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Plans (4)
/l'tSraL01 , o op • l 3 Li( c- � ev ri`c� .. RECEIVES r Nov 2 2015 AR1I - N N TYO�1GA9 `h' R , t1D1(\BG DIVISION 19 J T J1 J2C W _ __ J2 , , J NIN: _. . . . , . . . . ;I: N J V _ J5 „„; 7: 2 JCC _.. J6 J7C . \ _, . J7 J8 i . J8 • ; J4 J9 / J10 f� ® J10 J11 - I I , J11 J10 ' 4 an Ja__ 1 14.12 J7 -- , 44:12 1 1 J6i_ 7:12 ,, \ -� . . J12(10t J13 (5) Ha�//U�a aS�2r�6p � 14:12 �� f1V{hXV \Y.. HMG \ Dr 4 1, :12 .:- ' - (4- �. D D1 7• a Cl ,. 'n / ® CONFORMS TO DESIGN CONCEPT r 0 CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN 11F-8" I ©X CONFORMS TO DESIGN CONCEPT �1I I❑CONFORMS ONS D TO DESIGN CONCEPT WITH F NON-CONFORMING-R C/ISE AND RESUBMIT I 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRA:PING HAS BEEN REVIER D FOR GENERAL CONFORMANCE 20'-6' s.o=.Ao-r.c is EEEx --� ..: wra:z MtT ^. C F�.,, 'le WITH HE DESIGN CONCEPT ONLY AND OES NOT RELIEVE THE .},. r FABRICATOR/VENDOR0`RES?ONSIBILt Y FOP.CDtiFDR.NANCEWITH'HE1 nF.Kn:A S°_< -A'CAZAx,•KI.uKECa:E5,,mr,tai..,E I,r..n.;st,:.;AV,:u DESIGN DRAWINGS AND SPECIFICATION AL.v-Anion DAV FOITA,T1 by Alexia Fukui Date s/22f14 OVER THIS SHO?DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTruslnc.2006 NUILUER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PTRRUSS CALCUNLLATIo SAND ENGINEERED STRUCTURAL at PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGNEER OF RECORDumber . PLAN: DRAWN BY JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS ,, 1_ TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DEIGENDDPPOEfALLTOREVIIW ADESIGNER/ENGINEER COMPANY DELIVERY LOCATION: SCALE- REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & TKVSS ,� 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 4014). 1,.... -13 • ..— CNI CNI 7-; ' - .•P' --, CD a CO , • . . . .. . . .-- . . . J1 • . 41 • - . J2 \ J2C ' kV , J3 , , - J3C J4 , . . ' ' •N A. a Jilt AJ5 _ I : V's.\\:\: ' 7:12 J6 1• N \V J6C J7 J7C, 1 1 i ' - J8 , • —.... J8 J9 . ili co . . J10 _ . . • / . . , , / / / / _ J10 ii J11 J11 • • . ' _ •• Cat Ca ,.==. J10 q \ I .4i. b ,o i _ J9 tOrre— 1 J8 I \ J7 14:12 7: 12 _ J6 --7 i 1 , . i _ J12(10) r . . 117. J13 (5) 14:12 HGUS26 F /Me HGUS26 \ HUS2I , 111412),a(„' J13 f' '..e C1 cli r... - , 4 Z CONFORMS TO DESIGN CONCEPT gi gi 0 CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT PISIONS AS SOWN . 1 1 - 0 CO N F 0 11 MS TO DESIGN CONCEPT n 1 1---.1 N1I CONFORMAG—REVISE AND RESUBMIT 0 ,CEZFsOioR,7s1STUT2SIG A COKEPT WITH THIS SHOP DRACNG HAS BEE 4EVANEFSOENERAL CONFORMANCE 201-6' WITH THE DESIGN CONCEPT 0 L , L. :,/. RELIEVE THE 0 NON-CONFORMING—REVISE&RESUBMIT eel sea*tfitn.,5...EN cE, r.cOP C.C.Ii,CIX,F,U4Ct 44r4r FABRICATOR/VENDOR OF RESP NSIBILITY FOR CONFORMANCE WITH THE C., , DESIGN DRAWINGS AND SPECI ICATIONS ALL CF WHICH HAVE PRIORITY W.CCA,C,,,KDOP euxoxseeAax CCAG.J.MCE TIN KM. OVER THIS SHOP DRAWING. -ONTRACTOR SHALL VERIFY ALL DIMENSIONS. Alexia Felon Dee 902114 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 CT ENGINEERING CfmtrightCompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS • POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER Pala ' . , umber ' .4 .. PLAN 5-A COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD SPONSIBLE ALL NORUSS REFOR N-T PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL Itt 1 R LIS S COMPANY` DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/Er= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. JI 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 TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design•values see ESR-1311, ESR-1988(MiTek). p,.l aHA; �< O PROrP. ..`/i CSR h .I ._ 0 >s3 ♦�, 6'26.''x' C.)<. JCr11' 1E DTII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 114 2-10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=1-3018 1136 10-11=(-562) 2250 10. 4=(-235 629 WEBS: 2x4 KDDF STAND; 3- 4=I-2885) 1241 11-12=(-258 ) 1671 4.11=(-736) 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255 1147 13- 8=(-834) 2444 5-12= -460 1077 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235) 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0' 24.0' LL = 25 PSF Ground Snow (Pg) ConnectoC,CN,C18, plate ((oprefix prefix)) = ors:CompuTrus, Inc LIVE LOAD BOTTOM CHORD AT LOCATION(S)FOR LIMITED STORBEARING MAX VERT MAX AGE (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD BYIBC 1 . LOCATIONS REACTIONS REACTIONSSIZE SO IN. AD IS A MINIMUM OF 10 PSF. 0'- 0.0' -3781 2067V -323/ 323H 5.50' 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.167' @ 17'- 11.0' Allowed = 2.144' • MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858' MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0,267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.001.---- M-4x6 Q 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 (All Ne>ghts), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 1}I\ load duration factor=l.6, M 5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" M-5x8(S) 0.25" 0 el o M-1.5x3 /\, .M-1.5x3 Tr \ • c, 0 u7 A '° MM MM A rn 0 2! 10 11 'f 1' l� 13 `8 • Co - M-3x8 M-3x4 0,25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y y i, J, y y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME : 5-A POLYGON NH - 62 Sti��a PROF�0,s Scale: 0.1445 \NJ iz z/Q� /0, WARNINGS: GENERAL NOTES,unless otherwise noted: r G. ��T q 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 u. j 72 40 O P E r- Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / // 3.Additional temporary bracing to Insure stability during construction . ction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' .^-- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr. 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. "S7 OREGON t( /' SEQ. : 6037152 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosiveLj environment, , ,L \t+, A. design loads be appted to any component. and are for-dry condition-of use. . ///tt '4?), 20 A..i TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, 1a` fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �+P I7`L.V 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 rl I IIIIII I III�Ilil I II III 111111 II I I II IIII TPIANTCA in BC51,copies of which will be furnished upon request. Digitsgit coincide nctwith jointpate In tines. 9. indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 L. _I rj 7 • IIEIIIIIIIII This design prepared from compbter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 IC: 2x4 ODE k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7. 8=(•2357) 628 BC: 2x4 KDOF WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2-3- 4=(-2865)1232 10.111=(-267 1127 ) 1637 4-10=2217 9- )•737) 630 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=)-584) 2045 10- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229 1164 12- 8=(-829) 2355 5-11=(-450) 1055 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= •2794 1278 11- 6=(-713) 566 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6.12=(-258) 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0' LL = 25 PSF Ground Snow (Pg) platector BEARING MAX VERT MAX HORZ BRG REQUIRED((BRG AREA C,CNConne,C18,CN18 (orrrno1prefix)) = CompuTrus, Inc LIVE OLOAD OAT LOCATION(S) SPECIFIEDBYINC STORAGE1 . LOCATIONS0'- 0.0" -380/AC2064V -302TIONS / 316H 5IONS .50' 3.30ZE N KDDFPI 625 M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" •281/ 1855V 0/ OH 5.50' 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25` Iii f r r r l ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0,0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.163' @ 17'- 11.0' Allowed = 2.130' MAX TL CREEP DEFL = •0.314' @ 17'- 11.0' Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 I I >( Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. T ' f 1 1 '' Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 L/ M-4x6 7 00 load duration factor=1.6, 5 4.0" inuss thedesiplaneed offor thewind trussoads only. i1\ M-5x8(S) . 1 M-5x8(S) 0.25"� 0.25" 0 \ 3X5x5 uo0MCr M-1.5x3 o oo o , Lo' :I_ r � 2 9 10 ( X11 12 6•* o - M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) y y y y y � y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y S' 2-00 43-06-04 Scale: 0.1411 5 GIN / �J�B NAME : 5-A POLYGON NH - B1 �����`�©^PRO�py��f��Ss�' WARNINGS: GENERAL NOTES,unless otherwise noted t'Cy_ r/�r+�/I / 'f1 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 4t' 7,92 S O P E r- Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. /' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E 3.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathingsuch as plywood sheathing(TC)C and/or d ll BC. �/ DATE: 8/22/2014 responsibilitybuilding designer. pNw where J ry ( ) the overall structure is the res nsibili of the 3.2x Impact bridging or lateral bracing required whershown++ /�'"• 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -� A-OREGON to SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1/ 4, 2o�a�� design loads be applied to any component. and are for"dry condition"of use. //�� Alk TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge If 14 „h, fabrication,handing,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. 44PR p 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 `�� II 101111111 1 I III 01111011 111111 TPI/VJfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9. Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 114 2.11= .1431) 2572 3-11=1 -152 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= "3025) 992 11.12= -1288 2429 11- 4= -49 296 WEBS: 2x4 KDDF STAND; 3- 4= "2875) 987 12.13= -1034) 2330 4-12=( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13.14= -850) 2024 12- 5=( •216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14.15= "541) 1259 12. 7=( .443 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= "2241 822 13- B=( -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8-LL = 25 PSF Ground Snow (Pg) 9-10=1 -141) 157 14- 9=1 -329 1300 9-15=(-2078 770 NOTE: 2x4 BRACING AT 24'0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50' 3,31 KDDF 625) OVERHANGS: 24.0' 0.0" 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF 625) M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2' Design checked for net(-5 p 11 uolift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165' @ 15'- 9.7' Allowed = 2.130' JT 2: Heel to plate corner = 2.25' MAX TL CREEP DEFL = -0.296" @ 22'- 6.6' Allowed = 2.840" For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'. 2.8' MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does '(1 not exceed 19% at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. T T T TT T T '1 1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 15-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '1' 1 Truss designed for wind loads 12 in the plane of the truss only. 7.00 17.7. M-4x6 M-5x6(S) M-3x40825" =M-44x4 M-1.5x318 M-5x6(S) % y yr w -/ 0.25" v 0 0 0 +. + + M-1.5x3 +` 0 + of 0 2'M-3x8 M-3x4 0.25" M-3x4 0.254 =M-4x413' M-5x8(S) M-5x8(S) ,I, 1, b y ,1 y y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH3 , c, "' PROpF,��ss Scale: 0.1504 C?�cJ ,G'p/ZZ/17' <2 WARNINGS: GENERAL NOTES,unless otherwise noted: <(,/ -C©©QJ/G L� 111�//T -k-y7 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' • .921 OP E 1' Truss: AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper / . 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /'' / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' _.. 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathln C and/or d ll BC. mi DATE: 8/22/2014 gR s ( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 �' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -T7 OREGON �(%` SEQ. : 603 7154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, G„ -fr 'k IS design loads be applied to any component. and are for"dry condition"of use. r7 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge I1 Q 'II' 14 r �� necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. `R R 1 L\-' 6.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 ' 111111 I I 111110 IIII 11111111111111 IIIIII IIIITPI/WiCA in BCSI,copies of which wit be furnished upon request. Tangs coincide with joint center lines.. 9.Digits indicate size offpplatete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 C J C.., . 111.1jIiI c.,,, r This hPAiIFddeLUMBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3-11=( -152) 192 15.10=(-182) 108 BC: 2x4 KDDF Ni&BTR SPACED 24.0" O.C. 2- 3= -3025) 992 11-12= -1288) 2429 11- 4= -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875) 987 12-13= -1034 230 4-12=( -445 367 2x4 OF STAND A; LOADING 4- 5= -2453) 910 13-14= -850) 2024 12- 5= -216 868 2x4 KDDF k18BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0) 0 14-15= -541 1259 12- 7= -443 150 DL ON BOTTOM CHORD = 10.0 PSF 5. 7= -2076) 878 7-13=( -254 324 IC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8=) -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9= -1563) 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9.10=) -141) 157 14- 9= -329 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF ( 625) OVERHANGS: 24.0' 0.0' 43'- 6.3" -259/ 1936V 0/ OH 5.50' 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc GOND. 2: Design checked for net(-5 paT) uplift at 24 'oc s acing. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25' MAX LL DEFL = -0.036' @ -2'- 0,0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165' @ 15'- 9.7' Allowed = 2.130' MAX TL CREEP DEFL = -0.296" @ 22'- 6.6' Allowed = 2.840' MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 194 at time of manufacture, 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 1' 1 '1 Qf '1' 1' T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-09-12 Truss designed for wind loads T T in the plane of the truss only. 12 M-4x6 M-5x6(S) 7.00 1.---.- 56 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 r 1.0 -/ 0.25" i.E. V O +. + + M 1.5x3 +E B 4 + 01 A z� 11 t�.25" 13 T ja 15* M-3x8 M-3x4 M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) b y y y 1, y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 Kc.(' PROFfiS � �J s Scale: 0.1504 � ili � /� WARNINGS: GENERAL NOTES,unless otherwise noted: � / I IX, -0- -7t. Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and is for an Individual ^92 3•P E r- Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters end proper �/ 2.2x4 compression web bredng 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: EE 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 /' d21111111P- continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,.."111.0.-- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -lit {r 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. -yi OREGON 1(/ SEQ. : 603 7155 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, L N� . design bads be applied to any component. and are for"dry condition"of use. / 'IP' Z- -v- ik- fabrication,TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 `?-:' fabrication,handling,shipment and installation of components. necessary. � 7.Design assumes adequate drainage is provided. iliRIO, 6.This design is furnished subject to the Fmitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 111 11 I 11 II II III II 11I 111 TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. 111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x6 KDDF #18BTR; LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 114 2.11= •1639) 4875 11- 3= 0) 300 9.16=(-4391) 1805 2x4 DF BC: 2x6 KDDF4#118BTR LOADING 3- 4= -5549) 1990 12-13= -2387 1836 11-12. ` 5968 12-4872 14=) -428) 1623 16-10=( -342) 255 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 13.14=(-24281 5968 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF LL( 50.01+DL( 14.01= 64.0 PLF 0'- 0.0' TO 12'- 0.0' V 4- 6= -4731 1764 14.15=11.2062 4966 6-13= 0 419 2x4 DF STAND B• TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 43'- 6.3' V B- 7= -6028 2379 15.16= -1257 2945 13- 7= -4 166 2x4 KDDF STUD C BC UNIF LL 0.0 +DL 40.0 = 40.0 PLF 0'- 0,0' TO 43'- 6.3' V 7- 8= -5543 2225 7-14= -967 519 B- 9= -3514 1448 14- 8= -312) 1314 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9.10= -100 112 8-15=(-2455) 1086 BC LATERAL SUPPORT <= 12'OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA NOTE: 204 BRACING AT 24'OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -10991 3690V -131/ 270H 5.50' 5.90 KDDF ) 625) 43'- 6.3' -15061 3729V 0/ OH 5.50' 5.97 KDDF 625 OVERHANGS: 24.0' 0.0' 111 ' I. .l 1' ,-1 r 1. - r r r , '1. 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 = -0.032' @ -2'- 0.0' Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039' @ -2'- 0.0' Allowed = 0.267' For hanger specs. - See approvedplans MAX LL DEFL = 0.290' @ 19'- 5.3' Allowed = 2.130' g p pp MAX TL CREEP DEFL = -0.569' @ 19'- 5.3' Allowed = 2.840' MAX HORIZ, LL DEFL = -0.108' @ 43'- 0.8' MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 31-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 Truss designed for wind loons T T TT T T f f f in the plane of the truss only. ' 11-09-12 '1 14,640# 12 M-5x10 M-7x8(S) 7.00 7- 5 =M-6x6 0, 5" =M-66x6 =M-10x10 M-130x6 v. y _\/\/ __ D M-3x4 v C + C + A o n • A C C co C M-4x12 e per 2r- 1112 1 'f 14 'r �5 lb. - M-1.5x3 M-3x10 u.25" =1A-4x4 0.25 M-4x10 =M-8x8(S) =M-10x10(S) k ), k y y y y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8.00-08 y y y 2-00 43-06-04 . JOB NAME: 5-A POLYGON NH - AH1 , PRO��ss Scale: 0.1519 ��J ��I�ry/� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Ci Lr • 1- -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4Z q 92 0 S P E 1--- Truss: `- Truss: AH 1 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 building designer. 3.Additional temporary bracing to insure stability during constructionDesign assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 ` ��-, continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). /!2 DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O �C'"- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON .4,y' SEQ. : 6037156 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 "if . ,�b ,„ design loads be applied to any component. end are for"dry condition"of use. / -</k.. 0 S TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 Q 2 ,,..,\>..% fabrication,handling.shipment and Installation of components. necessary. J�� 7.Design assumes adequate drainage is provided. /CP R`LV 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 . III I I HIP II 111 III II I III III) TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint tecenter lines. 9.Digits indicatesize of cin inches.. a MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E in.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 L ' 4 i IP IIIill L, This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF H16BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=000) 336 BC: 204 KDDF SPACED 24.0' O.C. ) 7 )( - 1544 1 3226 3-12.)-797) 27 350202x4 DF 2400FB5 3. 4= •303 1177 12-14= 2720 12- 4= 348 WEBS: 2x4 KDOF STAND; LOADING 4- 5= -2541) 1132 13-15= 0 0 4.14= •567) 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2298) 1240 14-15= -626 2374 5-14= -288) 1055 L ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15-16= -261 1600 5-15= -1419 749 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2812) 1243 16-17= •595 2048 15- 6= -558 995 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9.1-2957) 1138 17- 9=( -836) 2403 6.16= -434) 1178 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 114 16- -243)7 ) 578 599 OVERHANGS: 24.0' 24.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'• 0.0' -379/ 2067V -323/ 323H 5.50' 3.31 KODF 625 JT 9: Heel to plate corner = 2.25' 43'- 9.5" -378/ 2067V 0/ OH 5.50' 3.09 DF ( 670) • I,, • I. 'II r• , , , I. • r r r • Ir VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,036' @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.211' @ 14'- 6.0' Allowed = 2.144' MAX TL CREEP DEFL = -0,393' @ 14'• 6.0' Allowed = 2.858' 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'• 9.5' Allowed = 0.200' MAX TL CREEP OEFL = -0.043' @ 45'- 9.5' Allowed = 0.267' 2-09 5-10-08 T 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102' @ 43'- 4.0' MAX HORIZ. TL DEFL = 0.166' @ 43'- 4.0' 12 12 7.00 M-4X6 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 Design conforms to main windforce-resisting ` system and components and cladding criteria. M-5x8(5) k M-5x8(S) Wind: 140 mph, h=25,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 0.25" 0.25" load duration factor=1.6, • Truss designed for wind loads t- ''''' M-1.5x3 in the plane of the truss only. 0 M M-3x4 + c.,v M-3x4 3 M-4)1.1.40.011111:21.... 4x6 o ._�� 12 c5 .,. -- A • , ^ M 5X6 M-3x4 oM-5x1015 0.25')e 17 '9 0 M-4x6+ M-3x4 M-3x8 0 -==n 2.75 2,04 vM-4x10 M18HS-5x16(S) 12 12 Y ) 1, yk y /, y 2-05-0$ 5-10-08 6-02 0111 10-04-12 8-11-15 8-11-01 , y i 2-05-08 12-00-08 1710-04 27-05-04 y2-00 Y ),2-007 14-06 29-03-08 y y 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - 63 �(��o INP ' Scale: 0,1309 C.,, ``5122IP /(0� WARNINGS: GENERAL NOTES,unless otherwise noted: (JG. j7' -p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .1 920 P E t' Truss: B3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 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 and bottom chords to be laterally braced at .. DES. BY: E E2'o.c.and at 10'o.c.respectively unless braced throughout their length by ea..'is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d ll BC. „..014119?..-- DATE: f _ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing rrequired werhown++ ( j � r C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON to- SEQ. (,/- S E Q. : 6037157 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used In a noncorrosive environment, ` ','" ` design loads be applied to any component. and are for"dry condition"of use. / 'q r TRANS2� I D: 4 06556 5.campaTrns has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, „1<?, fabrication,handing,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. ilici R`O, 6.This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center MI 11 IIIII III II I III IIIITPIAVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center aces. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MITek) EXPIRES:12/31/2015 IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22-13=( -87) 221 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2- 3= -3891) 1497 15.16=( -931) 2763 15- 4=(-277) 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3. 4= -3508) 1481 16-18=( -757) 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 LL = 25 PSF Ground Snow (Pg) 9.11= -1914)1992 22-14=) -818) 9-2248 1045 21-22= -720 218218-20=) -93) 265 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294) 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21-12= -434 341 OVERHANGS: 24.0' 0.0" 12.22=( -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES 0'- 0.0' -349/ 2064V -211/ 224H 5,50' 3.30 KDDF ( 625) Connector plate prefix designators: - 43'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series (COND. 2: Design checked for net(-5 psi') uplift at 24 "ococ spm •" For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-OS 4-10-OB MAX LL DEFL = 0.174' @ 17'- 8,5" Allowed = 2.130' T T TT T T TT T T f MAX TL CREEP DEFL = -0.335' @ 22:- 10.8' Allowed = 2.840" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ, LL DEFL = 0.095' @ 43'- 0.7' T ' ' f 'ffI' ' ff ' 1' MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7' 15-09-12 15-06-08 NOTE:Design assumes moisture content does '' '' 1' '1' not exceed 19% at time of manufacture. 12 M-3X8 M-3x4 12 Design conforms to main windforce-resisting 7.00 V 7.00 system and components and cladding criteria, M-5x6(S) M-4X6 7 8 9 '1 M-4x6 Wind: 140 mph, h=23,9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" / Truss designed for wind loads 0,25" in the plane of the truss only. Ar A2 o -3x4 +' +1 r p-3x5 M-1.5x3/M M-1.5x3 _ m M 4x6 21 M-5x10 M-18 3x4 17 19 20 1 22 14" o M-4x6+ o M-5x10 M-3x4 0.25x' M-3x4 M-4x6 0 -.2.75 1.89 v M-4x8 M-5x8(S) 1y2 y y 112p012y y y y y 2-05-08 6-06-10 5-05-14 11,08-02 5-07-14 5-05-12 7-06 7-07-12 y 2,-05-08 13-01-04 y 2-00 25-11-08 y 14-06 29-00-04 y y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH3 Scale: 0.1286 �.�<<,.1 �F��s/p WARNINGS: GENERAL NOTES,unless otherwise noted: cL '`-'3/zz//17 2 -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual V 92 S Q p E 1`- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper /' //J1 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such asplywood sheathing(TC)C and/or d II BC,the overall overall structure is the responsibility of the buildingdesigner. glT ) ( ) DATE: 8/22/2014 Po N 9 4.lntmpactbodgingostherepractngtyofthewheretveco+a -� OREGON tti CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiiry of the respective contractor. S E Q. : 6037158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses!hello be used in a non-corrosive environment, �, 2j N>h A, design loads be applied to any component. and ere tray conditionuse. / Qt TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, Z .�P fabrication,handling,shipment and Installation of components. necessary. 7.Designlatesassumesadequate the • feces of truss,and placed so their center !-t III III MI III I II HMI I(III TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ones. • r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 l .r 'c 10111 1111 t' c. , This design prepared from completer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @I86TA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(.1177) 3199 15- 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF H188TR SPACED 24.0' O.C. 2- 3=(-3891) 1497 15-16=I -931) 2763 15- 4=(-277 430 13.14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16.18= -757 2413 4-16=(-342 253 2x4 DF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5-18=)-543 368 TC LATERAL SUPPORT <= 12'0C. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8=( -92 159 8- 9= -2115) 1045 21.22= -720) 2182 19- 8=(-486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 992 22-14=) -818 2248 8.20= -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= 0 0 20- 9=( -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEADLOAD IS A MINIMUM OF 10 PSF. 13-14= -367) 444 21-12= -434 341 OVERHANGS: 24.0' 0.0" 12.22=( -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50' 3.30 KDOF ( 625) For hanger specs. - See approved plans 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2,92 KDDF ( 625) III ' I , I. . . . i. - r r ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.174' @ 17'- 8.5' Allowed = 2.130' 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335' @ 22'- 10.8' Allowed = 2.840' T 1 1 1 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7' T T T fT i T 'fT ( T T 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does j .f 1 1 1f 1 1 1-1 1 '( not exceed 19"s at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting ( 1 1 1 system and components and cladding criteria. 12 M-4x6 M-4x6 12 7.001/ M-5X6(5) 7 M-�x8 M-3x4 1�1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) Q 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" Truss designed for wind loads 5 / 0,25" in the plane of the truss only. v / •2 M-3x4 CD +I /+I +I + 3x5 CD M-1.5x3 / M-1.5x3 _ M-4x6 co 0 21 M-5x10 M-3x4 o 17 19 20 a 10' o M-4x6+ o M-5x10 M-3x4 0.2e2z M-3x4 M-4x6 0 -==i 2.75 1.89=__M-4x8 M-5x8(S) 1y2 y y 1-yofi2 , y y y y z-05-0¢ 6-06-10 5-05-14 1108-02 5-07-14 5-05-12 7-06 7-07-12 y 2/y 05- 0y8 13-01-04 , 2-00Y 25-11-08 y y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH2 <<- PROFFss Scale: 0.1286 ��CJ /'N��(3.n /0� WARNINGS: GENERAL NOTES,unless otherwise noted: nL /N 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 CC ^92.0 P E 1r Truss: BH2 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. IP // 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bosom chords to be laterally braced at '/ / DES. BY: EE 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 ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...or'll DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� OREGON �(/ TRANS I D: 406556 SEQ. : 603 7159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, ` �G design loads be applied to any component, and are for"dry condition"of use. / q mQi .t.,, 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 1 40. fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate one othinac drainage Is '11 .�R`�� 6.This design is furnished subject to the Imitations set forth by 8. Plates shall be located both feces of buss,and placed so their center IIII I I VIII I II IIII VIII'III II I IIIITPINVTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center Ines. Digits Digiti Indicate size of plate In inches. MITekUSA,lnc./COmpUTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MITek) EXPIRES:12/31/2015 IIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 114 2-15=(-1844) 6771 15. 3=( .359) 1675 21.13=066) 299 278 . 2x6 KDDF #18BTR BC: 2x6 KDDF H18BTR T2, T3 2- 3=LOADING 3- 4= -6514` 2010 16- 17=)-16661 ; 6287 1 72 5567 16. 4=( 0) 178 13.22 =( 0)37 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003 5967 4-17= -494 262 2x4 OF STAND A; TC UNIF LL( 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0' TO 12'- 0.0' V 5- 6= 0 0 18-19= -2095 6120 17- 5= -631 2092 2x6 KDDF STAND B TC UNIF LL( 100,OI+DL 28.0)= 128.0 PLF 12'- 0.0' TO 31'- 6.2' V 5- 7= -5197 1853 19-20= -2199 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'• 6.2' TO 43'- 6.2' V 7- 8= -6026 2221 20-21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. 94 2281 22-14= -1415) 4765 19- 8= BC UNIF LL( 0.0)+DL 40.0)= 40.0 PLF 0'- 0.0' TO 43'• 6.2' V 9.10= -61 )) 4762 18- ) -779) 222 384 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 10-12= -4749 1699 19- 9= -541 281 TC CONC LL( 500.0)+DL( 140.01= 640,0 LBS @ 31'- 6.2' 11-12= 0 0 9.20= -282 337 NOTE: 204 BRACING AT 24'OC UON. FOR 12-13= •5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13.14= -5833 1764 10.21= -1904 912 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (lSPECIES Connector plate prefix desi nators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KDDF 625) C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc 43'- 6.2' -994/ 3527V 0/ OH 5.50' 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek M series •. For hanger specs. - See approved plans ''I ' I. ''t r' ' ' r' • ' ' ' r' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DUEL = -0.350' @ 21'- 11.8' Allowed = 2.130' MAX TL CREEP DEFL = -0.895' @ 21'- 11.8' Allowed = 2.840' MAX HORIZ. LL DEFL = 0.150' @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.249' @ 43'- 0.7' 11-11-11 19-10-02 11-08-07 '( ( -( I NOTE:Design assumes moisture content does 4-04 0-066(-10 2(-03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09 1 4-04 T-02-19 1 5-05-13 1 1 4-07-11 5-05-02 I ( Design conforms to main windforce-resisting ,( I ,(,( I 1 f f f ,( system and components and cladding criteria, 11-09-12 11-06-08 Wind: 140 mph, h=22,7ft, TCOL=4,2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l'1640# �' 40th T load duration factor=1.6 12M-7x8S 12 Truss designed for wind loads 7.00 I/ M-5612 M-3x5 M-7x8(S) M-5x10 Q 7.00 in the plane of the truss only. M-ix4 0.25" =M-4x4 112 • 're7 129 y 13 to ii� M-3x4 v M-3x4 o M-3x8 °O M18HS-3x18 4,............... /7 - \ __ M-7x12 op ...= e�MAIMa8 ' o =M-8x8 M-3x4 M-4x8 =M-8x8 1s21 22 ta° M-4x6+ M-4x6+M18HS-7x14 0'2' M-3x10 M 1.5x3 0 - 2.75 2.75.- =M-8x8(S) 12 12 2-0 y y y y b y y 1' y , Y5-0 4-04 4-05-12 3-02-11(,2-00y 8-01 7-11-04 5-05-02 5-06-14 , 1, 2-00i,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH1 .<(.. PRO Fss Scale: 0.1366 �J ! p_'7 WARNINGS: GENERAL NOTES,unless otherwise noted; ` v /2,z/I/I,y7� /O1.17 ' 'Trus1.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 92 S OP E I-- Truss: s: BH 1 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 building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /`" DES. BY: EE 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 continuous sheathing such es plywood sheathing(TC)and/or dryweo(BC). !••- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. 7 :OREGON C(/' S E Q. : 6037160 fasteners are complete end at no lime should any toads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G 2j Nb design loads be applied to any component, and ere for-dry condition-of use. / '14, '20 .,!-, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if O 1 4 �P 1 . fabrication,handing,sNpment end Installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both laces of truss,end placed so their center R`�� L IIII 11110111111111111111111111111 III��II I II IIII IIII III II IIII TPINVECA in SCSI,copies of which will be famish(d upon request. Digit coincidewith jointplate center ines. Digits indicate size of s Inches. MiTek USA,Inc./CompuTrus uTrum Software 7.6.6 1L-E 10.For basic connector plate design values see ESR-1311,EBR-1986(MiTek) EXPIRES:12/3172015 ... I 'r: . 11IIIIIIII1 This design prepared from com)7uter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2- 8=(-104 734 3- 8=(-401) 388 BC: 2x4 WOOF R SPACED 24.0' O.C. ) -885 459 9- 6=) -74 602 4. 9=(•294) 595 WEBS: 2x4 KDDF STAND3- 4= 595 LOADING 4- 5= -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1.1004 236 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -184/ 975V -360/ 360H 5.50' 1.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. III - I•''.I I' . " r - " . 'I" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 10-03 T 10-03 f MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX IL DEFL = •0.024' @ 6'• 10.9' Allowed = 0.979' T 1' T T 1' MAX TL CREEP DEFL = "0.043" @ 6'- 10.9' Allowed = 1.306' 12 12 MAX LL DEFL = -0.002' @ 21'- 6.0' Allowed = 0.100' M-4x6 MAX TL CREEP DEFL = •0.003' @ 21'- 6.0' Allowed = 0.133' 14.004 0" 14.00 MAX HORIZ. LL DEFL = 0.011' @ 20'- 0.5' A- 4 T, MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5' 7,� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 v 0 A /ik0 m 0 0 o f- • 8 9 -= o o M-3x4 0.25" M-3x4 M-3x4 0 /- M-5x6(S) y y y ,I- 6-10-15 6-10-15 6-08-02 6-10-15 i y y J• 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C2 <��ED PRO,rCsS �� Scale: 0.2044 J � �I NEA.� I/Nn /0� WARNINGS: GENERAL NOTES,unless otherwise noted: Lt Z ' -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Ct' T,g�S P E 1' Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. �/' 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2•o.c.end at 10'o.c,respectively unless braced throughout their length by , 04111.111" • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / .'fin- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown=0 fa Q �1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '=7 OREGON 4/S E Q. : 603 7161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ,�b TRANS 1 406556 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if /O q). 14 4' 20 Ay ..1.. �t fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 'R F111.-\'' 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 III I 1111 I IIII Iffilli I III II 11TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. MITekUSA,Inc./CompuTrusSoffware 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' r,r • r. '.r r. . . r. - . . ' . 'r. TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF k18BTR; SPACED 24.0' O.C. NOTE:Design assumes moisture content does 2x4 KODF M18BTR B2 not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42,0 PSF p Connector plate prefix designators: Wind: 140 m ht h=25.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=l.�, 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus Sable end detail for complete specifications. 10-03 10-03 T 1' 1' 12 IIM-4x4 12 A- 14.00 V ;P \14.00 - v CD 0 CO -3x4 to _�I 1►; o o M-3x5(S) o M-3x4 1, y y 6-10-15 13-07-01 y y i, y 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - Cl ����0 PROpi,� Scale: 0.2158 ��GJ `` /ZZlPf /('�/� WARNINGS: GENERAL NOTES,unless otherwise noted: �/ f.� _v'f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. �92$$P E f Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 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 bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing ofr continuous Impact sheathing such l plywood sheathing(TC)sown.drywell(BC). / 'd! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral blaring required where shown++ O (r' 4.No load should be applied to any component until after ell bracing and 4.Installation of truss Is the responsibiily of the respective contractor. 7 OREGON 40 SEQ. : 603 7162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, L Nb '� design loads be applied to any component. and are for"dry condition"of use. /Q . 1'4 41 '-i- TRAN S I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Nil bearing at all supports shown.Shim or wedge if � fabrication,handing,shipment and Installation of components. necessary. `- 7.Designlatesassumes caeduone othinac drainage is of truss, ��61:110,' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon s coincide with ' ,1111111111111111111111 MTe USA,Inc./CompuTrus Software 7.6.6(1 L)E request. 10,For basic connector oplate design values see ESR-1311,ESR-1988(MiTek) , int center lines. 9.Digits indicate size of late in Inches. EXPIRES:12/31/2015 . ��II1111I This design prepared from comObter input by u PACIFIC LUMBER-BC o LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 86 2- 9=(-1252 5318 2. 3=(-8954) 2004 12- 7= •820) 282 BC: 2x8 KDDF #1&BTR 2- 3=( -8954 2004 9-10=(•1252 5318 9- 3= -102) 114 7-13= -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=) -8738 2060 10-11=)-1284 5552 3-10= -192) 616 7- 8= -10200) 2302 2x6 KDOF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11.12= -1154 5472 10- 4= -900 3994 IC UNIF LL 50.0)+DL 14.0 = 64.0 PLF 0'- 0.0' TO 20'• 6,0" V 5- 6= -6390 1640 12.13= •1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LLI 0.0)+DL 20.0 = 20.0 PLF 0'- 0.0' TO 7'- 0.0' V 6- 7= -8600 2028 13. 8= -1324 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 522.4)+DL 375.2 = 897.6 PLF 7'- 0.0' TO 20'- 0.0' V 7- 8= -10200 2302 11- 6= -2680) 760 BC UNIF LL( 0.0)+DL( 20.0 = 20.0 PLF 20'- 0.0' TO 20'- 6.0' V 6-12= -842) 3752 OVERHANGS: 12.0' 0.0' ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 20'- 6.0' -2153/ 9494V 0/ OH 5.50" 15,19 KDDF ( 625 ( 2 ) complete trusses required.].' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP • Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11,1r' 't f' r c snacinp.1 nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' 5' oc in 2 row s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133" 9' oc in 1 row(s) throughout 2x4 webs, *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069' @ 14'- 7.7' Allowed = 0.979' 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.175' @ 10'- 3.0' Allowed = 1.306' LOAD(S) EQUALLY TO ALL MEMBERS. 'MAX HORIZ. LL DEFL = •0.016" @ 20'- 0.5' 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" T 1' 1' 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does ,1' ,' f 1' f ,' f not exceed 19% at time of manufacture. 12 12 Design conforms to main windfarce-resisting M-5x8 system and components and cladding criteria. 14.00VN14.00 550" Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-101 /- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=l.6, `. Truss designed for wind loads in the plane of the truss only. M-3x8 M-3x6 v /. u; 0 m M-4x12 M-5x12 1" Li 0 ,_ M-5x16 1� :. nn 16„,.„ M-5x16 0 ,c,,o o M-1.5x3 M-7x12 9 AO 10. 25" M-6)X10 M-3X10 e 0 y y ***,3751#-M-10�0(S) y 4 J- y 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 .cl PRpxFss Scale: 0.1681 „�cJ 3IN��A,p /02 1.WARNiNGS: G. hRAe is NOTES,unessuponotherwiset noted: 4/ ;p er OPE "f7 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 �' V G Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 continuous sheathing such as plywooding(TC)end/or drywall(BC). / " ! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ i/ Q 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. -S7 OREGON ((� TRANS I D: 406556 SEQ. : 6037163 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Ina non-corrosive environment, 74- SIX design loads be applied to any component. and are for"dry condition"of use. / -7 y 2- AA- 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge If tl 14, necessary. r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. p RILL 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 III I I VIII III I I III III IIITPINJfCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 HOOD This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4=(-506 111 LOADING 4-5=( 0) 86 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' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 2106 5.50' 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50' 0.97 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, .01. ,r I. I. • I. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX I 1 '1' MAX TLCREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 12 12 MAX LL DEFL = -0.002' @ 12'- 8.0' Allowed = 0.100' M-4x6 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5' Allowed = 0.557' 14.00 34.0" \14.00 MAX TC PANEL TL DEFL = 0.497' @ 8'- 4.1' Allowed = 0.835' �� MAX HORIZ. LL DEFL = 0,003" @ 11'- 2.5' ,�, MAX HORI2. TL DEFL = 0.004' @ 11'- 2.5' NOTE:Design assumes moisture content does �„ not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Neights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 in 0 m 0_ 0 'nom �! * S� �,n 1. `'/-- _� �_ -/c,,, 0 _ 6 - 0 M-3x4 M-1.5x3 M-3x4 ), y ), 5-10 5-10 y ) y y 1-00 11-08 1-00 • JOB NAME : 5-A POLYGON NH - D2 ��e�0 PRO -�ss Scale: 0.3596 4°' 1 �f ! �0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 G -v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ;92 0 O P E fit' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+- Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Addiiional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)end/or d ll BC. DATE: 8/22/2014 responsibility g designer. Impact g q her O ,_.. Q the overall structure Is the res nsibili of the building 3.20 or lateral bracing required where shown++ e 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,(V' SEQ. : 603 7164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ` 4j �b A; design loads be applied to any component. and are for"dry condition"of use. / q 1. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 1 4, 2- ,Q7" fabrication,handling,shipment and Installation of components, necessary. `- 7.Design assumes adequate drainage Is provided. � �R y\-V" 6.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 it N 1111 III 11111 I 111 I 111 101 11111111 TPIMfTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 .. r Illllllll III , This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' ICOND. 2• Design checked for net(-5 psf) uplift at 24 'oc spacing.) IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Oesign assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. not exceed (9% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (Or no prefix) = CompuTrus, Inc Wind: 140 mphh=22.6ft, TCDL=4,2,BCDL=6.0, ASCE 7.10 i M,M20HS,M18HS,M16 = Mi.Tek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dr),load duration factor.-1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 1 1 12 IIM-4x4 12 /- 14.00 V3 \J 14.00 0 Lc) 0 co 0'7llillillik0 ,, ,"n o/-- �. -/0 0 0 M-3x4 M-3x4 A- ,J, y y y 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D1 -‹'(,. D pROfi sS Scale: 0.3526 c, � /2z/p_ �O� WARNINGS: GENERAL NOTES,unless otherwise noted: L4 1/L /�(f/ry 7f. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �' ^92 0 V P E (- Truss: D1 and Warnings before construction commences. building component.Applicadlity of design parameters and proper / 2.2a4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,,/ // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywalSBC). ,,.."#!/1/...., . . DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /('Z�` 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "l7 OREGON W SEQ. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment L" 4t x0 design bads be applied to any component, and are for"dry condition"of use. 6. / '9 TRANS I D: 40655 6y 2� 4 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if Q 4, fabrication,handling,shipment and Installation of components. necessary. '^t? 7.Design assumes adequate drainage is provided. R`�� 6.This design is furnished subject to the emitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11 01 I 0 II II 101 I II'I I I I 1101111 TPI/VVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9. Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6((L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43.09.08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2= .5126) 1156 I. 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF 424 WEBS: 2x4 KDDF STAND; LOADING ( 3- 4= -3376) 838 8- 9=842 7- (-372) 1990 8- 3=2954 2- (-1214) 4854 2x8 OF 2x6 KDDFS#2;B TC UNIF LL 50.11LL =14450PSF Ground PSF w (Pg) 0.0' TO 11'- 8.0' V 4-5- 6='-34460) 75080 9- 5=(-370) 1988 8- 9=) -176) 306 84 IC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LLI BC UNIF LL 520. 320.0)= 820.0 PLF 4'- 8.0' TO 11'- 8.0' V BC LATERAL SUPPORT v= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0' -1280/ 5692V -197/ 189H 5.50' 9.11 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50' 4.89 KDDF 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc . r r r .r M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed = 0.537' 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" __/, Soin together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8,0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed = 0.133" 9' oc in 1 row(s) throughout 2x4 top chords, \-A/ 5' oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005' @ 11'- 2.5' *** HANGER TO APPLY CONC. XX 9" oc in 1 row(s) thrughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011' @ 11'- 2.5' LOAD(S) EQUALLY TO ALL MEMBERS. 1 V , 9' oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. '1' 1' 1' 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting T f f f ' system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCOL=4.2,BCDL=6,0, ASCE 7.10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Ddr), 14.00 7 N14.00 load duration factor=1.6 34.0" Truss designed for wind loads /- in the plane of the truss only. I M-3x5 M-3x5 0 * * 0 co M-5x10 Al of ►400).1.��� tn MI`® �� I0 1 7 a 9 -�� � M-3x8 M-8x10 M-1.5x3 M-5x10 • D s- ***�y551# , y 3-01-04 2-08-12 2-08-12 3-01-04 * * )' 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5-A POLYGON NH - D3 - ,''' 'D PRO�F�q`�s Scale: 0.2557 ���J /Zz�/7' �� WARNINGS: GENERAL NOTES,unless otherwise noted: tJ G+ I lN7 �jII 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 p 92 0.P E 1- Truss: D3 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. .7 // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /' .. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: E E 'slime responsibility of the erector.Addifional permanent bracing of °r�!:_, ' continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ,. '' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ d Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON <(% SEQ. : 603 7166 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„ 'k1 Nb design loads be applied to any component and are fordrycondition'of use. / qty TRANSI D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it Q; Q 2°�P'�' fabrication,handling,shipment and Installation of components. necessary. f- 7.Designlatesassumes el adequate othi facess oftrus,provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center �R R y�\" ." I DID I I II II III I III I I I I III TPIANTCA in BCSI,copies of which wit be furnished upon request. git coincide with joint acenter Ones. 9.Digits indicate size of plate s inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 i1{IIIIII�II This design prepared from computer input by ` PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2.3=(-217 180 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 SO,IN, (SPECIES) OVERHANGS: 12.0' 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -32/ 399V -117/ 260H 5.50' 0.64 KDDF ( 625) 5'• 9.2' -164/ 198V 0/ OH 1,50' 0,32 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50' 0.22 KDDF 625) C,CN,C18,C(118 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S (GOND. 2: Design checked far net(-5 psf) uplift et 24 'oc spacina.l 5-10 THE BOTTOM CHORD DEAD LOAD BY IBC 2012.AD IS A MINIMUM OF 10 PSF, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1' '1' MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" -V MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300' @ 3'- 6.1' Allowed = 0.559" MAX TC PANEL TL DEFL = •0.260" @ 3'• 4.1' Allowed = 0.838' MAX HORIZ. LL DEFL = -0.004" @ 5'- 9,2" MAX HORIZ. TL DEFL = -0.004' @ 5'• 9.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TOOL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rad duration factor=l.6, Truss designed for wind loads No in the plane of the truss only. c) 0 0 r` U, 0 co 0 7/- u-> /10/:14.00 o -/ 4_v • M-3x4 y ,- y 1-00 6-00 [PROVIDE FULLIEARING•Jts•2 4 31 JOB NAME : 5-A POLYGON NH - J13 Scale: 0.4281 ��c,����G^fPNfq�F�ss/�� WARNINGS: GENERAL NOTES,unless otherwise noted: iL/ !ZG/PfY 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 Ct' !�.P E c' Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. �/' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheaths rywa( ) sheathing(TC) +d II BC. DATE: 8/22/2014 the overall structure Is the responsibility 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 truss Is the responsibllty of the respective contractor. -f1 OREGON W SEQ. : 6037169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ` A. �a ,` design loads be eppled to any component. and are for"dry condition"of use. / '9 j. 2 AJ. TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 8, Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 �` fabrication,handing,shipment and Installation of components. ecessary. f 7.Designlatenassumes adequate dr ,,i faces of truss,and placed so their center III I II it II I III I I I I I IIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12!31/2015 IH EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.6=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3= •581 500 3.4= -164 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5= 21 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'. 0.0' •22/ 375V -204/ 454H 5.50' 0.60 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 1 625 M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -421/ 476V 0/ OH 1.50' 0.61 KODF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -125/ 122V 0/ OH 1.50' 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl upliftuolift 2t 24 'oc24 'oc a� cina_.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/(80 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' @ 10'- 3.0' Allowed = 0.025' MAX TL CREEP DEFL = -0.000' @ 10'- 3.0' Allowed = 0.033' MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2' NOTE:Design assumes moisture content does /14.00 not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vu7loaddurationfactor=l.6Trussdesignedforwind loadsoNintheplaneofthetrussonly.cO 0 0 k ,/ y y 1-00 6-00 4-03 IPROVID t. • • • JOB NAME : 5-A POLYGON NH - J12 .J k�-0 PROF9ss Scale: 0.2960 rwC WARNINGS: GENERAL NOTES,unless otherwise noted: `:1 vt,/,2i/ r /O'v9 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' ^92..P E f-- TrussTruss: : J 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at /// • DES. BY: EE 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 0,410111.7. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch esplywood sheaths C andlor d fl BC. Apr ^ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown++ ( ) 011 �'" SEQ 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibiity of the respective contractor. 'j7 OREGON �/' S E Q. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 41• Nt" A, design loads be applied to any component. and are for"dry condition"of use. /Q ll' 1 4 .: -° p_1 n TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if T fabrication,handing,shipment and installation of components. Desegsary. �,. 7.Design assumes adequate drainage is provided. ��R r]y�� 6.This design isfurnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center F y I VIII II VIII I IIII I III II IIII TPINVECA in BCSI,copiespof which will be furnished upon request. git coincide with joint ate In tines. 9.Digits indicate size of plate in Inches. MITekUSA,Inc./Com uTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1Illlll IIPI This design prepared from computer input by (I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(0) 0 BC: 2x4 ODE #1&BTR SPACED 24.0" O.C. 2-3=1-636) 500 3-4=(-243) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -76) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -22/ 376V -213/ 495H 5.50' 0.60 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KODF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50' 0.61 KDDF 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0,0" -210/ 207V 0/ OH 1,50" 0,27 KDDF 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci 9.] A- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003' @ -1'- 0.0" Allowed = 0.133° MAX LL DEFL = -0.002' @ 10'- 10.6" Allowed = 0.088" MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117" MAX IC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014° @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, 21- Design conforms to main windforce-resisting system and components and cladding criteria. 7 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, un (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load Trussddesigneduration fforowind6loads 0 in the plane of the truss only. 0 cn 0v0 o6 -/ 0 * )' y y 1-00 6-00 4-10-09 (PROVTDLESJLLBFARIN;Jts:2,6.3,41 JOB NAME : 5-A POLYGON NH - J11 �Q�O pRO�A. � -s.r. Scale: 0.2753 c... /2z/ `'' fo�✓ WARNINGS: GENERAL NOTES,unless otherwise noted: L(/ 17 'Trus1.Budder 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 4t. T.92*OPE 1-- Truss: s: J 1 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j r1 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -�y OREGON (', S E Q L/ tij \1h S design loads be applied to any component, and are for"dry condition"of use. 9�. 2� � TRANS 1 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if Q 14 .T- fabrication,hending,shipment and Installation of components, necessary, VP 7.Design assumes adequate drainage Isvided. Fi!')` +1„ truss, 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,end placed so their center 1l 111111110111111M TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideIndictwith jointacenter lines. 9. Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 H ( 1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=) O 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=)-562 497 3-4.-1-139 88 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 L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0' -22/ 375V -199/ 435H 5.50' 0.60 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -417/ 474V 0/ OH 1.50' 0.61 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'• 11.6' -94/ 108V 0/ OH 1.50' 0.17 KDDF ) 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. i 1. 1 t- r. 10 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.144" @ 3'• 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.146' @ 3'- 2.5" Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8' MAX HORIZ. TL DEFL = -0.012' @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads o in the plane of the truss only. v 0 cm N O es O of Vail 5" 0 M-3x4 r- y ), y y 1-00 6-00 3-11-09 I1 1 .I 1.• • • JOB NAME : 5-A POLYGON NH - J10 -c� 0 PROFcss Scale: 0.2937 ! ({p7j�_' WARNINGS: GENERAL NOTES,unless otherwise noted: 4ir_ v /z i/i / 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 en Individual t v 92.0 P E r Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper / . 2.2a4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. f.+' / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ - - '/�. DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such asplywood sheaths C and/or d ll BC. �6'.•'+. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brrequired where a shown++ ( ) , 4.No load should be applied to any component until after e8 bracing and 4.Installation of truss is the responsiblity of the respective contractor. -� OREGON ((� SEQ. : 603 7172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L 4, �� S;t design loads be rippled to any component, and ere for"dry condition'of use. / "<f y.. .12'Q'' rLQ T. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it O 14 0P labdcation,handing,shipment and Installation of components, necessary. t` 7.Design assumes adequate drainage Is provided. RR R V�4 6.This design Is famished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center a, III I I ill III I IIII I I IIII TPINVTCA in BC51,copies of which will be famished upon request. lines coincideIndictwith joint tecenter lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111110111 This design prepared from comftter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF #18878 LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-483) 427 3.4=(•111) 48 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES 0'- 0.0' -24/ 378V •179/ 391H 5.50' 0.60 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -377/ 439V 0/ OH 1.50' 0.56 KDDF ( 625) = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6' -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. III t. ,t t. ,• 1 ift at 24 "gc spacin0 1 /- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' ;;i MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0,153' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.156' @ 3'- 2.5' Allowed = 0,864' MAX HORIZ. LL DEFL = -0.009' @ 8'- 10.8' MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ 0 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v D O O N O �1111111111111.11111111111111111 . 5.z. -V O M-3x4 r- .1, >L- y y 1-00 6-00 2-11-09 t t .. r ' ' 1,41 JOB NAME : 5-A POLYGON NH - J9 ' �'e,�0 PROFEss Scale: 0.3208 �.5 � G'N���q /0� WARNINGS: GENERAL NOTES,unless otherwise noted: Ll/ !/G I7' 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CZ' �SSPE f" Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. i/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.AddiUonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /. .010110P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / !�!-; DATE: 8/22/2014 the overall structure is the responsibility 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 truss is the responsibility of the respective contractor. OREGON kt SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses sr;to be used In a non-corrosive environment. ` t' �h ,` design loads be applied to any component. and ere for"dry condition"of use. / yr rL0 .L, TRANS I D: 4 06556 5.CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown.Shim or wedge If © 1 4 �P fabrication,handling,shipment end Installation of components. ,‘;...1- necessary. 7.Designlatesassumes adequate sibiprovided.burnished faces of truss,and placed so their center 111 11011111 II III I IIII I IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 MIMII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0jj)j) 86 2.5=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2.3=(-417) 361 3-4=(-107) 44 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF / 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50' 0.55 KODF625 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KDDF / 625` LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 nsfl uplift at 24 'oc s ac0 ing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' it MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6' Allowed = 0.576' MAX IC PANEL TL DEFL = 0.178' @ 2'- 11.6' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 ii Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads v a, in the plane of the truss only. 0 o a1 0 0 '7,- ...-) �! `'/-- _.11 5...... -," 0 M-3x4 ,- ,I, ), ), ), 1-00 6-00 1-11-09 )EOYIDE FULL._6EARIN0.;JSs:2.,.5_,.3,_41 • JOB NAME: 5-A POLYGON NH - J8 ,'(-'c' C.1 PROFFss Scale: 0.3559 C. � lZz� ./Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 4/ /` /7, -7 O I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ct ^92 41 0P E 1' Truss: J8 end Warnings before construction commences. building component.Appncabllity of design parameters and proper 2.204 compression web bredng must be installed where shown i.. Incorporation of component is the responsibility of the building designer. //' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.end at 10'o.c.respectively unless braced throughout their length by • r� DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of `ate.;. continuous sheathing such as plywood In ere s and/or drywall(8C). / _. DATE: 8/22/2014 the overall structure is the responsibility 0f the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -.� OREGON 4.4,- SEQ. : 6037174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, L 'dd 1b design loads be applied to any component. end ere for'dry condiunn"of use. • '0 -7 Y 1 4 2 ."t,. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C4// �t� fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. R R}0, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center '.I III II I 0 11111 III I II 111111111 II IIII TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with jointainn Ones. Dig 9.Digs indicate size ofplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11II)I IIIUI This design prepared from comjuter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF 418BTR LOAD DURATION INCREASE = 1.15 1-2=) 0 86 2.5=(0) 0 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2-3=(-334) 185 3.4=( 83 0 IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 12.0' 11.6' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -34/ 393V -133/ 325H 5.50" 0.63 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net l•6 Dsft uplift at 24 "oc sgacing.l /- 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002' @ 6'- 11.6' Allowed = 0.096' MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3' Allowed = 0,576' MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2' Allowed = 0,864' 0 MAX HORIZ. LL DEFL = -0.006' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19`-6 at time of manufacture. 14.00[ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N- Truss designed for wind loads in the plane of the truss only. co co 0 cn 0 N �� o/- 5p -, O M-3x4 /- /, b ./ 1, 1-00 6-00 0-11-09 (PROVIDE FULL BEARING:Jts:2.5 3) JOB NAME : 5-A POLYGON NH - J7 '\'(.,-- 61 PR�Ffis61 Scale: 0.3882 .h {�� ?'Nzl Q� WARNINGS: GENERAL NOTES,unless otherwise noted: kr /G I�If, �-y7 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is loran Individual 4 ;924) 924)S P E r' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 , 41�-" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / .F !�--^ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 1.2x Impact bridging or lateral bracing required where shown.-i- <r SEQ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -q OREGON w S E Q. : 60371 75 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a noncorrosive environment, L, N� design loads be applied to any component and are for"dry condition"of use. / 'qY �✓p ..Z TRANS I D: 4 06556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4 �Q fabrication,handling,shipment end installation of components. necessary. 1 7.Design assumes adequate drainage Is provided. R R}L� 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II III 1 III I 111 III 111 I IIII 1111 III TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I IIII 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 k18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF k18BTRSPACED 24.0" 0.C, 2-3=(-223) 184 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 SO,IN. (SPECIES OVERHANGS: 12.0' 0,0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -341 402V -119/ 265H 5.50' 0.64 KDIF ( 625) 5'- 9.2' 0/ 145V 0/ OH 5.50' 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 11.6' -164/ 201V 0/ OH 1.50' 0.32 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2• Design checked for net(•5 psft uolift at 24 'oc spacing.) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'r 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 = 0.333' @ 3'- 7.0' Allowed = 0.572' MAX TC PANEL TL DEFL = -0.285' @ 3'- 4.9' Allowed = 0.858' 0 MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8' MAX HORIZ. TL DEFL = "0.004' @ 5'• 10.8' NOTE:Design assumes moisture content does not exceed 19+s at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14,00 V' Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6,0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. u, v o co r` 0 co 0 0 kti 41.17440 M-3x4 s- y 1, )' 1-00 6-00 •it 1 .. 1 , JOB NAME : 5-A POLYGON NH - J6 "\-. la PRQx��s Scale: 0.4179 ��`J �` �Zz�1 �� WARNINGS: GENERAL NOTES,unless otherwise noted: ff��ff 1!/H, • '9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for en Individual �' 7,92.0 P E r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /' • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally •braced at . .- DES. BY: E E s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + -.• continuous sheathing such as plywood sheathing(TC)andlor drywell(BC). ;,. ' .' !.'. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. d /1 (C 4.No load should be applied to any component until ager all bracing and 4.installation of truss is the responsibility of the respective contractor. "� OREGON 4./' SEQ. : 6037176 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„ � ,`a • . c c design loads be applied to any component. and era for"dry condition"of use. / q y 2,\''' TRANS I D: 406 556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if d. 14, n.P fabrication,handing,shipment and installation of components. necessary. r 7.Designlaesassumes adequate one tfaces drainage Isprovided.truss,a. C R `0� 6.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 III II 111 II II 110 IIII DI IN I II III TPINVTCA in BCSI,copies of which wig be furnished upon request. Diglt coincidediwith joint ate in he. 9.Digits size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 This design prepared from conn uter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+0L( 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" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -166/ 179V 0/ OH 1.50' 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 ODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .r,r • r- �,I I I rr REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 1 '1 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140' @ 2'- 10.1° Allowed = 0.470" MAX TC PANEL TL DEFL = -0,132" @ 2'- 10.3" Allowed = 0.705" (IMAX HORIZ. LL DEFL = -0.003° @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8' 12 NOTE:Design assumes moisture content does not exceed 19`b at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Q Truss designed for wind loads c; in the plane of the truss only. o m •=4- o F- 0 LID 0 o'` �14 M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.3,41 JOB NAME : 5-A POLYGON NH - J5 ,1vt� PRo �ss Scale: 0.4549 ,?'biz/ ,q W(?� WARNINGS: GENERAL NOTES,unless otherwise noted: `L /G '7' -j" 1.Builder and erection contractor should be advised of all General Notes i.This design Is based only upon the parameters shown and Is for an Individual 92 i P E P-- T r u s s: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c,respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch esplywood sheathing(TC)and/or d wall BC. ! - 9R s ry ( ) ',.. .: DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ O (,r /� 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'TJ OREGON 4/ S E Q. : 6037177 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Ina noncorrosive environment. ` K. 1", design loads be applied to any component, and are for"dry condition"of use. / q i. 20 .L TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at alt supports shown.Shim or wedge it 4 1 4 e'\'' fabrication,handling,shipment and installation of components. necessary. p` t 7.Design assumes adequate drainage is provided. rl R V 1..`" 6.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 II I 111 1 11 111 1 1 1111111 1 11II III TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center nes. 9. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II MI 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 H18BTR LOAD DURATION INCREASE = 1.15 l-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-132) 131 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 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' -10/ 346V -81/ 189H 5.50' 0.55 KDDF ( 625 3'- 10,8' -165/ 160V 0/ OH 1.50" 0.26 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50' 0.10 KDDF 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r t. i i• r it 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" 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079' T 1' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0,105" /- -/ MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0,037" @ 3'- 1.4" Allowed = 0.339' /112l, MAX HORIZ. LL DEFL = -0.002" @ 3'- 10,8" MAX HORIZ. TL DEFLgg= -0.002' @ 3'- 10.8" NOTre content does notEexxceedn19%s ate times lofumanufacture.Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph{ h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. vNOOOWI f- „I' ; y 1-00 6-00 •:1 1 1i 1. ' JOB NAME : 5-A POLYGON NH - J4 ::('I ' �� t�RQScale: 0.5091 /ZG/I! �(�WARNINGS: GENERAL NOTES,unless otherwise noted: � (� G �IHT -y1.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 ' 7211OP E 1-JTruss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 compression web bracing must be Installed where shown+• Incorporation of component Is the responsibility of the building designer.3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additonal permanent bracing of2'o.c.and at 10'o.c.respectivey unless braced throughout their length by continuous sheathing such es ptywood sheathing(TC)endlor drywell(BC). �� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 //(�r�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - '� OREGON W SEQ. : 6037178 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, � ;c, design loads be applied to any component and are for"dry condition"of use. /O y 1 4, 2.(N .- T RAN S I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �P fabrication,handling,shipment and Installation of components. Design ecegsary. 7.Plal s assumes adequate one ditioIs faces of truss,and placed so their center TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide oid ciae with joint centerlines. 9.Digits indicatesize of plate In inches. ,x, 1111 III 11111 11 IIIIIII III MiTek USA,Inc./CompuTrus Software 7.6.61L-E 10.For basic connector plate design values es see ESR-1311,ESR-1980(MiTek) . EXPIRES:12/31/2015 Ell 111111 n 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 IC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #188TR SPACED 24.0' O.C. 2-3=(-81 106 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50' 0.51 KDDF ( 625 2'- 10.8' -160/ 141V 0/ OH 1.50' 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0,0' 0/ 53V 0/ OH 5.50' 0.09 KDDF 625) 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 ND 2 De ign checked far net(•5 psf) uplift at 24 'oc spacin9.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICO VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6' Allowed = 0.254' T I MAX TC PANEL TL DEFL = -0.016' @ 1'- 8,2' Allowed = 0.398' MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4' Allowed = 0.339' /- -1 12 MAX HORIZ. LL DEFL = -0.001' @ 2'- 10.8' MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8' 14.00 rr NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v c; 0 0 Sn 0/- u' ��0 o� ► �4 -/ M-3x4 s-- y y ,1- 1-00 1-00 [PROVIDE FULL BEARIN.G;Jts'2.3.41 6-00 JOB NAME : 5-A POLYGON NH - J3 , .A P t.c; Scale: 0.5712 � 9/ZZ/i1/9 � /ZZ/ 1/9 �Q� WARNINGS: GENERAL NOTES,unless otherwise noted: �� 2 !7' 9� _ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ^92 0 I P E and Warnings before construction commences. building component.Applicability of design parameters and proper , , Truss: J 3Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+- 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabiLty during construction 2'o.c.and at in'o.c,respectively unless braced throughout their length by �-- DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)end/or d ll BC. fir.+" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required wehown++ ( j C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '=7L• OREGON <(,/ SEQ. : 6037179 fasteners ere complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a noncorrosive environment, 4, Nt' design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e. Design assumes full bearing at all supports shown.Shim or wedge if 9]/ 14, SQ'��-F-, necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R V l.k- 6.This design is furnished subject to the ftrrdtations set forth by 8. Plates shall be located on both faces of buss,and placed so their center II I 1111 11 111 00 Ill I III I UM 7PINVTCA In BCOI,copies of which will be furnished upon request. git coincide with joint te in nche. 9. Digits Indicate size of plate In Inches. MiTek USA,inC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/°DF/Cq=1.00 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2.3=(-62) 83 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 SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625` 1'- 10.8' -139/ 127V 0/ OH 1.50' 0.20 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 0/ OH 5.50' 0.08 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL ICOND 2' Design checked for net(•5 psf)�Iplift at 24 'oc s acp ing l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP MAX LL °EFL = •O.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 1-11-09 MAX TC PANEL LL DEFL = 0.004' @ 0'- 12.0" Allowed = 0.163' MAX TC PANEL TL DEFL = -0.005' @ 1'- 1,4" Allowed = 0.244' T 1 MAX BC PANEL LL DEFL = 0.009' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023' @ 3'• 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8' 14.00 7 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TOOL=4.2,BCDL=6.0, ASCE 7-101 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 a) Truss designed for wind loads o in the plane of the truss only. .4co O co O a ��O O,- �� ��4 -1 M-3x4 ..,-- ,J, ), ./- 1-00 •;r 1 _; ,.• 6-00 JOB NAME : 5-A POLYGON NH - J2 - -''' PROF�ss/ Scale: 0.6380 �5 GINE O . WARNINGS: GENERAL NOTES,unless otherwise noted: 44C ` 1 z/ "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ---;92.OP E r Truss: J2 and Warnings before construction commences, building component.ApplIcability of design parameters and proper /_ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et .. DES. BY: EE is the responsib lily of the erector.Addlhonal permanent bracing of 2'o.c.and at 10'pc.respectively unless braced throughout their length by � ^ continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 A-OREGON 4/ • S E Q. : 6037180 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, �.. 4 \a ',` design loads be applied to any component and are for"dry condition"of use. / q y rLO ..�.., TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 Q fabrication,handling,shipment end installation of components. necessary. '` 7. �Design assumes adequate drainage is provided. ^•P R V O: 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their canter 111 111 I II III 1 11 111 I I 1101111 TPI VJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of platete in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from com{1uter input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0' O.C. 2-3=(-99) 174 IC 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •170/ 327V -26/ 82H 5.50' 0.52 ODE ( 625) 0'- 10.8' -74/ 166V 0/ OH 1.50' 0.27 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .0 • t. •el r r tr 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 OEFL = 0.001' @ 0'- 8.2' Allowed = 0.059' MAX TC PANEL TL DEFL = "0,001' @ 0'- 7.9' Allowed = 0.088' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.339' 0-11-09 T f MAX HORIZ. LL DEFL = -0.001' @ 0'• 10.8' MAX HORIZ. TL DEFL = 0.001' @ 0'- 10.8' 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 - All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. POo N- o v o,,_ 0o �A.� 0 0 0 N O/- �� ��4 -/ -3x4 y ), y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4I 6-00 JOB NAME : 5-A POLYGON NH - J1 ���.,D PRo1 Scale: 0.6505 C.0 I'Nil�,p /o- WARNINGS: GENERAL NOTES,unless otherwise noted: G /'�, -v17 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 cr ;92•SPE { Truss: J1 and Warnings before construction commences. bulking component.Applicability of design parameters and proper / 2.2a4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 ` 4411111.. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). � DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ri ft 4.No load should be applied to any component until after all bradn9 and 4.Installation of truss is the responsibiety of the respective contractor. -j7 OREGON 441 SEQ.TRANS TRANS I D: 406556 : 603 7181 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, ` /, N1>. 4 design loads be applied to any component. end are for"dry condition"of use. / q Z° -L 5.CompuTrus has no control over and assumes no responsibility for the e. Design assumes full beating at all supports shown.Shim or wedge if Q 14 'c5\''7. fabdcation,handing,shipment and installation of components, necessary. Design assumes adequate drainage Is provided. [�n 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 n n �� III I II1 I I IIII IIII II II II III TPIANfCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint aIn nche. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 IC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2- 3=(.446) 269 7- 9=(-60) 63 7. 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 11.6' 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' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8' 0/ 65V 0/ OH 5.50' 0.10 KODF ( 625) 5'- 11.6' -209/ 221V 0/ OH 1.50' 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 psi) uplift at 24 'oc sgacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11,6' Allowed = 0.096' f >( MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed = 0.128' MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196' _ MAX TC PANEL TL DEFL = 0.007' @ 1'• 2.4' Allowed = 0.295' MAX TC PANEL LL DEFL = 0.011' @ 4'- 8.8' Allowed = 0.290' MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5' Allowed = 0.434' MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006' @ 5'• 10.8' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, CD M-4x6 Truss designed for wind loads C; in the plane of the truss only. o A o O rnt �ii�r �i rn 9 -1' N B o M-1.5x3 M-3x4 M-3x4 c7, 3x4 y y y 2-03-12 3-08-04 y y y y 1-00,, 2-05-08 4-06-01 , , 6-00 0-11-09 (PROVIDE FULL BEARING:Jts:2,4,9,5( JOB NAME : 5-A POLYGON NH - J7C •<<,‘ • PROF�Ss Scale: 0.2881 ���J ��I2�/!I /� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /y T �*9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC' ;920 O P E - r Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be installed where shown., incorporation of component is the responsibility of the building designer. /. . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • / .. . .. DES. BY• E E2'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 sheath) such esplywood sheathing(TC)and/or d DATE: 8/22/2014 responsibilityg designer. Impactbridging required rywan(ec). /r'> 0011P Q the overall structure Is the res nsiblil of the building 3.2z bdd In or lateral bracing where shown+* .� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. '37 'OREGON ((j' . SEQ. : 6037182fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1* �j \t" design bads be applied to any component. and are for"dry condition"of use. / }.'1.4,''a°Q TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Q. 4 2 SPE fabrication,handling,shipment and Installation of components. necessary.sf 7.Design assumes adequate othi faces drainage Is truss, Al, R RI�� • 6.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 . I 11111 I II I II II I I III I 111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request. git coincide with jointain Ones. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1966(Wok) EX P.I R ES:12/31/2015 IIII III This design prepared from comjtuter input by PACIFIC LUMBER-BC n LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7= -32 52 7-6=( 0) 18 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(-372) 267 6-8=(-39` 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 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 BOG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V •1191 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -205/ 274V 0/ off 1.50' 0.35 NODE ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 01 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'• 11.6' -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Desisn checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LI180 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 = -0.004' @ 1'- 5.6' Allowed = 0.196' MAX IC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5' Allowed = 0.290' f f MAX IC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434' /- -/ MAX HORIZ. LL DEFL = -0.004' @ 5'• 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" q NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting [1/7 system and components and cladding criteria. 14.00 Wind: 140 mphh=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), (:, load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v M-4x6 cc o 11111644444 co o EIB > 8'=. -1 oll wm -,o M-1.5x3 o M-3x4N M- x4 0 M-3x4 A- ,I, y ), 2-03-12 3-08-04 y 1, y y 1-00k 2-05-08 3-06-08 y 6-00 1Efl4YIDE FULL BEARING:Jts:2.4.8.51 JOB NAME : 5-A POLYGON NH - J6C ,��9,-0 PROF�ss Scale: 0.3244 C., `' GzzI�,q /Q� WARNINGS: GENERAL NOTES,unless otherwise noted: I r7, 9`. T r u s s: J6C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ^92 S P E and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. llr//. 2.2a4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to insure stab)ity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 0� "' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheath) such as sheath) C and/or d ��.°" DATE: 8/22/2014 g plywoodroR s rywae(Bc). - Q the overall structure is the responsibility of the building designer. 3.ar Impact bridging or lateral bracing required where shown�i 4.No bad should be applied to any component until ever all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yG ,�OREGON��, �<(/ SEQ. : 603 7183 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, design beds be applied to any component, and are for-dry condition"of use. / -7k 14, 2 �••�- TRAN S I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if O 14, (� necessary. /� v fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "' - R`L.\-- 6.This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II III I II II 10 IN I II II II 011111 TPIIWfCA In SCSI,copies of which will be famished upon request. Ones coincide with joint center fiche. 9. Digits indicate size of plate In Inches. MiTeIcUSA,Inc./COfnpuTrusSoftware+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIII 111 ill This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2.7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3.(-372) 267 6.8=(-39) 62 6-3=( 0) 52 , WEBS: 2x4 KDDF STAND 3-4.(-338) 286 3.8=(•76) 48 LOADING 4.5=1.112) 82 TC LATERAL SUPPORT <= 12'01. 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' •205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek Mr series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.I 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 = •0.004' @ 1'• 5.6' Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'• 7.5' Allowed = 0.290' f ,' MAX TI PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434" - -/ MAX HORIZ. LL DEFL = -0.004' @ 5'• 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'• 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 c° o iillkh4444b co 0 AILIMI ‘..sr4...:111111111011o e� • 7 M-1.5x3 M-3x4 M-3x4 M-3x4 f- y y b 2-03-12 3-08-04 . 1 .1 y 1-00j, 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARING;Jts:2,4,8,5I JOB NAME : 5-A POLYGON NH - J5C Scale: 0,3224 ,5�`0��`yMp'`'5./z -sr. WARNINGS: GENERAL NOTES,unless otherwise noted: 4',.". v/V /, r -57 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 7,92S S P E C~ Truss: J5C 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /.: /,,, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 741/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON to SEQ. : 6037184 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, ,, \1k A, design loads be applied to any component and ere for dry condition"of use. / 'II, rLQ ..� TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q. 1 4 . .ti fabrication,handling,shipment and Installation of components. necessary. ` f 7.Design assumes adequate drainage Is provided. P R)LV- 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 r 1111111111HE11111111 TPI/WfCA In SCSI,copies of which will be furnished upon request. git coincide nctwith joint ain lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11011 Hill! This design prepared from comOuter 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 H1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-7=(-58) 82 7.6=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2-3=(-1500 68=(-70) 98 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3-8=(-119) 86 LOADING 4.5=( 0) 0 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 SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 317V -63/ 154H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -101/ 127V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(_5 osfl uplift at 24 'oc s acD ing 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 TL CREEP DEFL = -0.004' @ 2'• 3.8' Allowed = 0.159' MAX LL DEFL = 0.000' @ 0'• 0.0' Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196' 3-11-09 MAX BC PANEL TL DEFL = -0,008' @ 3'• 9.4' Allowed = 0.201' T '(' MAX HORIZ. LL DEFL = 0.005' @ 5'• 8.8' /- -f MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14,00 V • Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /1 o (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), load duration factor=1.6 Truss designed for wind N. loads �� hhhh... o in the plane of the truss only. Tr Ts- N 0 r0 Mill .. L � � II m o rd m_- M 1.5x3"6 of ...I. `" M73x4 c' M-3x4 M-3x4 /- y r y 2-03-12 3-08-04 r r /, y 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,81 JOB NAME : 5-A POLYGON NH - J4C -((,4' R�FFSs Scale: 0.4172 C.) � �ZZIPJn /O WARNINGS: GENERAL NOTES,unless otherwise noted: PI�T �'7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC' 3�S P E 1' Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 DES. BY: EE continuous sheathing such l plywood sheathing(TC)and/or drywell(BC). //WI",° DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ell Q 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. -7, OREGON SEQ. : 603 7185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, / -j9 ,�b A. TRANS I D: 406556 design loads be applied to any component, end are for"dry condition"of use. O y 1 4 (1° S. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0P fabrication,handing,shipment and installation of components. necessary. RIO,7.Design assumes adequate drainage Is provided. iii -L� 6.This design is famished subject to the[irritations set forth by 8. Plates shall be located on both faces of truss,and placed so their center n n`�� II I 10 11 IV 11111111111111111 II II 1IIIIIIIII TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 III ''''III 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 KODF #188TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-58) 82 6.5=( 0) 18 BC: 2x4 KODF k1&BTA SPACED 24.0' 0.C. 2-3=1-150) 0 5-7=(-70) 98 5-3=( 0I 52 WEBS: 2x4 KDDF STAND 3-4=( 14) 44 3.7=(-119 86 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' -33/ 317V .62/ 153H 5.50' 0.51 KDDF625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50' 0.11 KDDF ) 625) Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5,50' 0.14 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 psfl uplift at 24 'oc spacing,] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-09 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' 'I' '' MAX TL CREEP DEFL = -0.004' @ 2'- 3.8' Allowed = 0.159' -/ MAX LL DEFL = 0,000' @ 0'- 0.0' Allowed = 0.129' 12 MAX TC PANEL LL DEFL = 0.006' @ 1'. 2.4' Allowed = 0.196' M-4x6 MAX BC PANEL TL DEFL = -0,008' @ 3'. 9.4' Allowed = 0.201' 14.00/ l MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8' NOTE:Design assumes moisture content does /� not exceed 19s at time of manufacture. �/ a Design conforms to main windforce-resisting system and components and cladding criteria. u7 Wind: 140 m ht h=21ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, en (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. v1 C. I-N ~ -1 o �� immomum M-1.5x3 s c, l�� M53x4Q M-3x4 M-3x4 A- ,/ y y 2-03-12 3-08-04 y y y y 1-00 , 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,71 • JOB NAME : 5-A POLYGON NH - J3C -(0 PROFF ss Scale: 0.5570 \0 WARNINGS: GENERAL NOTES,unless otherwise noted: kd� v vl r+�/r I /O9 It`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 ' !:92S P E • f� Truss: J3C 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. / • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at . DES. BY- E E 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 4wir continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,�1r/81/'. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 L. 4.No load should be applied to any component until after en bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON /.(/ SEQ. : 6037186 fasteners are complete end at no Ume should any loads greater than 5.Design assumes trusses are tube used In a non-corrosive environment, L„ 4,„; - N ..i* design loads be applied to any component and are for'dry condition'of use. / yZ� A.l„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If Q. 14 , 0` fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. { 6.This design is banished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R V 1..\' < II I 11111 IIII IIII HEM I IIII IIII TPINVTCA In SCSI,copies of which will be furnished upon request. Digs coincidewithjoint center lines.. , 9.Digits Indicate size of platete In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRE5:12/31/2015 IOW II HIMThis 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 k18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6= -30) 39 6-5=) 0) 8 BC: 2x4 KDDF #183TR SPACED 24.0' 0.C. 2-3=2-3=(-96) 35 5.7=)-43) 53 5-3=5-3=5.56 ` 45 W49 EBS: 2x4 KDDF STAND 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' -33/ 281V -44/ 11711 5.50' 0.45 KDDF 5 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 01 OH 1.50' 0.16 KDDF 625 Connector plate prefix designators: 6'- 0.0' 0/ 62V 0/ OH 5.50' 0.10 KDDF ( 625) 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 psfl uplift at 24 "9c spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TLMAX EIL DEFL = 0.001' @ 1'• 4.2' Allowed = 0.069' MAX LL DEFL = 0.000' @ 5'- 4.7' Allowed = 0.179' 12 MAX TC PANEL TL DEFL = 0,004' @ 0'- 10.4' Allowed = 0.140' 14.00 MAX BC PANEL TL DEFL = -0.013' @ 3'- 4.2' Allowed = 0.222' '` MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7' M-4x6 MAX HORIZ. TL DEFLgg= 0.002' @ 5'- 4.7' II' notEexxceedn19%s ates timelofure content does manufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. 44fe o Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 car (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o ro r co o -/ 7 110." 11 oM1.0 M-3x4 o M-1.5x3 o/- ,►t 6 0 M-3x4 M-3x4 1 y y ,1 i' 1-03-12 4-00-15 0-07-05 y ), y y 1-00 j, 1-05-08 4-06-08 y 'PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : 5-A POLYGON NH - J2C Scale: 0.6194 ��o����a77pNy�j,�Np�,��`�swo� WARNINGS: GENERAL NOTES,unless otherwise noted. k/ i'^^nn/p C- 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �' 7-9210 f E i-- Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'O.C.respectively unless braced throughout their length by ��-T" DES. BY: E E is the responsib lity of the erector.Additional pe manent bracing of conbnuous sheathingsuch as plywood sheathin C end/or d li BC. 4��*" DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral brng required where shown= ( 1 • C• 4.No load should be apphed to any component until after all bracing end 4. Installation of truss is the responsibility of the respective contractor. '� OREGON SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4..)..b''''7:44- ., Zj N design loads be applied to any component. end are for"dry condition"of use. / 'q 9•Q ••�. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14, �� necessary. ` fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ciR I L, 6.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 11111 ill 11 11111 I II 1111TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9. Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrusSottware 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1011411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 114 2-4=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2.3=(-159) 91 TC LATERAL SUPPORT 0= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •821 513V -57/ 192H 5.50' 0.82 KDDF ( 625) 1'- 9.2' •1131 294V 0/ OH 5.50' 0.47 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -1011 192V 0/ OH 1.50' 0.31 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desi n checked for net - osfl uolift at 24 'ac REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g ( 5 Syacine.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = -0.036' @ -2'• 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,043" @ -2'- 0.0" Allowed = 0.267' MAX BC PANEL LL DEFL = 0,007' @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0,008' @ 1'- 0.1" Allowed = 0,072' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001' @ 7'• 11.1' A- 3 -v NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 . Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 I/ Wind: 140 mph, h=21.6ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.bt, Truss designed for wind loads - in the plane of the truss only. m 0 rn o 0 OD 0 0 o� 2�� 4►� -/ M-3x4 1 A- ,1. ,1- 2-00 2-00 5-11-13 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 5-A POLYGON NH - SJ2 �(,1-'n. PRo��ss Scale: 0.4859 ���J � /Zz/!/' •/�2 WARNINGS: GENERAL NOTES,unless otherwise noted: tt,y ��T -7 n 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 Ct. T 92 a 0 P E c"Truss: SJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown., incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et • DES. BY: EE 2'o.c.end 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 sheathing(TC)and/or d It BC. `O� . °f - . DATE: 8/22/2014 responsibilitybuilding designer. Impact9 9 q 9R s Ywa O / T4 CC• the overall structure Is the res nslbili of the 3.2x bdd in or lateral bracingrequired 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. 37OREGON to non-corrosiveSEQ. : 6037188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, G, 2j ,s.1% A. TRANS I D: 406556 design loads be applied to any component and are far"dry condition"of use. / q y Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, 2 "4- fabrication,handling,shipment and installation of components. necessary. T 7.Design assumes adequate drainage Is provided, fiR A A- • 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center xi II I I I II II IIII VIII 11111 III TPIIVYTCA in SCSI,copies of which will be furnished upon request. linDigit coincidewith joint center tines. .,9.Digits indicate size of platate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld EXPIRES:12/31/2015 ILII HI o This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF 418BTR SPACED 24.0" O,C, 2-3=(-90) 48 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50' 0.92 KDDF ( 625) 1'- 9.2' •123/ 62V 0/ OH 5.50' 0.10 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50' 0.15 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2: Design checked for net(-5 psf) uplift at 24 'oc s acp ing.) 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 = •0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.043' @ -2'- 0.0' Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1' Allowed = 0.407" 7.00 f/ MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1' MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. ', Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. N N O) O co O„,- �'ro O O/- 21� 4.� -/ M-3x4 1 A- * ), * b 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2,4,3J 0 R JOB NAME : 5-A POLYGON NH - SJ1 Scale: 0.6669 �������GPNry,a�-ss/oma WARNINGS: GENERAL NOTES,unless otherwise noted: /z^lPfY -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual >92•SPE S' Truss: SJ 1 and Warnings before construction commences. building component.Applicadlity of design parameters and proper Air// 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 and bottom chords to be laterally braced at DES. BY: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'P' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood shealhin C end/or d li BC, Mf rf,^ DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral brrequired where shown++ ( ) !Q' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j7 OREGON ".y SEQ. : 603718 9 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used inc noncorrosive environment, "7:0"7-11.- 14 . df �� �(„ design loads be applied to any component. and are for"dry condition"of use. / 'q no f�. TRANS 1 Q: 406 556 5.CompuTrus has no control over end assumes no responsibility for the 8. Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 �Q. necessary. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. -F?R 10L 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 SII I I 11 II II 111 III 01111 II II III TPI/WfCA In BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRE5:12/31;2015 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0 72 2.5=(-37) 50 3-5=(•178) 140 BC: 2x4 KDDF 111&BTA SPACED 24,0" O.C. 2-3=(-82 64 WEBS: 2x4 KDDF STAND 3-4. -7 3 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. OL 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: 24.0" 0.0' 0'- 0.0' -128/ 546V -22/ 80H 5.50' 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50' 0.38 KODF 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,,i i. ',r r- r r� M,M20HS,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 = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX IC PANEL LL DEFL = 0.059' @ 3'- 1.6' Allowed = 0.318' 5-05-12 0-03-12 MAX TC PANEL IL DEFL = -0,072' @ 2'- 11,4' Allowed = 0.476' MAX HORIZ. LL DEFL = 0.000' @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8' 4.00 17 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design 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 7.101 11 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l,6, Truss designed for wind loads N in the plane of the truss only, 0 CO 0 -.1111111111111111111111111111111111111111111 O N N «) -/- C., Mil I i o� 2► 114-=4115 1 M-3x4 M-1.5x3 ), y ), 5-05-12 0-03-12 y ), y 2-00 5-09-08 JOB NAME: POLYGON PLAN 5A NH - H2 .44 Pel �qF,��s, Scale: 0.6156 c.,. ,` T/3//7' (� WARNINGS: GENERAL NOTES,unless otherwise noted: At 711 f//T /L-7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual . 4' p 92 S O P E r Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporaryraci bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 J 3/2014 continuous sheathing such as plywood sheathing(TC)and/or d ywell(BC). �!�!! the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s1 4.No load should be applied to any component until ever all bracing end 4.Installation of truss is the responsibility of the respective contractor. "q OREGON 4/ SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ ,, \b I design loads be applied to any component. and are for"dry condition"of use. j. SO A� TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Full bearing at all supports shown.Shim or wedge if O. 14, f_ fabrication,handling,shipment and Installation of components. necessary.Design 7. laesassumes adequate ne nd asubjecton feces of truss,and placed so their center III �� I III III I I II II III TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint center nches 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111° I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WRIODF/Cq=1.00 TX: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1,15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDOF q1&BTR SPACED 24.0" 0.C. 2-3=(-57) 13 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: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' •144/ 476V 0/ 48H 31.00' 0.76 KDDF ( 625) 2'- 6.2' -29/ 61V 0/ OH 1.50" 0.10 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0' -70/ 22V 0/ OH 0.00' 0.00 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2• Design checked for net(•5 sp fl uplift at 24 'cc s acp_in0_ 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 = 0.040' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000' @ 2'- 6.2' 4.00 MAX HORIZ. TL DEFL = -0.000' @ 2'- 6.2' . NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, /- 3 Truss designed for wind loads in the plane of the truss only. v 6 0 IN 0 co o� �/�////////////// -v 4 M-3x4 J, y y 2-00 2-07 << o PROF��, JOB NAME : POLYGON PLAN 5A NH - H1 (NEfc��� si Scale: 0.7786 �5 �I1.7/! l (�� WARNINGS: GENERAL NOTES,unless othen t o noted: w TS P E 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 Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer.3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4110011"/7./��_" is the responsibility ofhe erector.Additional permanent bracing of continuous sheathingsuch as plywood sheath) C end/or d ll BC. ,.../.81.1.,.^' ryDATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown+ ( j I.C. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A-OREGON CO S E Q. : 6048199 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. -y Nh design loads be applied to any component.mand are for"dry condition"of use. / '�P. TRANS I D: 407311 (LQ 4 5.CopuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown.Shim or wedge if Q 14 V1� fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. -�R`0� 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 11 01 I 1 111 1 III 11113I 1111 II i 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201