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Plans (42) o m m a ) W W riiy r.OA z z CD 0 W 2-~, 0 c rm _ m 0 LP '1W w - Z z W Z a Co g .,, z 0 47 21 0 - mz 61-9 1/4" 0 cn O CO F -{ , ii - Cl GE w E e e e E co -+ , i- t) f - - - - - - - I i-- /. CP m m m I I I I I1 ( cn m " a o o z ccoo s. 2 Er 2 Nas : 3 4, C1 (4) a - N A ►• ,� I 730 D N -- 21L les 5 � �7 Q • N ��omom ��mm ® a 5 b ZNc» ■ 111101! \ iZ NMS r �m z 7 O�pL�ZTZDT;n�Z� — - �1 - K ��mm�z��c�o _. iwiL. ! 1 d 9 0 i __t -+, o�mc3�mz�v�rz� � W (1,Jx=iMrip��<a AI .0 M Mi '• W J .. OOpO�%nCr�"- m _ _ `ems od�2 G oD2Fm8 mo , - — �_1-Aoca o: I111, m. Ali - 6 O_u,c C kIL ; : EL 1 a .�z�,o 'o ? O� i . AuPrI 1 IP-g �' i i - - - - - - I I I v c a ' L' 5.-A. e e e 7) . x3 w > M. 2 co N tpl en ' g.. P,, � CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT WITH ' � REVISIONS AS SHOWN NON-CONFORMING-REVISE AND RESUBMIT . n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n B WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE c FABAICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE X 'I... - DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 12 ' y ' OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS, " By: Todd R. Eaton Date: September 19. 2014 N o CT ENGINEERING INC 2b-0" c,i_ -0. _ I. 1 � >o W H rN W S F. U CC 2 Z O W CL t+ iIIII!i ! S,11 __ — SJ1 • U w ¢z cc ¢ U c 1q O O CO u_w ¢cr' z CC U U w o u)C> I--I SJ2Z Z Z L' w o p v CJ U 1 w¢m¢cc U AJ3 — — — — — — AJ3 in ono ¢�rriE,�3 cl O c) Z woa'L`--." 1-4 O O cn m.--ww - CC F— I— -c 'D cnw'''c�nz LU ..- . - - . , , cn cn Cn O =z o o a LLJ B5 m Z Z „o3 c ¢.- z • c' O O =zoacno w O O U -' 1-1 y O Z Z d B®� z , Z 6 oc:¢`i' a Bap 070 W 0 z 3�� U CC Z owF-o"'. ,- LLi xx¢ _ 4114 ' : ® CONFORMS TO DESIGN CONCEPT _ N4 _ 1 y CONFORMS TO DESIGN CONCEPT WITH .- .- - _ .. - , , , REVISIONS NOTED s. , r E NON-CONFORMING—REVISE&RESUBMIT F THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ••).; IF WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN a DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE 4(6:12 PRIORITY OVER THIS SHOP DRAWING. - - - -- By David R Burnett Date 10/6/14 '1 -- MILBRANDT ARCHITECTS : � _ ,. B3(13) 6:12 - t;. j.. _ , 4,,/. if / BV3 .---..,-,_ . 1-6US26''�_4,f e . .BI V Al i� `' 611 'SJ2 ,o,' SJ2 —I-,r regi/,. r . SJ1 g % �o 1 2 0,1 _ s 4.12 w ILI 8 0 CD 9) , e i i4. r 12'11" 27-0" ©Copyright CompuTrus Inc.2006 BUILDER.'A �/ ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON GON N YY�p� 09/08/14 PLACEMENTTO TRUSS CAL�LATIONSER AND .' ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER ■■ & a INFORMATION.BUILDING ! " rami 4-B N H DESIGNER/ENGINEER OF RECORD i Z s 4 11 PLAN. O TRUSS ONNECTIONSLE FOR ALL OBUIRD NG ` '' • 4 NH u DRAWN BY: REVISION-2.' -I 4-B NIA B N 6-I CHECKED BY: DESIGNER/ENGINEER OF RECORD REVIEW AND APPROVE OF ALL TO Q DELIVERY LOCATION.' SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. b1�L ;„<t COMPANY 1/8”= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). J mT 9d`1�. ,/4,� 1);:y: ; fir ., 41_ • I., t a{` r) y �, �•,Yyq y art sr°t/A y1' f \ �'Je r v t tOVVArg i ��. �� Jl IIA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-11=(-812) 5219 11- 3=( -213) 1685 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-5910) 963 11-12=(-711) 4492 3-12=(-1306) 261 BC: 2x4 KDDF #1&BTR; 3- 4=(-3590) 637 12-13=(-653) 3979 12- 4=( -181) 1190 2x6 KDDF #1&BTR B3 LOADING 4- 5=(-3201) 603 14.15=( 0) 0 12- 5=(-1187) 277 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4060) 801 13-15=(-684) 3961 5-13=( -180) 845 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3654) 745 15-16=(-647) 3784 13- 6=( -67) 678 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4112) 808 16- 9=(-653) 3596 15- 6=( -696) 87 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4158) 812 6-16=( -238) 109 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 7-16=( -167) 1038 ADDL: BC UNIF LL+DL= 50.0 PLF 14'- 0.0" TO 22'- 0.0" V 16- 8=( -63) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 597.3 LBS @ 14'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL( 717.3)+DL( 487.7)= 1205.0 LBS @ 12'- 11.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -331/ 1812V -75/ 75H 5.50" 2.90 KDDF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -483/ 2466V 0/ OH 5.50" 3.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.141" @ 10'- 5.5" Allowed = 1.054" MAX TL CREEP DEFL = -0.377" @ 10'- 5.5" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 7-11-11 6-00-10 7-11-11 T '1 f T MAX HORIZ, LL DEFL = 0.086" @ 21'- 6.5" 2-09 5-02-11 2-02-05 2-01-12 1-08-09 3-10-15 4-00-12 MAX HORIZ. TL DEFL = 0.179" @ 21'- 6.5" 597.30# f fNOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 M 5x6 M-3x4 M-3x8 7 M -4X10 .'7,16.00 Design conforms to main windforce-resisting 10 T2 system and components and cladding criteria. me MIMME Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-6x10 M-1.5x3 (All ) , Enclosed, Cat.2, Exp.B, MWFRS(Dir), load durationfactor=1.6, • M-3x8Truss designed for wind loads 34 00 00 000 so in the plane of the truss only. M-4 x 10 o1mi -04100-1-1 12 ®i� *- c),1,- . o o 1�� ** -- M-3x8 0 14 15 16 0 c) o M-3x4M-3x4+ c:' M-5x8 M-8x10 M-3x8 M-3x10 o 3.75 **2X WEDGE 2.21 12 W/(2) M-3X4 TYP. 12 y y I, y ,71205# y 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 y y y k • L ), )' 1-00 2-05-08 8-00 1-08-08 9-10 1-00 * y * 10-05-08 11-06-08 * * ), > 1-00 22-00 1-00 �_ DpRoF6 JOB NAME: POLYGON 4-B NH - Bi Scale: 0.2652 ss �s.3- GINF f WARNINGS: GENERAL NOTES,unless otherwise noted: �E r 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 9 IJ P • Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper - . incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, P P P y t / �' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0t ' DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' nn 4// SEQ. : 6052939 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, "/7' \b X., design loads be applied to any component. and are for"dry condition"of use. /Q '91, 4 ?0 .b...1-- TRANS S I D: 407654 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. 7.Design assumes adequate drainage is provided. �PR,LL I! I 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 tV__,_ �� 00111 I iJ]I I III I��I TPIANTCA in BCSI,copies of which will be furnished upon request. it coincide with joint ate inrnche. 111 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 fill 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-13=(-B25) 2724 13- 3=(-216) 909 2x6 KDDF #1&BTR T2 SPACED 24.0" D.C. 2- 3=(-3087) 983 3-14=(-721) 2334 3-14=(-957) 360 BC: 2x4 KDDF #1&BTR; 3- 4=(-1598) 563 4-15=(-499) 1519 14- 4=( -95) 398 2x6 KDDF #1&BTR B3 LOADING 4- 5=( 0) 0 6-17=( 0) 0 14- 6=(-201) 156 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1387) 540 5-17=(-440) 1323 6-15=( -18) 73 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1521) 627 7-18=(-426) 1284 15- 8=(-178) 548 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-1167) 471 8-11=(-453) 1315 17- 8=(-437) 153 BC LATERAL SUPPORT <= 12"0C. UON. 7- 9=( 0) 0 8-16=(-216) 176 LL = 25 PSF Ground Snow (Pg) 9-10=(-1354) 500 9-18=(-102) 374 10-11=(-1548) 550 18-10=(-153) 122 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 50 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -214/ 1038V -75/ 75H 5.50" 1.66 KDDF ( 625) Connector plate prefix designators: 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 9-11-11 2-00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f T ,1 f MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-08 0-02-05 0-03-07 3-05-12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.081" @ 8'- 0.0" Allowed = 1.054" 2-09 2-05-03 1 10 052 01 12� 4-00 12 MAX TL CREEP DEFL = -0.162" @ 7'- 6.5" Allowed = 1.406" f f f fT f f f f f MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 8-00 8-00 MAX HORIZ. LL DEFL = 0.052" @ 21'- 6.5" ,.- 1 f ,r MAX HORIZ. TL DEFL = 0.086" @ 21'- 6.5" 12 M 3x4 M 3X8 12 NOTE:Design assumes moisture content does 6.00 �' 7 ' 6.00 not exceed 19t at time of manufacture. M-4X6M-4x6 Design conforms to main windforce-resisting 6 8 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), M-1.5X3 load duration factor=1.6, M-3x5 O Truss designed for wind loads 3 in the plane of the truss only. cole M 3x5 .. co c) - Milllimma CD 13 14 11 o� ** M 3X8 0 83- 9 2 4. M-5x6 16 17 18 o a M-5x6=M-6x6 M-3x8 M-3x4 0 -1 3.75 **2X WEDGE 2.21 r� 12 W/(2) M-3X4 TYP. 12 J, * J- )' * J., * 2-05-08 4-11-04 3-00-12 1-05-07 2-08-05 7-04-12 * * * j, / * 1-00/ 2-05-08 8-00 1-08-08 9-10 J1-00 10-05-08 11-06-08 J, / / / 1-00 22-00 1-00 �?' 0 PROF6s JOB NAME : POLYGON 4-B NH - B2 �rv� s� Scale: 0.2240 S)' I giI Q� WARNINGS: GENERAL NOTES,unless otherwise noted: •T 7 I -A� r� 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 92.0 P E Truss: B2 and Warnings 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 of the building designer. 4010 i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,..°I111111,1-,_ DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n !`� C 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. '37 OREGON `V SE Q. : 6052940 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, G� �� +��` design loads be applied to any component. and are for"dry condition"of use. ^ }� 7 4 r,- _1/..,,l`(/ `. TRANS I D: 407654 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 CJ t4+t fabrication,handling,shipment and installation of components. necessary. �I �j 7.Design assumes adequate drainage is provided. Y/ �R `� 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 TPI/llVECA in BCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31;2015 /11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "pc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088' @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 11-00 11-00 MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" '1 'r f MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' 5-09-04 T �5-02-12 '1 5-02-12 5 09 04 '1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0' system and components and cladding criteria. 4 1111111 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.D, 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-1.5x3 M-1.5x3 3 5 M co O O 00 0o1111111111h O 1 se BI3 se ' 8 9 _, o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 O y y y y 7-06-03 6-11-11 7-06-03 y )' y 10-00 12-00 ). , )- J, 1-00 22-00 1-00 ��flO PR , JOB NAME : POLYGON 4-B NH B3 (NE u/ Scale: 0.2652 ) "n/g/1r Q3 WARNINGS: GENERAL NOTES,unless otherwise noted: "n/g/fr 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 -92 P Truss: B3 and Warnings 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 of the building designer. DES. BY' LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by #� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywoodsheathing(TC) ry { ) .-•"",--1111; sheathin C and/or d wall BC, DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� 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. '•3 �/_OREGON SEQ. : 6052941 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, �J� �4 design loads be applied to any component. and are for"dry condition"of use. 0 } 1 4 �O �-- TRANS I D: 407654 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 h. �j necessary. `Y/E V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I U 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 NN 1111 � D[1111 I��I II II TPI/WrCA in BCSI,copies of which will be furnished upon request. it coincideidiatwith joint ate in inches.9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 ll ll 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0D TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-12=(-408) 1318 3-12=(-164) 128 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1552) 550 12-13=(-433) 1280 12- 4=( -78) 357 WEBS: 2x4 KDDF STAND 3- 4=(-1349) 497 13-10=(-453) 1318 12- 6=(-177) 168 LOADING 4- 5=( 0) 0 6.13=(-177) 168 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1161) 471 8-13=( -78) 357 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1161) 471 13- 9=(-164) 128 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1349) 497 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1552) 550 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 50 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 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) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -213/ 1038V -76/ 76H 5.50" 1.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0" -213/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series '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 = 0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.081" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 9-11-11 2-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.014" @ 21'- 6.5" T f f 1' MAX HORIZ. TL DEFL = 0.022" @ 21'- 6.5" 4-01-12 3-06-12 2-03-031-00-M0-052-03-03 3-06-12 4-01-12 T 1 f ,f ,f1' f f . NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 8-00 8-00 Design conforms to main windforce-resisting .f ,f ,f ,f system and components and cladding criteria. 12 5 7 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-4x6 '1 6.00 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-3x4 load duration factor=1.6, 6 Truss designed for wind loads IN 44 in the plane of the truss only. M-1.5x3 M-1.5x3 3 % p co cO a EM o 1 12 '( 13 "71 i 1 o o M-3x4 0.25" M-3x8 M-3x4 0 M-7x8(S) 7-06-12 6-10-08 7-06-12 ), ), ) ) 1-00 22-00 1-00 ,\O P R OFF JOB NAME : POLYGON 4-B NH - B4scale: 0.2646 Ncp GINE s`�/p I Eli WARNINGS: GENERAL NOTES,unless otherwise noted: ct- 9� 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 9 2 PE Truss: B4 and Warnings 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 of the building designer. �. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ¢ .r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by f* �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 1-Z- 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. OREGON4. SEQ. : 6 052942 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, L \b f design loads be applied to any component. and are for"dry condition"of use. D -I? 1 4 ,,c) �-� TRANS I D: 407654 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. 7.Design assumes adequate drainage is provided. R Riii -I L1, _ 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 DI I DDIDI IIT ID I DI I�IIS I TPI/WfCA in BCSI,copies of which will be furnished upon request it coincideidiwith jointacenter nche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2- 8=(-556) 3029 8- 3=(-124) 1101 BC: 2x4 KDDF #1&BTR 2- 3=(-3426) 635 8- 9=(-483) 2529 3- 9=(-746) 355 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2003) 496 9-10=(-398) 1780 9- 4=( -33) 281 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1784) 473 10-11=(-522) 2546 9- 5=(-105) 126 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-2020) 501 11- 7=(-603) 3049 5-10=( -13) 286 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 6'- 11.0" V 6- 7=(-3444) 687 10- 6=(-750) 308 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 6'- 11.0" TO 12'- 11.0" V 6-11=(-142) 1107 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 12'- 11.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LONG LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 11.0" 0'- 0.0" -221/ 1145V -49/ 56H 5.50" 1.83 KDDF ( 625) 12'- 11.0" -175/ 1020V 0/ OH 5.50" 1.63 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Desisn checked for net -5 rsf uplift at 24 "oc s For hanger specs. - See approved plans P 4 l ** Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 0-11-10 5-11-11 MAX LL DEFL = -0.092" @ 6'- 11.0" Allowed = 0.600" T ,f .1 ,' MAX TL CREEP DEFL = -0.179" @ 6'- 11.0" Allowed = 0.800" 2-09 3-02-11 0-11-10 3-02-11 2-09 MAX HORIZ. LL DEFL = 0.076" @ 12'- 5.5" 12 T „;.320# 4320# f 12 'f MAX HORIZ. TL DEFL = 0.125" @ 12'- 5.5" NOTre content does 6.00 D M 4x6 v M 6x6 Q 6.00 not Eexxceedn19%s atetime s lofumanufacture. 4 \5 Design conforms to main windforce-resisting system and components and cladding criteria. 40-0 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, M-3x5 M-3x5 Truss designed for wind loads 3 6 in the plane of the truss only. M 3x6 e-1111111 -El M-3x6 mo �� 9 10 1 EI cn cD o� 1a� ** M-3x8 M-3x4 ** W ., o ca 1 M-5x6 M-5x6 **7 0 **2X WEDGE W/(2) M-3X4 TYP. a 4.00 4.00 12 12 i' y y y y y 2-05-08 3-01-04 1-11-04 2-11-08 2-05-08 1-00 2-05-08 8-00 2-05-08 y y y 1-00 12-11 _ - � � ,D PROFE`��' JOB NAME : POLYGON 4-B NHAl Scale: 0.3975 �� GINE �., WARNINGS: GENERAL NOTES, unless otherwise noted: Ct. w �,0 RE �� 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: A 1 and Warnings 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 of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at / C 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'rAgil11111 "DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! t- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Z. 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. OREGON SEQ. : 6052943 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, 4- .� O�IX � design loads be applied to any component. and are for"dry condition"of use. /� r ? �^� TRANS I D: 407654 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 14, necessary. /1/7 -��' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1. i 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicateinsize ain inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1 11.1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 50 2-10=( -872) 3317 3-10=( -99) 218 BC: 2x6 KDDF #1&BTR 2- 3=(-3837) 1063 10-11=(-1096) 3715 10- 4=( -33) 732 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3761) 1069 11- 8=( -872) 3317 10- 5=(-540) 353 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3345) 988 5-11=(-540) 353 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-3345) 988 6-11=( -33) 732 BC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 14'- 0.0" V 6- 7=(-3761) 1069 11- 7=(-100) 218 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0" TO 22'- 0,0" V 7- 8=(-3837) 1063 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 22'- 0.0" V 8- 9=( 0) 50 NOTE: 2x4 BRACING AT 24"00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 14'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -5091 2253V -77/ 77H 5.50" 3.61 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -509/ 2253V 0/ OH 5.50" 3.61 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.116" @ 14'- 0.0" Allowed = 1.054" MAX TL CREEP DEFL = -0.218" @ 14'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.037" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.059" @ 21'- 6.5" NOTE:Design assumes moisture content does 7-11-11 6-00-10 7-11-11 not exceed 19% at time of manufacture. 1 f T l' Design conforms to main windforce-resisting 4-01-12 3-09-15 3-00-05 3-00-05 3-09-15 4-01-12 system and components and cladding criteria. T T 597.30# T , 597.30# T T 12 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-5x8 M-5x8 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),, 4 M-3x4 6 load duration factor=1.6, 40 5 Truss designed for wind loads MI in the plane of the truss only. M-1.5x3 M-1.5x3 3 7 M Ch Ch 1 -t- '� 1 10 '� 11 - 9 0 c) M-3x8 0.25" M-3x8 M-3x8 o M-7x8(S) y y y ,I- 7-06-12 6-10-08 7-06-12 1-00 22-00 1-00 � _0) PRQ, JOB NAME : POLYGON 4-B NH - 65 !NE' Scale: 0.2902 �� '/g/lQ2 WARNINGS: GENERAL NOTES,unless otherwise noted: •7 7 -per 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 _.92 0 0 P E Truss: B5 and Warnings 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 of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at �,! DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of ,,/�t*`� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). [-:10 DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -j7 OREGON ((� SEQ. : 6 052944 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 2j �b AC, design loads be applied to any component. and are for"dry condition"of use. •/� '9}i 1 4 ,10 TRANS I D: 407654 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. 7.Design assumes adequate drainage is provided. MER R 1 U,. 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 11 11 VII I _- IIIN111111111111111111TPI/VVICA 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./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IJ flI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=) 0) 50 2-6=(-312) 1385 6-3=( -249) 1361 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1631) 311 6-7=(-303) 1333 3-7=(-1590) 355 WEBS: 2x4 KDDF STAND 3-4=( -112) 106 7-4=( -120) 113 LOADING 4-5=( -10) 5 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -225/ 1094V -58/ 152H 5.50" 1.75 KDDF ( 625) ** For hanger specs. - See approved plans ADDL: BC CONC LL( 607.1)+DL( 412.9)= 1020.0 LBS @ 4'- 0.0" 8'- 0.0" -264/ 1268V 0/ OH 5.50" 2,03 KDDF ( 625) Connector plate prefix designators: ADDL: BC CONC LL( 322.0)+DL( 219.0)= 541.0 LBS @ 6'- 0.0" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,] M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.017" @ 4'- 2.5" Allowed = 0.354" MAX TL CREEP DEFL = -0,036" @ 4'- 2,5" Allowed = 0.472" 4-04-04 3-04 0-03-12 '( T f ,r MAX HORIZ. LL DEFL = 0.005" @ 7'- 6.5" 12 MAX HORIZ. TL DEFL = 0.008" @ 7'- 6.5" 6.00 C . M-1.5x3 5 -, NOTE:Design assumes moisture content does 4 not exceed 19% at time of manufacture. T 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), M-3x6 load duration factor=1.6, Truss designed for wind loads 3111 CO in the plane of the truss only. 0 Ca I a cr COo0 ch .1111111111111111111111111111111111-1!111111111111111111111111111111111 a M-3x4 M-3x8 M-3x5 ;,1020#04541#fr y 4-02-08 3-09-08 * * 1-00 8-00 JOB NAME : POLYGON 4-B NH AG Scale: 0.4632 ,-3G(JpNE WARNINGS: GENERAL NOTES, unless otherwise noted: /"'�� 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 0 'OPE Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper 41110PF' • incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, P P P yat �, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�Cr �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -- t - DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 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. .� OREGON SEQ. : 6052945 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, �� 17 OREGON Nb design loads be applied to any component. and are for"dry condition"of use. Q -7? 4 ?� ,c,..7- necessary.I D: 407654 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 necessary. /1/7� L C6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I I- 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 1I11 rill°DI III- oll 11/1 lolll DI L I TPI/VVTCA 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./CompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1 M 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-42) 40 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" -61/ 297V -7/ 47H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -102/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.25D" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00)7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does . not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 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, . Truss designed for wind loads �!M, in the plane of the truss only. 0 CD T of- 0 111 0 o� 1 2�� 1111114 M-3x4 1' ), ), 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON 4-B NH - AJ1 • �cY t) PRO/css . Scale: 0.6954 .) '7/8/1r /QZ WARNINGS: GENERAL NOTES, unless otherwise noted: T � 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 CC . 9 2 1$P E Truss: AJ 1 and Warnings 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 of the building designer ,� s' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • .r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /''r �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). / f41Mt' r�. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ �y 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 OREGON SEQ. : 6052946 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/ � �p A4,41design loads be applied to any component, and are for"dry condition"of use, Q �' 4 ?Q TRANS I D :407654 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. /jjj R I} 7.Design assumes adequate drainage is provided. (.�rl t_ 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 TPI/WTCA CA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 H 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 7=(-421) 1520 7- 3u(-106) 554 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1727) 474 7- 8=(-363) 1268 3- 8=(-687) 302 WEBS: 2x4 KDDF STAND 3- 4=( -716) 176 8- 9=(-359) 1282 8- 4=( -51) 353 LOADING 4- 5=( -717) 190 9- 6=(-415) 1536 8- 5=(-701) 298 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1742) 483 5- 9=(-104) 560 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -110/ 667V -56/ 64H 5.50" 1.07 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 11.0" -64/ 541V 0/ OH 5.50" 0.87 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 6-05-08 6-05-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,( ,' T MAX LL DEFL = -0.045" @ 10'- 2.8" Allowed = 0.600" MAX TL CREEP DEFL = -0.088" @ 6'- 5.5" Allowed = 0.800" 2-09 3-08-08 3-08-08 2-09 'I 'J' - '1 f MAX HORIZ. LL DEFL = 0.042" @ 12'- 5.5" 12 12 MAX HORIZ. TL DEFL = 0.068" @ 12'- 5.5" 6.00 IIM-4X4 Q 6.00 NOTE:Design assumes moisture content does 4.0' not exceed 19% at time of manufacture. 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 M-3x4 Truss designed for wind loads 3 5 in the plane of the truss only. 40 440 M-3x4 a M-3x4 ch 8 co o� ** M 5x6 M 5x6 _ �� -vo' c,,,_ 1 M 3x8 ** �*e� -'o s **2X WEDGE W/(2) M-3X4 TYP. ---14.00 4.00 12 12 J, )' J, ), /, 2-05-08 3-10-04 4-01-12 2-05-08 = )' ,� 1 y 1-00 2-05-08 8-00 2-05-08 * )- 1' 1-00 12-11 �tif`ED PRQp,- JOB NAME : POLYGON 4-6 NH - A2 Scale: 0.4089 �5 "NE ,o WARNINGS: GENERAL NOTES, unless otherwise noted: �� •n �P E r 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 0 0 Truss: A2 and Warnings before construction commences. budding component.Applicability 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. �•' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction ,.r 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �C s the responsibility of the erector.Additional permanent bracing of -,4110e4,-- DATE: f r1,r,r,�-'- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '� 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. p /��OREGON 4I J SEQ. : 6052947 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, G 'NJ \ N.. design loads be applied to any component. and are for"dry condition"of use. /ih "7 f' 1 4 �� ,y,--r TRANS I D: 407654 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 Cl necessary. tel4 C5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 1 L [I 11 li __ li 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 11 _ 11_ III im Illfil TPI VUTCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IDE i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-40) 99 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-162) 25 5-7=(-90) 209 5-3=( 0) 45 WEBS: 2x4 KDDF STAND 3-4=( -23) 30 3-7=(-215) 93 LOADING TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 344V -14/ 77H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -85/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND, 2: Desi.n checked for net -5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.007" @ 2'- 3.8" Allowed = 0.170" f T MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 9.8" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 4'- 9.8" Allowed = 0.105' 6.00 MAX HORIZ. LL DEFL = -0.005" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.008" @ 4'- 9.8" 4 NOTE:Design assumes moisture content does not exceed 1906 at time of manufacture. Design conforms to main windforce-resisting M 4x6 system and components and cladding criteria. 3 o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41,41111111111MMUMMmi....._ load duration factor=1.6, Truss designed for wind loads MIR in the plane of the truss only. 5 7 >-< C- i co M-3x4 vi i 1 o O 1 2->.< IV M-3x4 M-3x5 2-03-12 0-01-12 2-04-04 1-02-04 y y 1- )' 1-00 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING;Jts:2,4_,71 n _ - ��,),0 PR O,c6 JOB NAME: POLYGON 4-B NHAJ2 Scale: 0.5954ss �� G(��l WARNINGS: GENERAL NOTES,unless otherwise noted: �" r r-r „1„ �� 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 9 r L Truss: AU 2 and Warnings before construction commences. building component.Applicability of design parameters and proper g 2.2x4 compression web bracing must be installed where shown+, ncorporation of component is the responsibility of the buildin desi designer. �' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction i�►� is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 1� � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / t.r�^1r" ^w DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON J'v 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. 174. 9 OREGON `V SEQ. : 6052948 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, �� +�� T design loads be applied to any component. and are for"dry condition"of use. © y 14, ?O �.-� TRANS I D: 407654 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 necessary. SFR R I L�-' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center pp:.il J1]1j 1 Efl I�1111110 �EJI Ill 11TPIIWI CA 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./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 /2015 II 11, IlThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-120) 198 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-266) 62 5-7=(-266) 424 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -52) 43 3-7=(-435) 273 LOADING TO LATERAL SUPPORT <= 12"OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" D'- 0.0" -56/ 381V -22/ 107H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 9.8" 0/ 148V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: 5'- 11.1" -51/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinqj 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" 5-11-01 MAX LL DEFL = 0.018" @ 2'- 3.8" Allowed = 0.254" T ,f MAX TL CREEP DEFL = -0.026" @ 2'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.014" @ 4'- 9.8" MAX HORIZ. TL DEFL = 0.017" @ 4'- 9.8" 6.00 L NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. FI Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M 4x6 N- load duration factor=1.6, Truss designed for wind loads 3 N in the plane of the truss only. 5 - Ela - _ 7 > CO I o M-3x4 - _ I Ii o o L 1 2 T ' N-3x4 M-3x4 M-3x5 ), hi y r 2-03-12 0-01-12 2-04-04 1-02-04 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING;_Jts:2,7,4I _ - c_<- S- \-, PR oFe. JOB NAME : POLYGON 4-B NHAJ3 Scale: 0.5450 \-, G'NE s% /g/1r WARNINGS: GENERAL NOTES, unless otherwise noted: �-yy r�E 9� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7 r Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper All2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �, -� is the responsibility of the erector.Additional permanent bracing of /' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - t- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "y ,//"OREGON SEQ. : 6052949 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, - Y/ \� A:::(-1design loads be applied to any component. and are for"dry condition"of use, "" '9 i' '1 4 2 �� TRANS I D: 407654 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 necessary. /j�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center FlII� 311 Ill 111101 1D//111QDI TPI/VUTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. IIIJII 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-476) 2794 9- 3=(-124) 981 14- 6=(-37) 153 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3167) 585 9-10=(-411) 2348 3-10=(-884) 206 WEBS: 2x4 KDDF STAND 3- 4=(-1687) 349 10-13=(-209) 1469 10- 4=( 0) 297 LOADING 4- 5=(-1142) 303 11-12=( 0) 0 4-13=(-617) 187 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1150) 293 12-14=( -9) 51 12-13=( 0) 75 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1519) 311 14- 7=(-229) 1272 13- 5=(-137) 727 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 50 13-14=(-219) 1230 OVERHANGS: 12.0" 12.0" 13- 6=(•355) 157 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -156/ 1038V -108/ 108H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -156/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 11-001 11-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.089" @ 6'- 8.8' Allowed = 1.054" MAX TL CREEP DEFL = -0.180" @ 6'- B.8" Allowed = 1.406" 2-09 4-01-08 4-01-08 5-00-02 5-11-14 MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" T '1 T T T T MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" 12 12 6.00 11M-4X4 Q 6.00 MAX HORIZ. LL DEFL = 0.057" @ 21'- 6.5" 4.0 MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" 5 4-7' NOTE:Design assumes moisture content does N_N y not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 M-3x4 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 6 load duration factor, Enclosed, Cat.2, Exp.6 MWFRS(Dir), �' Truss designed for wind loads M-3x5 in the plane of the truss only. 3 co M-3x5 -__ 0 P.• 10 0 131 .___ o o 1 x ** M-5x6 M 3X4 # '� �_ a 11 12 14o CD 0 **2X WEDGE M-1.5x3 =HM-4x4 M-3x4 W/(2) M-3X4 TYP. M-5X8 4.00 12 * )' yy y y 2-05-08 4-01-08 3-10-08 0-06-08 5-00-02 5-11-14 * * * * * * 1-00 2-05-08 8-00 11-06-08 1-00 * * 1, * 10-10-04 0-04-12 11-01-12 * * * 1-00 22-00 1-00 QED PROF6 JOB NAME: POLYGON 4-B NH - BV3 Scale: 0.2512 ''7/g/1 fQ� WARNINGS: GENERAL NOTES, unless otherwise noted: cr- 7 � 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 !92011PE Truss: BV3 and Warnings before construction commences. building component.Applicability of design parameters and proper --- incorporation of component is the responsibility of the building designer. y 2.2x4 compression web bracing must be installed where shown+. P P P Y 9 9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y y DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mfr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! r�*�^ ` rs- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v� 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. -37 OREGON :(/ SEQ. : 6052951 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, \� design loads be applied to any component. and are for"dry condition"of use. /O 'T y 1 20 TRANS I D: 407654 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if4P. fabrication,handling,shipment and installation of components. necessary. /14� 7.Design assumes adequate drainage is provided. R F3 I L 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 TPIMlrCA in BCSI,copies of which will be furnished upon request. linesgcoincide with joint center lines. U 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES' 1?_/31/2015 H 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 61 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" -69/ 286V -7/ 47H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -139/ 136V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.011" @ 3'- 6.6" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.075" @ 4'- 4.8" Allowed = 0.467" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 6.00 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=1.6, Truss designed for wind loads in the plane of the truss only. 3 I 0 f Co Ca< p� 1 2 T 2><-74 1 M-3x4 J, 1- /- 1-00 - 1-00 1PROVIDE FULL BEARING;Jts:2,3,4) 8-00 JOB NAME : POLYGON 4-B NH BJ 1Scale: 0.6001 �� I/o� f �'o' CZ WARNINGS: GENERAL NOTES,unless otherwise noted: 9 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 9 2`�P E Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ncur oration of component is the responsibility of the buildingdesigner. AO' 2.2x4 compression web bracing must be installed where shown+, p P P Y g 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction _ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'f is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! t•--,--.- DATE: ~ R- DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IAr�n 97 /� 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. 'p // OREGON SEQ. : 6052952 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, �� j� O�� n design loads be applied to any component. and are for"dry condition"of use. /r y 7 4 ? �^�- TRANS I D: 407654 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 C J necessary. /1/8' \--C6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R IL 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 TPI WTCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 EJ11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-59) 61 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" -43/ 357V -14/ 77H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -149/ 139V 0/ OH 1.50" 0.22 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.012" @ 3'- 6.6" Allowed = 0.350" MAX TC PANEL TL DEFL = -0.026" @ 2'- 2.2" Allowed = 0.369" 3-11-11 MAX BC PANEL TL DEFL = -0.111" @ 4'- 4.8" Allowed = 0.467' T MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 6.00 1 .. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, X (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. ..--'---- o N CO O, cp C) 1 2->'<-1 2><-4 M-3x4 • y y Jr, 1-00 (PROVIDE FULL BEARING;Jts:2,3,4' 8-00 JOB NAME : POLYGON 4-B NH - BJ2 • <C\6 .PRoFF(S'S Scale: 0.6001 �� ' '%8/1 /Q- ' WARNINGS: GENERAL NOTES,unless otherwise noted: •T C4JL 111 -r/� 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 9 0 P E Truss: BJ 2 and Warnings 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 of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/; ��' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! {r..-- " DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'ICC . 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. �/ OREGON ^tJ SEQ. : 6052953 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, G 2j �., design loads be applied to any component. and are for"dry condition"of use. /O Xi}�' 4' nO �-� T. TRANS I D: 407654 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 NIPfabrication,handling,shipment and installation of components. 7. necessary. /j/� �R I L�- Design assumes adequate drainage is provided. 11 6.This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss,and placed so their center I I 11101 H Ill_ 1IIII I TPI/WTCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-93) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 422V -22/ 108H 5.50" 0.67 KDDF ( 625) 5'- 10.9" -125/ 170V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 82V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 = 0,000" @ 0'- 0.0" Allowed = 0.078" 5-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.086" @ 3'- 2.2" Allowed = 0.395" T '1 MAX BC PANEL TL DEFL = -0.149" @ 4'- 1.4" Allowed = 0.467" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 6,001/ MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 3 -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 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 o in the plane of the truss only. co co Q a� 12 - �C4 / M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 8-00 JOB NAME : 4-B �g,0 P R OFFS POLYGON NH - BJ3 Scale: 0.5751 �45. x %811 `�%� WARNINGS: GENERAL NOTES,unless otherwise noted: Ct• FE � 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 9 2 P Truss: BJ 3 and Warnings 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 of the building designer. , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and al 10'o.c.respectively unless braced throughout their length by /fir �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). ,.. .-t P` DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. /�//__OREGON ✓� SEQ. : 6052954 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, �� YJ'9 �� design loads be applied to any component. and are for"dry condition"of use. Q y 1 4 20 �i-- TRANS I D: 407654 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 VID fabrication,handling,shipment and installation of components. 7.necessary. � R R y 0- Design assumes adequate drainage is provided. 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 pp _1111 DDDI I 1 1DIIfl ll H�I ill111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 11 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 I117 HIIII��I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" I8C 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-127) 92 TC LATERAL SUPPORT <= 12"OC. 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" -58/ 480V -29/ 139H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 1D1V 0/ OH 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -94/ 218V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net -5 .sf uplift at 24 "oc s.acin.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 7-11-11 MAX TC PANEL TL DEFL = -0.353" @ 4'- 5.9" Allowed = 0.817" I T MAX HORIZ, LL DEFL = -0.001" @ 7'- 10.9" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 6.00 I NOTE:Design assumes moisture content does `y not exceed 19% at time of manufacture. 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 in the plane of the truss only. 0 ct CO C.)/- ,r 111 0 0 1 210-=-.014►� M-3x4 * L * 1-00 !PROVIDE FULL BEARING;Jts:2,4,31 8-00 JOB NAME : POLYGON 4-B NH - BJ4 .-�'�a P �FFss J Scale: 0.5376 �.�j GENE /O ` /g/1 WARNINGS: GENERAL NOTES,unless otherwise noted: "7 CC 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 9 2 0 P E Truss: BJ 4 and Warnings 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 of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at '�, 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by r '�� DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) �� p yw and/or drywall(BC). t " DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -p OREGON Co SEQ. : 6 052955 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, ,7- 'J \� •�A' design loads be applied to any component. and are for"dry condition"of use. /O - }� ' 2()\ Q � TRANS I D: 407654 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. i'lb`} 7. R Design assumes adequate drainage is provided. fl i 1.� 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 Hil DHi IIHHI I_ 111 HI _I 1111 TPI/VVTCA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. H[1 __ , 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR . LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, 2-3=(-176) 116 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3-4=(-100) 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 BAG AREA OVERHANGS: 12.0" 23.7" TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -44/ 449V -31/ 186H 5.50' 0.72 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 1D1V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.7" -212/ 477V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. bCOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing] BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.041" @ 9'- 11.7' Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 9'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = 0.270" @ 4'- 9.1" Allowed = 0.544" 4 MAX TC PANEL TL DEFL = -0.353' @ 4'- 5.9" Allowed = 0.817" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 6,00NOTE:Design assumes moisture content does 3 not exceed 19% at time of manufacture. 0 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=1.6, ,t- Truss designed for wind loads Lo in the plane of the truss only. co a/- a- SI o/- 1 2011m. 5�� ID M-3x4 )- 1-00 1PROVIDE FULL BEARING;Jts:2,5,3( 8-00 1-11-11 JOB NAME : POLYGON 4-B NH BJ5 Scale: 0.4665 � GiNE f WARNINGS: GENERAL NOTES,unless otherwise noted: CC �� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2 P E Truss: BJ 5 and Warnings 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 of the building designer. �- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of �r� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..."°11-4.1 - DATE: -�` DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CZ- 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. 7 //�OREGON ((/ SEQ. : 6052 956 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, L "47� +4b 1 - design loads be applied to any component. and are for"dry condition"of use. Q 14 2Q P� TRANS I ID: 407654 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 necessary. /11R R I L\-VD fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI WiCA in BCSI,copies of which will be furnished upon request. it coincide with joint tecenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.D" O.C. 2-3=(-50) 15 TC LATERAL SUPPORT <= 12"OC. 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" -76/ 301V -7/ 47H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �GQND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T . MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ, TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, 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. /Z1 v 0 / r o.- CD CD 1 2 4 - / M-3x4 y y y 1-00 2-00 1PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON - 1 ��-�'�� PR OFA. 4-B NH SJ Scale: 0.7112 �� GAN % /gri WARNINGS: GENERAL NOTES,unless otherwise noted: Ct �< 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 9 0 P E Truss: SJ 1 and Warnings 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 of the building designer. ,VAgge 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at '�,�' .r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /"�'� t--•-, DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lii CC- 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. T! n_OREGON ((/ SEQ. : 6052958 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, G �f \v design loads be applied to any component. and are for"dry condition"of use. /� '9 i 4' ?o TRANS I D: 407654 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. 7.Design assumes adequate drainage is provided. �� R10.- 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 1111 __ DIIIII�III�I [I �I I� 11111 TPIIVUrCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IF MI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR(DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 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 BAG 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" -71/ 322V -14/ 77H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1' Allowed = 0.067" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co/- a o _ o'` 1 2 < 4( M-3x4 1-00 2-00 1-11-11 [PROVIDE_FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON 4-B NH SJ2 Scale: 0.8279 ;--24 . � G//fNF /2 WARNINGS: GENERAL NOTES,unless otherwise noted: g/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 9 2/OPE Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper - ncor oration of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, P P P Y g Air 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at • �,' .� DES. BY: LJ2'o.c,and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing ofd! continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + 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. -p OREGON SEQ. : 6052959 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, Li ,� 0+4b 4, design loads be applied to any component. and are for"dry condition"of use. /� f 7 4' 2 •-\-. TRANS I D: 407654 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 �•+ Q. necessary. 411k, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I l- 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 TPI WTCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-102) 47 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" -50/ 311V -22/ 108H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -68/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 BOTTOM CHORD CHECKED FOR 10PSF 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" 6.00 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" 3 - MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19X at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. co o,- ,r III cV 1 210BISM 4► M-3x4 J, )- L 1-00 2-00 3-11-11 1PROVIDE FULL BEARING'Jts:2,4,31 JOB NAME : POLYGON 4-B NH - SJ3 (NE ,o Scale: 0.6611 �� i�ri� WARNINGS: GENERAL NOTES,unless otherwise noted: �f 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 ;ill'i90 r Truss: SJ 3 and Warnings 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 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 .r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �G, 1/�� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I plywood sheathing(TC)and/or drywall(BC). DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRE /97 GQN C//�� 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. '3?. .14 SEW. : 6052960 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, �� \� design loads be applied to any component. and are for"dry condition"of use. © �' 4, 2Q t,..--r- necessary.I D: 407654 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. /�� Qj 7.Design assumes adequate drainage is provided. R R I t,„ 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 TPI/WTCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 INH1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-42) 57 3-5=(-209) 152 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-87) 72 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -79/ 425V -28/ 86H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 276V 0/ OH 5.50" 0.44 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc snacin M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g' I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 TC PANEL LL DEFL = 0.122" @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 MAX TC PANEL TL DEFL = -0.161" @ 3'- 5.3" Allowed = 0.580" T 1' T 12 MAX HORIZ, LL DEFL = 0.000" @ 6'- 5.5" MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5" 4.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M 1.5x3 4 Design conforms to main windforce-resisting _________3_-- system and components and cladding criteria. /i`� Wind: 140 mph, h=20,3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LI (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. N- 0 N Ln r/- II CO o/ 1 2:� >-<-5 M-3x4 M-1.5x3 J, y 6-05-08 0-03-12 J, )- 1-00 6-09-04 JOB NAME: POLYGON 4-B NH - Cl �� Scale: 0.5738 �� i g/1 Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: . 7[ 9� 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 92 l 0 P E Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper ---- incor oration of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+. P P P Y g / 2.Design assumes the top and bottom chords to be laterally braced at G DES. BY: LJ 3.Additional temporary bracing to insure stability during construction ._, is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byf� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w'- ` DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4Z- OREGON 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. - ' �(/ SEQ. : 6052 961 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, �� Y `2•C' O\b A, T design loads be applied to any component. and are for"drycondition"of use. /� 14, 2 �^}- TRAN S I D: 407654 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 '✓ A- �7, necessary. `y7' V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 1 V_ 11 II 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 _ 1111 DMfi III _ I11 �I I I TPIINTCA 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 7.6.6(1L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 ININ IDI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-42) 57 3-5=(-210) 155 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 75 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 424V -28/ 87H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.2" -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net -5 .sf uplift at 24 "oc siacins. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.121" @ 3'- 5.2" Allowed = 0.386" 6-05-08 0-03-12 3 MAX TC PANEL TL DEFL = -0.159" @ 3'- 5.3" Allowed = 0.580" 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 5.5" 4.001/ MAX HORIZ. TL DEFL = 0.000" @ 6'- 5.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M 1.5X3 4 Design conforms to main windforce-resisting 3 -- -/ system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, it (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. r- C3 N 'T/- II C7 II 6 1 2 5 M-3x4 M-1.5x3 * * * 6-05-08 0-03-12 * * * 1-00 6-09-04 JOB NAME : POLYGON 4-B NH - Cl GE .��, �� PN�'�Fss Scale: 0.5738 C? �`7%8il1 �Q WARNINGS: GENERAL NOTES, unless otherwise noted: 7C' �17 Cl1.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 _92 I O P E 1-- Truss: C GE and Warnings 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 of the building designer. ...el,,, 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at ' .� DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,t' • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! 1 y DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 !`� 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. -57, OREGONty„ `V SEQ. : 605 2962 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, L-- \ design loads be applied to any component. and are for"dry condition"of use. !O .' Ji nQ -� TRANS I D: 407654 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if1 ��, fabrication,handling,shipment and installation of components. necessary. /l�1�R h`+ 4 7.Design assumes adequate drainage is provided. f 1!t. 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 11TPI/W1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ilil -.1111111 III1I 1[1[110 11 II 9. Digits indicate sizeof plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/ t/2n1 1H 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-33) 36 3-5=(-160) 124 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 47 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 369V -21/ 67H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -24/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net -5 rsf uplift at 24 "oc s�acin�. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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" 4-11-08 0-03-12 MAX TC PANEL LL DEFL = 0.040" @ 2'- 10.2" Allowed = 0.281" T I MAX TC PANEL TL DEFL = -0.045" @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.5" 4.001/ MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 -V Wind: 140 mph, h=20ft, 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 CV 1)) r II C7 -I O� _______---21:21= ->-<-5 M-3x4 M-1.5x3 4-11-08 0-03-12 r i r 1-00 5-03-04 _ - ��.�\'.O P R OFF n JOB NAME : POLYGON 4-B NHC2 , GINE, s, Scale: 0.6026 �\� ��' �ll O� WARNINGS: GENERAL NOTES, unless otherwise noted: �� 7r-� �� 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 9 2 0 r L Truss: C2 and Warnings 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 of the building designer. "OF ....., 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction L 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�t DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. 7G ,OREGON �1(/ SEQ. : 6052963 fasteners are complete and at no time should any loads greater than 5.Design assumes es are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /O k 1 4' 20\ ...k- TRANS I D: 407654 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 CC,4.' fabrication,handling,shipment and installation of components. necessary. c 7.Design assumes adequate drainage is provided. C:Fj R 4�„� 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 111, FJI�III�I 1111' II 1TPI/VVrCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 1 _ 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2.5=(-33) 36 3-5=(-161) 127 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 50 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BIG REQUIRED BRG AREA TOTAL LOAD = 42.D PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" 0'- 0.0" -72/ 368V -21/ 68H 5,50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.2" -25/ 213V 0/ OH 5.50" 0.34 KDDF ( 625) 8-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-11-08 0-03-12 MAX TC PANEL LL DEFL = 0.039" @ 2'- 10.2" Allowed = 0.281" MAX TC PANEL TL DEFL = -0.044" @ 2'- 8.2" Allowed = 0.421" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.5" 4.00 V MAX HORIZ, TL DEFL = 0.000" @ 4'- 11.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, hts), close4,2 .0, ASCE WFRS) ;, (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 N -/- I I M II CD, 1 - - Or 2>< .>C 5 M-3x4 M-1.5x3 /- 1 .) 4-11-08 0-03-12 y y J- 1-00 5-03-04 - kk,1 �D PR OFFS JOB NAME : POLYGON 4-B NHC2 GE (NE s< Scale: 0.5026 13) '7/5/Jr Q WARNINGS: GENERAL NOTES,unless otherwise noted: CD 7 ��77 7EC -,- 17� 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 9 G P L Truss: C2 GE and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+. P P P Ys` 2. Design assumes the top and bottom chords to be laterally braced at r DES. BY: LJ 3.Additional temporary bracing to insure stability during construction ,�, 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Pf - DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. q_OREGON Co SEQ. : 6052964 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, L./ "k/,9 +4b {�C,, design loads be applied to any component. and are for"dry condition"of use. /� '�4 7O �-` TRANS I D: 407 654 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 V necessary. �4R R I.� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIlVVrCA in BCSI,copies of which will be furnished upon request. it coincide with joint centerteinnche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 ®® 44.4.4,414 MEM Ma IMUMMM KM may. EM r1/441riei ' ® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-332 UPPER Fax 916/676-1909 POLYGON 4BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42899132 thru R42899139 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 44i -7 87022PE / cn yOREGON .° /-14.ti M8ER USA EXPIRES:06130/2015 September 26,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON 4BC R42899132 PL14-332_UPPER FG2 FLOOR 1 1 Job Reference(optional). Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:50 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-cPpUbl4Asx8vmGsduFBYm7ZKQ?dCUVSQMCySslyaOb? 1-8-0 1 3x4 II 2 3x4= 3 3x4 II Scale=1:8.7 m m - o T , N e e 5 41111. 3x6 = 3x6= 3-10-0 I 3-10-0 Plate Offsets(X,Y)— I1:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=985/0-5-8 (min.0-1-8),4=985/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-5=-37310,3-4=-37310 BOT CHORD 4-5=0/1038 WEBS 2-4=-1201/0,2-5=-1201/0 NOTES- 1)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-5,1-3=-545(F=-495) <, c0 ) P R oFes, 87022 P E r r , . 77 ' OREGON ti( BER gyp-. HEP EXPIRES:0:0/30/2015 September 26,2014 , °r °` fi :' 4 :iig' _.a, .s "s 3. a tra gixi, EA ._ r ay WARNING-Verify design pamneters and READ NOTES ON TSB AND INCLUDED MITEK REFERENCE PAGE MIT-7473 reitI/29/2014BEFORE USE 111/1111 ' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown j v ai is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theMiTek' N� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Piere'dSPI lumber isspesified.the design value:are those effective 08/01/2013 by ALS(' Job Truss Truss Type Qty Ply POLYGON 4BC R42899133 PL14-332_UPPER FG FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:49 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_-8DF60y3Y5d0296HRKYgJEv0E7cAilyhG7YDuKsyaOb0 1 1-0-0 1 1 1-2-4 1 1 1-2-0 110-11-8 1 Scale=1:37.2 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x5= 1 2 3 4 5 6 7 8 Y\ 2<f2<f 11 16 17 18 3619 20 21 22 m : Job Truss Truss Type Qty Ply POLYGON 4BC R42899134 PL14-332_UPPER FT1 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:51 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=4cNsoe5odFGmOQRgSzinJK6ZFPr4DgAZbsi7OkyaOb_ 1 2-0-0 1 2-0-0 I I 2-0-0 1 1-5-4 II 1-2-0 11 1-8-8 II 1-9-0 I Scale=1:37.2 3x8= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 2 6- C7 t — I - 7 ' _ / N O 1 aj 'a o O D G 23 22 21 20 19 18 17 16 15 3x4 = 3x10= 3x6 FP= 3x5= 3x6= 3x10= 3x4=- 3x6 3x6 SP= 3x4= 8-11-12 I 7-9-12 ?-4-12I I 21-9-12 I 7-9-12 0-7-0b-7-0 12-10-0 Plate Offsets(X,Y)— 16:0-1-8,Edge),f20:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.09 15 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=954/0-4-8 (min.0-1-8),23=954/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3074/0,3-4=-3074/0,4-5=-4665/0,5-6=-4665/0,6-7=-4998/0,7-8=-4998/0,8-9=-4422/0,9-10=-4422/0, 10-11=-4422/0,11-12=-2779/0,12-13=-2779/0 BOT CHORD 22-23=0/1717,21-22=0/4051,20-21=0/4051,19-20=0/4665,18-19=0/4665,17-18=0/4821,16-17=0/3728,15-16=0/1532 WEBS 5-20=-335/0,2-23=-1923/0,2-22=0/1521,4-22=-1094/0,4-20=0/897,13-15=-1767/0,13-16=0/1438,11-16=-1094/0, 11-17=0/801,8-17=-459/0,8-18=0/287,6-18=-211/639 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �c� �cp N��N��-7' /02 8 1 2P E .ter' . 4 , r 7 . OREGO r'ot/ '2 ii,/BER. A\ i SA. N�� EXPIRES:RES:0,6/30/2015 September 26,2014 _w..- _-- � "�'�„�. ��+� { Y , 'Cdr% ate:».- a.:�°�`''` ...lig, - -��-,�— "- �,� ..a.---7,4.,..--". , ', <.,,,:. ,Z.,.�. :,.—;s:, „a..- r - ,.:".qr—:F` �. �,— .�r WARNING-Verify design parameters and READ DOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE If11-1473 rev.I/25/2014 BEFORE USE II-M Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. -- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracingshown sVia is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p -��p9tip* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MV9 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine{SPtlumber i-=zpecified,the design values are tho_eeffective 06/01/2013byALSC 'Job Truss Truss Type Qty Ply POLYGON 4BC R42899135 PL14-332_UPPER FT2 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:52 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_YoxEO_6ROYOdOa?O0gDOsYemvpCCyJhipWRZwAyaOaz 2-6-0 I I 1-4-0 II 1-2-0 II 1-0-12 I Scale=1:33.7 1.5x3 II 3x8 = 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o _ o_ _ o_ o_ _ _v - • Oo A/ 000, -. -.111 cN N- O a e A. 1 15 14 13 12 11 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-9-8 10-6-0 I 9-1-0 s-FT8 la-4-81 I19-3-12 I 9-1-0 0-1-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— (13:0-1-8,Edge),114:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.31 14 >751 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.48 14 >480 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=844/0-4-8 (min.0-1-8),11=844/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3086/0,3-4=-3086/0,4-5=-3857/0,5-6=-3857/0,6-7=-3857/0,7-8=-3085/0,8-9=-3085/0 BOT CHORD 15-16=0/1825,14-15=0/3739,13-14=0/3857,12-13=0/3740,11-12=0/1824 WEBS 2-16=-1970/0,2-15=0/1360,4-15=-705/0,4-14=-160/431,9-11=-1969/0,9-12=0/1361,7-12=-708/0,7-13=-154/436 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ` 87922PE • •9r i //t``, { s f /3j, OEGO (11;-)O�� °C)6,748.E_RH \o‘,.. 4 EXPIRES:G6/30/2015 September 26,2014 a i _2., o V �n `, `= iiYw a ,Arai ib ase a n C,.;:; - ,. :,_, x.' ._`*.i I t WARNING-Verity design parameters and READ MOTES ON THIS AND INCLUDED MITEKREFEREMCE PAGE FIII-1473 ret.1/29/2014 BEFORE USE 1I ii, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. _APPlicabilit of design parameters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracingshown 7Y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine{SP)lumber is specified,the deaign values are those effective 06/01/2013 fly ALSO Job Truss Truss Type Qty Ply POLYGON 4BC R42899136 PL14-332_UPPER FT3 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:52 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_YoxEO_6ROYOdOa700gDOsYem2pDsyKoipWRZwAyaOaz 2-6-0 I 2-5-4 II 1-2-0 I I 1-3-4 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 0 0 iiiiiimiliiiiir. 0 0 _ o o_ co 9 a o Nir 1� 14 13 12 11 10 3x4= 3x8= 1.5x3 II 3x4 = 3x8= 3x4 = 8-11-12 I 7-9-12 t3-4 12I 9-7-4 18-1-8 I 7-9-12 0-7-0 0-7-0 9-0-4 0-1-8 Plate Offsets(X,Y1— [4:0-1-8,Edge[,[12:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.39 11-12 >552 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) Weight:80 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2824/0,3-4=-2824/0,4-5=-3381/0,5-6=-3381/0,6-7=-2830/0,7-8=-2830/0 BOT CHORD 14-15=0/1697,13-14=0/3381,12-13=0/3381,11-12=0/3356,10-11=0/1698 WEBS 2-15=-1832/0,2-14=0/1217,4-14=-770/0,8-10=-1833/0,8-11=0/1222,6-11=-568/0,6-12=-227/340 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��5 �CN�iN�F,-4 /02 444 870, 2PE • �<--' i /` cn CV -0 OG•N � 4/y � Q - C". MBEfl .\\\--\ SA. HO'' EXPIRES:G6/3.0/2015 September 26,2014 ,,.ani .ati=< u •:-..,1„,,,,,,, � 3-7... .. ;«",.9'. F. ,•.:,e 'a :•,,,< ��x ."tea. g ..M� ;>a`4,.,,,.-..,,=x. u;«::p^.ru WARNING-Verify design parametnrs and READ NOTES ON THIS AND IA LUDED MITFK REFERENCE PAGE 1411-7473 rev.1/29/2014 BEFORE USE II-11" Design valid for use only with MFlek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown A7 E. is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ��gar erector, Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BVI @@�� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine lSP/lumber ia pecified,thedesignvatuesarethoseeffective06/01/2033by.ALSC Job Truss Truss Type Qty Ply POLYGON 4BC R42899137 PL14-332_UPPER FT4 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:53 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh_0_UdDK639sWUdkaCZOkF01Bw3DaShras2AB6SdyaOay 2-6-0 I I 2-5-4 H 1 1-2-0 i 1 1-0-0 1 Scale=1:22.1 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 0 0 0 o v o 0 0 . Al/'-- e o o e e 03x4= 1 11 10 9 3x4= 3x6= 1.5x3 II 3x4= 9-1-4 I 7-9-12 �8-4-12 �8- 11-12 12-8-12 1 7-9-12 0-7-0 0-7-o 0-11-b 3-7-8 Plate Offsets(X,Y)— 14:0-1-8,Edge},19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 10-11 >905 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IRC2006ITP12002 (Matrix) Weight:57 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=554/0-4-4 (min.0-1-8),8=554/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/0,3-4=-1691/0,4-5=-1502/0,5-6=-1502/0 BOT CHORD 11-12=0/1116,10-11=0/1502,9-10=0/1502,8-9=0/1137 WEBS 5-9=-283/0,2-12=-1205/0,2-11=0/621,4-11=-115/315,6-8=-1227/0,6-9=0/593 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �ccO PROF ��<0 � 6;NSF `0 . 87022PE , mac` ; /,i / (.n , cV , y %,2 •O EG N cp 2 a C'Q .."/14BER ' \-� S 4.. HES .EPI RES:-0630/2015 September 26,2014 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111-7473 raw.I/29/2014 BEFORE USE -! Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown A T W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 re fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine SSP)lumber is specified,the design value;are thoae effective 0-/01/2013 byALSC Job Truss Truss Type Qty Ply POLYGON 4BC R42899138 PL14-332_UPPER FT5 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:54 2014 Page 1 ID:Fz9QzgfDnlTltgjap2TkUzyPYh=UB2?Rf7hvAeLFu9O75FUxzj7pdtyQDO?Hgwf_3yaOax I 2-6-0 I 1 1-1-8 11 1-2-0 I I 1-0-12 1 Scale=1:33.3 1.5x3 11 3x6= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 0 0 0 _ o_ .2. 2 '1 010 111411r N- o O B ® o B 311) 16 15 14 13 12 11 3x4 = 3x8= 3x4= 3x4= 3x8= 3x4 = 9-7-0 10-3-8 1 8-10-8 9-f?10 0-2-011 19-1-4 I 8-10-8 0-1-8 0-7-0 8-9-12 0-7-0 0-1-8 Plate Offsets(X,Y)— (13:0-1-8,Edge),[14:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.29 13-14 >775 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.46 13-14 >497 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=835/Mechanical,11=835/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3040/0,3-4=-3040/0,4-5=-3773/0,5-6=-3773/0,6-7=-3773/0,7-8=-3040/0,8-9=-3040/0 BOT CHORD 15-16=0/1802,14-15=0/3672,13-14=0/3773,12-13=0/3673,11-12=0/1802 WEBS 2-16=-1946/0,2-15=0/1336,4-15=-682/0,4-14=-164/412,9-11=-1945/0,9-12=0/1336,7-12=-683/0,7-13=-163/414 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1 4.(cc9 P R Oppss .87022P • ‘-". / N R GON ' 44/ -7 'A c'ilir O sA. H0:k EXPIRES:0 /30/2015 September 26,2014 . F s 'n . "'e sylyac .ww,a s.:com ;fit`' i ps o . m-Amm.t_ w" 3 ?c w a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P11-7473 rae 1/29/2014 BEFORE USE IR a 11 Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '-- i/Y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �T� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP(lumber isupe-c ified,the d eu ign ualue_are these effective€6/01/2013 by ALSO Job Truss Truss Type Qty Ply POLYGON 4BC R42899139 PL14-332_UPPER FT6 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Sep 25 15:37:55 2014 Page 1 ID:Fz9QzgfDnlT1 tgjap2TkUzyPYh_zNcNe?8JgTmBt1 kbhonjTAGHA0Eh9hN9VUgDWVyaOaw 1 2-0-0 I 1 1-10-0 II 1-2-0 II 1-0-12 1 2-6-0 II 2-6-0 I 2-6-0 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 o o _ao o• _ o o o N 4/,'.- _ No ' _.0000 O e O - O o 0 16 15 14 13 12 11 3x4= 3x8 = 3x4= 3x4 = 3x8 = 3x4= I 8-2-8 18-9-819-4-8 I 18-3-12 1 8-2-8 0-7-0 0-7-0 8-11-4 Plate Offsets(X,Y)— 113:0-1-8,Edge1,[14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.25 13 >880 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 13 >564 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=800/Mechanical,11=800/0-5-12 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2473/0,3-4=-2473/0,4-5=-3463/0,5-6=-3463/0,6-7=-3463/0,7-8=-2870/0,8-9=-2870/0 BOT CHORD 15-16=0/1420,14-15=0/3139,13-14=0/3463,12-13=0/3416,11-12=0/1718 WEBS 2-16=-1591/0,2-15=0/1179,4-15=-746/0,4-14=-3/579,9-11=-1854/0,9-12=0/1244,7-12=-590/0,7-13=-205/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �N � "NF/ 'dam 87.022Pt(44 : mac" 5 w,_ y �' w ' ORGON � 'mo �C'�-j� $ER \ �P S A --H Es k EXP I.RES:0;0/30/2015 September 26,2014 x ..v - :; ust mi33,`w.r..ui4.',' xs- —. .,;so. tib areAt::..., t. .k s: t.. ,$s it s`1.'' ,..soh' .,,t'!s 'g'W- v. .i .V.4B ..��..s .*„ ,t'"' `am . . WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEH REFERENCE PAGE MII-1413 ren.I/29/2014 BEFORE USE IL,II Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown S r I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine,ISPI lumber isaperified,the design valuesare those effective 09/01/2013 to,ALSO PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I.46h. Apply plates to both sides of truss 1 and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. 2 3 1. Additional stability bracing for truss system,e.g. ' TOP CHORDS ® 1 �� 1 c1-2 C2-3 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves WEBS c39 may require bracing,or alternative Tor I O6 �,L bracing should be considered. -ri 3. Never exceed the design loading shown and never ,,,,,:bU stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate �— designer,erection supervisor,property owner and 9 p p p Y plates 0 'h a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that I Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 ND5 SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. ). \ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I II I Put 18.Use of green or treated lumber may pose unacceptable C1 '®' u; 1� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: , ANSI/TPII: National Design Specification for Metal - 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. /1117111111 1 and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 'rA .. 20.Design assumes manufacture in accordance with 1. Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria.I. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013