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Plans (66) • /Lc STw<G---00<61- I 13727 Sw/1Z_. ® CONFORMS TO DESIGN CONCEPT 2-0" 0 CONFORMS TO DESIGN CONCEPT WITH I. '''O' 1 27 IN' 1 REVISIONS AS SHOWN I Li 1/ 1 0 NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS SMI REVISED FOR GENERAL CJ"AFG.RNAKI tt^.r. WITH THE DESIGN CAICEPT ONLY AND DOES WY RELIEVE THE I'`� / .I FABRICATOR/VENDOR OF RESPDNSIBILM'FOR CONFORILAkE WITH TLE lE^ DESIGN DRAITNGS AND SPECIFICATIONS ALL OF WHICH RAY PRIORITY Z OVER THIS SHOP DRAWING. —, y: Arnold R.Solomon Date:January 26.W15 / / E T ENGINEERING INC 5:17 • \ Z Ill:1:Z:L' vv i.-ya 1-0 I I I _ -= ox ,y t." an 3112 2: ' 8.12 �. W `dw'2 e, y f— _v 0w VQWR Qlal a a '*-1 vi 2-0 Ca _ Wal U U iu CUj OV. V ogl OO > azo Q U U 210 Z Z - iOD C2 1T <oh C0ti-a Y 21 1- W Wp Z 4g9aO 0w caLL.- O O0K w�ma_ m = - rZ Q t} sr % Q. HO It 2 2Z z 2$§LLul¢ oc Ed 12.12 / 00003 .�� m U c,2,, • a (5) Oo� Zyo.26o as u �r Ar J1, ,14 J2 12:12 ;¢ J3 J4 Ja (5; J5 • h Pr J5 J5 26 __ __— 12: ✓- r J1O �/�.'� 12: J3 P. J9 �c�/1.! J2 A %//4 ',f ` , s. J1 r-- 3J1 rgid es 511.E aim 1, a k b I IImo RI 4:1t /N 4- 2 2 2 ,x. 2 2 2 • MIRY RIGHT CANT 9' rai 111-6 yr _rel_ 9'51/2 I . 13-0 lir . HO Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 PLACEMENT oNLY.REFER TO TRUSS CALCULATIONS ANDNEERED _..:.. PROJECT TITLE REVISION-1: DRRAAWI RAALLLUCTURAL FURTHER 7-D NH KD Z-PORCH pE51ONSIBLEF FOR ALL NOG N-TRUSS IIS PLAN.- DRAWN BY: REVISION-2 TO TRUSS CONNECTIONS. EECTIONS.BUILDI G 7 / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 1' DESIGNS PR OR TO CONSTRUCTION. W TRUSS �'O P A N Y' 14 DELIVERY LOCATION.• SCALE REVISION-3: 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 211-0* ® CONFORMS TO DESIGN CONCEPT 27-o• i '° 1 ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE AND RESUBMIT THIS MOP ORATING HAS BEEP REVIEHOS FOR&-MERAL CONFORMANCE I VII TIC DESISR CONCEPT ONLY AND DOES AOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR DIMMER/OE AITN TAE -"— ` DE ION DEALINGS AO SPECIFICATIONS ALL OF WHICH HAVE PRIORITY ei DV R THIS SHOP OWING. i By Arnold A.Salmonla Date:January 26.2015 S - e_- .- CT ENGINEERING INC CR t� M ._ 4 t ---- — — IS l o W, 'S eo 4 '! i I'Tall ' N An x2 F- - 7112 ~ Zo� co.," LJ 8J3 SJ9 3 LI i 2.< 4' ►— ... W y Ow CI _ �i,.....• - W W w co,D U V (2 TO $ $ W g g Q Z Z CC <.E. i w w W ooc$Y — + _ O CW Z `,i`m aI-; G 1F CC I- I-00 vUwu_4.o N Z IZ.1! ,r 2 2Z Z z8S"oo< V M ," I •- O 02 QV �zz4x eb 7 ./' AR li 12 lis 3 ow 0 zo.-g Or r2 „....,.,.. `�171 �( wee Z y m 162 m T I N/� ❑ ❑ ❑ f3LL r J1 I 12: ,2 . C J3 M .6 al '5---- P 411/4 r�:r� - J5 .I4._ -�* K 4 :12 �1�.///. JIG 00 riff” J A!! ir Al ".4o r�®i J lif Nlig;7y IF Mil, irois 1111111k .. WRY LEFT --- $ „ 2 2 � 2 2 .. 12 ' • ' CIIIIrP -0r • i9'$lir • .Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE_PIAN PROVIDED FOR TRUSS POLYGON NW 01/26/15 TRUSSER TO C�ALCUULATOl sS AND ENGINEERED STRUCTURAL ...._ PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER 7-D NH KD Z-PORCHDESIN TONE BUILDING RDpa II. RESPONSIBLE FOR ALL NON-TRUSS :r. PLAN: DRAWN BY.. REVISION-Z TO TRUSS CONNECTIONS.BUILDING 7 I CHECKED BY: DESIGNERIENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS C bI M F A NY;: DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-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. / 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 TPI/WTCA 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 shaft 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). Nr. Ir'O t ,tN - 'f tt ) ft t �� V - ,,, **.44i t, stic, $ .1 40r 0/6fM Oil/ EXPIRES sats 11111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24-08-08 MONO HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2- 0) 80 2- 8=(-730) 1837 3- Be) -170) 250 2x6 KDDF M1&BTR T2 2- 3=1.2843) 871 8- 9=(-858) 2138 8- 4=( -65) 768 BC: 2x6 KDDF M16BTR LOADING 3- 4=(-2678) 900 9.10=(-842) 1513 8- 5=( --474) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1856) 893 5- 9=( -657) 465 2x4 KDDF STUD A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'• 0.0' V 5- 6=(•1911) 736 9- 6=( -161) 1156 TC UNIF LL125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 24'- 8.5' V 6. 7=( -128) 150 6-10=(•2571) 1014 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'- 8.5' V 10- 7=( •394) 273 BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 466.7)+0L( 130.7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -647/ 2486V •1751 306H 5.50' 3.98 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -984/ 2651V 0/ OH 6.50' 4.24 KDDF ( 625) = THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacina.) OVERHANGS: 12.0' 0.0' Connector plate prefix designators: VERTICAL DEFLDE . -0I00ON LIMITS:-1 -L 0.0" llowed80 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL = -0.003' @ -1'• 0.0' Allowed = 0.133' M,M2OHS,M18HS,M18 = MiTek MT series MAX TL CREEP DEFL = -0.059' @ 11'- 3.8' Allowed = 0.133' MAX LL DEFL = •0,069' @ 13'- 3.8' Allowed = 1.190' MAX TL CREEP DEFL = -0.118' @ 13'- 3.8' Allowed = 1.586' ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.023' @ 24'- 5.0' MAX HORIZ. TL DEFL = 0.035' @ 24'- 5.0' 7-11-11 16-08-13 f f T NOTE: Design assumes moisture content does 3-11-08 4-00-03 5-04-02 5-06-09 5-10-01 not to exceed 19% at time of manufacture. T T 4597.30# ' '' '' Design conforms to main windforce-resisting 12 M-4x6 system and components and cladding criteria. 12.00 7 =M-6x6 =M-6x6 M-3x6 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCOL=8.0, ASCE 7-10, (All if0 i load duration ffactor=l.6,Cat.2, Exp.B, MWFRS(Dir), ME MRTruss designed for wind loads in the plane of the truss only. M-1.5x3 0 0 0 c AiiiIIIIIIIILM o0 .6. g 10** 8 M-3x6 M-3x8 0'25" M-4x6 M-7x8(S) y y y 7-07-08 8-05-10 8-07-06 J, , b 1.00 - 24-08-08 �� �0 PROFs� JOB NAME: 7-D POLYGON 7-D NH - Al Scale: 0.2399 �`0 GI" �O WARNINGS: GENERAL NOTES,unless otherwise noted: �� �'�� .: 17 1.Gunder and erection contractor should be advised of aA General Notes 1.TN;design is based only upon the parameters shown end Is for an Individual 4 7. 0 P E r and Warnings before construction commences. building component.Applicability of design parameters and proper % Truss: AlIncorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing mat be Metaled where shown+. 2.Design assumes the top and bottom chords to be laterally braced at r��3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless hreead throughout their lenngptthh by ,/.p 4'a'"r DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)ander drywal(BC). t' DATE: 9/15/2014 the overall structure Is the responsibilty of the building designer. 3.2x Invent bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after el bracing and 4. nate ton of truss is the responsibility of the respective contractor. OREGON tt,/ SEQ. : 6060779 fasteners aro complete and at no lime should any bads greater than 5.Design assumes truesea are to be used In a non-corrosive environment, '94.* ","� ,�4 207\ design loads be applied to any component. and aro for'dry full bearing of use. TRANS I D: 408182 5.CompuTrus has no control over end assumes no responsibility for the 6.Design neons on bearing st all supports shown.Shim or wedge if �n i � P fabrication,handling,shipment and Installation of components. lie sign . '�/ R 7.Design assumes adequate dralnegs h provided. PRP,- IL This design is furnished subject to the Imitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIII VIII VIII VIII(IIII IIII IIIIMTITPe SAIANTCA,rInc./CompuTfus Software BCSI,copies of which will be 7.8(1 L)En request jrco^a p �dlth joint center Ines. D or plate design values see ESR-1311,ESR-1985 QuITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'• 8.5' TC: 2x4 KDDF M18BTR; LOAD DURATION INCREASE = 1.15 IBC 2012) MAX MEMBER=(-5 FORCES) 28DOF/205).20 2x6 KDDF N16BTR T22-. 3=(-1086) 370 8-. 9=(-423) 881 2- 3=) -205) 200 SPACED 24.0" O.C. 3= BC: 2x6 KDDF 816BTA (-1086) 404 9=(-423) 891 8- 3=( -105) 453 WEBS: 2x4 KDDF STAND; 3- 4=( 0) 0 9-100(.300) 639 8- 5= -289) 90 2x4 KDDF STUD LOADING 3- 5=( -736) 331 5- 9=S -228) 238 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( -789) 324 9- 6=( -118) 556 TC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -127) 149 6.10=)•1049) 376 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 10- 7= -157) 90 LL = 25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE L0CA0'. 00.00 -184/ACTIONS 1045V -165/ACTR291H 5.50' 1.67N KDUFP(C625� ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 8.5' -179/ 1078V 0/ OH 5.50' 1.72 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0.028' @ 13'• 3.8" Allowed 1.190' M,M2OHS,M18HS,M16 = MiTek MT series MAX IL CREEP DEFL = -0.049' @ 13'- 3.8' Allowed = 1.586' MAX HORIZ. LL DEFL = •0.011' @ 24'- 5.0' 9-11-11 14-08-13 T MAX HORIZ, TL DEFL = 0.016' @ 24'- 5.0' 3-11-08 3-09-12 �2-02-07� 3-04-02 5-06-09 5-10-01 NOTE: Design assumes moisture content does T ,' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. T f 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.007 load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x4 M-3x4 M-1.5x3 gg gr. M-1.5x3 -.3- ca ,gilli\111,11 0 0 00 0, 0 o M-3x4 M-3x8 0.25"a **la -' M-7x8(S) M-3x4 1, y y 1, 7-07-08 8-05-10 8-07-06 y J' 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A2 ����o PRo��s Scale: 0.2111 GJ !`1G'(NE-Atrp- -r WARNINGS: GENERAL NOTES,unless otherwise noted: �t4,r�S v t l��l! ! p 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual T 97.0p E �{- Truss: A2 and Warnings before construction commences.. building component.Applicability of design parameters and properJ/� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responelbisty of the building designer. ,r' DES. BY: MJ 3.Addmonal temporary bradrp to insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at 4,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 DATE: 9/15/2014 the ovens structure Is the responsibility of the buildingdesigner. continuous sheathing such as plyvrood required ng(TC)and/or drywall C. '-4 Po ty g 3.2x Impact bridging or lateral bracing where shown++ ) 4 (r' 4.No bad should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. '17 OREGON �(/ SEQ. : 60607 80 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, x. �Or design loads be applied to any component and ere for"dry condition"of use.TRANS //1 I D: 4 08182 5.CornpuTras has no control over and assumes no responsibility for the 8.Design assumes full bearing at as supporta shown.Shim or wedge If O �h 14 2��v fabrication,handsng,shipment and installation of necessary.. I R R{f-," components.by . 7.Plates assumes adcal on drainage Is buss,e 1111111111111111 8.This design la furnished subject to the Inifations set forth by 8.Plates shall be located on both feces of buss,and placed so their center TPII WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 90.For bagits sic connectsizeor plate desiplate in gn values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDDF /116BTR LOAD DURATION INCREASE o 1.15 1- 20(.1224) 488 1- 7=(-289) 938 7- 2=( 0) 277 5.10=(0) 279 BC: 2x4 KDDF N16BTA SPACED 24.0' O.C. 2- 3=( -871) 603 7- 8=(-289) 938 2- 8=(-478) 334 WEBS: 2x4 KDDF STAND 3- 4=( -589) 509 8- 9=( •57) 600 8- 3=(•340) 392 LOADING 4- 5= -874) 804 9.10=(-218) 789 8- 4=(-189) 177 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1224) 489 10- 6=(-215) 791 4- 9=(-197) 401 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=(-480)) 337 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG BRG AREA NOTE: 2T4 OPACIOR AT EASOC UON. FOR LL LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) 25 PSF Ground Snow (Pg) 0'- 0.0' -162/ 1038V -302/ 302H 5.50' 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' •1621 1038V 0/ OH 5.50' 1.88 KD DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. Connector plate prefix designators: THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND, 2: Design checked for net(-5 Dsf) Uplift at 24 'oc sDacinO,l M,M2OHS,M18HS (or no iTefiM) = riepuTrus, Inc M,M20HS,Y18HS,Y18 = YiTek MT series MAXTILAL DEFLEC0ILIMITS: - 1.8" llowe80 MAX LL DEFL = 0,0303 2' @ 13'• 1.B' Allowed = 1.190' " For hanger specs. - See approved plans 11-11-11 0-09-02 2 11-11-11 MAX TL CREEP DEFL = -0.055' @ 13'- 1.8' Allowed = 1.586' T 6-02-08 5-09-03 0-10-09 5-07-12 6-02-08 MAX HORIZ. LL DEFL = 0.017' @ 24'- 3.0" ( MAX HORIZ. TL DEFL = 0.028' @ 24'- 3.0' 12 12 NOTE: Design assumes moisture content does 12.00 M-4x6 M-5x6 N12.00 not to exceed 19% at time of manufacture. orms to n 4+r:�� systemm andfcomponentsiandicladdingrcriteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. M-3x4 ,M-3x4 r, m o Buri •- = 0 ." o 41k M-1.5x3 60.252 M-1105x3 M-3x46 o M-5x8(S) M-3x4 y 6-00-12 y 5-07-12 1-05-04 5-06 y y 6-00-12 /, 1, 24-08-08 O0 PRO/ JOB NAME: 7-D POLYGON 7-D NH - A3 scale: D.2110 t"f�" `''''' WARNINGS: GENERAL NOTES,unless otherwise noted: 44 17 s P E 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and I for an Individual tt ,i1,47 Truss: A3 and Warnings before construction commences. building component Applcebilay of design parameters end proper Incorporation of component is the responsldity of the building designer. ''� 2.2x4 compression web bracing runt be Installed when shover*. 2.Design aesurntes the top end bottom chords to be laterally braced at ,`f ' 3.Additional temporary bracing to Insure'thinly during construction 2 o.e.end at 10'o.n.respectively unless braced throughout their NrgM by ,,f%p 1 - DES. BY: MJ is the responsibility of the erector.Additional pamnnent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). DATE: 9/15/2014 the overall sbudure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ �� OREGON to � 4.No bad should be espied to any component until alter al bracing and 4.InstaRatlon of truss Is the responsibllty of the respective contractor. qf SEQ. : 6060781 fasteners are complete and et no time should any bads greater than 5.Design assumes tenses are to be used in a noncorrosive environment, :,, •<� 14 Zp 4. TRANS I D: 408182 design loads be tippled to any component. and are for"dry condition'of use. 5.compuTnn hes no control over and sesames no responsibility for the 5.Design assumes NI bearing Nal supports shown.Shim or wedge It 4, �'i 19P fabrication,handling,shipment and Installation of components. neaesery. `,. 7. p Design sumes adequate provided.drainage Is provided. 8.This design Is furnished subject to the In-Salons set forth by 8.Plates shell be located on both faces of trues,and placed so their center PIAIY7CA in BCSI,copies of WI be upon request lines e with joint center Ines. 111111 VIII VIII VIII VIII VIII VIII IIII IIIIMIT' USA,Inc.ICompUT S(Software 7.8(1 L)-E7.For basic coon9.Digitsenector plsize ofat design valte in ues see E8R-1311,ESR-1958 g tiTeig EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'• 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /118BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 414 1- 9=(•347) 821 2- 9=(-273) 253 7.14=(•1323) 435 BC: 2x4 KDDF N18BTR SPACED 24.0' S.C. WEBS: 2x4 KDDF STAND 3- 3=( -981) 465 9.10=( -5) 16 9- 3=( •88) 342 14- B=( -114) 68 LOADING 4=( 0) 0 10.12=( 0) 0 9-11=(•179) 042 3. 6=( -633) 404 11-13=(-350) 957 3.11=(-101) 112 TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 13.14=(-346) 963 8.11=( -13) 316 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1029) 415 10.11=( 0) 52 TOTAL LOAD = 42.0 PSF 7- 8=( -48) 56 11- 7=(-380) 185 NOTE: 2x4 BRACING AT 24'OC UON. FOR 7-13=( 0) 257 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) z BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LOAD" For hanger specs. - See approved plana THEEBOTTOMAT CHORDADEAD(LOADPED IS AIMINIMUMBY8C OF2102PSF. 24'- 8.5' -2201 1031V -234/02OH 5.50' 1.65 KDDF 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net1-5 sof) uplift at 24 'oc soacina.0 M,M20HS,M18HS,M16 = MiTek MT series 0-09-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 0-�9 2 8-06-11 3-05 MAX LL DEFL = 0.038' @ 14'- 8.5' Allowed = 1.190' 1' MAX TL CREEP DEFL = -0.058" @ 14'- 8.5' Allowed = 1.586" 5-00-12 4-09-08 2T-01-07 T- 01-07 6-08-12 3-01.08 MAX HORIZ. LL DEFL = .0.016" @ 24'- 5.0' 1' MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' 10-00 NOTE: Design assumes moisture content does T 4 not to exceed 19% at time of manufacture. 12 M-5x6 12 Design conforms to main windforce-resisting 12.00 M-4x6 \12.00 system and components and cladding criteria. • 9,r11111111a111 ,,� Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-5x10 M-1 5x3 11111 I N O -FC O u� --_-'_n n1;3 1 3 •014 y. o •CD 1M� z 3x4 ° 10 M-1.5x3 M-3x8 M-1.5x3 c M-3x4 M-5x8 y 9-08-08 5-03-08 1-01.08 5-03-12 3-03-04 , J, 15-01-12 y y 9-06-12 y J.. 16-01-08 0-11-12 8-07 J, 24-08-08 JOB NAME: 7-D POLYGON 7-D NH - A3V 4 � PRQfiF Scale: 0.1819 5 G/IIKN /�It/�7 s/ WARNINGS: GENERAL NOTES,unless otherwise noted: ��A� 47/4C/fr st 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual >92 e s P E r Truss: A3V and Warnings before construction commences, buildingcomponent '/J/ cecomponent Issth of design parameters and proper 2.2x4 compression web braving must be stability where shown+. eassumes eothe top an the epo dto of ate building designer. �'" 3.Additional temporary braving to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.o,and at 10'o.c,respectively unless braced throughout their length by ` y, ' DATE: 9/15/2014 the overall structure is the responsibility ofthe building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall((BBC). / 'tea pon tyna 9 3.2x impact bridging or lateral braving required where shown++ Atr 4.No load should be applied to any component until after as braving and 4.Installation of truss is the responsibility of the respective contractor. y OREGON �(/ SEQ. : 6060782 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 .. ZO\b � design loads be applied to any component, and are for"dry condition"of use. / TRANS I D: 4 08182 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beedng at as supports shown.Shim or wedge if Q 14 P nfabrication,handling,shipment and Installation of components. Design assumes. 4/ � R R I+ -a 8.This design is furnished subject to the Imitations set forth 7.Pedgn tbladequate both drainage is ofprovided.us,a '►7C4. 11111111111111111 by 9.Plates shall belocated on faces of tress,and placed so their center - TPIAMrCA In BCSI,copies of which will be furnished upon request. lines colndda with Joint center ansa. MITek USA,Ina/CompuTrus Software 7.8.8(1 L)-E 10.FFEt orlts basiciconnedte m plate de esign values see ESR-1311,ESR-1a98(MReW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'• 8.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1185) 327 1- 7=(-307) 816 2- 7=(-281) 264 9- 5=( -379) 196 BC: 2x4 KODF #16BTR SPACED 24.0' O.C. 2- 3=( -981) 378 7- 8=( -3) 18 7. 3=( •83) 343 5-11=( 0) 257 WEBS: 2x4 KDDF STAND 3- 4=( -633) 341 8-10=( 0) 0 7- 9=(•124) 837 5-12=(•1323) 341 LOADING 4- 5=(-1029) 321 9.11=(-282) 957 3. 9=) •88) 98 12- 6.( -114) 88 TC LATERAL SUPPORT <= 12'DC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=) -48) 56 11.12=(•278) 983 4- 9=( .25) 316 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9=( 0) 52 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pp) LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES ) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0" •151/ 1045V -233/ 281H 5.50' 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 8.5' -144/ 1031V 0/ OH 5.50' 1.65 IMF ( 625) = LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. '• For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacino,l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = •0.031' @ 14'- 8,5' Allowed = 1,190' Y,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = •0.058' @ 14'- 8.5' Allowed = 1.586' 9-11-11 4-09-02 6-06-11 3-05 MAX HORIZ. LL DEFL = 0.015' @ 24'- 5.0" MAX HORIZ. TL DEFL = 0.025' @ 24'- 5.0' T 5-00-12 T 4-10-15 T 4-09-02 T 6-10-03 .' 3-01-08 T NOTE: Design assumes moisture content does not to exceed 19h at time of manufacture. 12 12 M-5x6 M-4x6 Design conforms to main windforee-resisting 12.00 V 12,00 system and components and cladding criteria. //III\ Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,8, Truss designed for wind loads in the plane of the truss only. x10 .5x3konmeemmomm; -/ copi 0 o .. 7 sto M-1.5x3 M 3x412 0 1M-3x4 M-3x8 M-1.5x3 0 M-5x8 y 9-08-08 y 5-03-08 1-01 -08 5-03-12 y 3-03-04 .1. y 15-01-12 y y 9-06-12 16-01-08 0-11-12 8-07 24-08-08 e Scale: 0.2028 p BGG N OPE. JOB NAME: 7-D POLYGON 7-D NH - A4 w ` /1 WARNINGS: GENERAL NOTES,unions otherwise noted: �` T 92..P E r 11 1.Builder and creation contractor should be advised of ell General Notes 1.This design la based only upon the parameters shown and is for an Individual l Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2int x4 compression web bracing mbe instated where shown v, Incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to Insure statiity during construction 2.Design assumes the top and bottom chords to be roughoaterally braced at 49 2'o.c.and et 10'o.c.respectively unless braced throughout their lenng�th by ,i'� n DES. BY: MJ b the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(FC)and/or drywaa(8C). a ri Q` DATE: 9/15/2014 the overall sbudure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� TRANS I D: 408182 4.No load should be applied to any component until after ea bracing and 4.InsteMon of truss is the responsibility of the respective contractor. - SEQ. : 6060783 fasteners are complete and et no time should any beds greater then 5.Design assumes trusses are m com be used In a nonoalve environment . design bads be applied to any component. end are for"dry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8•Design assumes o n bearing atalle.support shown.Shim or wades If i� 14 a�P fabrication,handling,shipment and Installation of components. 7.neassery. `Design assumes adequate drainage is provided. A R FM.`,- 8.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center n lines coindde with joint center Ines. (VIII VIII VIII 11111 VIII VIII VIII 1111 IIII IANTCA In BCSI,copies of which will be furnished MTe Uk SA,Inc./CompuTrus Software 7 6 e(1 L))-E requestte in in . 0.For bale connector ppl te desiign�vaallues see ESR-1311,ESR-1688 QdiTeW 9.Digits Indie size EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 24.08-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF /16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=(-2933) 928 1- 8=(-683) 1898 2- 8=(-187) 242 10- 5=( 0) 516 2x6 KODF k168Tfl 72 2- 3=(-2768) 956 8- 9=(-805) 2259 8- 3=(-169) 908 5-12=(-1583) 627 BC: 2x6 KDDF k168TR LOADING 3. 4=(-1918) 729 9-11°) -24) 63 8- 4=(-687) 402 6.12=( 0) 404 WEBS: 2x4 KODF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-2289) 926 10.12=(-817) 2264 9- 4=(-160) 229 12- 7=( -571) 1777 2x8`KDDF k2 A TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 0'• 0.0' TO 8'- 0.0' V 5- 6=(-1385) 581 12-13°) -56) 99 9.10=(-791) 2222 7-13=(-2679) 915 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'• 0.0" TO 20'• 4.5" V 6- 7=(-1999) 733 4.10=1 •85) 19 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 20'- 4.5' TO 24'- 8.5' V 11-10°) 0) 126 BC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 24'• 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'• 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24'OC UON. FOR TO CONC LL( 488.7)+DL( 130.7)= 697.3 LBS @ 20'• 4.5' 0'- 0.0' -632/ 2442V -176/ 229H 5.50' 3.91 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 24'- 8.5' -870/ 2757V 0/ OH 5.50' 4.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 osfl uplift at 24 'oc soacino.l C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M18 = MiTek MT aeries AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.062' @ 11'- 11.4' Allowed = 1.190' ** For hanger specs. See approved plena MAX TL CREEP DEFL = -0.125' @ 11'- 11.4' Allowed = 1.586' MAX HORIZ. LL DEFL = 0.026' @ 24'• 5.8' 7-11-11 12-05-02 4-03-11 MAX HORIZ, TL DEFL = 0.042' @ 24'• 5.8' 3-11-08 4-00-03 3-11-11 4-02-02 4-05-12 4-01-04 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 597.30# T T 0197.30# 1' M 4x6 12 Design conforms to main windforce•resisting 12.00M-4X6 system and components and cladding criteria. 7 M-3x8 M-3x4 12.00 Wind: 140 mph, h=23,2ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, 4II Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=t.,6, Truss designed for wind loads in the plane of the truss only. 1\1k 1111 -f ui m•10 12 13 ** M-3x10 M-3x4 9 O M-3x6 M-3x8 M-7x8 M-7x8 c M-1.5x3 > J. J, J, 1, J. 7-07-08 4-05-10 3-10-10 4-09-04 3-11-08 1, y J. 16-01-08 8-07 J. y 24-08-08 JOB NAME : 7-D POLYGON 7-D NH - A5 �<�`�a PROF ss Scale: 0.2354 5 ,`7y�IyNf�y1�7 WARNINGS: GENERAL NOTES,unless otherwise noted: it, ""7//5//17 1,�✓/1 f v (r��2r� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end IS for an individual 7G'SP E Truss: A5 and Warnings before construction commences, bulking component.Applicability of design parameters and proper 2.7x4 compression web bradng must be Installed where shown+. Incorporation of component is the responeidlty of the building designer. d. 3.Additional temporary bracing to insure atadNy during construction2.Design assumes the top and bottom chords to be laterally braced at / - DES. BY: MJ is the responsibility of the erector.Additional2'us.and at 10'o.c.respectively braced throughout their length permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvMlCby �'� ' �' DATE: 9/15/2014 the overall structure is the respondblmy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. -j� OREGON I(/ SEQ. : 606 0784 fasteners are complete and at no time should any bads greater than 5.Design mistimes busses are to be used in a non-corrosive environment, /.r 4,, Y O,�b A, design loads be applied to any component. and aro for"dry condition"of use. //1. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.8dm or wedge if v 14 rZ �, fabrication,handling,shipment and Installation of componeds. 7.Design assumes adequate drainage is provided. ���R`�� IIIIII VIII VIII VIII 11113 VIII VIII 1111 11 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ams, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Digits baindicate sic connecto°pla�designncvalues see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 18.06.08 HIP SETBACK 3.05.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1 02660 TC: 2x4 KDDF k1&BTR; 16-06-08 GIRDER SUPPORTING 24.08.08 FROM 9-00-00 TO 16-00-00 1- 2= •4120) 1180 12.10 1= --738` 2882 10- 3=5 2x6 KDDF N1&BTA T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 6298 10- 4=(-4236) 1214 BC: 2x12 KDDF Bt&BTA 3. 4= •2882 798 11.12= -2414 9178 4.11- 484 2220 WEBS: 2x4 KDDF STAND LOADING 4. 5= -6622) 1848 12.13= -2414 9178 11. 5=5.3110 818 LL= 25 PSF Ground Snow (Pg) 5- 6= 7884 2142 13.14= -1962 7540 12- 5= -514 2462 TC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL 50.0)+DL 14.0)0 64.0 PLF 0'- 0.0' TO 3'- 5.0' V 6- 7= -4028 1066 14- 8= -980 4028 5.13=5.1744 460 BC LATERAL SUPPORT 72'0C. UON. TC UNIF LL 67.7+OL 19.0 = 86.7 PLF 3'- 5.0• TO 13'- 1.5" V 7- 8= -5746 1498 13- 6- -514 2352 TC UNIF LL 50.0 +DL 14.0 = 84.0 PLF 13'• 1.5' TO 16'- 6.5' V 8- 9= 0 80 8.14= -4354 1242 BC UNIF LL 0.0 +DL 27.1 = 27.1 PLF 0'- 0.0' TO 16'• 6.5' V 14- 7= -970 3778 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL 283.9)+DL 193.05= 476.9 PLF 9'. 0.0' TO 16'- 0.0' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRO REQUIRED BRG AREA TC CONC LL(TC CONC LL 88.8`+DL 19.+DL( 3`= 88.1 LBS @ 13'. 1.5' LOCATIONS0'- 0.0" -888/A0TIONS 3255V -73/ 73H 5NS .50• 5.21ZE N KDDFP) 625 OVERHANGS: 12.0' 12.0' ADDL: BC CON C LL+DL= 2757.0 LBS @ 8'- 0.0" 16'• 6.5' -1289/ 4971V 0/ OH 5.50' 7.95 KDDF 5 625I Connector plate prefix desi nators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net(•5 psf) uplift at 24 "ox soecing.l 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001' @ .1'- 0.0' Allowed = 0.100' r� J2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' oin together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = 0.059' @ 8'• 3.2' Allowed = 0.781' nails staggered at: MAX TL CREEP DEFL = -0.155' @ 8'- 3.2' Allowed = 1.042' 9' oc in 1 rows) throughout 2x4 top chorda, MAX LL DEFL = •0.001' @ 17'- 6.5' Allowed = 0.100' 9' oc in 2 row(s throughout 2x6 top chords, TRUSS NOT SYMMETRICAL. MAX TL CREEP DEFL = •0.001' @ 17'• 6.5' Allowed = 0.133' 9' oc in 3 rows throughout 2x12 bottom chords, ORIENTATION AS SHOWN. 9' oc in 1 row( throughout 2x4 webs. MAX HORIZ. LL DEFL = •0.011' @ 16'- 1.0' U1 - 2x6 DF R1&BTR) MAX HORIZ. TL DEFL = 0.021' @ 16'- 1.0' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2-07-11 11-03-02 2-07-11 Design conforms to main windforce-resisting T T system and components and cladding criteria. 2-07-11 2-05-15 3-01-10 3-01-10 2-05-15 2-07-11 Wind: 140 mph h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 +88.10k 08.6# (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 12 load duration factor=1.� 12.00 M 4x8 N12.00 Truss designed for wind loads M 3x8 M-3X10 M-3x8in the plane of the truss only. alt. T2Eia� N '' 'W4 -AA0 ^ �� 0u;o.O 10 11 12 13 0 M-5x16 M-3x8 M-12x14 M-12x14 M-12x20 M-12x14 • 757# ; y ), ), b 2-05-04 2-11-14 2-10-02 2-10-02 2-11-14 2-05-04 , )' y )' 1-00 16-06-08 1-00 vgo • Scale: 0.3524 Co�. 4. �Fess/d JOB NAME: 7-D POLYGON 7-D NH - B1wC' ` /15// � WARNINGS: GENERAL NOTES,unless otherwise noted: r� 1.Builder and erection contractor should be advised of as General Notes 1.This design la based only upon the parameters shown and Is for an Individual CC +92 p E til and Warnings baton construction commences. buildng component Applicability of design parameters and proper Trus$: B 1Incorporation of component Is the responsibility of the building designer. 1 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at 3.Additional temporary bracing to Insure stadity during construction d�DES. BY MJ Is the res nsi of the erector.Additionalpermanent bracing of 2'sc.and at ea o.c.respectively unions braced throughout their all by `• po betty continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). �jr. DATE: '9/15/2014 the overall slrudure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ •}sem ` ()REG�N� .y' SEQ. : 60607 85 4.No bad should be applied to any component until atter as bracing end 4.Installation of truss Is the responsibility of the respective contractor. Z► a fasteners are complete and at no time should any bads greater than 5.Design assumes tenses are to be used In a non-corrosive environment, , 2 design A. loads be applied to any component. and are for-dry condition*of use. 0 4 TRANS I D: 408182 5.CoepuTrus has no control over and assumes no responsibility for the 8.Designassumes fug bearing at at supports shown.Shim or wedge If nbplr��4sy( i P fabdcatlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. c F1.1`t_' 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedof onboth faces of truss,and placed so their center ANTCA I,copies of which will be furnished upon lines coindde 11111111111111111111111111111111111111 M Te USA,SAInIn0.6CompUTM Software+7.6.8(1 L}Erequest. 0.For basic cojoint center Ines. it Digits Indicatennector plate desigate in n values see ESR-1311,ESR-1988(MITA) EXPIRES:1:2/31t2015 IIIIIIIIIIII . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 78 2.5=(-82) 123 3.5=(-268) 113 BC: 2x4'kDDF 616BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND 2-3=( -90) 83 5-6=( 0) 0 LOADING 3-4=(•134) 32 TC LATERAL,SUPPORT <= 12'OC. 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 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'. 0.0' -124/ 497V -44/ 77H 5.50' 0.74 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -136/ 19V 0/ OH 1.50' 0.03 KDDF ( 625) C,CN,C18,0N18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 5.0' 52/ 35V 0/ OH 5.50' 0.06 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 dsfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = •0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.016' @ 0'- 0.0' Allowed = 0.100' 12 MAX TL CREEP DEFL = -0.021' @ 0'. 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.009' @ 1'- 8.2' Allowed = 0.048' 12.00 V MAX TC PANEL TL DEFL = 0.012' @ 1'- 8.6" Allowed = 0.072' MAX BC PANEL LL DEFL = 0.005' @ 2'. 0.5" Allowed = 0.075' MAX BC PANEL TL DEFL = 0.006' @ 2'. 0.5' Allowed = 0.100' MAX HORIZ. LL DEFL = -0.035' @ 1'- 10.9' M-1.5x3 MAX HORIZ. TL DEFL = •0.042' @ 1'- 10.9' II' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. r Design conforms to main windforce-resisting Al system and components and cladding criteria. 0 w Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o� Truss designed for wind loads c - in the plane of the truss only. , ,...., c, 5 I_I �11 8 _„ M-3x4 M-1.5x3 y y 2-05 1-00 3-05 (PROVIDE FULL BEARING:Jts:5.4.6' JOB NAME: 7-D POLYGON 7-D NH - BJ1 Scale: 0.6338 .\'��G/10 PN'71151119 '1P WARNINGS: GENERAL NOTES,unless otherwise noted: n(r (/ y 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 4 T 92 P E f Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibmty of the building designer. // 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced at Al / � DES. BY: MJ is the responsibility of the erector.Additional permanent bradng of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/15/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood Shea when C)and/or drywati C. Pon h' g 3.2x Impact bridging or lateral bredng required where shown++ ) ad tr 4.No load should be applied to any component until alter al bradng and 4.InataAstion of buss Is the responsibility of the respective contractor. "ys OREGON 1(f SEQ. : 60607 86 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to ba used In a non-corrosive environment, A.OREGON ZO,�b design loads be applied to any component, and are for"dry condition"of use. /� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the S.Design fug bearing at a9 supports shown.Shim or wedge if O 1 4 t,1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 't77 [t`�� V f IIIIII 11111 11111 11111 11111 VIII VIII IIII ill S.This design is furnished subject to the Imitations set forth by ePlates shall be located on both faces of truss,and placed so their center TPIMITCA in SCSI,copies of which will be furnished upon request, lines cdndds coli,joint center lines. MiTek USA,Ina/CompuTrus Software 7.6.8(1 L)-E 0.Fog. ur basts ic connectoe size rplatte desiglate in n values see ESR-1311,ESR-1588(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'. 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 915BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=(-154) 86 3.4=( -44) 0 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 OVERHANGS:- 12.0" 8.7' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'. 0.0' -22/ 309V -58/ 170H 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'. 2.2' 0/ 41V 0/ OH 5.50' 0.07 KDDF 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc 3'- 5.0' -130/ 141V 0/ OH 1.50' 0.18 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT aeries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [GOND. 2: Design checked for nett-5 osfl gplift at 24 'oc spacina.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = .0.002' @ -1'- 0.0' Allowed = 0.100' -/ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.000' @ 3'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 3'- 11.7' Allowed = 0.074' 12 MAX TC PANEL LL DEFL = 0.027' @ 2'- 1.4' Allowed = 0.283' 12.00V MAX TC PANEL TL DEFL = 0.026' @ 2'- 1.4' Allowed = 0.425' MAX HORIZ. LL DEFL = -0.001' @ 3'- 4.3' {j W MAX HORIZ. TL DEFL = -0.001' @ 3'. 4.3' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting ✓ system and components and cladding criteria. o Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ✓ (All g ),fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), load Heihts Truss designed for wind loads in the plane of the truss only. o/- Prld MIMIIIIMIIIIMIIIIIII o% ►� M-3x4 y y J' )' 1-00 3-05 0-06-11 )PROVIDE FULL BEARING:Jts:2.5.3) Pc° PROPe JOB NAME: 7-D POLYGON 7-D NH - BJ2 Scale: 0.5806 "�'� �'i ,9 WARNINGS: GENERAL NOTES,unless otherwise noted: ?92 //7 ti' ik tti is 1.Builder and erection contractor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and is for en individual Truss: BJ 2 and Warnings before construction commences. building component.Appacebli Y of design parameters and proper 2.2x4 congression web bracing swat be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Inure stability during anstrudion 2.Design assumes the top and bottom chords to be laterally braced et of the erector.Additional ant bracing of 2'5.o.and at 10'o.n.respectively unless braced throughout their lenr�gth by ,,+!, - DES. BY: MJ is the responsibility Mnna" continuous sheathing such es plywood aheathing(TC)andlor drywati(mC). s/. Q DATE: <•9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�(�� IP A �L 4.No load should be applied to any component until after al bracing and 4.Installaton of truss is the responsibility of the respective contractor. OREGON ti,6��'` SEQ.TRANS I D: 408182 : 6060787 fasteners are complete and et no time should any beds greater then 5.Designnresumes trusses areof touusebe used in a non-corrosive environment, i. "if 1 4 N design bads be capped to any component. 5. are for"drycondition' . 7 � 5.Conpulrus hes no control over and assumes no responsibility for the a Design assumes NA bearing at all supports shown.Shim or wedge if d.�� `�� necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is prmprovided. '�7 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and plead so their center 11111111111111111111111111 VIII VIII IIII IIII MTITPe USA,Ina/CompuTrtta Software 7.6.6(1 L)E request. 0.Forjoint center Ines. basicbasiindicate connector lines coindde plate design values see ESR-1311,ESR-1958(MITeW 9. of €XPIRE8:12/31/2015 EIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.5=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0' O.C. 2.3=(-301) 249 3.4=) -76) 51 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -15/ 302V -90/ 224H 5.50" 0.48 KDDF ( 625) P Q LL = 25 PSF Ground Snow (Pg) 3'- 2.2' 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc 3'• 4.3' -187/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7' -54/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(•5 oaf) uplift at 24 'oc spacin0.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, 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 TC PANEL LL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.283' MAX TC PANEL TL DEFL = 0.009" @ 1'- 8.3" Allowed = 0.425' MAX HORIZ. LL DEFL = •0.003' @ 5'• 10.9' 0000:402,0•0000/.1 MAX HORIZ. TL DEFL = -0.003' @ 5'- 10.9' 7NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, p Truss designed for wind loads Co in the plane of the truss only. co o uiNAIIIIIIIIMIIM 0 o 5,..-•_.-_-,, M-3x4 1-00 3-05 2-06-11 [PROVIDE FULL BEAAING;Jta:2.5.3.41 Scale: 0.4587 �� � GP �fi N � �, �/O JOB NAME : 7-D POLYGON 7-D NH - BJ3t/�� WARNINGS: GENERAL NOTES,unless otherwise noted: 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 4 'T 921 s P E 1- Truss: BJ 3 and Warnings before construction commences. bullring component Applicability of design parameters and proper r/'/ 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the buikang 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: MJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` DATE: 9/15/2014 responsibilitybuilding g continuous sheathing such as plywood required ng(TC)and/or drywa(BC). -'f'�" the overall structure is the res sibs of the designer. 3.2x Impact bridging or lateral bradng where shown++ CC 4.No bad should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. i 4-OREGON�b 4Ci SEQ. : 6060788 fastener'are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4w 'V 20 A. design loads hasbs ano controllied to anycomponent. 4 anassumesre "of use. bearingover assumes no responsibility for the necessary. 11142. `` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. b 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center (VIII VIII VIII VIII VIII([III VIII[III[IIIMITed k US,Inc./CompuT s(Software 7.8.6(1L)-En .6.6(1 L)En SCSI,codes of whch will be furnished upon request 10inttines. Co lines be naorplateerlvalues see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/CgoI.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-6=(0) 0 BC: 2x4 KDDF 1118BTR SPACED 24.0' O.C. 2-3=(-437) 348 3-4=(-172 90 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4.5=) -44) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 6.7" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -8/ 288V -118/ 302H 5.50' 0.46 KDDF825 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 2.2' 0/ 31V 0/ OH 5.50' 0.05 KDDF ( 825) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'• 4.3' -259/ 323V 0/ OH 1.50' 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'. 5.0' -144/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND. 2: Design checked for net(-5 osfl plift at 24 'oc ssacing,l AND BOTTOM CHORD LIVE Lr DS 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 = -0.000' @ 7'- 11.7' Allowed = 0.056' MAX TL CREEP DEFL = -0.000' @ 7'- 11.7' Allowed = 0.074' 0 MAX TC PANEL LL DEFL = 0.007' @ 1'• 10.9' Allowed = 0.283' MAX BC PANEL TL DEFL = -0.005' @ 1'. 9.9' Allowed = 0.167' MAX HORIZ. LL DEFL = •0.005' @ 7'- 4.3' 12 MAX HORIZ. TL DEFL = -0.005' @ 7'- 4.3' 12,00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. a Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, c (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), load duration factor=l.8, 0.3 Truss designed for wind loads in the plane of the truss only. y m a 0 _ M-3x4 y i' ). y 1-00 3-05 4-06-11 (PROVIDE FULL BEARING:Jts:2.6.3.41 �„,co PROpes JOB NAME' 7-D POLYGON 7-D NH - BJ4 Scale: 0.3821 �5. �("° `4oA� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t y� •�(((]]]�.'fl � "��: 1.Builder and*ration contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual l' -92.0 P E r and Warnings before construction commences. building component.Applicability of design parameters end proper f Truss: BJ 4 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the reaponsibilty of the bulking designer. p /r 3.Additional temporary bracing to insure stability during construction 2.Design Humes ihs top and bottom to be laterally braced at DES. BY: MJ Is the responsibility permanent ty of the erector.Additional peanent bracing of 2'c.c.annd at 10•0.0.respectively unless ass lei braced throughout their length by continuous sheathing such as plywood aheetNng(TC)and/or drywa0(BC). ' -ail Q DATE: 9/15/2014 the overal 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 a9 bracing end 4.instadaeon of truss Is the responsibility of the respective contractor. '� OREGON t• to SEQ. : 6060789 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� -if O1 A. design loads be applied to any component. nand erefor"dry full be n'of use. .. 1' 14 Z. TRANS I D: 408182 5.Co puTnn has no control over and assumes no responsibility for the e•Designeeasumss on bearing at a8 supports shown.Shim or wedge if p �Q fabrication,handling,shipment and Installation of components. 7.Deygn assumes adequate drainage is provided. �E*R R 1IA' 8.This design Is furnished subject to the Imitations set forth by 8.Plates sham be located on both faces of truss,and plated so their center - - ch n BCSI,copies of wh yd be fumished upon request lines coindde with joint center s. VIII VIII IIII VIII(IIII(IIII VIII(III IIIIM Tek U A,lnC./CompUT a(Software 7.8.6(1 L)-E 09..For basic of design values see ESR-1311,EBR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII( 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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 80 2.10=(•439) 1626 3.100(.174) 244 BC: 2x6,KDDF 816BTR 2. 3.1-2523) 714 10.11=(466) 1766 10. 4=( .68) 697 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2358) 744 11- 8=(-387) 1633 10. 5=(•362) 285 LL = 25 PSF Ground Snow (Pg) 4. 5=(•1622) 580 5.11=(-342) 275 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO B'• 0.0' V 5. 6=(•1831) 584 6.11= -58) 677 BC LATERAL SUPPORT <= 12'0C. UON, TO UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 14'- 0.0' V 6- 7=(-2367) 749 11- 7=(-173 245 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 0.0' TO 22'- 0.0" V 7- 8=(•2534) 720 BC UNIF LL( 0,0)+DL( 50,0)= 50.0 PLF 0'. 0.0' TO 22'- 0.0' V 8- 9=( 0) 80 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)0 597.3 LBS @ B'• 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 OVERHANGS: 12.0' 12.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0• •523/ 2249V -217/ 217H 5.50' 3.60 KDDF ( 625) Connector plate prefix LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -527/ 22574 0/ OH 5.50' 3.61 KDDF ( 625) Connec 8,CN18 (or no prefix) =designators:Compnus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, Y,M2OHS,M15HS,M16 = MiTek MT aeries ICOND. 2: Design checked for net(-5 psfl uplift at 24 •oc spacin0.I 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '( T MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" 4-00 3-11-11 3-00-05 3-00-05 3-11-11 4-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = •0.046" @ 11'- 0.0' Allowed = 1.054" 12 12 597.30N 597.30# T MAX TL CREEP DEFL = -0.082' @ 11'- 0.0" Allowed = 1,406' M-4x6 M-4X6 MAX LL DEFL = •0.002' @ 23'- 0.0' Allowed = 0,100' 12.00 7M-3x4 N12.00 MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133' �p 5 e MAX HORIZ. LL DEFL = 0,018' @ 21'- 6.5' �' MAX HORIZ. TL DEFL = 0.028' @ 21'- 6.5• NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components end cladding criteria, M-1.5x3 M-1.5x3 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=8.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.8, Trues designed for wind loads in the plane of the truss only. co co Co of "'" " 98 ,T o 10 _ o o ,' M-3x6 M-3x8 M-5x6(S) M-3x8 M-3x6 �' o 1, ) /- y 7-08-08 6-07 7-08-08 y 10-00 12-00 1,1 00 22-00 /, 1' 1-00 JOB : NAME: 7-D POLYGON 7-D NH - Cl Y°.. PROFFss Scale: 0.2653 `GJ GlIKN� / WARNINGS: GENERAL NOTES,unless otherwise noted: �� '71+✓/fr O2 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual ` 92 P E r Truss: C1 and Warnings before construction commences• building component Applicability of design parameters and proper lirr 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responeibmty of the bulking designer. _ DES. BY: Md 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional mrenent bracingof 2'o•a and at to o.c.respectively unless braced throughout their length by DATE: 9/15/2014 responsibility of the Mtlding designer. continuous sheathingsuch es )• / 4111sr•, the overall structure is the re Pywood aired ing(TC)and/or drywel C Q 6060790 C 4.No bad should be applied to a 3• Impact bridging or lateral bracing required where shown++ ae _ell SEQ. : 60607 90 fasteners are co pW any component until after all bracing and 4.Installation of trues i the responsibility of the respective contractor. y A OREGON (o complete and at no arta should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment "'7� 2pN� TRANS I D: 408182 design loads be applied to any conponent and ere for"dry condition"of en 5.CompuTna has no control over and assumes no responsibility for the 8,Design assumes NI bearing at a6 supports shown.Shim or wedge If d 14 fabrication,handing,shipment and installation of components. necessary. A� �P 7.Design assumes adequate drainage is provided. '.1 Fi R y�`,, V 8.This design ie furnished subject to the Imitauon set both by 8.Plates shall be locatedInes coindde with jointloan centerboth faces of truss,and placed so their center +l 111111111111111111 MTITPBUSA,lna C mpUT a Software 7 8.6BCSI,copies of which will be (1 L)En request ft 0.Forbasicbbasic indicate connector of plate design inches. ties ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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: 2x4KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2.12=(-183) 752 3-12=(-196) 181 SPACED 24.0' O.C. 2- 3=(-1049) 364 12.13=(-101) 858 12- 4=(-141) 383 BC: 2x6 KDDF #1&BTR 3- 4=( -887) 397 13.10=(-191) 652 12- 6=(-172) 130 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 6.13=(-172) 130 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( •565) 338 8-13=(-142) 382 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -565) 338 13- 9=(-196) 181 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=( •887) 397 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-100(.1049) 384 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 80 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(8) SPECIFIED BY IBC 2012. OVERHANGS: 12.0' 12.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REGUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -241/ 1038V -220/ 220H 5.50' 1.86 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 22'- 0.0' -241/ 1038V 0/ OH 5.50' 1.86 KDDF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series ICOND. 2: Desian checked for nett-5 osfl uolift at 24 'oc soacing.I 9-11-11 1 r2.00-10 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ,)' MAX LL DEFL = -0.002' @ •1'- 0.0' Allowed = 0.100' 4-00 3-10-04 1-00-05 0-05 12.01-07 3- 10-04 4-00 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.019' @ 11'- 0.0' Allowed = 1.054• MAX TL CREEP DEFL = -0.035' @ 11'. 0.0' Allowed = 1.406' 2-01-07 1-00-05MAX LL DEFL = -0.002' @ 23'- 0.0' Allowed = 0.100' 8-00 ' 1' 1---f 8-00 MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' ( f MAX HORIZ. LL DEFL = 0.007' @ 21'- 6.5' 12 12 MAX HORIZ. TL DEFL = 0.012' @ 21'- 6.5' 12.00 '12.00 NOTE: Design assumes moisture content does li • M-4X6 M-4x6 not to exceed 194 at time of manufacture. M- X4 Design conforms to main windforce-resisting �,� �� system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oat duration factor=l6, Truss designed for wind loads M-1.5x3 M-1.5x3 in the plane of the truss only. IF/ m M O Of- _� -- + �'I� ', r� T Vii• T 8 M-3x4 M 3x8 M-5x6(S) M 3x8 M-3x4 1 O y y y 7-08-08 y 6-07 7-08-08 y ), J, 10-00 12-00 J, 1, J, J, 1-00 22-00 1-00 OD P Ft Ope JOB NAME: 7-D POLYGON 7-D NH - C2 Scale: 0.2036 y . we 1/5/11 °9 WARNINGS: GENERAL NOTES,unless otherwise noted: ''92!i P E { 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 / Truss: C2 and Warnings before construction commences. building component Applicability of design parameters and proper d�,!� 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. / 3.Additional temporarytrading to insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at rw�!' lly 2'o.a and at 10'0.0.respeudively unless braced throughout their length by ,,.^��e► DES. BY: MJ le the responsibility of the erector.Additional permanent hxadng of continuous sheathing such as plywood eheathing(TC)and/or drywal(BC). 4 Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON SEQ. : 6Os 07 91 4.No bad should be tippled to any component until after all bradng and 4.Installation of trues b the responsibility of the respective contractor. 7, A. �� fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, ♦0 design bads be tippled to any component and are for"dry condition"of use. A; TRANS I D: 408182 5.C Trusload has no control over and assumes no responsibility for the 8•necessary.gra as assumes full bearing at all supports shown.Shim or wedge if 14rs t �` fabrication,handling,shipment and installation of component. 7.Design assumes adequate drainage is provided. R E yM- a.This design is furnished subject to the Irritations set forth by a.Plates shall be located on both faces of buss,and placed so their center IIIIII VIII VIII VIII OEM 11111 IIII Ill k Swhich n request. 5. size M TeUS,lncCompuT!Software 7.6.6(1L)E0.Digits iblines ac connectoroplaate designvaluesvalues see ESR-1 311,ESR-1 see(Weir) EXPIRES:12/31/2015 ' • II'IIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(1=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 80 2- 8=(-93) 842 3. 8=(-377) 349 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. WEBS: 2x4 KDDF STAND 2- 3=0094) 254 8- 9=(-52) 551 8- 4=049) 614 LOADING 3. 4=( -987) 431 9. 6=(•93) 715 4. 9=(•249) 614 TC LATERAL SUPPORT <o 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 1094) 431 9. 5=(•377) 349 BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1090) 280 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' 6. 7=( 0) 80 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,C18,(or n Mprek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -187/ 1038V .307/ 307H 5.50' 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0' -187/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Desian checked for nett-5 Del') uplift at 24 'oc soacino.) 11-00 11-00 T f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-07-10 5-04-06 5-04-06 5-07-10 MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' T MAX TL CREEP DEFL = -0.003" @ •1'- 0.0" Allowed = 0.133' 12 12 MAX TLMCREEP DEFL = -0.51' @ 7'- 5.1' Allowed = 1.406' M-4x6 MAX LL DEFL = -0.002' @ 23'• 0,0' Allowed = 0.100' AX 12,00 V 4 4 0" \12'00 MAX TL CREEP DEFL = •0,003• @ 23'• 0.0" Allowed = 0.133" Ji MAX HORIZ. LL DEFL = 0.013' @ 21'- 6.5' 11111111111 n MAX HORIZ. TL DEFL = 0.018' @ 21'• 6.5' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 M-1.5x3 load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. co o C3 O r'• as �V 8 9 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 J, y ), 1, 7-05-01 7-01-13 7-05-01 J, y y 10-00 12-00 1-00 22-00 1 y 1-00 JOB NAME: 7-D POLYGON 7-D NH - C3 Scale: 0.2195 1. ,5�``��GPN��Ffi/ss/� WARNINGS: GENERAL NOTES,unless otherwise noted: �4�. - !I✓I1 / 1.Builder and erection contractor should be advised of aR General Notes 1.This design is based only upon the parameters shown and is for an Individual -g 0$PE �{ Truss: C3 and Warnings before construction commences. building component.Applied:My of design parameters and proper //�r 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. �% DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c•respectively unless braced throughout their length by - �' " DATE: 9/15/2014 the overs/structure to the responsibility of the buildingdesigner. continuous sheathing such as plywood required w g(TC)and/or drywall C. .,,,,%11111, • T aY d 3.2x Impact bridgingl or lateral bradng where shown++ ) A -c 4.No bad should be applied to any component until after all bracing and 4.Installation of tons is the responsibility of the respective '}>• OREGON 4/ �+ 7to y contractor.. SEQ. 6060/92 fasteners are complete and at no time should any loads grater than 5.Design assumes trusses are use.be used In a non-corrosive environment, � A. i a'Y aha TRANS I D: 408182 design loads be applied to any component and are for"dry condition"of /� 7 r 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Ng bearing at all supports shown.Shim or wedge if v. 1 4 Z N fabrication,handling,shipment and inefaaatlon of necessary. -f1Q`. components. 7 Design assumes adequate drainage Is provided.uss,a �p R I` L.V IIIIII VIII VIII VIII VIII IIID VIII III IIII O.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +7 b TPVW TCA in SCSI,copies of which will be furnished upon request. lines cdndda with joint center Inca. MiTek USA,Ina/CompuTrus Software 7.6.6(11..)-E 10.Digits For indicate c conn dor of design vales see ESR-1311,ESR-1888 MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 IC: 2x4 KDDF 015BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF A18BTR SPACED 24.0' O.C. 2.3=(-18) 85 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' -50/ 287V -32/ 99H 5.50' 0.48 KDDF ( 625) 1'- 10.9' -185/ 174V 0/ OH 1.50' 0.28 KDDF ( 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 Osfl gplift at 24 'oc Spacin0.' 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 TC PANEL LL DEFL = 0.004' @ 1'- 0.0' Allowed = 0.147' MAX TO PANEL TL DEFL = -0.008' @ 1'. 1.6' Allowed = 0.220' MAX BC PANEL LL DEFL = 0.013' @ 3'- 8.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.081' @ 4'. 4.8' Allowed = 0.472' 1-11-11MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' T f MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' NOTE: Design assumes moisture content does 12 not to exceed 194 at time of manufacture. 12.00 7 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, (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), ��) Truss ddesigned for owind loads in the plane of the truss only. v 4 0 N O,,- O� �4 -! O M-3x4 1, ), /, 1-00 (PROVIDE FULL BEARING;Jts:2.3.4( 8-00 � O PR04r, JOB NAME: 7-D POLYGON 7-D NH - J1 Scale: 0.5877 � cum � ((YYey(N (j�/jam /o WARNINGS: G' �r.G •� GENERAL NOTES,unless otherwise noted: t' 1.Builder and erection contractor should be advised of el General Notes 1.This design la based only upon the parameters shown and Is for an Individual Truss: J1 and Warnings before construcion commences. building component Applicability of design parameters and proper / 2.2x4 compression web bracing mist be installed where shown+. Incorporation of component Is the responsibility of the bulking designer. .M" 3.Additional temporary bracing to Insure stability during conduction 2.2'Do.c. assumes the top and bottom chords to be laterally braced at f�* DES. BY' MJ Is the responsibility of the erector.Additional permanent brad of 2'o.c.end at 10'o.o,respectively unless braced throughout their lenng�th by /".qp. W n9 eontlnuous sheathing such as plywood sheathing(TC)and/or drywal(mC). 0 DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r OREGON b Cr SEQ. : 6060793 4.No load should be espied to any component until after al bredng and 4.Installation of Inns Is the responsibility of the respective contractor. IP. „L. fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, 1,, 2 n`� design loads be tippled to any component and are for'dryfullbecondition"of use. •i';' '74. i 4 V TRANS I D: 408182 5.CompuTns has no control over and assume no responsibility for the 8•Design assumes full bearing et a9 supports shown.Shim or wedge if A_ h V 4 fabrication,handling,shipment and installation of components. necewry. ,V/ F k 7.Design assumes adequate drainage Is provided. S.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines ndde with joint center Ines. III VIII in 11111 VIII 11111 VIII(III(III ch Mwill be furnished Tek USA,,lnc CA in SCSIC mpUT a,copies of wh(Software 7. L)En request. 10.Fo�basicco nslze ectoroplate desigin n values see ESR-1311,ESR-1968(MiTep EXPIRES;12/31/2015 1111011111This 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 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-90) 113 IC 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 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' -3/ 358V .61/ 161H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 3'- 10.9' -198/ 181V 0/ OH 1.50' 0.29 KDDF ( 625) C nN corCla (or no prefix) LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 72V 0/ OH 5.50' 0.11 KDDF ( 625) ) = 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 osf) uplift at 24 '0c apacino,l 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 IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed . 0.133" 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' T f MAX BC PANEL LL DEFL = -0.028' @ 3'- 6.6' Allowed = 0.354' MAX TC PANEL TL DEFL = •0.044' @ 2'- 2.3' Allowed = 0.503' MAX BC PANEL TL DEFL a •0.122' @ 4'- 1.4' Allowed = 0.472' 12 MAX HORIZ. LL DEFL = .0.001' @ 3'- 10.9' 12.00 V j) MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, o Truss designed for wind loads 4 in the plane of the truss only. tno . r�0 o ► a=�4 -! M-3x4 J, y y 1-00 (PROVIDE FULL BEARING:Jts:2.3.41 8-00 JOB NAME : 7-D POLYGON 7-D NH - J2 ��,�o PROx�ss Scale: 0.5502 `� G GIN /Q WARNINGS: GENERAL NOTES,unless otherwise noted: �� v �r�� /117 -p-� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and t for an individuali't 9G .P E { Truss: J2 and Warnings before construction commences, building component Applicability of design parameters and proper �/f 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the bulldog designer. 3.Additional temporary2.Design assumes the topand bottom chords to be laterallybraced at bracing to Insure stablity during construction DES- BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'OA.and at 10'hint respectively unless braced throughout their length by r,� e%f "" continuous sheathing such as plywood sheathing(TC)and/or drywal C). DATE: 9/15/2014 the overall shudure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ se Q 4.No tad should be applied to any component until after as bradng and 4.Installation of truss t the responsibility of the respective contractor. '9 'OREGON 4., SEQ. : 60607 94 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` V a design bads be applied to any component. and aro for"dry condition"of use, /O '�1+' 14 ZOr` P•.k.� TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on boating at all supports shown.Shim or wedge If fabrication,handling,shipment and irrstaaatlon of components. necessary. �: 8.This design t furnished subject to the Irritations set forth7.Design assumesladequate drainage is provided. - MSR ��`. 1111111111111111111 by 8.Plates shall located on both hese of truss,end placed so their center TPINYTCA In SCSI,copies of which WO be furnished upon request 9.Digit indicate ssii=e)of plateInrinches. MITek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.4=(0) 0 BC: 2x4 KDDF 1/16BTR SPACED 24.0' O.C. 2.3=(-149) 154 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •20/ 422V -90/ 224H 5.50' 0.68 KDDF 1625) 5'- 10.9' -193/ 219V 0/ OH 1.50' 0.35 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'• 0.0' 0/ 121V 0/ OH 5.50' 0.19 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Desian checked for net(-5 osfl uplift at 24 "00 spacing,) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = -0.002' @ •1'• 0.0' Allowed = 0.100' f T MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'• 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.249' @ 3'- 2.0' Allowed = 0.524' it MAX BC PANEL TL DEFL = -0.229' @ 4'- 1.4' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.002' @ 5'• 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 12 NOTE: Design assumes moisture content does 12.00 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, NI- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads o v; in the plane of the truss only. o cc; c > 0 ►_o4 M-3x4 J. y J. 1-00 I PROVIDE FULL BEARING:Jts:2.3.4I 8-00 _to PR JOB NAME: 7-D POLYGON 7-D NH - J3 �<es" � F�619 Scale: 0.4558 (� 11 e hyo �# rl7J WARNINGS: GENERAL NOTES,unless otherwise noted: tt��ff 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 PE t'� and Warnings before construction commences. building component Applicability of design parameters and proper T r U S S: J 3 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stadlty during construction 2.Design assumes the top and bottom chords to be laterally braced at d�e�r. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous o.a.and at 10' in respectively unless braced throughout their le th by / DATE: 9/15/2014 sheathing such as plywood required ng(TC)and/or drywal C). r '(r• the moral structure Is the toany responsibility of the building designer. 3.2s Impact bridging or lateral bracing where shown++ -.�7 OREGON <U 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,/ SEQ. : 6060795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins non-corrosive environment, G� '�/,9 Q� design loads be applied to any component. e.DesignDr assumes on beading at'of use. supports shown.Shim or wedge if < 3" 14 � TRANS I D: 408182 5.ConpuTres has w control over and assumes no responsibility for the �' 1� fabrication,handing,shipment and installation of components. nesessary. V 7.Design assumes adeqne drainsge M e 9.This design b furnished subject M the Imifetloas set forth by 9.Plates shall be located on both faces of truss,and placed so their caner - CA In BCSI,copies of ncide with joint center Ines. 111111111011111111111111 M T TPk USA.lac.CompuTruts Software 7 8 6(1 L Ech will be furnished n request. 10.Digits or balines sicconnectorcant size of plate values see ESR-1311,ESR-19811(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.5• )COND. 2: Design checked for nett-5 Pon uplift at 24 'oc spacino.I TC: 2x4 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 91&BTR SPACED 24.0' O,C, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <0 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms ntoe main and plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Cnnec 8,CN16 (or no prefix) = Com uTrus, Inc TOTAL LOAD = 42.0 PSF P Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=8,0, ASCE 7.10, M,M2OHS,MI8HS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 12 BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. 5.0017 Re AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. fer or equal typical at stud verticals. Refer to CompuTrue gable end detail for 3 complete specifications. Cr) N 0 C7 •O •,:r[ III O Oir Aul - M-3x4 4 y y )' 1-00 6-11-08 JOB NAME : 7-D POLYGON 7-D NH - D1 �,�o PROFS s Scale: 0,6748 5 GIN �� WARNINGS: GENERAL NOTES,unless otherwise noted: ��. `x'11511` O 17 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual :92,*P E 1'^ Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. a/ r/''' DES. BY: MJ 3.Additional temporary bracing to Insure stability during conetrucion 2.Design assumes the top and bottom chords to be latent o braced at Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unI s braced throughout their length by DATE: 9/15/2014 permanent Ixadrg of continuous sheathing such as p required ng(TC)and/or drywa5 c. f�. �' the overall structure le the responsidety of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ) (r C 4.No load should be applied to any component until after al bracing and 4.Installation of truss le the responsibility of the respective contractor. '}� OREGON /...0SEQ. : 60607 96 fasteners are complete end et no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, t/ 44 aN TRANS I D' 408182 design loads be applied to any component. and are for"dry condition of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.De ry.signs assumes NR bearing at all supports shown.Shim or wedge if Q; 14 2 P'� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ME'R RI4.`„0 IIIIII IIII VIII VIII VIII VIII VIII IIII IIII 8.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1PINYTCA in SCSI,copies of which will be furnished upon request, sines coincide with Joint center Ines, IL 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 ESR-1311,ESR-1085(diTep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 43 2.5=05) 73 3.5=(-215) 172 BC: 2x4 KDDF 1116BTR SPACED 24.0' O.C. 2-3=; 1099) 95 5 WEBS: 2x4 KDDF STAND 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' -68/ 432V -34/ 102H 5.50' 0.69 KDDF ( 625) LL = 25 PSF Ground Snow (Pp) 6'- 11.5' -33/ 284V 0/ OH 5.50' 0.45 KDDF ( 825) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALCORD. 2: Design checked for net(-5 psfl uplift at 24 "no 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 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 IC PANEL LL DEFL = 0.158' @ 3'• 6.2" Allowed = 0.422' 6-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.190' @ 3'- 6.4' Allowed = 0.833" 12 5.0017 MAX HORIZ. TL DEFL = 0.001' @ 6'- 7.7' M-1.5X3 NOTE: Design assumes moisture content does -/ not to exceed 19% at time of manufacture. X Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Encl(sed, Cat,2, Exp.B, MWFRS(Dir), load duration factorl.6, co Truss designed for wind loads. in the plane of the truss only. N 0 M iiiiiiddi • O Y p IN diMMMIIIMMIMIMIIIMIMIMIMIIa ►� ►s.5 ->' M-3x4 M-1.5x3 y J, ), 6-07-12 0-03-12 y l y 1-00 6-11-08 •<�pto PROs .ss JOB NAME. 7-D D POLYGON 7-D NH - D2 Scale: 0.5542 *12 WARNINGS: GENERAL NOTES,unless otherwise noted: •9 f'PE f 444 l' 1.Baader and erection contractor should be advised of all This General Notes 1. s design Is up th based only upon the parameters shown and h for an individual CC Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the bulking designer. Aiiiiiir 3.Additional temporary bracing to insure stabllty during construction 2.Design assumes the top end bottom chords to be laterally braced a[ 489 T o n.end at 1C o.o.respectivey unless braced throughout their hr�pM by /,/ma. ' DES. BY: MJ h the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/15/2014 the overaN structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ QREGgN +y� 4.No bad should be applied to any component until after el bracing and 4.Inebriation of trues is the responsibility of the respective contractor. 7, b, SEQ. : 6060797 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ere be used in anon-corrosive environment, TRANS I D: 408182 j :f'Y 14 ��� -L design loads be applied to any component and are for"dry condition"of use. 5. 5.d e innes no control over and saunas no responsibility the 8.Design.saunas tali bearing at al supports shown.Shim or wedge N necessary. FRRII.L. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.The design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of has,end placed so their center '.. CA BC8I,copies of which WI be furnished upon request. lines coindde with joint center Ines. IIIIII VIII 11111 VIII VIII VIII IIIII IIII MITch USAI^Ina CompuTrus Software 7 8 6(1 L)-E 0.Digits9. r basiciccon ector ple of ate design values see ESR-1311,ESR-1 988(Weld EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 24-08-08 FROM 10-00-00 TO 18.00.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M/6BTR LOAD DURATION INCREASE = 1.15 (Non•Rep) 1- 2=( 0) 80 2.10=(-738) 3586 10. 3o( 0) 202 BC: 2x6 KDDF M16BTR 2- 3=(-5448) 1170 10.11=(-738) 3584 3.11=( -176) 204 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5194) 1226 11.12=(.708 3548 11. 4= 558) 2520 2x6 KDDF M2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -4102) 1088 12-13=(•866) 3598 4.12=(.2030) 592 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0' V 5- 6= -4104) 1088 13.14=(-930) 4728 12. 5=(-1474) 5530 TC LATERAL SUPPORT c= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'• 0.0' TO 10'- 0.0" V 6- 7= -5268) 1248 14- 8=(-936) 4756 12- 6=(.2176) 634 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 283.9)+DL( 213.0)= 498.9 PLF 10'• 0.0' TO 16'- 0.0' V 7- 8=(•7246) 1588 6.13=( -612) 2822 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 16'- 0.0' TO 22'• 0.0' V 8. 9=( 0) 80 13- 7=(-1556) 434 OVERHANGS: 12.0' 12.0" 7.14=( -530) 2578 ADDL: BC CONC LL+OL= 2651.0 LBS @ 8'- 0.0' Connector plate prefix designators: ADDL: BC CONC LL+DL= 2442.0 LBS @ 18'• 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' .955/ 4328V -306/ 306H 5.50' 6.93 KDDF 625` J� ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -12781 5702V 0/ OH 5.50" 9.12 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. ICOND. 2: Design checked for netl•5 pati uplift at 24 'oc spacing.) 9'..oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 9' oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. CONC. LOAD(S) MAX TL CREEP DEFL = •0.001' @ -1'- 0.0' Allowed = 0.133'EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.061' @ 14'- 1.7' Allowed = 1.054' 11-00 11-00 MAX TL CREEP DEFL = -0.169' @ 14'- 1.7' Allowed = 1.406' MAX LL DEFL = -0.001' @ 23'- 0.0' Allowed = 0.100" 4-01-12 4-00 2-10-04 2-10-04 4-00 4-01-12 MAX TL CREEP DEFL = .0.001' @ 23'- 0.0' Allowed = 0.133' T f '' ' 1' 1' ' TRUSS PLATING IS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.015' @ 21'- 6.5' 12 12 ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.034' @ 21'- 6.5' 12.00 M 4x6 N12.00 NOTE: Design assumes moisture content does 5 4.0" not to exceed 194 at time of manufacture. t Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, p 11 ,,,.M-3x5 Truss designed for wind loads in the plane of the truss only. + LATERALLY BRACE TO ROOF DIAPHRAGM + 2X4 WEB BRACE REQUIRED. M-3x4 M-3x6 eil IL o0 _Al M-5x10 T 0...), . ..ii 1 . �,��_ o o M-5x10 M-1.5x3 M-6x8 10.25" M 3x5 M-3x8 0 M-7x8(S) y y 2651#@ , , 12442#@ y 4-00 3-10-04 3-01-12 3-01-12 3-10-04 j 4-00 y y r y 1-00 22-00 WEDGE REQUIRED AT HEEL(S), 1-00 JOB NAME : 7-D POLYGON 7-D NH - C4 Q,�o PRox�.s Scale: 0.1778 ti '/�5/�,q /Q� WARNINGS: GENERAL NOTES,unless othervAse noted: - 4r 9 ryryry ��77�� .y 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 •P E 1' Truss: C4 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 bulking designer. /" 3.Additional temporary bracing to Insure atadlty during construction 2.Design assumes the top and bottom chords to be laterally braced at ss�r� DES. BY: MJ is the responsibility of the erector.Additional permanent bmdng of r o.c.end at 10'o.c.respectively unless braced throughout their length)by . /aar� theoverall structure la the responsibilitycontinuous sheathing such as plywood sheatNng(TC)andlordrywati(BC. �'Awe.- CC DATE: 9/15/2014 of the building designer. 3.2x impact bridging or lateral bracing required where shown++ �i SSEQ. +C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsidaty of the respective contractor. OREGON E Q.': 6060798 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . 'ry i design loads be applied to and are for"d �/� 1 4 2O1 �•,C,�� go c avec component. O.Design assumes condition" bearing at all supporta shown.Shim or wedge If 'Af'!- TRAN S I D: 408182 5.CompuTrus has no control over arid assumes no responsibility for the necessary. 2 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. FR R`l..\.- V 6.This design Is furnished subject to the irritations set forth by O.Plates shell be located on both faces o1 truss,and placed so their center 1111111111111111111 MITek USA,Inc./CompuTrus n SCSI,copies of (ch will be furnished upon Software 7 8 6(1L)-E request. U For lines colndde with joint center Ines. loconnectorplate design values see E8R-1711,ESR-1888(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-178) 184 3.5=(-266) 256 BC: 2x4 KDDF M16BTR SPACED 24.0" O.C. 2-3=(-287) 125 WEBS: 2x4 KDDF STAND 3.4=(-121) 85 LOADING IC 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -43/ 479V -121/ 292H 5.50' 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.5' -81/ 238V 0/ OH 5.50' 0.38 KDDF 625) Connector plate prefix designators: 7'- 11.7' -89/ 120V 0/ OH 1.50' 0.19 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 nett-5 Dsfl uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' T f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' -/ MAX TC PANEL LL DEFL = 0.017' @ 6'- 0.8' Allowed = 0.350' MAX BC PANEL TL DEFL = -0.160' @ 4'- 1.5' Allowed = 0.472' yi MAX HOAIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HOAIZ. TL DEFL : -0.003' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce•resisting 12 system and components and cladding criteria. 12.00 17 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,8, M-1.5x3 Truss designed for wind loads v in the plane of the truss only. 4 \ o co m o U, _ I� .......5 M-3x4 M-1.5x3 y )' y 1-00 8-00 'PROVIDE FULL BEARING:Jts:2,5.4I JOB NAME: 7-D POLYGON 7-D NH - J4 Scale: 0.3695 ,���((,,G'PN eF,, /0 1/4 WARNINGS: GENERAL NOTES,unless otherwise noted: AAA�+++���I 171.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 . 0 P E r Truss: J 4 and Warnings before consl,udlon commences. building component.Applicability of design parameters and proper d, �- 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the bulking designer. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bradng to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their Is tis by �f'.p. 4�r. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheetldng(TC)and/or drywall(BC). DATE: 9/15/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact badging or lateral bradng required where shown++ y OREGON <(/� 4.No bed should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. i SEQ. : 60607 99 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 4, -if tw �� A. design loads be applied to any component and are far"dry of use. d r 1 4 2. TRANS I D: 408182 5.CompuTnns has no control over end assumes no responsibility for the 8.Dearnecesassumes condition"bearing at ail supports shown.Shim or wedge V nP fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 414 R R tiO-. 6.This design is furnished subject to the NMtations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 1111111 1111111111111 111111 1111111111111 IISTPI/WTCA In BC81,copies of which will be furnished upon request 9.Dl�h Indicated sof plateInnlrinches. MITek USA,Ina/CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1568(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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) 80 2.6=(-147) 182 3.8=(-262) 212 BC: 2x4 KDDF #16BTfl SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3=(447) 125 LOADING 3.4=(-327) 127 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=(-159) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 23.7' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -43/ 449V -140/ 398H 5.50' 0.72 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.5' -58/ 230V 0/ OH 5.50' 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 7'- 11.7' -327/ 410V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 lief) uplift at 24 'oc specina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002' @ -1'. 0.0' Allowed = 0.100' T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' ', MAX LL DEFL = -0.039' @ 9'• 11.7" Allowed = 0.197' MAX TL CREEP DEFL = -0.047' @ 9'- 11.7' Allowed = 0.263" MAX TC PANEL LL DEFL = -0.028' @ 6'- 8.1" Allowed = 0.350' • MAX BC PANEL IL DEFL = -0.157' @ 4'- 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = •0.007' @ 7'• 10.9' MAX HORIZ. TL DEFL = •0.007' @ 7'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 1P Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 140 mph, hs24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.8, Truss designed for wind loads 4 in the plane of the truss only. M-3x5 0 m 0 a>t �� o -,allidill _ I/ /..('aM-3x4 M-1.5x3' 6 J, J. y y 1-00 8-00 1-11-11 (PROVIDE FU B ARIN•• ts• 8 41 JOB NAME: 7-D POLYGON 7-D NH - J5 << Eo PRoxfiss Scale: 0.3043 GfIhrN JioJjam' 4., WARNINGS: GENERAL NOTES,unless otherwise noted: -� (/s//// 1.Bulkier and erection contractor should be advised of all General Notes 1.This design la based onlyupon theQ T 92.,P E17 Truss: J5 0p ab parameters shown and is for anr individual and Warnings before eonstructlon oommeneee, building component Applicability of design parameters and proper 2.2x4 compression web bradng must be instated where shown♦. Incorporation of component is the responsibility of the bulldog designer. ,.% DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at / 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 ,/�" DATE 9/15/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaC(BC). /�r!p' - 4.No load should be applied to anyy9 9 3.2x Impact of p or lateral bracing regWrod where shown+. e► Q SEQ. : 60608 00pW component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. yG ` OREGON' � t" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, [' tx TRANS I D. 408182 design loads be appoed to any component and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if -- d 14 necessa fabrication,handing,shipment and installation of components. Design assumes adequate drainage Is provided. "eR A 10.. truss,end IIIIII VIII ILII VIII VIII VIII VIII ill ILII aMITe SAIANTCA! /CO pU.This design Is furnished n SCSI,copiesTfUs which S ect to hoitware 8 8(7 L)E request. O Digits Indicate.For basic der of a 4i hveesluese Irritations set forth by IL Plates shd be located on both faces /ass ESR-131 ESRced so-1988 BlIB eir center n lTe ltt EXPIRES:12/31/2015 I111111II 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(-141) 172 3-6=(-248) 204 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.3=2.3=(-399) 303 WEBS: 2x4 KDDF STAND LOADING 4.5=(-124) 88 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -36/ 464V -183/ 440H 5.50' 0.74 KDDF ( 625) Connector plate prefix designators: 7'- 9.5' -81/ 220V 0/ OH 5.50' 0.35 KDOF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9' -263/ 334V 0/ OH 1.50' 0.43 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7' -93/ 120V 0/ OH 1.50' 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 osf1 uplift at 24 'oc soacing.l 11-11 11 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 TC PANEL LL DEFL = 0.021' @ 2'- 0.7' Allowed = 0.343' MAX BC PANEL TL DEFL = -0.158' @ 4'. 1.5' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.009' @ 11'. 10.9' MAX HORIZ. TL DEFL = -0.009' @ 11'- 10.9' NOTE: Design assumes moisture content does not to exceed 19� at time of manufacture. Design conferee to main windforce-resisting system and components and cladding criteria. 12 Wind: (A1140 mpeights),2Enclosed,4CatB2,LExp B,ASCE 7.1 Dir), 12.00 load duration factor=l.6 /1 Truss designed for wind Loads in the plane of the truss only. 4 0 N M-3x5 m a nn rr M-3x4 M-1.5x3 y y y J• 1-00 8-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.6.4.51 ���EO PROFe�s JOB NAME* 7-D POLYGON 7-D NH - J6 Scale: 0.2702 y o WARNINGS: GENERAL NOTES,unless otherv4se noted: -�92'e P E ti' 44 14, 1.Bulkier and erection contractor should be advised of d General Notes 1.This design is based only upon the parameters shown and is for en individual / Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper /�/' 2.2x4 compression web lending must be Instded where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterallybracedttit of 441111111°P DES. BY: MJ Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 1 a'o.o.respectively unless braced throughout their length by ,✓'/a. Q continuous sheathing such as plywood sheetNng(TC)and/or d ywal(BC). �," DATE: 9/15/2014 the overd structure leen responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown++ 37� UREGON�b +[/ 4.No load should be rippled to any component until after all bredng and 4.InetsNeVon of truss Is the responsibility of the respective contractor. SEQ. : 606 08 01 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A- ../ •/� y 14 �t design loads be tippled to any component. and are for'dry condition"of use. v TRANS I D: 408182 6.C s hes no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,hending,shipment and Installation of components. necossary. eR R 11.E 7.Designlatesshall located ne both drainage ishue,provided. 8.This design Is furnished subject to the Imltetlona set forth by 8.Plates shall be located on both feces o tons,and placed so their center TPIn lines coindde with IIIIIIIIIIIIIIIIIIIIIIIIII11111IIIIIIIIIIIII MIITekUSA,lnc./CompuTrusCA in SCSI,copies of lch%IN be Software 86(1L)ed )--E request 1nt center Ines. o.FForWsicconnectorplpla tdessignvalues see ESR-1311,ESR-1 556 fdiTe1Q EXPIRES:12/31/2015 I VIIIIII[[[[ This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2.6=(-148) 176 3.6=(-253) 213 BC: 2X4'KDDF H16BTR SPACED 24.0' O.C. 2.3=(-328) 247 WEBS: 2x4 KDDF STAND 3-4=(-308) 256 LOADING 4.5=( -89) 62 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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -38/ 468V -167/ 402H 5.50' 0.75 KDDF 625 P O 7'• 9.5' •81/ 225V 0/ OH 5.50' 0.36 KDDF 625 C,CN,C18,CN16 (or no prefix) = Computrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'• 10.9' -223/ 287V 0/ OH 1.50' 0.37 KDDF 625 N,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'• 0.0' -64/ 85V 0/ OH 1.50' 0.14 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 asi) uplift at 24 "oc spacing.) 11 00 AND BOTTOM CHORD LIVE rLOADS 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 TC PANEL LL DEFL = 0.018' @ 2'. 0.7" Allowed = 0.343' f. MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.5' Allowed = 0.472" MAX HORIZ. LL DEFL = -0.007' @ 10'• 11.2' MAX HORIZ, TL DEFL = -0.007' @ 10'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, m Truss designed for wind loads o in the plane of the truss only. rn 0 M-3x5 f� 0 O of �� M-3x4 M-1.5x3 1-00 8-00 3-00 [PROVIDE FULL BEARING:Jts:2.6.4.5I JOB NAME* 7-D POLYGON 7-D NH - J7 ��'�� PROFFs� Scale: 0.2881 ` IGI Q WARNINGS: GENERAL NOTES,unless otherwise noted: w //5/ /" . 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 4' >9 P E f Truss: J7 end Warnings before construction commences. building component.Applicability of design parameters and proper All2.2x4 compression web bradng must be Instated where shown+. Incorporation of component is the responaibilty of the bullctng designer. /` ,/� 3.Additional temporary bracing to Insure stbilly during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: MJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by ! I/�" la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood oheathing(TC)andlor drywat(BC). ,O ' DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ Q G� 4.No load should be espied to any component until after at bracing and 4.Installation of trues is the responsibility of the respective contractor. •f7OREGON t. �fj SEQ. : 606 0802 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 �1 2 A`� design loads be applied to any component. and are for'dry condition"of use. �,O '� 1 4 O ^-r- TRAN S I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8.Designassumes NI bearing at at supports shown.Shim or wedge if t+ fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ��'R R i�� 6.This design Is fumished subject to the Imitations set forth by 9.Pets shall be located on both faces of truss,and placed so their center n BCSI,copies of which ll be furnished upon request. lines IIIIII VIII VIII VIII VIII VIII VIII[III[IIIMITekU SAICA I,Inc.!CompuT 8 Software 7.6 6(1 L)-E0.Foebaasslcconnector f ndde with jointplate in inch . te enterdesign Ines.vvalues.see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.8=(45) 115 6.5=( 0) 23 BC: 2x4 KDDF M1&BTR SPACED 24.0. O.C. 2.3=(.213) 0 5.7=(-84) 145 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=( -23) 40 3.7=(-161) 93 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 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 BRE) REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:; 12.0" 0.0' 0'- 0.0' -29/ 380V -61/ 16tH 5.50' 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -148/ 91V 0/ OH 1.50' 0.15 KDDF 625) Connector plate prefix designators: 8'. 0.0" 0/ 116V 0/ OH 5.50' 0.19 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M18 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 sof) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAXCREEP LL DEFL = -0.007" @ 2'- 9.2' Allowed = 0.170' -f MAX TL CREEP DEFL = •0.011' @ 2'- 9.2' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' 12 MAX BC PANEL TL DEFL = -0.034' @ 5'• 0.2' Allowed = 0.290' 12.00 ' 41 MAX HORIZ. LL DEFL = 0.011' @ 7'- 7.6' • M-4x6 MAX HORIZ. TL DEFL = 0.014' @ 7'- 7.6' NOTE: Design assumes moisture content does �� not to exceed 19% at time of manufacture. co Design conforms to main windforce•resisting de system and components and cladding criteria. 0 m 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=l.6, Truss designed for wind loads in the plane of the truss only. 111 . 0� m M-3x4 c M-1 .5x30 7 0f ► 6 0 M-3x4 M-3x5 y y y 2-09-04 5-02-12 y 1-00 y 2-11 y 8-00 5-01 y (PROVIDE FULL BEARING:Jts:2.4.71 iilktO scale: 0.5252 `g'<�". OF�C��/� JOB NAME: 7-D POLYGON 7-D NH - J8 �� ��� R �, t WARNINGS: GENERAL NOTES,unless otherwise noted: +� 1.Builder and erection contractor should be advised of al General Notes 1.'This design Is based only upon the parameters shown end Is for en individual �' '�Z ,P E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 8 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction .0406E- DES. DES. BY' MJ 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 �,s� . Pomi lilyPin continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC). -ell tr DATE: a/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Imppeect bridging or lateral bracing required where shown++ I '1-OREGON �/ 4.No bad should be applied to any component until after al bracing and 4.Installation of trues is the responsibility of the respective contractor. ` , SEQ. : 6060803 fasteners are complete end al no time should any bads greater than 5.Design assumes tenses are robe used In a non-corrosive environment, TRANS I D: 408182 !d�'�} 1 4 .� � � design loads M applied to any component and are for"dry condition"of use. P 5.CompuTrus has no control over end assumes no responsibility for the 8.nDe alcop assumes tui bearing at al supports shown.Shim or wedge if y. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFR R`t..," S.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of buss,and placed so their center in BC81.copies of lines coindde with Joint 1111111111111111111E1 MTekn USA,lea CompuT cos Software 7 8 6(1 L)ch wIN be furnished E request. 0.Digits For basicconnectorr plate in inches. see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 IC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2.6=(•122) 184 6.5=( 0) 23 BC: 2x4 KODF 1/1SBTR SPACED 24,0. O.C. WEBS: 2x4 KDDF STAND 2.3=(•-87) 43 5.7=(•157) 234 5-3=( 0) 71 TC LATERAL SUPPORT <= 12'0C. 008. LOADING 3.4=( -87) 73 3.7=(•259) 174 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 BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' •26/ 435V -90/ 224H 5.50' 0.70 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 10.9' -136/ 125V 0/ OH 1,50' 0.20 KDDF 625) C,CN,CI8,CN18 (or no prefix) = Com uTrus Inc 8'• 0.0' -13/ 155V 0/ OH 5.50' 0.25 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED TORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, (COND. 2: Design checked for nett-5 nsf) uplift at 24 'oc spacing.! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 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 = 0.012' @ 2'- 9.2' Allowed = 0.270" -, MAX TL CREEP DEFL = •0.016' @ 2'- 9.2' Allowed = 0.359' MAX LL DEFL = 0.000' @ 0'• 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'• 0.0' Allowed = 0.105' MAX HORIZ, LL DEFL = -0.019" @ 7'- 7.6' 12 MAX HORIZ. TL DEFL = 0.022' @ 7'- 7.6' NOTE: Design assumes moisture content does 12.00 7 not to exceed 194 at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. CD M-4x6 c Wind: 140 mph, h-22.21t, TCDL=4.2,BCDL=8.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ui load duration factor=1.6, p Truss designed for wind loads in the plane of the truss only. co) AIN co ^ o - ...=.7 I;) Ik m M-3x4 o M-1.5x3 o W14 6 0 M-3x4 M-3x5 L. 1, J. 2-09-04 5-02-12 y ; y y 1-00 2-11 8-00 5-01 (PROVIDE FULL BEARING:Jts:2.4.71 RJOB NAME: 7-D POLYGON 7-D NH - J9 ��`��� INE ,.s Scale: 0.4115 �j ��yGiNQ / WARNINGS: GENERAL NOTES,unless otherwise noted: �t4rC? l,�5/!! v�' 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an Individual ;92 S OP E �1 Truss: J9 and Warnings before construction commences. building component.Applicabllty of design parameters and proper 2.2x4 compression web bradng 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 end bosom chords to be laterally braced at DES. BY: MJ2 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 plywood required ng(TC)and/or drywal C). -/!'!0' • DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A c� 0 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. - '�7 OREGON 4,/ SEQ. : 6 060804 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive enWronment, x. v OND A. design loads be applied to any component and are fur"dry condition'of u■e. / TRANS I D: 408182 5.CompuTnis hes no control over and assumes no resporoldRy for the 6.Design assumes full bearing at as supports shown.Shim or wedge If Q 14 2. b+ nersissmfabrication,handling,shipment and Installation of co 7.Design ry' R R I�..`^ e.This design N famished subject to the amltatons set components. by 8.Plates shall be loadequate ated on both)faces of tris uss,and placed so their center 111111 IIII VIII VIII IIID VIII VIII IIII(III TPI/WTCA Insfurnished upon request. center Ines. MITe SAInaCompuTtus Software 7.86(1L)E ; a� nticFccor pla aodesignlues see ESR-1311,ESR-1988(MIMI) EXPIRES:12/31/2015 IIIAIIIIIIIII 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 M16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-8=1-216) 270 0.5=( 0) 23 BC: 2x4 KDDF 8188TR SPACED 24.0' 0.C. 2.3=(-354) 75 5-7.C-277) 344 5.3=( 0) 71 WEBS: 2x4 KDDF STAND 3.4=(-158) 118 3.7=(-380) 308 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 BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -44/ 476V -121/ 292H 5.50' 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.6' -51/ 201V 0/ OH 5.50' 0.32 KDDF ) 625) Connector plate prefix designators: 7'- 11.7' -120/ 162V 0/ OH 1.50' 0.26 KDDF 825 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) 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' 7-11-11 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.020' @ 2'- 9.2' Allowed = 0.354' T MAX TL CREEP DEFL = -0.023' @ 2'- 9.2' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.031' @ 7'- 7.6' MAX HORIZ. TL DEFL = 0.032' @ 7'- 7.8' NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph h=23,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, cTruss designed for wind loads 8in the plane of the truss only. 0 M-4x6 C., Ailli oD 0 7� ct M M-3x4 o M-1.5x3 6 0 M-3x4 M-3x5 y 1, J, 2-09-04 5-02-12 y1-00 y 2-11 y 8-00 5-01 y 'PROVIDE FULL BEARING:Jte:2.7.41 ���,,o PRope JOB NAME: 7-D POLYGON 7-D NH - J10 Scale: • 0.3375 �. N t94' ti tled d GENERAL NOTES,unless otherwise noted: � _ff]],� WARNINGS: 4 ' 2 0 0 P E r` • 17 1.Builder and erection contractor should be advised of al General Notes 1.TMs design Is based only upon the parameters shown and la for an individual �,// Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the bulling designer. /' +" 3.Additional temporary bradng to insure stadity dud construction 2.Design assumes the top and bosom chords to be laterally braced at siliors' ng 2'o.c.and at 10'o.c.respedively unlesss braced throughout their length by ,/,,alv, DES. BY: MJ Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheating(TC)and/or drywa0 C). DATE: 9/15/2014 the overall structure Is the responsiMAty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Is OREGON A.SEQ. : 6060805 4.No load should be applied to any component until after all bradng and 4.InstaNdon of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are lobe used In a non.corroelve environment �� 14 2� ..L.design loads be tippled to any component. and are for'dry full bearion"ng of use. C- TRAN S I D: 408182 5.compuTnn has no gonad war end saunas no r.aponsidlty for the 8.Design owns full basing at an supports shown.Shim or wedge if A . n y •�` fabrication,handing,shipment and Installation of components. necessary. 'V/ rl `" 7.Design assumes adequate drainage is provided. 8.This design M furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of tons,end placed so their center - - 1111111111111111111111 VMITA USA,lnalCompuTrtre I/WTCA in SCSI,copies of 'software 7.8.8(1 L)Ech will be furnished n request. 1Fplodesign �lines coindde with joint center Ines. 0obasconnect of es see ESR-1311.EBR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 80 2.7=(-208) 270 7.6=) 0) 23 BC: 2x4 KDDF 61&BTR SPACED 24.0. 0.C. 2.3=(-354) 75 6.8=(-287) 344 6.3=1 0) 71 WEBS: 2x4 KDDF STAND 3.4=(.199) 118 3.8=(-380) 295 LOADING 4.5=1 -43) 0 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 6.5' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' •44/ 473V •126/ 322H 5.50' 0.76 KODF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc7'- 1.7' -52/ 200V 0/ OH 5.50' 0.27 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE 2 THE SPATIAL 7'• 11,7' -172/ 213V1 ( 0/ OH 1.50' 0.27 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ONO. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing,: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-06-08 MAX LL DEFL = -0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL CREEP DEFL a •0,003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL a 0.019' @ 2'- 9.2' Allowed = 0.354' MAX TL CREEP DEFL a -0.023' @ 2'• 9.2' Allowed = 0.472' MAX LL DEFL = •0,000' @ 8'- 6.5" Allowed = 0.054" MAX TL CREEP DEFL = -0.000' @ 8'- 6.5' Allowed = 0.072' • MAX HORIZ. LL DEFL = -0.030' @ 7'- 7.6' MAX HORIZ. IL DEFL = 0.032' @ 7'. 7.6' NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 12.00V Design conforms to main windforce.resisting system and components and cladding criteria. Co o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, • m Truss designed for wind loads in the plane of the truss only. M-4x6 C., Aiiiikb\ lm....hiii,_o 8... -i u„), ,.. ! M-3x' o M-1.5x3 7 Ca M-3x4 M-3x5 J. y 1, 2-09-04 5-02-12 1, I I I 1-00k 2-11 5-07-08 J. . 8-00 0-06-08 (PROVIDE FULL BEARING;Jts:2.8.41 JOB NAME: 7-D POLYGON 7-D NH - J11 4°' PROFEts1s . 115 �o� Scale: 0.3073 C\ WARNINGS: GENERAL NOTES,unless otherwise noted: - (]rrryyy/ ��• "9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual •P E Truss: J11 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 bulking designer. d` 3.Additional temporary bracing to insure smbiny during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJIs the responsibility of the erector.Additional 2'o.c.and at 10'o.n.respectively unless braced throughout their length by 41y pone) lily permanent bracing of continuous sheathingsuch as /'�`!�s" ' - Q plywgoe sured where s or drywati C. DATE: 9/15/2014 the wares structure is the responsibility of the building designer. 3.zx Impact bridging or lateral bracing required where shown++ � l ! 4.No load should be applied to any component until after as bracing and 4.Installation of buss Is the responsibility of the respective contractor. "}� OREGON b SEQ. : 6060806 fasteners are complete and at o time should any bads greeter then 5.Design assumes busses am to be used Ina non-comoeive environment, li design loads be applied to any component and are for"dry condition"of use. .n Al P. 1 4 2.Q1 TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 8.Designeassumes full bearing at an supports shown.Shim or wedge If cJ �t� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ^•'r'1 "„`. `- 8.This design Is furnished subject to the IMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIII.IIIII VIII VIII VIII VIII IIII IIII MTek USA,Inc./CompuT s in BCSI,copies of lch will be furnished Software 7.8.6(1 L)En request. 1joint center Ines. 0.For blines a coincide doroplato designcvelues see EBR-1711,ESR-1989(MITeq EXPIRES:12/31/2015 I'IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0,0' •27/ 215V 0/ 27H 5.50' 0.32 KDDF ( 825) TOTAL LOAD = 42.0 PSF 3'- 9,2' 0/ 38V 0/ OH 5.50' 0.08 KDDF 625) Connector'.'plate prefix designators: 12 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.13 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4.00" LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICDND. 2: Design checked for nett-5 oafl uplift at 24 'oc soacing.l JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004• @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.8' Allowed= 0.183' MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0,274' MAX HORIZ. LL DEFL = -0.003' @ 3'• 11,2' MAX HORIZ. TL DEFL = 0,003' @ 3'- 11,2' NOTE: Design assumes moisture content does - not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. lf Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=8.0, ASCE 7.10 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), in load duration factor=1.8, Truss designed for wind loads c in the plane of the truss only, 110 l' t o Gf' 46 4-;><:"... 3x -/M-3x8 M-3x6 WEDGE REQUIRED AT HEEL(S). (PROVIDE FULL BEARING;Jts:4.3.21 J. J, 3-00 y i, 4-00 ��Q, D PROxFss JOB NAME: 7-D POLYGON 7-D NH - E2 Gale; 0 9141 �5 P( 7R9 41 WARNINGS: GENERAL NOTES,unless otherwise noted: v[]417 �rrr���i r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual - 7 ,P E { Truss: E2 and Warnings before construction commences, bulling component Applicability of design parameters and proper Incorporation of component le the responsibilly of the building designer. 2.2x4 compression web bradng must be installed where shown+. 2 Design assumes the top and bottom chords to los laterally braced alAdle,rfee"'' 3.Additional temporary bracing to Insure stebllty during construction .""°"'moo /, . DES. BY: MJ is the responsibility of the erector.Additional permanent bradng of 2'o•c.and at 10'o.c.respectively unless braced throughout their lanpth by 14- DATE: 9/15/2014 continuous sheathing such as plywood required where ere shown endlor drywa8(et>. 4.No bad should be applied to ee component until alMr all bradng and 4s n`sh eon of trim is the resppon ib y o the resppeecsvecontractor. p OREGON 4, SEQ. : 6060811 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, 2�' �".. design beds be applied to any component. end are for"dry condition"of use. Q I 14 TRANS I D: 408182 5.CompuTrus bra no control over and assumes no responsibility for the 0.Depassumesce NN bearing at al supports shown.Shim or wedge if �`[f t� i �P fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is rovided. MFR R 1 tr�. 8.This design is furnished subject to the Invitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPInNTCA In BOSI,copies of which rail be furnished upon request 9.Digits Indicate size of platen in inchei. MITekUSA,Ina/CrxnpuTrusSoftware 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(Weld EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4'I(DDF 41&BTR SPACED 24.0' O.C. 2-3=(.68) 51 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' -62/ 302V -32/ 99H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: 1'• 9.2' -34/ 29V 0/ OH 5.50' 0.05 KDDF ( 625) C,CN,CIB,CNIB or no prefix) = orspuTrusLL = 25 PSF Ground Snow (Pg) 1'- 11.7' 34/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) ( p , 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. (GOND. 2: Design checked for net(•5 osfl uplift at 24 'oc spacina.1 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' MAX TC PANEL LL DEFL = •0.002' @ 1'- 2.9' Allowed = 0.147' MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 12.00 MAX HORIZ. TL DEFL = •0.000" @ 1'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat"2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. 0 Cd O u; giazimmEmBri/- ► 4► -, M-3x4 y y y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4.31 , JOB NAME: 7-D POLYGON 7-D NH - SJ1 op PROPes. Scale: 0.6686 O. GINE 'S'j� WARNINGS: GENERAL NOTES,unless otherwise noted: X41.,, �✓11 , O 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 .9215 0 PE �r Truss: SJ 1 and Warnings before construction commences. building component Applicability of design parameters and proper /!/� 2.244 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /' DES. BY. M J 3.Additional temporary bracing to Insure stability during construction Design assumes the top and bosom chords to be laterally braced at Is the responsibility of the erector.Additional permanent Meting of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/' ` continuous sheathing such as plywood sheathing(TC)and/or drywai C. -�'F!�' CC DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown+r ) OREGONO� �(/ 4.No load should be rippled to any component until after al bracing and 4.Installation of truss la the responsibility of the respective contrador. b SEQ. : 606081 2 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 �4 design bads be applied to any component. and are for"dry condition"of use. 4./ TRANS I D: 408182 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing et all supports shown.Shim or wedge if C) 14 fabrication,handling,shipment and installation of components. necessary.7. pmol Ad��n`` 6.This design is furnished subject to the Imitations set forth by 6.Platesshallbe locaassumes ted onebdoth drainage s of truss,and placed so their center /C (-7 1- 111111 VIII(IIII VIII(IIII VIII VIII IIII IIIIMIITP�SA,InasCompuTrus I,copies of (Software 7 8 6(1L)Ech will be furnished n request. s. o Digits coincide ct1opealn.For basic laedplate values ss ESR-1311,ESR-1986 QdReW EXPIRES:12/31/2015 1111111111This 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 IC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2.3=(-109 94 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' -31/ 322V -61/ 16tH 5.50' 0.52 KDDF ( 625) 1'- 9.2' -17/ 84V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -85/ 108V 0/ OH 1.50' 0.17 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrua, Inc M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 Dsfl uplift at 24 'oc soacinD.l 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 = 0.003' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12MAX HORIZ. LL DEFL = -0.001' @ 3'• 10.9' MAX HORIZ. TL DEFL = -0.001' @ 3'. 10.9' 12'00 0 NOTE: Design assumes moisture content does not to 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=1.8, 4 Truss designed for wind loads C) ✓ in the plane of the truss only. 0" u> a o,,- ►� 4►� M-3x4 J. 1-00 y 2-00 y 1-11-11 y (PROVIDE FULL BEARING:Jts:2.4.3� JOB NAME: 7-D POLYGON 7-D NH - SJ2Scale: 0.5749 `. , WARNINGS: GENERAL NOTES,unties otherwise noted: ./ 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown end M for an individual end Warnings before construction continences. building component.Applicability of design parameters and proper - ` /. T r U S s: SJ 2 incorporation of component Is the rosponelasy of the building Se mer. w" 2.2x4 compression web brecinp must he Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary brodng to insure stability during conetructton 2'o.c.and et 10'o.c.respectively unless braced throughout their lenrgpthM by4110. DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywal(BC). � Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �RIrGON 0" 11/ SEQ. : 6060813 4.No load should be'opted to any component until alter all bracing and 4.Installation of trues Is the responsibility of the respective contractor. k fasteners ere complete and it no time should any beds greater then 5.Design assumes trusses are to be used In a non-corrosive environment, 74. ,,t, 1r 14 2�� design beds be applied to any component. end are for"dry condition'of use. TRANS I D: 408182 5.CsmpuTmn has no control war and assumes no responsibility for the 8.Dnesign NA bearing at all supports shown.Shim or wedge If �P ssary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 'SFR R`t.\- 8.TMs design Is furnished stabled to the Imitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center request. IIIIII VIII VIII VIII VIII VIII IIID III IIIIMiT SA,Inc IMTCA in SCSICompuTrus Software 7.6.6(1L)-En 6.6(1 L)E,copies of which will be furnished upon lines coindde er�nt center Ines. 0Fionthoatsiob c connector plate plate in values see ESR-1311,ESR-1988(MReW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KODF #18)BTR BC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 80 2-4=(0) SPACED 24.0. O.C. 2.3=(-167) 136 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 308V -90/ 224H 5.50• 0.49 KDDF ( 825) Connector plate prefix designators: 1'- 9.2' -90/ 171V 0/ OH 5.50' 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pp) 5'• 11.7" 128/ 165V 0/ OH 1.50' 0.26 KDDF ( 625) M,M20HS,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 nett-5 pefl 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 = 0.008' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = •0.005" @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = •0.002' @ 5'. 10.9' MAX HORIZ. TL DEFL = •0.002' @ 5'- 10.9' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d' Truss designed for wind loads 4 in the plane of the truss only. 0r0moal 0 c /1111 4ew -s -3x4 b b y y 1-00 2-00 3-11-11 [PROVIDE FULL BEARING:Jts:2.4.31 Scale: 0.4550 �5� ' , GINEpt, JOB NAME: 7-D POLYGON 7-D NH - SJ3JlSI WARNINGS: GENERAL NOTES,unless otherwise noted:noted: n '9 1.Builder and erection contractor should be advised old General Notes 1.This design is based only upon the parameter shown and Is for an Individual 4t' 92••PE 1` Truss: SJ 3 and Warnings before construction commences. bullding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the reaponsibilty of the building designer. Agfee.+� 3.Addmonal temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced al DES. BY: MJ2'o.c.and at 10'o.c,respectively unless braced throughout their lengthby Al " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaudng(TC)and/or drywaa(BC). -..''�,'� ' DATE: 9/15/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ll OREGON�a gtr 4.No load should be applied to any component until altar all bracing and 4.Installation of trues Is the reaponsibitly of the respective contractor. ,f SEQ. : 6060814 fasteners are complete and at no lime 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 aro for"dry condition'of use. /^ '�y Zb'ei�•!„ A. TRANS I D: 408182 5.Con puTras has no control over and assumes no responsibility for the 6.Design assumes kill bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment and installation of components. Design7.necessary. eqpr 'ileR R ti�..k'V.This design is furnished subject to the Irritations set forth by 8.Platshall be losumes cated on botdrainageeof truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIin EICSI,copies of which wit be furnished upon MITek�US,Inc./C ompuT 9 Software 7.6.6(1 L)-E request Rims 10.For basic connector plate design values see ESR-1311,ESR-1955 QliITeq on jointe with 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 #16BTR LOAD DURATION INCREASE = 1.15 1.2=)-109) 95 1.3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -27/ 128V -53/ 114H 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -44/ 83V 0/ OH 5.50' 0.13 KDDF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -89/ 111V 0/ OH 1.50' 0.18 KDDF ( 825) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 oefl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.072' 12AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -, MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9' 12.00v MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9' NOTE: Design assumes moisture content does 4 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components end cladding criteria. • Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 0 4 0 C3 0 021.11 -, 0 1► 3► M-3x4 • y y y 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:1.3.2I .til PROAE JOB NAME: 7-D POLYGON 7-D NH - SJ4 Scale: 0.5816 �`a' G(NE /S/ WARNINGS: GENERAL NOTES,unless otherwise noted: ��vc:1' �rrrr1fffl�� �9{' c� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual =/ ,P E Truss: SJ 4 end Warnings before construction commences. building component Applicability of design perimeters and proper ' 2.2x4 compression web bredog must be Installed where shown+. incorporation of component Is the responsibility of the building designer. Agile' ✓� 3.Additional temporarybracing to Irhsure stabil conaWcdon 2.Design assumes t e top and bottom chorda to be lateraly braced et � ► y during 2'0.0.and at 10'o.c.respectively unless braced throughout their lenrqgttlhh by `'�" DES. BY: MJ is the reeponNdny of the erector.Additional permanent bracing of continuous sheathing such as plywood ehaefNnp(TC)and/or drywai(BC>. DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown+* •yrL QREGON��, 1!'Q SEQ. : 6060815 4.No load should be spoiled to any component until eller as bracing and 4.Installation of truss Is the responsibility of the respective contractor. { fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, )0r Z T design beds be spilled to any component and are ler"dry condition"of use. /� TRANS I D: 408182 5.designCompTms hes no control over and assumes no responsibility for the 6.Designassumes Na bearing at all supports shown.Shim or wedge Ifne ,W �� 1 4 O�tl. fabrication,handing,shipment and Insteaatlon of components. 7.Design assumes adequate drainage Is provided. RIO-' . 6.Ni design Is furnished subject to the Initatlons set forth by 6.Plates shall be located on both faces of truss,and placed so their center .-11CA lines cdndde with joint center Ines. 1111Ell 11111 II VIII VIII VIII'III'III M T h USAin1 SCompuTrus Software 7.8.8(1 L)-E request. EL 0.Four basits c connector plateadee sign values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis 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 111&BTR LOAD DURATION INCREASE = 1.15 1-2=(-187) 136 1.3=(0) 0 BC: 2x4 KDDF 815BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -19/ 141V -82/ 177H 5.50' 0.23 KDDF ( 625) CnnctoCpa (or no prefix) = ors uTrus Inc TOTAL LOAD = 42.0 PSF 1'- 9.2" -130/ 194V 0/ OH 5.50' 0.31 KDDF ( 625) a 1,M2OHS,M18HS,M16 = MiTek MT series 5'- 11.7' -130/0 166V 0/ OH 1.50' 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 usfl uplift at 24 'oc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.006' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.006' @ 1'- 0.1' Allowed = 0.072' I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' rr NOTE: Design assumes moisture content does 12 1j1 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. v v 0 to co o 0 0 1.=. 3s=. M-3x4 1, y y 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:1.3.21 JOB NAME: 7-D POLYGON 7-D NH - SJ5 .,... p PRpFFss Scale: 0.4547 �5 G GIN /� WARNINGS: GENERAL NOTES,unless othanNss noted: 4, v!!A]]2,s "S.• 1.Sunder and erection contractor should be advised of eN General Notes 1.This design Is based only upon the parameters shown and is for an individual cc' 7G,s PE r Truss: SJ 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. 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.end at 10.o.c.respectively unless braced throughout their length by 4/41111110P Is responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywae(BC). ""`"'" DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 6060816 c o 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -ys ,..OREGON to f(/ SEQ. : 6 06081 6 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc noncorrosive environment, -y ), A. design loads be applied to any component. and are for"dry condition"of use. , 4), 1.d 2O �i- TRAN S I D: 4081 82 5.CempuTres has no control over and assumes no responsibility for the 8.Design assumes fug bearing at an supports shown.Shim or wedge if V fabrication,handling,shipment and Installation of components. necessary. MaREM- 8. This design Is furnished subject to the Imitations set forth e.Designlate. hall be locatedadeqonne both drainage is of provided.us, VIII(VIII VIII VIII VIII((III VIII(III(IIIg bJ by 8.Plates shall a faces truss,and placed so their center TPIMRCA in BCS(,copies of which will be furnished upon roquaal. lines edndds with joint center Ines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2.3=( -7) 3 WEBS: 2x4 OF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625) 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for nett-5 Intl uplift at 24 'oc sgacing.l M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. TAFLECTIOONLIMITS: 11 1/24ATLO 0, L/180 MAX ICDEFL -0.002' 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.002' @ 0'• 0.0' Allowed = 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' MAX IC PANEL TL DEFL = -0.005• @ 2'• 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' 4.0017 MAX HORIZ. TL DEFL = •0.000' @ 3'• 8.2' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resieting system and components and cladding criteria. M-1.5x3 Wind: 140 mph h=19.Bft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.e Truss designed for wind Loads in the plane of the truss only. 1111 in 0 ul �/ �. I T . �� 5 c - 5►w ►.4 M-3x8 M-3x6 M-1.5x3 WEDGE REQUIRED AT HEEL(S) y y 3-00 1, y 4-00 ���ED PRQFF�� JOB NAME: 7-D POLYGON 7-D NH - El Scale: 0.6305Cl '%15 %,fir WARNINGS: GENERAL NOTES,unless otherwise noted: l 92 P E 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: E 1 Incorporation of component Is the responsibility of the building designer. i'` r� 2.2x4 compression web lending must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.a and at 10'o.e.rospactivety unless braced throughout thetr bnpth by 41. DES. BY: MJ is the respomaddNy of the erector.Additional permanent Imndng of continuous sheathing such as plywood sheathing(TC)and/or drywae(BC). "`�'� " Q DATE: 9/15/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON �I SC^. C O C 080 4.No load should be applied to any component until after all bredng end 4.Installation of truss Is the reaponsldsty of the respective contractor. 4 SEQ. : V 6 fasteners are complete and at no time should any beds greeter than 5.Design assumes treses are to be used in a non-corrosive environment, Z'� rl,�. , �` design loads be eppped to any conponent, and ereler"dry condition"of use. ,© 1 4 - tA. TRANS I D: 408182 5.CompuTrus has no control over and assumes no responslhisty for the 8.Design assumes full bearing at as supports shown.Shim lir wedge if n f' fabrication,handling,shipment and installation of components. 7.Design eseumes adequate drainage Is proWded. MFR R f M`" v S.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center CA Anes cdndde with joint center Ines. 111111 VIII VIII VIII 11111 VIII VIII IIII IIII kUlnwhich 7.6.6(11)-E upon nrequestMTeSAlnc.Inc./CompuTrus Software 0iccoetsnalTorr basic connector plate plate see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepares rrom computer input. uy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1%3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5-(-184) 137 BC: 2x4 KDDF 61%BTR SPACED 24.0" O.C. 2-3=(-73) 61 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"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" -75/ 383V -23/ 72H 5.50" 0.61 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.0" -26/ 243V 0/ OH 5.50" 0,39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed.- 0.133" 4.00 ' MAX TC PANEL LL DEFL = 0.053" @ 2'- 10,6" Allowed - 0.309" MAX TC PANEL TL DEFL - -0.066" @ 2'- 10.6" Allowed - 0.463" MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" MAX HORIZ. TL DEFL - 0.000" @ 5'- 4.3" M-1,5x3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, ++. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, r+1 Truss designed for wind loads o in the plane of the truss only. N in f-1 I I m m '�0 o M-3x4 M-1,5x3 ,1 1 l 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z2 Scale: 0.71094 PROF WARNINGS: GENERAL NOTES,unless otherwise noted: ` n 1.Bulkier and erection contractor should be advised of aN General Notes 1.This design is based only upon the parameters shown and is for an individual J ! nU Truss: Z2 and Warnings before construction commences. building component.Applicability of design parameters and proper � Y 9 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 44•r, �� � � v/�,.'y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at OO rr�� DES. BY: MST 2'o.c.and at 10' in respectively ds braced(TC)throughout their length). PE �' Is the overall cIs the responsibility Aadylofildbracing of continuous sheathing such plywoodabraeuiehwere drywall(BC). DATE: 1/26/2015 the overall structure b the raspornibllNy 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. SEQ. : 6168256 fasteners are complete and at no time should any bads greater than 5.Design assumes tenses are to be used In a non-corrosive environment, ` I,IOP"' design bads be applied to any component and are for"dry condition"of use. / . TRANS' ID: Q 1 618 7 It 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at alt supports shown.Shim or wedge If OREGON necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �i! � Oda 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 IIIIII VIII VIII VIII VIII VIII VIII III IIII TPIANTCA In SCSI,copies of which will be furnished upon request Digit coincide withizjoint pate in lines. Q: 4 z _ A� it MITek USA,Inc./CompuTrua Software 7.8.8(1 L}E 0.Por belllolconn size of plate design values see ESR-1311,ESR-11166(Mitek) 'v/ b b l` 01- `l rl 1 LA EXPIRES:12/31/2015 IIIIIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-36) 48 3-5=(-186) 142 BC: 2x4 KDDF 4(16BTR SPACED 24.0" O.C. 2-3=(-77) 64 WEBS: 2x4 KDDF STAND 3-4-(-10) 4 LOADING TC LATERAL SUPPORT <= 12"0C. 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 BOG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -72/ 382V -23/ 74H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.0" -29/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.051" 4 2'- 10.6" Allowed - 0.309" 5-04-04 0-05-12 MAX TC PANEL TL DEFL = -0.064" @ 2'- 10.6" Allowed = 0.463" T 1 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 4.3" 4.00 MAX HORIZ. TL DEFL - 0.000" @ 5'- 4.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. M-1.5x34 conforms to main windforce-resisting 4 -/ system and components and cladding criteria. 3 Wind: 140 mph, h-20.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Txuss designed for wind loads e4 in the plane of the truss only. m 0 N N 1,1 Ci J� 1 ��5 at M-3x4 M-1.5x3 .1 1 /' 5-04-04 0-05-12 ,1 ). 1 1-00 5-10 JOB NAME : 7-D POLYGON 7-D NH - Z1 Scale: 0.5821 .c 40 PROF n WARNINGS: GENERAL NOTES,unless otherwise noted: ♦ _`("Ini ,9 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual (.`��is/ISR - T l:u S s: Z 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 11 f'/�6 _I� 2.2x4 compression web bradrp must be kntated*fine shown+, Incorporation of component N the responsibility of the ballding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .4� !9+L.•PE DES. BY: MJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by pwn continuous sheathing such as plywood sheathing(TC)and/or drywall(C). DATE: 1/26/2015 the overall structure is the•responelbppy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad ahoub be applied to any component until after all bracing and 4.Installation of truss is the reeponsibillty of the respective contractor. srmap SEQ. : 6168257 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment 4�0� design bads be applied to any component nand are for"dry full condition"of use. TRANS I D: 41618 7 5.CompuTrus has no control over and assumes no responsibility for the 8.Dsenso assumes Tull bearing at all supports shown.Shim or wedge If ry. 7 OREGON,�b, ��[// fabrbetIon,handling,shipment and installation of components. 7.Design assumes adequate drainage is ovided. -.7 8.This design N furnished subject to the limitations see forth by 8.Plates shat be located on both faces of tons,and placed so their center /Q 4 14 2Q�t,�t- 111111111111111111111111 M TeTPk USA InalComCA in SCSI, puT s Software 7.6 8(1 L}E of which wit be furnished upon request For9.Digits 10. basic nOnes coincide ectoropla a designjoint valuesvalues see ESR-1311,ESR-1555(MRek) S FRRV.I.�- EXPIRE5:12/31/2015