-1.5x3 „_.14.., '8�/21,10! E r- 3 3 •aioloiiiiiiiiii iiii 1°1111111 N1 7 OREGON lrf� IA '� M�RR11,�� of 1 - 11 0.25"12 '9 D of o M-3x4 C C�+ M-3x8M-5x6(5) M-3x9 EXPIRES: 12/31/2017 J, 1 1, 1 9-02-08 ', 2-08-12 9-00-12 1 ,i. .• 1 1-00 21-00 1-00 OVARIL qq,., • 4440 Q i:As v`'t' JOB NAME : LENNAR 3376-E SEL I �n100D - F2 Scale: 0.2707 4� � 3 t79 WARNINGS: GENERAL NOTES, unless otherwise noted ,�I�- 1.Builder and erection contractor�ho Itl•-9d Ised of all General Notes 1.This designisbased only upon the parameters shown and pate,an Individual Truss: F2 and Wamngs before censlmctq tom apces balding component.Applicability of design parameters and proper �� • 2 214 compression web bracing ust be ¢Iletl where shown�. incorporation of component is the responsibility of the building designer. ,/ 3.Addrtonaltemporary bracing tonsure adlityduring mcelruction 2.Desgnassumesthetopendbodomchordstobalaterallybracetlat 14 5139 fav s the responsibility of file erectajr.Adtl2•nal permanent bracing of T o c and at f Co.e c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(13c) 0 ''r4b �V c • DATE: 4/18/2017 the overall structure s the respohs b lily of the building designer. 3,a Impact bridging or lateral bracing required where shown v< SEQ. : K3095120 4.No load souk be applied t an?co tuntil Ser all bracing and 4.Installation or truss the responsibility of the respective contractor fasteners a complete and at n Q h uld y ads greater than 5.Design assumes trusses are to be used n a non corrosive environment NAL+' TRANS ID LINK desgnloadsbeappledtoanyQomp and are for"dry fullben areae 5.CompuTms has no central aver and asales no responsibility for the 8.Designnassumes bearing at aft supports shown Shim or wedge I/ fabrication,handling,shipment 4nd Inst lla<lon of components. ry. 7.Plat ss allbesadedoneothfagelo trussed. April 18,2017 6.This design Is furnished subject Yo the li i®bons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which wit ba furnished upon request. lines coincide with joint center lines. 9 Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrus He We 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: Larry M 4 LUMBER SPECIFICATIONS TRUSS SPAN 10'- 5.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5-(0) 0 BC: 2x4 DF #l&BTR SPACED 24.0" O.C. 2-3=(-231) 216 3-4-(-112) 44 TC LATERAL SUPPORT G- 12"OC. UON. LOADING BC LATERAL SUPPORT K- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 443V -82/ 242H 5.50" 0.71 DF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -247/ 474V 0/ OH 1.50" 0.61 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10'- 5.6" -42/ 12V 0/ OH 1.50" 0.02 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 -/ IPAOVIDE FULL BEARING;Jts:2,5,3,91 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 0 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 'I MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.307" @ 3'- 10.7" Allowed = 0.598" MAX TC PANEL TL DEFL - -0.246" @ 3'- 11.0" Allowed = 0.897" 12 3 MAX HORIZ. LL DEFL - -0.003" @ 7'- 11.2" 8.00 V MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor-1.6, o Truss designed for wind loads d, in the plane of the truss only. 0 ` NGI NE',. sv ct 89200PE 9f o OREGON �4, l o M-3x4 M RR I1..'- EXPIRES: 12/31/2017 ), ,1 l /- 1-00 1-00 8-00 2-05-10 140 L JOB NAME : LENNAR 3376-E SELLWOOD - J7 Scale: 0.4519 �' /ra-:� o WARNINGS: GENERAL NOTES, unless otherwise noted: I 111111. t�sv 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J7 and Warnings before constructon commences bolding component Applicability of design parameters and proper incorporation or component lame responsibility Done building aass�ar. /y 2.2x4 compression web bracing must be installed where shown 'a r 2.Design assumes the top and bottom chords to be laterally braced at ell a Additional temporary bracing to insure stability during construction C 9 - ': is the responsibility or the erector.Additional permanent bracing of • T o i and at ea10's c rsuch as plywood unless braced(TC)and/or their length by ` 51�9 s ,r.:? contpactsshgor stenlbacing required here sand/or dryno ll(BC) Q DATE: 4/18/2017 the overall structure Is the responsibility or the building designer. 3 2a Impact bridging or lateral bracing required where shown+* YTS +������� 4.No load should be applied to any component until after all bracing and 4 Installation of truss le the responsibility of the respective contractor. 'C` �: SEQ. : K3 0 9 5121 fasteners are complete and at no bee should any loads greater man 5 Design assumes trusses are to be used In a non-corrosive environment, �1 TRANS ID LINK design loads be applied to any component. and are for"dry condition"o/use. srQNt�j+T 5.CompuTms has no control over and assumes no responsibility for the B.Design sesames lull beadig at all supports shown Shim or wedge If fabrication,handling,shipmentponen ry. p ,t ao the limitationslalioocomponents. 7.Design belcdeduoleoth tete Is truss,san April �8,2�17 8.ThIs design is famished subject to the set forth by S.Plates shall be located on both laces of and placed so their center TPIANICA 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,Ina./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.0" ICOND. 2: Design checked for net(-5 ps f) uplift at 29 "oc spacing. I TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF p1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT G= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, 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=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. K-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. , 5-Q9 5-04 1 4 Q 12 12 8.00 p IIM-9x9 Q H.00 3 lill . ' ,In PR.O ., o "I. ` $92II OPE 9f sriiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii Q cr MI 1y Q 1 "94 40,OREGON �RR10-6 M-3x4 M-3x4 y y y y EXPIRES: 1 2/31/2017 1-00 '.. 10-08 1-00 4 4 dv wAs; , JOB NAME : LENNAR 3376—E SE'�LLWOOD — El G. '�"., Scale: 0.5373 __� ,�i;litre k..a • nv WARNINGS: GENERAL NOTES, unless othese noted I.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an Individual a �., Truss: El and Warnings before construction commences bu Itling component.Applicability of design parameters and proper .C4 2.2x4 compression web bracing must be Installed where shown+. incorporation of component ache responsibility on the building designer. / "I 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top and bottom chords to be ty braced al J�.l C 39 is the responsibility of the erector.Additional permanent bracing of 7 o i and at f O hin respectively Maty unless braced throughout tr eirdry length by A J 1 J 7 a q +�j DATE: 4/18/2017 the overall structure is the responsibilityr me bu to n designer. continuous sheathing sato as bracing required sheath here s and/or drywaii(BC) Q Tr y .x.��}+y�1' o 9 H 3.2x Impact bridging or lateral requred where shown++ ' '. kyg-q 1'-" S E K3 0 9 512 2 4 No bad should be applied toany component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. {e 7�� �11� 4 fasteners are completed t time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, �QrYA�^ TRANS ID: LINK design loads be appliedt y panebt. and are for"tlry condition..of use Y 5.CompuTrus has no control over rind assymes no responsbliy for the fi.Designassumes full bearing at all supports shown Shim or wedge if fabrication,handling,shipment arid installation of components. necessary. ,1 p ,1 pmen posey T.Plates Design be satled an both face is provided April 18,2017 6.This design is famished subject to the II Rations set forth by 8.Pieles shall be located an both faces of truss,and placed so their center TPIANrCA in SCSI,copies of which will e furnished upon request. lines coincide with joint centerlines. g.DIg5s Indicate size of plate in inches. MITek USA,Ina./CompaTrus,,Softwatr®7.6.8(1 L)-E 10.For basic connector plate design values see ESR-13t1,ESR-7988(MiTek) I 1 , • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- B=(-134) 950 3- 8=(-275) 238 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1194) 272 8- 9=( -73) 618 8- 4=(-139) 491 WEBS: 2x4 OF STAND 3- 4=(-1051) 329 9- 6=(-162) 902 4- 9=(-139) 491 LOADING 4- 5=(-1051) 329 9- 5=(-275) 238 TC LATERAL SUPPORT <= 12"01. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1194) 272 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 TOTAL LOAD = 42.0 POE OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -157/ 996V -168/ 168H 5.50" 1.59 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 21'- 0.0" -157/ 996V 0/ OH 5.50" 1.59 DF ( 625) I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = -0.027" @ 13'- 10.4" Allowed = 1.004" MAX TL CREEP DEFL = -0.064" @ 13'- 10.4" Allowed = 1.339" MAX LL DEFL = -0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" 10-06 10-06 MAX HORIZ. LL DEFL = 0.013" @ 20'- 6.5" 1' MAX HORIZ. TL DEFL = 0.020" @ 20'- 6.5" 5-05-07 5-00-09 5-00-09 5-05-07 '1' T T T '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 6.00 Q 8.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -f;( load duration factor=l.6, ftTruss designed for wind loads in the plane of the truss only. ,,��CFC* INC /a M-1.5x3 1805" 9 �6 7 1 ,7, 3x4 M-3x4 M-3x9 0 M-5x6(3) EXPIRES:. 1213.1/2017 b l l l 7-01-10 6-08-12 7-01-10 l b ). ,J. 1-00 21-00 1-00 1 'z1tt ,gg,�.. 44 oV WAS *i>, j - , JOB NAME : LENNAR 3376-E SELLWOOD - F3 +� ��p,. � 0 Scale: 0.2707 A E. WARNINGS: GENERAL NOTES, unless otherwise noted ` 1.Builder and erection contractor should be advised of all General Notes I Ibis design Is based only upon the parameters shown and Is for an Individual Truss: F3 and Wamngs before constmcton commences. building componentApplicabi6ly of design parameters and proper 7�/ 2.2x4 compression web bracing must beinstalled where shown+ Incorporation of components the responsibility of the bullring designer. - /�f9,r -- 2 Design assumes the top and bottom chords to be laterally braced et +� ^�. 3.Additional temporary bracing to Insure stability during construction l} Is the responsibility of the erector.Additional permanent bracing of T o c and at 10'a c respectively unless braced throughout their length by DATE: 4/18/2017 the overall structure la there responsibility of building deo continuous sheathing or etch as plywood sheathing(TC)s ownand/.drywau(Bc). `AGI TB spo y o g goer. 3 cZ.o Impact bridging th or lateral bating required where shown++ SEQ. : K3095123 4.No load should be applied to any component until after all bracing and 4 Installation or truss is the responsibility of the respective contractor. �x fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used I"a non-corrosive environment, �V AL°N '- TRANS ID: LINK design loads be appl:ed tO any ssepsnent and are for dryconditiongrtse. 1I L 5.CompuTrus has no control over and assumes no responsibility for the 6 Dee signassumesNII eadig at all supports shown.Shim or wedge If ry. fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. April 18,2017 6 This design is furnished subject to Me limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in 8001 copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate abs of plate In Inches. MiTek USA,Inc./CompuTrus 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 i 21- 0-00 GIRDER SUPPORTING 37-06-00 FROM 0-00-00 TO 12-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS , i LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=)-12129) 2666 1- 8=(-2149) 11178 8- 2=) -696) 3082 11- 6=(-902) 426 BC: 2x8 OF #1&BTR; II 2- 3=) -9388) 2148 8- 9=)-2140) 11158 2- 9=)-2806) 636 6-12=( 0) 210 2x8 OF #2 B2 LOADING 3- 9=) -7718) 1822 9-10=(-1630) 8942 9- 3=) -778) 3618 WEBS: 2x9 DF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=) -7702) 1820 10-11=(-1630) 8952 3-10=(-3212) 718 2x6 DF #2 A TC UNIF L( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 5- 6=) -9428) 2156 11-12=(-1700) 9278 10- 9=(-1990) 8239 BC UNIF L( 993.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=( -9806) 2129 12- 7=(-1700) 9278 10- 5=(-3280) 722 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIH' L) 0.0)+DL( 20.0)= 20.0 PLF 12'- 0.0" TO 21'- 0.0" V 5-11=( -798) 3728 BC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 3816.0 LOS @ 13'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1961/ 8785V -3150/ 3150H 5.50" 19.06 DI ( 625) nails staggered: REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. 21'- 0.0" -1250/ 5791V -3150/ 3150H 5.50" 9.19 DF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.076" @ 7'- 11.8" Allowed = 1.004" MAX TL CREEP DEFL = -0.252" @ 7'- 11.8" Allowed = 1.339" MAX HORIZ. LL DEFL = -0.030" @ 0'- 5.5" 10-06 10-06 MAX HORIZ. TL DEFL = -0.064" @ 0'- 5.5" 1' 1' ICOND. 3: 150.00 PLF SEISMIC LOAD. 4-08-19 3-06-06 2-02-12 2-02-12 3-06-06 9-08-19 T ,. 1 ,f ' 4' ,' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x10 8.00 Q 8.00 Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 9 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I el M-13x8 M-3x8 3 9.8" ,ca� . p,1G1NE, . sl M-3x8 M-3x8 �9O.V:PL �f 2 A 6 Itif ,}`OREGON 44.1 MSHS-5x16 MSHS-5x16 4. 4,� N1, fN qq p, }} 0- s 0 1-- 8 I 9 10 ,I 11 12 ' ., 1 0.25" i o M-3x10 M-7x12 M-7x12 M-3x10 0 , M-10x10(S) EXPIRE& 1P/31/2017 *38168 l l y .1' y l 4-07-02 3-09-110 2-06-04 2-06-09 3-04-10 4-07-02 y b 21-00 Iq,• JOB NAME : LENNAR 3376-E SELL*700D FGIRD „. ; Scale: 0.2879 /p�A< 0. WARNINGS: I GENERAL NOTES, unless otherwise noted: '', ' / 1.Builder and erection contractor ould be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual I' Truss: FGI RD end Wam ngs before construction commences building component.Applicability of design parameters and proper ,�� 2.2x4 compression web bracing m�st be installed where shown 4. incorporation of component is the responab lily of the building designer. -e 3.Additional temporary bracing to insure stebi ty during construction 2 Design assumes the top and bottom chords to be laterally braced at a.Il� ,,f' 5139. ��nk+. is the respocaibll ty f thectof.Additional permanent bracing of T t.and at ea o c.such a respectively unlessdss hin throughout Maya ll)R)b }' continuous sheathing such as plywood wired l igen s and/or tlrywall(BC). }�r DATE: 9/18/2017 the overall structuretheresponsibility of the building designer. 3.2x pact bridging or lateral bracing required where shown++ �zs 1_ lo'vr. SEQ. : K3095124 4.No loashould pel dt anymmpobentuntil after all bracing and 4.Installation oftru is fastenerscomplete and at noltime should any loads greater than es gn assumes n a non-corrosive environment, $101%1 itl . TRANS ID• LINK design toads be appled to any c¢mpone and are for dry condition"of use. 5.CompuTrus has no control over�nd ase mes no responsibility for the 6 nDesign ssumes full bearing et all supports shown Shim or wedge if fabrication,handling,shipment a d into Ialbn of components. ry 7.Design assumes adequate drainage is provided. 6.This tlesign is furnished subject t the II Itetione eel forth by 6.Plates shall be located on both faces of truss,and placed m Ihelr center April 1820 7 TPI,'WICA in SCSI,copies of which wilt )umished upon requestlines coincide with joint center lines. 4 9.Digits Indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Sofiw rl 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) i . lirThis design prepared from computer input by PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5= BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-275) 259 (0) 0 TC LATERAL SUPPORT <= 12"OC. CON. LOADING 3-4=(-112) 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -94/ 276H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -259/ 473V 0/ OH 1.50" 0.60 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.6" -38/ 60V 0/ OH 1.50" 0.10 DF ( 625) SII LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3,9� 4 -/ CONS. 2: Des1:11141:101m1;1:1;110:4, gn checked for net(-5 psf) uplift at 24 "cc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 clo MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.211" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.251" @ 3'- 11.0" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 8.00 V 3 Design conforms to main windforce-resisting system and components and cladding criteria. )� Wind: 140 mph, h=23.2ft, TCDL=9.2,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 o in the plane of the truss only. 0 NGINE ,lQ `�ri 8920.OPE vv , OREGON o ._ 1 5iiii WeR R1 I,V- o M-3x4 EXPIRE& 12/310017 ; . ) y 1-00 8-00 3-11-10 JOB NAME : LENNAR 3376-E SELLWOOD - J8 4� wAs 0 Scale: 0.9092 • L.'�-814 Q WARNINGS: GENERAL NOTES, unless otherwise noted. /"Illi ‘411111.•)4 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for an individual Truss: J8 and Wamngs before construction commences building componentApplicability of design parameters and incorporation of coin Proper ', 2.2z4 compression web bracing must be installed where shown corpora component is the responds to of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at vej /C ' Ay 3.Additional temporary bracing to insure stability during construction 7 o c and at l0 o.c respectIvety unless braced throughout their length by M'e 3 139 a '4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or tl II DATE: 4/18/2017 the overall structure is the respons bley of the building designer. 3 2x Impact bridging °"'a(BC ) �; or lateral bracing required where shown z* .5 _ G,lSTI3, SEQ.: K3095125 4.Na load should be applied to any component until alter all bracing and 4 Installation oftruss Isthe responsibility ofthe respective contractor. it iCli 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, ^QNA .""' TRANS ID: LINK design loads beapplied toany component. entlarefor'drycontlllon oruee. 5.coin uTms has no control over and assumes no res 6.Design assumes full bearing al all supports shown.Shim or wedge if P responsibility for the cassary qp - fabrication,handling,shipment and installation of components. 7.necessary. esign assumes adequate drainage Is provided. April I V,2Q.l 17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and paced so their center TPI(WTCA 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(PL)-E 10.For basic connector plate design values see E512-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 35-03-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR . LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2304) 506 1-5=(-376) 1660 2-5=( -316) 1490 7-4=(-96) 30 BC: 2x6 DF SS 2-3=(-2084) 470 5-6=(-536) 2448 5-3=( -406) 94 WEBS: 2x4 GF STAND LOADING 3-4=( -18) 24 6-7=(-536) 2448 6-3=( -286) 1352 LL = 25 PSF Ground Snow (Pg) 3-7=(-2762) 614 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIFI,LL( 415.6)+DL( 302.6)= 718.2 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -537/ 2912V -16/ 35H 5.50" 3.86 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6'- 0.0" -505/ 2262V 0/ SM 5.50" 3.65 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 6" oc in 2 row(s) throughout 2x6 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.010" @ 3'- 9.0" Allowed = 0.254" ** For hanger specs. - See approved pl1 U n6 4-06 MAX TL CREEP DEFL = -0.023" @ 3'- 9.0" Allowed = 0.339" f f f MAX HORIZ. LL DEFL = 0.003" @ 5'- 8.5" 1-06 2-03 2-03 MAX HORIZ. TL DEFL = 0.005" @ 5'- 8.5" f T T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 I7 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 11 M-5x6 1 M-3x10 M-1.5x3 2 3 4 / 1 o icri �_ 1 + I I+I QQQ nnnn c of 1�� 5 6 ** 7 V[,./.�X.Y:�I✓ �` I M-5x10 M-4x8 , M-3x8 -.1,1 6x6 II, 4",OREGONN� X41 • b y 1 y 47 ERRiL�$ 1-09-08 1-111-08 2-03 y I y 6-00 EXPIRES:, 12/31/2017 E L. WAS. ` }?, JOB NAME : LENNAR 3376-E SELLWOOD - JGIRDs«-,. ' Scale: 5.62461 `of - 4 r4l� WARNINGS: GENERAL NOTES, unlessothenwlsenoted. otf I.Builder and erection contractor should be advised of all General Notes 1.This design is based ons upon the parameters shown and is for an individual ' 1' Truss: JGIRD and Warnings before construction commences building component.Applicability of design parameters and proper 7,/ 2.2s4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building tlestgner. / I 3.Additional temporary bracing tonsure stability during construohon 2.Design assumes the top and bottom chords to be laterally braced et C 1398 s the responsibilityf Ne erector Additional 1 boom f zoo and at la o c respectively unless braced throughout their length by J 7 ,°, o permanent go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) �j� �"'�p ¢�^" DATE: 4/16/2017 the overall structures the responsibility of the buldmg designer. 3 2z Impact bndgng or lateral bracing required where shown 'e*C�si S SEQ. : K3095126 4.No load should be applied to any component until tafteroad all baring and 4.Installation of mss is the responsibilityofthe respective cenbador s c 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, 1110NALS TRANS I D• LINK design loads be applied to any component. and are for dry condition" use. pp g 5.Compurnis has no control over and assumes no responsibility for the 8.necessary. eceDesign assumes full bean at all supports shown.Shim or wedge if awryum p fabrication,handling,shipment and instaltstion ofcomponents. 7.Design assumes adequate drainage is provided. April 18,2017 6.This design is furnished subjed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Ss 9.Digits Indicate size of plate in inches. MITek USA,Iec./CompuTrus Software 7.6.8(7 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) , % e This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -103/ 386V -9/ 65H 5.50" 0.62 DF ( 625) 1'- 9.2" -55/ 34V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50" 0.10 DF ( 625) 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1PROVIDE FULL BEARING;Jts:2,9,3 kCOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 2'- 7.0" 3 MAX HORIZ. TL DEFL = -0.000" @ 2'- 7.0" Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, ,o Truss designed for wind loads in the plane of the truss only. m ti -0k- - PROFFss 2 89200PE v--- 1 M-3x4 , OREGON X40 <0 4//'''' 14,2-° 4. MSRRI0-_ y y y y EXPIRES: 12/31/2017 1-04 2-00 0-07-12 8 �' p4 WA JOB NAME : LENNAR 3376-E SELLWOOD - SJ1 ,74� �� ' Scale: 0.9639 �\ f/.,�K✓. WARNINGS: GENERAL NOTES, unless otherwise noted: [}`i 1.Binder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an Individual Truss: SJ1 and Warnings before construction commences building componentApplicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown. Incorporation of component Is the responsibility of the building designer. - /4„„,/ - 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at - arC� 5 C p- ,(a Is the responsibility of the erector.Additional permanent bracing of T o c and at 10'o c respeclNely unless braced ihroughothroughoutthe r length by w�t 134$ DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). 3.2v Impact bridging or lateral bracing required where shown+. ' GIs�vTO"S SEQ. : K3095127 4.No load should be applied to any component until ager all bracing and 4 Installation of truss is the responsibility of the respective contractor. ' 1 fasteners are complete and al no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, i©NAL TRANS ID: LINK deaignlaads be appled to any component and are ror'dry condition.of sae 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown Shim or wedge i( nece fabrication,handling,shipment and Installation of components. ssary. .t p 8 7.Design assumes adequate drainage Is provided. April 1 ,201 7 6.This design N furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center p TPIANfCA In SCSI,copies of which will be Nmished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bade connector plate design values see ESR-1311,ESR-1988(Mick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2,19 DF #16370 ,, SPACED 29.0" O.C. 2-3=(-93) 92 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 397V -20/ 105H 5.50" 0.69 DF ( 625) 1'- 9.2" -29/ 116V 0/ OH 5.50" 0.19 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.8" -60/ 128V 0/ OH 1.50" 0.20 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Sts:2,9,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133" 6.00 '., MAX TL CREEP DEFL - -0.009" @ -1'- 9.0" Allowed - 0.178" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.052" 3 -/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 5'- 3.0" MAX HORIZ. TL DEFL = -0.000" @ 5'- 3.0" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads l in the plane of the truss only. 0 0 I M , /0„.„„,,i: P��ja/AF • vxGINE� /� 4� 89200PE fi or' 2 4�� 1 M-3x4 �OREGON�� �� \\\,........\ss......... ' c b J' , )' 1-04 2-00 3-03-12 EXPIRES-, 12/31/2017 ORRILL 4, Qv WAs JOB NAME : LENNAR 3376-E SELLWOOD - SJ2 Scale: 0.6967 �_�~ � ,-; ' 14 WARNINGS: GENERAL NOTES, unless otherwise noted: ‘igiVe 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual a Truss: SJ2 and Warnings before construction commences building component Applicability ofdesgn parameters and proper / 2.2x4 compression web bracing must be Installed where showni incorporation of component la the responsibility of the building tleslgner. - / In 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C 137 s Is the responsibility of the erector.Additional permanent bracing of T o c and at 117 a c respectively unless braced throughout their length by J 7 ,,,<, continuous sheathing such as plywood sheathing(TC)and/or drywau(BC) Q 4GISi°1 DATE: 4/18/2017 the overall structures the responsibility of the building designer. 3,2c Impact bridging or lateral bracing required where shown« 3 iY /, SEQ.: K3095128 4.No load should beapplied toany component untlafter all bracing and 4 Installation of truss isthe responsibility ofthe respectvecontractor. fasteners are complete and at no time should any loads greater than 5 Design assumes tmssss are to be used n a non-corrosive environment $QNALt design loads be applied to any component. and are for"dry condition of use TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ssassumea ull bearing at all supports shown.Shim or wedge If y. p ., fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. April 18,20 1 1 7 6.This 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 TPIMRCA In SCSI,copies of which wilt be furnished upon request. lines coincide with joint center lines. • ' 9 Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x4 DF #185TR SPACED 24.0" O.C. 2-3=(-138) 64 TC LATERAL SUPPORT 0= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 331V -30/ 147H 5.50" 0.53 DF ( 625) 1'- 9.2" -111/ 292V 0/ OH 5.50" 0.47 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -91/ 193V 0/ OH 1.50" 0.31 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING:Jts:2,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: IL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL - 0.006" @ 1'- 0.1" Allowed = 0.052" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.0" 3 -,,o MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.0" • 12 Design conforms to main windforce-resisting 6.00 ') system and components and cladding criteria. , Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. N 0 Io pp/} c 8920.OPE �r s <- 2 roi 7 4OREGON�� <(/� M-3x4 #� 4Fp14,S '- ^- RIO y y y y EXPIRES:_ 12131«017 1-04 2-00 5-11-12 OL.449 q, JOB NAME : LENNAR 3376-E SELLWOOD - SJ3 • ,,?,:� �,,, Scale: 0.5374 „ • ' ' WARNINGS: GENERAL NOTES, unless otherwise noted: d p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �� Truss: SJ3 and Warnings before construction commences building componenApplicability of design parameters and proper cc 2.2z4 compression web bracing must be retailed where shown incorporation of components the responsibility of the bolding designer. /�"rr 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of erector.Addklonal t bracing t T c c and at 10.o c respectively unless braced throughoutthe r length by 5139' pons y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rsT ' 'ON DATE: 4/18/2017 the overall structure Is the responsibility of the building designer. 3 2z Impact bridging or lateral bracing required where shown++ y[wT 113 SEQ.: K309512 9 4.No load should be applied to any componentshould erg after all bracing and 4 Installation of truss is the responsibility of the respective contractor. (� *� V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non cenoswe environment, S�O1Y A1✓11' e. TRANS ID: LINK design loads be applied to any component. and are for'dry full bearing of al 5.CompuTrus has no control over and assumes no responsibility for thne 5.Design assumes full bearing at all supports shown.Shim or wedge If rY. .1 p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 18 r 20,1 1 7 B.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/WICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size opiate In Inches. MiTek USA,Inc./CompaTros Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M(Tek) • t.:-.4;,---;,,-,,,--_/ x�# a , +5 , F�$ ,� `) p''�E ti"+ ew .� ? A _ Symbols � � �� � Numbering System A General Seek d`o'tes PLATE LOCATION AND ORIENTATION ;` I 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. I I Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. irifbik. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-/162. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 may require bracing,or alternative Tor I _ a bracing should be considered. 1-� ke1. 1611111Elli id3. Never exceed the design loading shown and never dU stack materials on inadequately braced trusses. Cr F p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C-, c6-7 C5-6 F designer,erection supervisor,property owner and plates 0- 'hr'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 ANSIITPI 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.Plat$type,size,orientation and location dimensions indicted 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 �i represents values as published specified. -1 Indicated by symbol shown and/or by text in the bracing section of the by AWC SYP in the 2005/2012 NDS SP represents ALSO approved/new values 19.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. 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. L O reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 6 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19 .Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. pnd pictures)before use.Reviewing pictures alone mr+11iTik DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, 20I/ assumes manufacture in accordance with NS Guide to Good Practice for Handling, NSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate ii v si• mei: Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013