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Plans (95) 45-7-g(c)/6. is----LF, s.4,) is-717274,z 4010 I - 1 11'-11° GARAGE RIGHT . IP, ''' R2 0 co al c.:2 m co P.- GO 10 4 --, --, --, -2 --, _., ,_, , 4 Ell S.1 01-2 Ml 1 -,---, ASJ1 ASJ1 ASJ2 A\ i ASJ2 7/ ,„ 6:12 AH1 (2) AH2 AH3 AH4C AH5C .... ...._ AH6 C=de AH7 ..._ \ - _ - _ Li) ZIF Po. Al (4) ,s. - N AH6 6:12 6:12 AH5 AH4 -_ BH3 BH2 6:12 — ---e---- - — _ I \ NE D2 (2) ... \ E2 MR•12 , '' 6:12 Di \ 1 1 ' , ____, §-i- 7 .._..,===ct 6:12 —-. 10 CONFORMS TO DESIGN CONCEU 16? 1.21 8 2,,, itd; 11 CONFORMS TO DESIGN CONCEgWITF Co in a ,-, 44. .._ :i I 6: I ' , REVISIONS AS SHOWN I I Ir ..' 7/ .11/1 O. rri 1.1 - _.1... E] NON-CONFORMING-REVISE AND-7ES6NIT I El CONFORMS TO DESIGN CONCEPT 1- 81. ' 9ntA mis SHOP DRAWING HAS BEEN RIVIEWED FOR GENERAL CONFORMANCE 1 ri CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED '''---. VH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0 NON-CONFORMING-REVGE&RESUBMIT FABRICATOR/VENDOR OF RESPONS:BILITY FOR CONFORMANCE WITH THE 91-6" DESIGN DRAWINGS All SPECIFICATIONS AL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CON RACTOR SHALL VERIFY ALL DIMENSIONS. 1 Da'N-41.47STUFIC4Z'f,"il,APP:i.VaiE'.,^ :P4i,,,7,•;:iC1'.4vi I MOM,k",,, MIS S.F.DRAMING. 4047' By: Todd R. Eaton Date: September 19, 2014 , q. Alexia Fukui _Date__EAZ/14 MILBRANDT ARCHITECTS CT ENGINEER INT a ithOght CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD Paci .,. umber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TR u C s ' COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. 40'-0' r 1 AISJ1 . AS11 tri ASJ2 //I/://: ' ASJ2 AH1`(2) 8 12 AH2 AH3 AtiSc ® AH6 , AHt rr \ k Al (4) U 6:12 — 6:12 AFI4 `„ BH3 f BH1 2`) 6:12 `, Rwm/,`/ - ■ /K04 D1 / 6:12 R.1�w..., E2 (31 9 6:12'i - a J ..t sB- 4r. • �4 ig INFORMS TO ESIGN CONCEPT 9/12 :1 ' Vargr.g V To ❑, CJNFpRMS 0 DESIGN CONCEPT WITH G' REVISIONS AS StiOWN 20'-4 12' 8r�. ONFORMS TO DESIGN CONCEPT ❑ NON CONFORMII —REVISE AND RESUBMIT v ORMS TO DESIGN CONCEPT WITH �� 0 REvi NS NOTED :HIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I I ©NONw RMENG—REV SE&RESUBMIT WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE NS twee c I%FOR RWERR1::Ro-.nw.ROE FABRICATOR/VENDOR OF RESPCBIB:LITV FOR CONFORMANCE WITH THE IWMkSW 5'r`ORft IFPT .SKOP-kN l RiE N RAW: +_ DESIGN DRAWINGS AND SPECIFICATIONS ALL OF P4 HAVE PR:ORITY 40'-0' m.,� ._Rw v 3 a OVER THIS SHOP DRAWING. nTOMT^O SNI:I NFOTFY I ST/ TTOC ,Y Alexia Fukui Date 9/22/14 MILERANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrusInc.2006 BU/IR IooUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 03/31/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5—B INFORMATION BUILDINGgCOFFER DESIGNER/ENGINEEROFRECORD Padi , umber RESPONSIBLE FOR ALL NON-TRUSS € PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 / B CHECKED BY.' REVIEW OVE ALL COMPANY DESIGNS PAIORATPCONSTRUCTION. TRUSS DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates 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). / `#kir 0 t , irk rA ...,% ? . . 4*,,,,,,.,,t- ACk _ SOW, 10/01//3 6/471 Yi IRS 6130/IS IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-10=(-958) 2635 3-10.1-318) 336 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3. 4=(-2717) 1165 11-12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net1-5 ssfl uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19"s AT TIME OF MANUFACTURE. 20-00 20-00 1' 1' 4' Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 Q 6.00 load duration factor=,.6, 4.0" Truss designed for wind loads 5 .hl in the plane of the truss only. M-5x6(5) M-5x6(S) 3"1 0.25" 0.25" 0 0 4 + t � o M-1.5x4 M-1"5x4 c.)c0 o A- v 12 �\ 10 0 10 li / o M-3x8 M-3x4 25" M-3x4 M-3x8 0 M-5x8(S) .> y 1, 1, ,1 10-03-04 9-08-12 9-08-12 10-03-04 J, y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: D.1552 ��ti)PR op - , WARNINGS: GENERAL NOTES,unless otherwise noted: ,s- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '''' . 2�N®• E vt�-` Truss: Al 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. Adler 3.Additional tem ra bracing to Insure stebi[i construction 2.Design assumes the top and bottom chords to be laterally braced at temporary b during DES. BY: BS2'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(SC). ./''!81'"" ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • I' 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 14/ fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used In a non-corrosive environment, ��• 1b SEG. : 5992791 and are for"drycondtion"or use. 2• Q design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if i--.7.4 4, 14_ 4, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �`tp t�`1` v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �"•r'T IR I O' 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII iPwhich furnished upon request. with joint center lines. MTe USA,AInC./CompuT us Software 76.6LE (orbskenUFicof plate nvalconnector plate design see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2- 3=(-3048) 1745 12-13c(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3. 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24'0C UON. FOR ' LL = 25 PSF Ground Snow (Pg) B- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10.(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=) 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -460/ 1775V -197/ 197H 5.50' 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) considered for this design. 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES f T f NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 1, 24700-01 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 'r f -03-06 ' f 1' 1' system and components and cladding criteria. 14-00 14-00 Wind: 140 mph h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T '1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, /- 5 M-3x8 Truss designed for wind loads 6.00 $ ! o Q 6.00 in the plane of the truss only. M-4x6 L - M-4x6 M-5x6(5) 0 0.25" 0.25" M C7 O O A_ o 1 12 13 14 15 116 _%., 1 0 O M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ), ), J, 1, ,1 y 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y , ,, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7Scale: 0.1547 `Cv GtN �'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: $ ZG "sy 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon ! 111E1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF Ni&BTR SPACED 24.0' O.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3.13= -534) 316 WEBS: 2x4 KDDF STAND 3. 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4. 5=( 0) 0 14.15=) -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -319/ 1775V -156/ 156H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.209' @ 26'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 T .( T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03- 0S 4-00-05 4-00-05 -03-03 6-05- 04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. ' 1' 5 7 l' T 12 M-4x6 M-3x8 M 4x6 12 6.00 17 6 Q 6.00 M-5x8(S) M-5x8(S) v 0.25" 0.25" o / ± .4,,,,, Mch 0 0 o 1 2 141' 15 1 w. 0444%%41%%%%4411,- ,41 -te�1 i 113 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y 1, 1, 1, ,1 ), y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 G�� °G Nekc / WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Bulkier 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' !( ,• E r building component.Applicability of design parameters and proper Truss: AH 6 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ✓"' 3.Additional temporary bracing to insure stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /WOW DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /baa DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4► CC 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. , OREGON !(/ SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.DesIgn assumes trusses areto be used In a non-corrosive environment, L,. ' 1� ,k design loads be applied to any component end are for"dry condie bearing of use. / "9�' Zfl p-}- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Des tin assumes full bearing at all supports shown.Shim or wedge if 14, A necessary. �Ay��r V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `i'R�'�,,.�.- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 11111111111111111111111 TPIMlTCA In BCSI,copies of which will be furnished upon request git coinddeInwith jointacenter fines. 9.Digits Indicate size oplate In inches. s. MiTek USA,Inc./CompuTfu3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 0-10=(-931 2619 13. 3=( 0) 291 BC: 2x4 KDDF BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10.11=(-933; 2616 3.11=(-534) 368 STA WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13.14=(-957) 2616 12- 5=) 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0' -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0' -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL OEFL = 0.179" @ 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.358" @ 20'- 0,0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076' @ 39'- 8,5" MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 4x6M 5x8 M-4x6 Q 6.00 M-5x8(5) Ye' M-5x8(S) 0.25" 0.25" d' 3 n co cs co II 1•00,-- ' o 10 11 12-• ! '( 13 114 o M-3x8 M-1.5x4 M-3x8 ) .25" M-3x8 M-1.5x4 M-3x8` o 8 M-5x6(S) y 1, l 1, ), y y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 ,, y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5Scale: 0.1547 � �IN°pkS se. 2g WARNINGS; GENERAL NOTES,unless otherwise noted: lf:,1 [1f)) ". 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•'. 02.e Truss: AH5 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. ato 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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: 7/11/2014 responsibilitybuilding g continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). „411400P the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing where shown++ -' �. 4.No load should be applied to any component until aver all bracing and 4.Installation of truss la the responsibility of the respective contractor. OREGON SEQ. : 5992794 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, �I* 4,. Ix `, design loads be applied to any component. end are for"dry condition"of use. rr '1 TRANS I D: 403334 5.CompuTrus has no condo)over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If p �� 14 2d T' fabrication,handling, necessary. provided.s t-� ` ,cam 6.This design Is furnished subject to hepment and elimitaationsfset forth byte 8.Plate. 7. sshallbe locateassumes gd on both facesofe of truss,and placed so their center n r f^"� y I IIIIII VIII IIII III IIII IIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF 61&BTR SPACED 24.0" 0.C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8.10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24"0C VON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1.3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) (COND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.495' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11.11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, ,I' ' 1' '1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=l.6, '( ' 1' Truss designed for wind loads -03-03 -03.0 in the plane of the truss only. 10-001' - 10-00 5 M-5x6(S) 9 12 p 6.00 M-4x6 ( ) M•4x6 M-3x4 7 X0.25" M 8x4 9 4 6.00 o M-1.5x 3 M-1"5x4 CO4; /\/\/ , O /- o1 - to 14'( T i 17 �3 o M-3x8 M-3x8 v.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y 1, i, ), y ), y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 4,� 0G/N "✓ ty Le WARNINGS: GENERAL NOTES,unless otherwise noted: 4C/ �+I1 / ,,'s, 1.Builder and erection contractor should be advised of all General Notes 1.Tide design is based only upon the parameters shown and Is for an individual !7 ®.e E - T r u s s: AH 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. +,,r' L 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: BS Is the responaibiAly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). ,.'^ 4601" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ ® 'C 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. �7` f OREGON t), ^•I SEQ. : 5992795 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, F•••''' .7 y design loads be applied to any component. and ere for"dry condition"of use. '�)'' 14. 2� T TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �Q necessary. pt7 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � r7.A 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 , I/WTCA in BCSI,copies of ch will be urnished upon 11111111111111111 MTe USA,Inc./CompuTrus ISoftw of 7.6.6(1 L)E request. late In inches. 1lines coindde with joint center lines. 0.FFoeib sic coat^actor plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF 141&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13.14=( -974 3183 13. 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(.2812) 1094 14.15=(-1050; 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=) -43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16.11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15.(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(.2455) 1061 15. 7=( -35) 304 8- 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9.16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 asfl uplift at 24 "no spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,rload duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 1' 1' 12 ( ) 6 12 A- ,_ 6.00 p M-4x6 5 Q M-3x4 66 0.25" M-9x4 6 M-4x 6.00 yr, k r M-1.5x4 N- Al M-1.5x4 ,� o Q ' c7co /- /- o /►" \13 4 1s5 16 ..1w2 o o M-3x8 M-3x8 b4.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y y ), y y y , y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: Q.,481 P 13 OPE, <.(.. , ,� - WARNINGS: GENERAL NOTES,unless otherwise noted: x, 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 47. . L. c Truss: BH3 end Warnings before construction commences. building component.Applicability of design parameters and proper ON a 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: BS is the responsibility of the erector.Additional2'o.c,and at 10'o.c.respectively unless braced throughout their length by po ty permanentdingbracing of continuous sheathing such as plywood sheething(TC)and/or drywal C), r pm! e DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® it 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. 'f7 OREGON 4 non-corrosiveSEQ. : 5992796fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, if_ TRANS I D: 403334 �� , design loads be applied to any component. and are for"dry condition"of use. / �i.. d 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if D 14, 10'fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. `LA,.. 6.This design is furnished subject to the&Mtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII IIII I'll VIII I II IIIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in Inches. 10. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.13=)-1214) 2654 3-13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14.(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #1&BTR 3. 4=(-3143 ) 1441 14-15=)-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6-14=) -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392 2262 17-18=(-1207) 2684 15- 7=( 0 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741; 2555 18.11=)-1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24'OC VON. FOR 10.11=(.3111 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.536' @ 19'- 6.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.148' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, f -( ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0S 4-03 -15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l.6, L' Truss designed for wind loads z-05-1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 177" 6.00 f7 4.0" Q 6.00 9 4h( 5 o '` M-5x6/ M-3x8 M-3x8 M-5x16 o-3x4 6 7 11 0 o M-1.5x4 -' T2 ..: 0 �1 v cQ '11444114,„ + �.�.� cq o o � POM 8 2 o 13 14 '' 15 � t,6 17 18 ►.� o o M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) i' i' y y ), )' , , 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 op JOB NAME : POLYGON PLAN 5-B NH - BH2 Spate: 0.1481 `�¢t p►v s, WARNINGS: GENERAL NOTES,unless otherwise noted: i(// AA_� 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�� !c9 2`! E v� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BH2 incorporation of component Is the m sibiity 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 stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ° " DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r 'Ara". DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M AZ 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 4J S E Q. : 5992797 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, �1," 'f '\ '• design loads be applied to any component. and arefor"dry condition"of use. .6 'Qy 20 v.���-�.. TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Deassumes full bearing at all supports shown.Shim or wedge if O 14, fabrication,handling,shipment and installation of components. ry ill . A P mP° 7.n Design assumes adequate drainage is provided. Fl A It- 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 IIIIII VIII VIII VIII VIII VIII IIII IIII IIIITPIM/TCA In BCSI,copies of which will be tarnished upon request. lines coincide with jointae lines. 9.Digits indicatesize ofplateIn to 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 42 2.12=( -958) 5580 3-12=( -120) 766 9-17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4= -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788 1218 13-14=(-2778) 15098 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0' V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 8=(-2176) 410 IC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL) 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=) -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 50.0 +DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9.10=( -5482) 926 7.16=(-8536) 1596 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -829/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111" 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606' MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads 1' T T f in the plane of the truss only. f3-00-122-10-15f 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 M 4x6 12 6.00P. 6.00 4 6.00 4.0" /- 8 ,(--,' o M-5x6 M-3x10 M-6x10 M-5x1 4M6 ' 010.M-3x4 rn M-1.5x4 r o �y Q + + �; r, o o ��., 12 1 'r 1�4 l' 15 16 17 .i o o M-3x8 M-5x12 b.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) Ily841# f 1384# 1, 1, y 1, 1, y .1 1, 1, Q;19 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 Oy-1p JOB NAME :°'POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.1481 0-10 <OsG '6i WARNINGS: GENERAL NOTES,unless otherwise noted: C .Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual (t !El2 A• -E t-" Truss: BH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper �r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty 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 y DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,^ Po tiN continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r!iin' dorip DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. -ff OREGON 10 SEQ. : 5992798 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 IJ i� f* design loads be applied to any component and are for"dry condition"of use. '41. )ld 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q 14, < � fabrication,handling,shipment and installation of components. nesessary. /hT� L 7.Design assumes adequate drainage Is provided. C } `„- 6.This design Is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYiCA In SCSI,copies of which will be furnished upon request. git coincidetwith joint ate In lines. 9.Digitssndsize of plate to Ilnes. MiTek USA,Inc./CompuTrus pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20.21=(-1031) 2727 7-18=(-153) 492 B- 9=(-2797) 1389 21-22=(-1092) 2794 18. 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(•2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=) 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2' Allowed = 1.954" MAX TL CREEP DEFL = -0.466' @ 16'- 6.2' Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" 1f MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 03-0 6-03-04 T MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5" T f f 21-03-0 f 13-04-131 I 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. '( 1' T f Design conforms to main windforce-resisting 12 M-?x4 10 12 system and components and cladding criteria. 6.00 M-4x65 1 M-3x8 M-3x4 M-4x6 Q 6.00 7 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, M-3x4 Truss designed for wind loads oin the plane of the truss only. g. %M-4x43M•3x8 �_: M 3x8 0p M \111100.,21A-3X4 O N O �_ _ Q Q� v 1 15 16 17 18 T -- .._�4/o 0 0 o M-5x8 M-3x4 M-3x8 M dx6 20 0"2 a M-3x8 M 1235x4 0 0 o M-3x4+ M-4x10 M-3x42.75 1.89 12 M-5x6(S) 12 ; )' J• 3-091 y y y y y y-05-0 4-05-12 4-07-08 1,08-02 6-03-06 6-01-04 5-05-04 6-01-08 ,, y 0-1,,0 2-05-08 11-11 y2-001 23-07-08 0-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5C spate: 0.1332 5re ��'¢VG 13 so WARNINGS: GENERAL NOTES,unless otherwise noted: 1rt ,�„ff-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t;�� ±jG®O E .vim[' building component.Applicability of design parameters and proper Truss: AH5C and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at it 3.Additionalonal temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAidillf "e'e DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)UC). r + sa 404110 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ =wl 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. OREGON <1/ SEQ. : 5992799 fasteners are complete and at no time should any bG ads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, , N� r , design loads be applied to any component. and are for"dry condition"of use. / 4 TRANS I D: 403334 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 '9}+ 'P I4 ,� necessary. {1 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 4I R A t 4\- 6.This design is furnished subject to the In nations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II II II III I I III VIII VIII IIII IIIITPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide i with joint center nche. Digitsin 9. indicate size otplate ininches.lin . MITekUSA,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 1111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14.(-1329) 3653 3.14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15='-1028) 2930 14- 4=( -14) 289 10.21=( 0) 242 LOADING 4- 5=(-2840) 1155 15.16.1 -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12°OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785 1177 16.18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797; 1159 18.19=( -802) 2727 6-16=(-161 492 8- 9=(-2288) 1038 19.20=) -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=1 -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21-11=( -970) 2638 7-19= 55 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL.-L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2' Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111° MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188' @ 39'- 6.5° DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19n AT TIME OF MANUFACTURE. T T f ' Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6.01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. f T 12 T f 2-05-0 T f f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p M-4x6 M-4x6 /- 5 M-gx4 M-?x8 M-gx4 9 4 6.00 load duration factorTruss l Truss designed for wind loads ' in the plane of the truss only. M-3x4 4 M- v CD \ 33x4 0 `D %M-4x43 N.- 7 o f7 M-3x8 _ CD CD f-la,..) oa 1 :Jw 13 14 15 16 18 1 20 2,1 ^~�2 o O 8 M-5x8 M-3x4 M-3x8 17 0.25'° M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-3x4+ a 2„75 1.89 M-5x6(5) 2- - 12 y yi2 y1,2-09-12)r 0912 J, ), J" J, , 2-05-0✓, 4-05-12 4-07-08 1708-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-19 2-05-08 11-11 ,,2-00 23-07-08 0,10 y J, 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 'C' SNE �S'' WARNINGS: GENERAL NOTES,unless otherwise noted: J1 "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 (r``' .92.B E r Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 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 bottom chords to be laterally braced at DES. BY: BS 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 �^�. Oar the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywell(BC). +"Wm.,,. DATE: 7/11/2014 Po ty e 3.2x Impact bridging or lateral bracing where shown++ qltr 4.No load should be appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. OREGON to SEQ. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4.. Ah .L design loads be applied to any component. and are for"dry condition"of use. ""ii, .S/ d TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fu0 bearing at all supports shown.Shim or wedge If Y 14, 2 p� fabrication,handling,shipment and installation of components. necessary. iiis, t6 7.Design assumes adequate drainage is provided. "r/ PIR I 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII IIIII IIIII 11111 IIIIIIII III IIII IIII IIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Moes. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18.19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21.22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21.10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10.22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0' 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 14PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA JT 15: Heel to plate corner = 2.00' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net1-5 nsfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.001" @ 4'--10.0' Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' T MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' f Tf f ' f f T MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04-018-05 2-01-12 5-04-05 2-03-03 3-10-08 MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5" 8-00 8-00f DESIGN ASSUMES MOISTURE CONTENT DOES M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12Q 6.00 Design conforms to main windforce-resisting 6.00 -3x4 M 3x4 12 system and components and cladding criteria. M-5x6 =M 4x4 M-4x6 5/ 7 M-1 5x4 9 y 1.a5" 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 97 ar (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v 4 M-1.5X4 load duration factor=l.6, o + 4 Truss designed for wind loads M-1.5x4 in the plane of the truss only. 0 o M-3x8 �� r � o N o ooh a 1 18 - 29 1 6 0 0 o M-5x10 M-3x8 M-6x10 0.2o' M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 .-2.75 1.89 - M-5x8(S) 1 12 J• )' y y ), y y y 2-00 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-10 2-00 11-11 y2-00 24-01 0-10 13-11 26-01 y y y y 40-00 0-10 0-10 � g�t� PRQ�F� � JOB NAME: POLYGON PLAN 5-B NH - AH3 Sale; 4,,400 c �)NEr WARNINGS: GENERAL NOTES,unless otherwise noted: /l/ '9 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and is for an individual !C0`1 A® and Warnings before construction commences. building component.Applicability of design parameters and proper f Truss: AH 3incorporation of component Is the responsibility of the building designer. 2.2x4 compression web braving must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction y o.c.end at 10'o.c.respectively unless braced throughout their length by �° " DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywalllC>. �. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ 1) SEQ. : 5992801 4.No load should be applied to any component until after all braving and 4.Installation of truss is the responsibility of the respective contractor. 74 OREGON 1(i fasteners are complete end at no time should any loads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. ,© 4Ik 1 ZD Ti,4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e'Decassa assumes full bearing at all supports shown.Shim or wedge if fabdcation,handling,shipment and Installation of components. ry j� p P 7. necessary. ss assumes adequate drainage is provided. 41`,R R` -,'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI WiCA in SCSI,copies of which will furnished upon request. lines indicatedicae with joint ate In lines. 9.Digitso nddesize oplate to Ilnes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDOF g1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDOF STAND 3- 4=(-3725) 1463 16-17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=) -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7-17= -85) 56 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9.20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20.10=( -84) 536 OVERHANGS: 10.0" 10.0' 13-14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0' -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP OEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 'r T T f Design conforms to main windforce-resisting 2-01-13 1,3-01-07i �3-01-04 5-07-13 5-04-05 5-01-02 4-01.03 3-10-08 system and components and cladding criteria. 12 08-08 12-08-05 2-01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-4x6 load duration factor=1.6, 6.00 5 M- x4 M-1 j5x4 a Oy25" -M-10x4 1 Truss designed for wind loads i q� e, in the plane of the truss only. M-3x a M-1"5x4 nr 2 a M-1.5x4 AllXilillk\Alhllihn.+ o 0 o M-3x8 o �� /-7i- o o 1 15 M-5x10 M-3x8 1718 1s 0 21 `11 4 � o o M-3x4+ M-6x10 0.25 M-3x8 M-3x8 0 M-3x4+ 1.89 M-4x12 M-5x8(S) - 2.75 12 .k )' 12 JJ' y ), y y y y2-00 , 5-06-12 6-04-04 1 y00-12y 9-03-04 8-02-04 7-06-12 , y 0-7 2-00 11-11 ),2-00 24-01 Oy 10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 �c,"�`c S1 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 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 ''' !(�cl 1 0 E r Truss: AH 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 at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 1 " �/ ' continuous sheathing such as plywood sheathing(TC)and/or drywall C). ,..+r DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '! Ct 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. - '$7 OREGON to SEQ. : 5992802 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, ,�. Zj 15 A design loads be applied to any component and are for"dry condition'of use. / '9 y' " 2•: A^�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge i1 © 14 f. rication,handl) necessary. /�E V V fab ng,shipment end Installation of components. 7,nDesignss assumes adequate drainage is provided. 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 1111111111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request 9.lines coincide with joint plate center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 11111 IOTA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14.15=(-2800 8048 3.15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 40'- 0.0' V 8- 9=(-11704) 4500 20-12=(•1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL 250.0 +DL( 70.0). 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL) 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0' 11.12=( -6230) 2234 8.19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50' 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for nett-5 gsfl uplift at 24 "9c pacing.I 9' on in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'•-10.0' Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.565' @ 16'- 4.5' Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5' Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ( T Truss designed for wind loads 2-09 �3-02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12� in the plane of the truss only. 320# 320# 12 12 6.00 M-4x10 M-3x8 =M 6x4�M-4x4 M-7x8(S) MI-5x6 a 6.00 00 0,�5" M-9x0 'r 12 , M-1.5x4vr --M-4x43 � + CD M o o M-3x10 `i-- , c - o)d� � � /-o o 1 �4 15 16 17 ii i20 's."- i3 4o 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 M18HS 7x14 0.251 9 M-4x10 M-3x8 0 M-3x4+ - 2.75 M-3x4+ =M-8x8(S) M-3x4+ 12 2,75 o M-3x4+ 1,p i2 11 041 1' 12 y 1, y /, 1' , , -05-0E 4-06-12 4-05 y2-00, 9-02-04 9-00-08 5-04-12 y y 0:1? 2-05-08 11-11 2-00 23-07-08 (1:1,P 11p 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 �'��¢0GINE,sib WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t .7'61,� E 2q' and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: AH 1 incorporation 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 ''0 /,// 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by 42 " DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). "+4aa DATE: 7/11/2014 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 la the responsibility of the respective contractor. -fTOREGON 1(/ SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, qe 1d .s TRANS I D: 403334 design loads be applied to any component end are fornecessary."dry condition"of use. ✓ 'Q y' 2�'C5 4, 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 M031:110' + fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. i�r7 A 1_. 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111011111 TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicatesize oplate 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 111111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' 'COND. 2: Design checked for net1-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 8-152 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T T T 12 12 6.00 Q 6.00 IIM-4x4 3 co 0 cu CO 2 4 cO o,/— —/o sr vt Vis-- 1 �o 0 0 M-3x4 M-3x4 .1 ), , ), 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 � ROFe •\ ' G N s, WARNINGS: GENERAL NOTES,unless otherwise noted: f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . E C" Truss: Cl 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: BS 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 �r DATE: 7/11/2014 responsibilitybuilding designer. continuous ridging or such as plywoodsheathing(TC)ere and/or drywall(BC). /"Mot., the overall structure is the of the 3.2x Impact bridging or lateral bracingrequired 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. OREGON SEQ. : 5992804 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, ��, .jj Sa A. design loads be applied to any component. and arefor"dry condition"of use. ,,� -q i,, P �j__ TRANS I D: 403334 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, TT fabrication,handling,shipment and Installation of components. necessary. p 7.Design assumes adequateatedon drainage a is provided.,a 6.This design is furnished subject to the limitations set forth by B.plates shall be located both faces of truss,end placed so their center �����"•� I IIIIII II II VIII IIIIIII VIII IIII IIII IIIITPI/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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(•252) 1166 3- 7=(•283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=) -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8. 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 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 M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037' @ 13'- 5.8" Allowed = 0.979' MAX TL CREEP DEFL = -0.075' @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting ( T 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T 4' 4' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 1212 (All Heights),n fEnclosed , Cat.2, Exp.B, MWFRS(Dir), M-4x6 .": 16.00 6.00 .6, 4.0" Trinuss thedplaneeoffor thewtrussoads only. 4 4h-+( II M-1.5x4 M-1.5x4 Co 4 /0 u> o cq o 4 I45 A -.J- /- o7 8 **6 0 o M-3x4 0.25" M-3x4 M-3x4 O M-5x6(S) y > y y 7-00-03 6-05-11 7-00-03 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2 5PE �``�t.0PRO sr,,', Scale: 0.2933 it/WARNINGS: GENERAL NOTES,unless otherwise noted: �f.C/. jtl qr„ 1.Bulkier and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual "60$ E Truss: D2 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. mss' 3.Additional temporary bracing to insure stebi duringconstruction 2.Design assumes the top and bottom chords to be lateraly braced at Po RY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �° DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! '! " ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4t SEQ. : 5 992805 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. ,�/""OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, yf.. -.y 2 4, '�. design loads be applied to any component. and are for"dry condieon"of use. ©' '�}' 14 Q' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesign e signs assumes hill bearing at all supports shown.Shim or wedge if �j fabrication,handling,shipment and Installation of components. ry c�t�f V g, p Po 7.Design assumes adequate drainage is provided. �l'l.R �-�" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch wh will be upon urnished lines coindde with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITTpI/WTCA in BCSI,copies of e USA,lnC./CompuT S ISoftwaref 7.6.6)1 L)E request. O.FForr9. its baisic coat ectore size of plate in inches. plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12I3112015 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-522) 168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF p1&BTR T1 SPACED 24.0' O.C. 2.3=( 0) 0 5.4=(-123) 424 BC: 2x4 KDDF#1&BTA 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) " 0.68 KDDF LL = 25 PSF Ground Snow (Pg) 20'- 06.0" 3-68/2/ 4417V 24V 3200/ 340H H 135.50" 0.67 KDDF 7.50 ( 625` LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "at spacing,! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.000' @ 11'- 0.0' Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0' Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012' @ 15'- 9.0' Allowed = 0.572" ConnectorCpa (or no prefix) = ors CompuTrus, IncMAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0' Allowed = 0.291' M,M2OHS,M18HS,M16 = MiTek MT series Referabton CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -( -' >( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=l.6, Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. 6.00 a 6.00 M-4x6- rn 0 rn + sQ: + .- M-3x4+ CO 1 M f- 0 r . ® 5©© _4 o O M-3x6 y M-1.5x4 M-3x4 J, M-3x6(S) y 11-05-08 y 15-09 4-09 J, y I 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 � ope � �pN s,�, WARNINGS: GENERAL NOTES,unless otherwise noted: �.Yy 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 (' .j S® E r Truss: D1 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.Additlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po tY continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). ,,e 461011w,, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I 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. F OREGON t(/ SEQ. : 5 992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L 1� A, design loads be applied to any component. and are for"dry condition"of use. /f -:7?+ 2-° .�.. TRANS I D: 403334 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 D 14, v�P fabrication,handling, necessary. /y shipment and installation of components. 7.Design assumes adequate drainage Is provided. `L 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 11111111111111111 TPI/WTCA In BCS(,copies of which will be furnished upon request. git indicate with joint acenter Hiles. 9.Digits Indicate size of plate 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) EXPIRES:12/31/2015 IIIIII IIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574 1135.4=)-40) 429 WEBS: 2x4 KDDF STAND 3-4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0' -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 Of) uplift at 24 "ox spacing.' Connector plate prefix designators: g C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026' @ 8'- 6.3' Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3' Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5' 12 12 DESNOTIGN EXCEEDU119%ATES ITIMEECNTENT DOES OFOMANUFACTURE. 6.00 HM-4x4 4 6.00 Design conforms to main windforce-resisting � system and components and cladding criteria. 3 1E4144 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, , (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co O C.) O C") Cl', .., .. ... .. ...1111 ' -, -,Oi Cr .1111LI 5 4 0 ** o M-3x4 M-1.5x4 M-3x4 y y ), 5-10 5-10 I ), I 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 scale: 0.499s � PROr ��RtO NEs/d WARNINGS: GENERAL NOTES,unless otherwise noted: h/ 41 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and is for an Individual LX" 2�G N* E ms(" C and Warnings before construction commences. building component.Applicability of design parameters end proper T r u s S: E 2 Incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �° "' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ia"". DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -Ai 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. 7OREGON t,/ SEQ. : 5992807 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� ''� 2ONa T� design loads be applied to any component. and are for"dry condition"of use. {'' TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, ly1♦i fabrication,handling, Design 41E' \, shipment and Installation of components. 7.Design assumes adequate drainage is provided. i 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIM?CA in BCSI,copies of which w H furnished upon request. 9.lines Indicate size de with ofnplate Inrinches. MITekUSA,IDC./CompuTru3SCRW are 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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.) TC: 2x4 KDDF 101&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical stud verticalsRefer to CompuTrus gablea end detail fur 5-10 5-10 complete specifications. T T 1' 12 12 6.00[7 TIM-4x4 Q6.00 /— 3 O M O M f7 2 4 (7 O,,,— —/O OO O� 1 //////////////////////////////////////////////////////////////////////////////////////////// 6 o M-3x4 M-3x4 y ), y ), 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 Pee �� NE sr WARNINGS: GENERAL NOTES,unless otherwise noted: (/j))) 2-q 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 'It ±92 ® E n- Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper //y 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsidp , ty of the building designer. ., .. 3.Additional temporary bracing to Insure stabibty during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by continuous the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brasuch as d grequiredd hwhere shown.drywell�C). ,,. " • Q DATE: 7/11/2014 ppb yg responsibility respective 'p' OREGON 4.No load should be applied to an component until after all brads and 4.Installation of truss la the res onaldli of the contractor. �/ SEQ. : 5992808 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,f. m u1 A. design loads be applied to any component. and ere for"dry condition"of use. / 'iii 2d P�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing et all supports shown.Shim or wedge If Q 1 fabrication,handling,shipment and installation of components. Designnecessary. C+ P mP 7. latesassumes adequated drainagecIs provided. < RIO- 6. I ,,. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINJTCA In BCSI,copies of which will furnished upon request lines cdndat with Joint centernche. 9.Digits oinude size of plateIn 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF N18BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacinq.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5' Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" .( . f MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 17' NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp,B, MWFAS(Dir), m Toad duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M O O C7 M O M-5x16 M-3x10 ,1 ), ), 5-08-04 0-03-12 J, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 � Ope � G N sra WARNINGS: GENERAL NOTES,unless otherwise noted: c AA-- 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 4 t" ! ®e L- wr'.._ Truss: Fl -GIRD 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 end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,"Aslan DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. If, q_OREGON pi SEQ. : 5992809 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L -7*/ design loads be applied to any component. end ere for"dry full bearing of use. / y 2- .}.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge if Q 14 !�Q fabrication,handling, necesary. MC" V shipment and Installation of components. 7,n Designcassumes adequate drainage Is provided. C `�,,, 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIIWTCA In BCSI,copies of which will furnished upon request gitcoincideindicate with joint center che. 9.Digits ndsize 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(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ICOND. 2; Design checked for net(-5 nsfl uplift at 24 "on spacing.) °' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4' Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2" T - - MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 17 NOT EXCEED 1996 AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, { (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads .....iiiiiiiiii in the plane of the truss only. co no O 113 , a Q M 1 m o� -UiI M-5x16 M-3x10 ** y 1, y 5-08-04 0-03-12 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRDScale: 0.5462 `� 0 Pe <(..N�GpN 6, WARNINGS: GENERAL NOTES,unless otherwise noted: //� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �� .�G`® E_ I- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper LLL 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: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length byc400. DATE 7/11/2014 responsibilitybuilding designer. 20 Impacts ridgingsheathln or such as bracing ed sheathing(TC)ereshown and/or drywall C. the overall structure is the of the 3.2z bridging lateral required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992810 fastener:are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 3 _ ,, N ,,, design loads be applied to any component and are for"dry condition"of use. ",I +q),. 20 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge If Q 14 P fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequateadrainage isprovided.rsa. �' �,. IIIIII III I II II II I VIII VIII VIII IIII III g bl by 6.Plates shall be located on both feces of truss,and placed so their center TPINYTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc saacing.l TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%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)+OL( 7.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,M2OHS,A1mKS (or = MiTekprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. '1 T '( 12 12 6.00 4 6.00 II M-4x4 3 1 I o co 0 N 4 vo �� 1 //////////////////////////////////////////////////////////////////// O O M-3x4 M-3x4 y y 1, 0-10 8-08-15 0 PRope JOB NAME : POLYGON PLAN 5-6 NH - G1 Scale: 0 6079 ���� " s'''';4%;', WARNINGS: GENERAL NOTES,unless otherwise noted: 44 // 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®e E Truss: G 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. +,i' 3.Additional temporary bracingto insure stahl ty dodo construction 2•Design assumes the top and bottom chords to be laterally braced et Po rY9 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrl4PPPP DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /Woo.• DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 /�' 4.No load should be applied to anycomponent until alter all bracingand 4.Installation of truss is the responsibility of the respective contractor. OREGON L(/ SEQ. : 5 992811 fasteners are complete and at nlime any loads greater tan 5.Design assumes trusses are to be used in a non-corrosive environment, Y t design loads be applied to any component. end are for"dry condition"of use. L� "Ti.' 14 2��1'�^ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry• - j''FI R`11 P Po 7.Design assumes adequate drainage is provided. '••+-i R l Y`" 8.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IANTCA in FIGS!,copies of wh will be upon urnished lines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,Inc/COrflpuTrus i6oftwmref 7.6.6(1 L)E request. 0.FForr9. its basiccot connector e size oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 IIIIIVIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 29 TC LATERAL SUPPORT <= 12"0C. VON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005' @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303' MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000' @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000' @ 5'- 2.2" 4.0017 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Aila Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, u, )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, , Truss designed for wind loads CD in the plane of the truss only. N M-3x4 u, C', - - 0 c, t 2 " 4 >< J, y )' 1-02-04 ";r ,; • . 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 sale; 0,7536 'CC') NEril,utt9/ WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.-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 4C. ±92 00 r Truss: G3 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. 4 411r3.Additional temporary bracing to Insure stab,hty during construction 2.Design assumes the top and bottom chorda to be laterally braced et ' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'ac,and at 10'pc.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywalC). ,r- "Imr', DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ -4 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. -ft .OREGON (U SEQ. : 5992812 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corros/e environment, L,. Zj 4% h design loads be applied to any component and ere for"dry condition"of use, / "QY 20 A4- TRANS -TRANS I D: 403334 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, c D_ fabrication,handling,shipment and installation of components. Design ass /,1 V P P 7.Design assumes adequate drainage Is provided. A I:U 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPUWrcA In SCSI,copies of which will be furnished upon request a linesDigitsindcate size joint Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1a88(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND. 2; Design checked for net(-5 nsfl Uplift at 24 'oc snacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #16BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18M2OHS, (or no prefix) =series CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M16HS,M16 = MiTek MT LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 complete specifications. 12 4.00 l ' 3 uo 0 0 N in c) iiirl cp 1 - """"""""""""""""""i 4 M-3x4 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale; 0.7726 ��gGINE( sig, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 ' 7-1209 E �r and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: G 2 incorporation of component is the responsibnty 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 stability during construction 2'o.c.and at 10'o.x,respectively unless braced throughout their length by f DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)C)and or d ywell(BC), sr-'i e*, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 it 4.No load should be appned to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON It, SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used Inc non-corrosive environment, p,L \ .f.; design loads be applied to any component. end are for"dry condition"of use. / 41' ri° �.-�..: TRANS I D: 403334 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 © 14, necessary. 44 . 1 �J fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 PRO- 6.6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMlTCA In BCSI,copies of which will be furnished upon request. lines coincidenwith jointae center fines. 9.Digits indicate size ofplatein Inness. 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 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-10) 4 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7" Allowed = 0.612' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7' 6-07-12 0.05-1�2 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7' 'f f12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to cO 0 N r- ill INIIIIIIIIIIIIII.111=11 o� o/- 0 1 MO 4 --/ M-3x4 M-1.5x4 /, ), ), 6-07-12 0-05-12 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 tO Scale: 0.5588 `N N es,, WARNINGS: GENERAL NOTES,unless otherwise noted: 4.C...7. (/ 1.7 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual •(5 NI® E t+ Truss: G4 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. aiassumes the top and bottom chords to be laterally braced at / DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'T o.c.c.and at 10'o.c.respectively unless braced throughout their length by 4rimPmr DATE• 7/11/2014 responsibilitybuilding designer. continuous sheathing such as bracing plywood sheathing(TC)and/or drywan(BC). the overall structure Is the res nsibill of the 3.2x Impact bridgingor lateral required where shown++ ,(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. -f7 OREGON <(t SEW. : 5992814 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 V Ito „f, design loads be applied to any component and are for"dry condition"of use. / �'.+ Zd A.,�,- TRAN S I D: 403334 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 �I 14 �ity fabrication,handling, necessary. _'✓/ Fi RIO- 6. shipment and Installation of components. 7,n ec ssgn assumes adequate drainage Is provided. This design is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center VIII II II VIII III I VIII VIII VIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. lines coincidewith Joan lines. 9.Digits indicate size off pplatete iinches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%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)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M18 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Toad duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 —, 4.00 I 0 0 Id1111111 Li, N 1 0� ch INIIIMIIIIMMEIMMINIIII. 0 3 M-3x4 y 1, 5-01-08 o RO JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 mac ' G N Sr WARNINGS: GENERAL NOTES,unless otherwise noted: 'S! �® . E 2s� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �' t-. and Warnings before construction commences. building component.Applicability of design parameters and proper t' Truss: G5 2.204 compression web bradng must be installed where shown+. Incorporation of component la the responsibility of the building designer. Lr�.+"~ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'o.c,respectively unless braced throughout their length by �* po continuous sheathing such as plywood sheathing(7C)andlor drywall(BC). " DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2v Impact bridging or lateral bradng required where shown++ ��" 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "Il, `*II' REGOIV�1p, .<,/ SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1.design loads be applied to any component. end are for"dry condition"Wo e, I'' 14 2 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Deesign assumes full bearing at all supports shown.Shim or wedge if O pp t7 �� fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. -��`r7R I�," 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII)III)IIITPIIAin BCSI,copies of which will be furnished upon request. 9 (ines Digits indicde ate sizejoint plate in Ines.. 10. MiTekk USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 111111111 IIIIIIllIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF R188TR SPACED 24.0" O.C. 2.3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=( -42) 19 OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2' -169/ 346V 0/ OH 1.50' 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KDDF 625) 17'- 11.2' -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.) 7-09 12 12-01-03 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 = -0.031' @ 2'- 11.9' Allowed = 0.397" {' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2' MAX HORIZ. TL DEFL = -0.007' @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.0017' system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, 4 T Truss designed for wind loads o in the plane of the truss only. M-3x6(S) " O T 3 co Off` 1 -/ 8 M-3x4 ), y y 0-10 6-00 13-10-15 )PROVIDE FULL BEARING;Jts:2.8.3.4.5.6.71 JOB NAME : POLYGON PLAN 5-6 NH - J 10Sale: 0.2614 G.,Co N R s' WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual <4LJ AN'. E Truss: J10 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 staNlity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 sheathing(TC)C and/or d elr ) ywaa c>. WAIONW /MON!- DA'TE' 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 60 it 4.No load should be applied to any component until ewer all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yo q�OREGON <1J SEQ. : 5 992 816 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, "rl t, f� design loads be applied to any component. and are for"dry condition"of use. / -/Y14 rLQ ..f{,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug bearing at all supports shown.Shim or wedge if © fabrication,handling, necessary. 441111,10,°'' shipment end installation of components. 7, necessary. s assumes adequate drainage is provided. 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 IIIIII II II VIII III I VIII VIII VIII III IIIITPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size offplate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0. O.C. 2.3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50" 0.56 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 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 = 0.001' @ O'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596' MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. M-3x6(5) o 01 3 ri th O O 1 O M-3x4 y ), 1, y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING'Jts:2.7.3.4.5.61 PR JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: 0.3077 5�ti� G(NE es. WARNINGS: GENERAL NOTES,unless otherwise noted: mss. 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 !C�11 A E { Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at -''� DES. BY: BS 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(?C). r, 4400/P" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ ! C 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 A�OREGON iti SEQ. : 5 992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L "7 \� A design loads be applied to any component. and are for"dry condition"of use. /16 .1 y' 2� A-}- TRAN S I D: 403334 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 © �ry. l 14 fabrication,handling,shipment and Installation of components. DesignDeassumes ' 'E+pp P P 7. lates adequatedodrainage is pruss, rT r,. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide withizjointfcenter fines. 9.Digitssindicate size oplate o fines. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=(-287) 142 3-4=(.184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 353V -61/ 265H 5.50' 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50° 0.44 KDDF ( 625) 9'- 11.2' -119/ 239V 0/ OH 1.50° 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50° 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' -15/ 32V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl ulzlift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397' 6 MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' i, MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004' @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), § load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 co 3 yl M 0 v I 7.- -/ o M-3x4 y ), i, 0-10 6-00 9-11-11 :1 1 1i , ' . JOB NAME : POLYGON PLAN 5-B NH - J8Scale: 0.3315 c,<<,, pN �r .., WARNINGS: GENERAL NOTES,unless otherwise noted: '.5y 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 C'7 (02,, E 1-- Truss: " Truss: J8 2x4 Warnings before brad constructiong commences. building component.compoApplicnent Is lity responsibility spn pof t e and proper / 2.2z4 compression web bredng must be installed where shown+, Incorporation of component is the mtoof the building designer. �+ r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY" BS2'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(6C). ,/!tea! 4.. ~ DATE 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ M 41- C/� 4.No load should be applied to any component until after all braang and 4.Installation of truss Is the responsibility of the respective contractor. iOREGON 1(/ SE Q. : 5992818 fasteners are complete and at no time should any loads1...greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, 4h A\ TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. A/'� *Aho, 20 +!- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14 P fabrication,handling,shipment and installation of components. ne 7.Design assumes adequate drainage is provided. R R`I. 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 IIIIII II II VIII III I VIII VIII VIII IIII IIIITPIM7TCA in BCS(,copies of which will be furnished upon request. 9.lines indicate joint Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2.3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -67) 31 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7' -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacings VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397" 5I --/ TC PANEL TL DEFL = -0.052' @ 2'- 11.9" Allowed = 0.596" j1 MAX HORIZ. LL DEFL = -0.003' @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003' @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 12 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads d. in the plane of the truss only. 0 3 r 101 v> 0 o 1 NW -V w 6.... M-3x4 y y 1, y 0-10 6-00 7-11-11 •;1 1 -, 1 I ' PROP es JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 5��' �G N / WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en Individual SAG !f16 `Ij E t^' and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: J 7 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be Instated where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ''�" 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their le tit by '" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywal�C). r"sore DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® LZ 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 (fj SEQ. : 5992819 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 e:\ .p design loads be applied to any component. end are for"dry condition"of use. / .7'10e Ze��'-�- TRANS I D: 403334 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 41:4F1 1 14, 2. fabrication,handling,shipment and installation of components. necessary. 'VJ P Po 7.Designlatesassumes odadequate othi ace Is provided. r7 F1�y 6.This design is furnished subject to the pMfatlons set forth by 8.Plates shell be located on both faces of truss,and placed so their center I 11111111111111111111 11111 VIII IIII IIII TPINYiCA In SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. Indicate 9.Digits Indicate size of plateteIn inches. MiTek USA,InC./COmpUTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-MEMBER FORCES 2W6/D0) 0q=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-208) 42 2.6= (0)105 0 TC 3.4=(-102) 46 LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50' 0.56 KDDF 625 ( p ) = CampuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'. 11.7" -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc soaring.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ O'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9' Allowed = 0.397' MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9' Allowed = 0.596' 0 MAX HORIZ. LL DEFL = -0.002° @ 11'- 10,9' MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 ,. Truss designed for wind loads O in the plane of the truss only. 0m M O,,- 7 o� 1 6.."="7-'''O M-3x4 - y ), 1, 0-10 6-00 5-11-11 (PROVIDE FULL BEARING•Jts•2 6 3 4 51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 .<r‹.. �° °F1yss WARNINGS: GENERAL NOTES,unless otherwise noted: 1I GINE( C 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 ,�w�` .�(it, 17 1-- Truss: J6 and Wamings before construction commences. building component.Applicability of design parameters and proper 7G 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. AgglipriOt . 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10' in respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. sheathing such as plywood sheething(TC)and/or drywall(BC). .r �w. , the overall structure is the res onsibil of the 3.2x Impact bridging or lateral bracing required where shown++ 4r I� 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 Ai S E Qassumes trusses are to be used In a noncorrosive environment, 9G -4 p" A. TRANS I D: 403334 design loads be applied to any component. 6.Design assumryas fulldbeedn f et all supports �� 5.CompuTrus has no control over end assumes no responsibility for the g shown.Shim or wedge if 6 - 14 {y, r fabrication,handing,shipment and installation of components. 7.necessary. s p ERR '�� V� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locaten assumes d uoneboth faces drainage of truss,and placed so their center V I VIII(II II VIII III I VIII VIII I III(III(IIITPI/WrCA in BCSI,copiesof which will be furnished upon request. fins coincide with joint center lines. 9.Digits indicate size of plate In inches. MITch USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/201 IIIIIIIIIIIIII This design BEprRe-Bpared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3.4=( -76) 34 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0' -22/ 350V -37/ 166H 5.50' 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50' 0.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7' -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 oaf) uplift at 24 "oc spacing.' 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 = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397" 4 _ MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9' Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002' @ 9'- 10.9' 12 0 MAX HORIZ. TL DEFL = -0.002' @ 9'- 10.9" 6.00 I7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19°s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), sad duration factor=l"6, Truss designed for wind loads Ij o in the plane of the truss only. tri co o/- v Jti -V o/- I �� 5•� 0 M-3x4 0-10 6-00 3-11-11 (PROVIDE FULL BEARING:Js:2.5.3.41 JOB NAME : POLYGON PLAN 5-B NH - J5 -.et" (9,s, Scale: 0.4887 WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual ' ' ®w E 9 Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the reaponsibity of the building designer. illefin°' 3.Additional temporarybracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 15'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �" . DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON � CC- 4.No load should be appied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 SEQ. : 5992821 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� "+l� 2� design loads be applied to any component. and are for"dry condition"of use. Q y 14.. "�. 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the necessary. tiIF� 14,- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 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 1111111111111111 TPI/WTCA In ./ which furnished request. lines coincide with joint center Ines. MITe USA,(ncCompuTrus Software7.6.6(1L)E 9iindicate saof plate For basic cotnectorpla design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3.(-126) 92 3-4=( -64) 25 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9,2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50' 0.43 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) 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 spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.001" @ O'--10.0' Allowed = 0.083° MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" 4MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3' Allowed = 0.397" 12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9' Allowed = 0.596" 6.00 7 gi FA MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), vr o load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. co of 4- oMN ,- 1MEMN 5 M-3x4 * * * * 0-10 6-00 )PROVIDE FULL BEARING:Jts:2.5.3.4I 1-11-11 op JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ��'s( GN 41 WARNINGS: GENERAL NOTES,unless otherwise noted: cfly 1.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is for en Individual Lr� 716 $$ E r- Truss: J4 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. 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o,c.and at 10'ac,respectively unless braced throughout their length by f419,4102111' I W rtY continuous sheathing such as plywood sheathing(TC)and/or drywalC), „r(Ills', DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 IZ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 A'OREGON. 4,/ SEQ. : 5992822 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L" "V' 1b rE*. design loads be applied to any component and arefor"dry condtion"of use. ✓' '9}+ , 2� '� TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing stall supports shown.Shim or wedge if © 1 fabrication,handling, necessary.sign assumes Cf yy shipment and installation of components. 7.Design adequate drainage Is provided. r-7 11- 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in SCSI,copies of which will be furnished upon request git coincidentwith joint ain nche. 9.Digits ndsize oplate eininches.In . 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 VIII IIII 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2') 0) 42 2.4=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2; Design checked for Hel1-5 psfl uplift at 24 'oc spacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2" Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8' Allowed = 0.593' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 1 - DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting '' system and components and cladding criteria. 0 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 c3 co 0„,_ v all, 0/--. I4► -1 0 M-3x4 ,L 1, 1' 0-10 'PROVIDE FULL BEARING:Jts:2.4.3' 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale; 0.5843 c��'„t�IRN �� WARNINGS: GENERAL NOTES,unless otherwise noted: 1'1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual tri 7,9214 E. t' 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. 2.204 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 stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their le th by f DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). iae DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 fr 4.No load should be applied to any component until after all bracing and 4.Installation nitrous is the responsibility of the respective contractor. 7 OREt30N4/ SEQ. : 5992823 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosiveL ,� environment, -, b, k design loads be eppied to any component. and are for"dry condition"of use. / TRANS I D: 403334 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 <9Y 14 el° A.. ry. fabrication,handin shipment and installation of components. Design ass ' ' r-� g. P P 7.Design b el adequate drainage is provided. n ij t-, 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII'IIII II II(IIII'IIII'IIII(IIII IIII IIII TPIM7rCA in BCSI,copies of which will furnished upon request. lingo coincide with joint center lines. 9.Digits ndsize oplate o 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) EXPI RES:12/31/2015 11111IIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-63) 49 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50' 0.51 KDDF ( 625) Connectorplate prefix designators: 3'- 10.9" -99/ 114V 0/ OH 1.50' 0.18 KDDF 625 9 LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 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 I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONO. 2: Design checked for net(-5 5sf) uplift at 24 "ox spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012' @ 2'- 2.2" Allowed = 0.246' MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4' Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4" Allowed = 0.333' 12 6.00 17 MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. ('0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 N co v IN o� 1 ► .14 M-3x4 0-10 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 ROP JOB NAME : POLYGON PLAN 5-B NH - J2 to Scale: 0.6394 G GINE.,, kS> WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual ltw S 12.i E 6),-kr.„ 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 stablity during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY• BS responsibility permanent bract 2'ac,and at 10'o.c.respectively unless braced throughout their length by Is the res rwiWli of the erector.Additional bracing of (B ,,r=. 40 continuous sheathing such as plywoodsheathing(TC)eres end/or drywall C). 14 DATE: 7/11/2014 the overall sWcture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �1 (C- 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. I!, OREGON 4, SEQ. : 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, „ � design loads be applied to any component. and are for"dry condition'of use. / 'Q}+ 2-°\ -.�: TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing et all supports shown.Shim or wedge if Q 14 fabrication,handling, necessary. /� L shipment and installation of components. 7.Design assumes adequate drainage is provided. (� }`,,, 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 1111111111111111111 TPIANfCA in BCSI,copies of which will furnished upon request. lines coincidenictwith 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) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50' 0.14 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 9sf1 uplift at 24 'in spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6" Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.333' 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. FA c o/ oA 1 ��4 M-3x4 y J' i' 0-10 (PROVIDE FULL BEARING'Jts:2.3.41 6-00 l Ope JOB NAME: POLYGON PLAN 5-B NH - J1 ��`4�GiNsr , Scale: 0.7144 / WARNINGS: GENERAL NOTES,unless otherwise noted: 4CI I. ,r"�f�r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual '02®` E + and Warnings before construction commences. building component.Applicability of design parameters and proper / T r u s S: JIncorporation 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 stability during construction 2 pc.and at 10'o.c.respectively unless braced throughout their le dt by �°., � DES. BY: B S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalllC). . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. 7� SEQ. : 5992825 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. -y' dfOREGON x�pi fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. i'' 14 Gy TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Designecessary.assumes lull bearing at all supports shown.Shim or wedge If 4 ip�try7 V� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. -4l - ?r1` `"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 canter IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPI WfCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint In Ines. 9.Digitsindicate ncdsize of plateto Inness. MiTek USA,IfIC./CompUTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 11111 Hill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTA TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2- 3=(-257) 48 7. 9=(-158) 297 7. 3=( 0) 49 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4. 5=(-153) 67 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connec 8,CN18 (or no prefix) = ors: rus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,(or = Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9' -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "Dc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015' @ 2'- 3.8' Allowed = 0.339' MAX HOAIZ. LL DEFL = -0.007" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" %' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. r- rio M-4x6 c' M-3x4 4 4r .nXI _� i 9 6 M-3x4 �o N O N M-3x4 M-1.5x4 N y y /, ), 2-03-12 2-10-08 0-09-12 1, y y y 0 10y 2-05-08 1, 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5.6I JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 \��`cSku• Fy6,, WARNINGS: GENERAL NOTES,unless otherwise noted: 5 9 "T s'* J7C 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 ,,()//), 17 Truss: J 7C and Warnings before construction commencs, building component.Applicability of design parameters and proper yG®w � i 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 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 continuous sheathing such as plywood sheething(TC)and/or drywall(BC). 460 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . </ TRANS I D: 403334 design loads be no controlOed to any and assn 6.Design ssumecondition" onditi enin f at ail supports �'O 14 2 5.Com Trus has no over and assumes no responsibilityfor the g 9 shown.Shim or wedge if fabrication,handling,shipment and Installation of components. 7.necessary, p cf gyp 6.This design Is furnished subject to the limitations set forth by 8.Platesshallbe locatedassumes d on both faces drainage of truss,and placed so their center � `T R(`-� VV int center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTTpI,copies of which will be furnished upon e USA,IncI/WTCA in ./CompUTrus Software+7 6.(1 L)-Eequeat. 10.For asic coonnecoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1/ABTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0' 24.0' 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' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625 M,M20HS,M18HS,M16 = MiTek MT series5'- 10.9" -136/ 299V 0/ OH 1.50' 0.38 KDDF ( 625 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psfl uplift at 24 "Oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.009' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 11-11-11 MAX LL DEFL = 0.042' @ 11'- 11.7" Allowed = 0.200" T ' MAX TL CREEP DEFL = -0.048' @ 11'- 11.7' Allowed = 0.267" /- -, MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001;7' ,;� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o o Truss designed for wind loads 0 � oi in the plane of the truss only. M-4x6 taC M-3x4ill a 9� w co illig - v li�l'� 9 -M�� M-3x4 M-1"5x4 o 0 M-3x4 ; y y ), 2-03-12 2-10-08 0-09-12 y y ), y 0-10, 2-05-08 , 9-06-03 y 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.9.4.5I ope JOB NAME: POLYGON PLAN 5-B NH - J6C641 ��`�03(Ni Scale: 0.3429 r WARNINGS: GENERAL NOTES,unless otherwise noted: 4i! hrl! ��$��� 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 7 0G•• E �i'� Truss: J 6C 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. /fir•+''' 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: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). raw ' -' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A `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. -f7` it,OREGON SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. rQ �'' 14 2. TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.necessary. assumes full bearing at all supports shown.Shim or wedge if 0"' 6. fabrication,handling,shipment and Installation of components. ry A V p Po 7.n Design assumes adequate drainage is provided. R�`-`'- 6.This design is furnished subject to the lirritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center will be u urnished t. e with joint center lines. IIIIIII VIII VIII VIII VIII VIII VIII(III(IIIMT'ITPe USA,Inc./CompuTrus US Ich Soffwaref+7 6.6(1 L)E�uest. lines9.0.For baits sic connectordof plate desiglate In n values see ESR-1311,EBR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-20( 0) 42 2.7= -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-245) 43 6.8=)-114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) O'- 0.0" -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625) 9 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50' 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" /- -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. 12 ' Design conforms to main windforce-resisting 6.00 I7' system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, CO Truss designed for wind loads 0 o Nr it in the plane of the truss only. u1 v M-4x6 r_____,........._ o • -o 41- _mnim 6 M-3x4 M-1.5x4 ---/c1;') M-3x4 M-3x4 O / 1, ) 1, 2-03-12 2-10-08 0-09-12 i / / 1, 0 10 1, 2-05-08 7-96-03 y 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-B NH - J5CScale: 0.3783 `5��� G N S'� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '''C' .(�9` E 91 Truss: J5C 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 staNIty during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 Y• ' DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by � • po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..""rte'"..• DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -411 CC t� rf O o 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` r OREGON kJ SEQ. : 5992828 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �✓ �. 2�� ..�� TRANS I D: 403334 necessary.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 �`y shipment and Installation of components. fabrication,handling, rR Rr� 7.Design assumes adequate drainage is provided. IJ LL. 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 VIII VIII VIII VIII VIII VIII VIII III IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git dicawith joint ain inches.9.Digits indicate size of plate In 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:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF 91&BTR SPACED 24.0" 0.C" 2-3=(-297) 65 6-8=(-138) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3-8=(-372) 143 LOADING 4.5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 23.7" O'- 0.0' -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) 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 = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.041" @ 7'- 11.7' Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263' 7-11-11 T MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, IJ o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads oin the plane of the truss only. 4 M-4x6 r_____,M-3x4 idellii c3 o o �� M-3x4 M-1.5x4 o 0 0 M-3x4 y ), 3, 3, 2-03-12 2-10-08 0-09-12 3, 3, 1, 3, 0-10 y 2-05-08 5-06-03 y y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C � 't° PRope Scale: 0,4288 5 GINE' a� WARNINGS: GENERAL NOTES,unless otherwise noted: iii '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 Q- .1' ®•p E`. 1" /� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 4 C incorporation of component Is the responsibility of the building designer. 2.204 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction y o.c.and et 10'o.c.respectively unless braced throughout their length by ° "' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC), ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ d Cr SEQ. : 5992829 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/ fasteners are complete end at no time should any bads greater than 5.Design assumes trusses eretc be used Inc non-corrosive environment, - ' .A x,c• design loads be applied to any component. and are for"dry condition"of use. /� )'' 14, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6,necessary.assumes full bearing at all supports shown.Shim or wedge If '0 AA-' tf n �p fabrication,handling,shipment and installation of components, 7.Design sumes adequate drainage is provided. 114 R A tt= - 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 11111111111111111111111TPIANTCA in BCS',copies of which will be furnished upon request. gdicawith joint acenter lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ir C./CompuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111E1 111i 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) 42 2-6=(-135) 228 6.5= 0) 18 BC: 2x4 KDDF N168TR SPACED 24.0" O.C. 2.3=( ( ) ( WEBS: 2x4 KDDF STAND (•297) 65 5.7=(-218) 358 5.3=( 0) 50 3.4=( -55) 41 3.7=(•372) 226 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 10,0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0' -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 5'- 11,7' -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 sof) uplift at 24 "RE spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'•-10,0" Allowed = 0.111" MAX LL DEFL = 0.012' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3' 5-11-11 T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D Design conforms to main windforce-resisting f- system and components and cladding criteria. -/ Wind: 140 mph h=20,7ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, (0) (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. co 0 a' M-4x6 0 0 ('7 �D N M-3x4 el 011111111111111111111111110o/ - 7 tt�� o A- o� �'-(gym M-3x4 M-1.5x4 o 0 0 6 PEIMM 0 M-3x4 k J• )' ) 2-03-12 2-10-08 0-09-12 ), 1y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 5��'ck ) PROpe`�sNE':' r WARNINGS: GENERAL NOTES,unless otherwise noted: "T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (,�� .��®wE Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stabity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 contDATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Imppaact b dging us sheathing lateral bracing reodquired where shown+ it drywell(Bc). / SI1 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. E Q r,are complete and at no time should any loads "Pi.„,greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '� OREGON lf' b, ,,,,,,,,,40TRANS I D: 403334 � design loads be applied to any component. and are for"dry condition"of use. ,,.Q ,� '4 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 j" 14, 2� T' fabrication,handling,shipment and installation of components. 1,;,k- necessary. provided.s R- FIR`y. 1�,�` 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedn assumes poneboth faces of of truss,and placed so their center ,✓1 i.- SJ 111111 VIII VIII III HIEN VIII(III IIII TPI/VVTCA in BCSI,copies of which wig be furnished upon request. NWith coincide joint center Woes. 9.Digits Indicate size of plate in Inches. 10. n to MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXR)RES:12/31/2015 IIIIIIIIIIIIII This ACIFIC desiLUMBER-Bgn prepared from computer input by C 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) 42 2-6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=) 18P) 24 5 7-( 76) 191 5.3=5-3=(-190 79 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. MON. 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) 0'- 0.0' -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net/-5 osfl uplift at 24 'oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.005' @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000' @ 5'- 2.3' Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004' @ 5'- 2.3' T MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. -f Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 a lTruss designed for wind loads c in the plane of the truss only. o o110D rNM-3x4M _" 01 IM 7 ►� #000000400000 �2m M-3x4 o M-1.5x4 o Q M-3x4 8 y 1, 1 1- 2-03-12 2-10-08 0-09-12 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4,71 to P R Ore JOB NAME : POLYGON PLAN 5-B NH - J2C ��,'� N s' Scale: 0.5343 f A- WARNINGS: GENERAL NOTES,unless otherwise noted: f'4 ��! C fv. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual a,® L. r"� Truss: J 2C 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 responsibiity of the building designer. "s° 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Po2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywalllC). Y •. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ati TrL OREGON N. �11/� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 5 99 2831 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses areto be used In a non-corrosive environment, 2 A`4 design loads be applied to any component. and are for"dry condition"of use. ''�� �� 1 r <�P_T- 6.Design assumes full bearing at all supports shown.Shim or wedge if .{ - TRAN S I D: 403334 5.CompuT us has no control over and assumes no responsibility for the necessary. iii, R I t,- fabrication,handling,shipment and Installation of components. 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 faces of truss,and placed so their center ch ll be furnished u on re ines coincide with joint center Ines. 111111111111 VIIIVIIIVIII 11111 11111(III(III MiTekU SA,lncCA in s/CompuTrus(Software+7.6.6(1 L)-E quest. 10.lFFor basic connector of plate design vlate In alues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12.0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0• -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) Connectorplate prefix designators: 1'- 9.2• -3/ 60V 0/ OH 5.50" 0.10 KDDF 625 9 LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50" 0.15 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050' MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1' Allowed = 0.067" 12 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. 0 C. v /II- o� 1 2� 4W M-3x4 0-10 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4.3) JOB NAME : POLYGON PLAN 5-B NH - ASJ2Scale; 0.8541 �c<('' N Ope S, WARNINGS: GENERAL NOTES,unless otherwise noted: ',Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (t. 7,.10.20$0$ E_1 .+. Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper L 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: BS 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 .r�. �elA DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywooequire sheathing(TC)and/or drywall(BC). ,,,.f`mar_ the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracingrequired where shown++ -.ft 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p A_OREGON 11/ SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L, `tel N design loads be applied to any component. and are for"dry condition'of use. �±' 1✓ �h.-� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge If Q 14, Vp fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. 44F110"" 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII III I VIII VIII VIII IIIIIIITPI WfCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointcenterFries. 9.Digits indicate size offplate 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(Wel() EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-45) 15 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: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'. 9.2' -18/ 21V 0/ OH 5.50' 0.03 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design Checked for net(-5 ssf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0".-10.0" Allowed = 0.111' ,I .I MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'. 10.9' 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '' o o/- v 111 4. o� 1 111.--- 111 4�� M-3x4 y y y 0-10 2-00 (PROVIDE FULL BEARING'Jts:2.4.31 JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 ���sk 3 N o e. Scale: 0.7139 Ati WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 .' 792610. E �r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ASJ 1 Incorporation of component is the responsibility of the building designer. y,., 2.2x4 compression web bradng must be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stadity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by41090,1"DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or di walllC). '+1w" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4 7CC SEQ. : 5992833 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �- w. 2.° N,..4�"t. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Deceasassumes full bearing at all supports shown.Shim or wedge If 14, ryp fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. ill . fabrication, 10- SJ 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 n IIIIII VIII VIII VIII VIII VIII VIII(III III) TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size of t platein Inches. MiTekUSA,InC./CORtpuTfunSoftware 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015