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Plans (3) 075 Gln/ TOW VL La.- Sr tv44T2o I q-00273 EN— RECEIVED MtDu. 06 2018 M irek CITY OF TIGARD Vft, tNG DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-B 8 INCH TAILS ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4371550 thru K4371565 My license renewal date for the state of Oregon is December 31,2019. .��EO PROFESS � NGIN�FR /("29 89200PE r �� art. OREGON <0 49y 14, (1%s).# �FRRiL�- JP. „jr/ March 13,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, • Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-09 '1 1' T 12 12 6.00 I I M-4x4 Q 6.00 3 I I PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER OF RECORD. • • M 2 4 o M —/rn —10 00 M-3x9 M-3x4 ,1' C R 0-08 16-06-08 '<< D P 46: `z :9200PE 9r' JOB NAME : POLYGON NW PLAN 7-B NH - Al Scale: 0.9856 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection cont actor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: Al end Warnings before mnsbuctioncommences. building component.Applicability of design parameters and �� , OREGON �C(/ proper 2.254 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. 2P\ �� 3.Additional temporary bracing m insure stability during constmctlon 2.Design assumes the top and bottom chords to be laterally bnmd at <0 is file responsibility of the erecter.AddNonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (,/ , DATE: 3/13/2018 Sre overall structure is the responsibility of Sre building designer. continuous sheathinginor such as plywoodcinre airedsheathere sand/or d usll(BC). 3.2x Impact bridging or lateral bracing required where shown++ 'R R I O- MMV" SEQ.: K4371550 4.No load should be applied to any component until after all bracing and 4.Installation of truss is he responsibility of[he respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any componentand are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NU bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, scary. shipment and installation of components.by. 7.Design assumes adequate drainage is provided. March 1 3,201 8 6.This design is furnished subject to Be limitations set forby 8.Plates shall be located on both faces of truss,and placed so their center _ TPIANI'CA in BCSI,copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits indicate size of plate in inches. i MiTek USA,Inc./CompuTrus Software 7.6.8(10-6 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C This design prepared from computer input by f Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-404) 1540 3- 8=(-326) 305 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1751) 494 8- 6=(-938) 1540 8- 4=(-132) 934 _ WEBS: 2x9 KDDF STAND 3- 9=(-1351) 279 8- 5=(-326) 302 LOADING 9- 5=(-1351) 267 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 510 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -113/ 771V -79/ 79H 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 6.5" -113/ 771V 0/ OH 5.50" 1.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -9.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.089" MAX LL DEFL = -0.075" @ B'- 3.2" Allowed = 0.781" MAX TL DEFL = -0.119" @ 8'- 3.2" Allowed = 1.042" MAX LL DEFL = 0.000" @ 17'- 2.5" Allowed = 0.067" MAX TL DEFL = -0.001" @ 17'- 2.5" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-03-04 8-03-04 f '1 'I' MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 MAX HORIZ. TL DEFL = 0.091" @ 16'- 1.0" f f f f 12 12 Design conforms to main windforce-resisting 6.00 1;7' M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, � 111111111111111111111.- Truss designed for wind loads IIIIIIIIIIIIIIIIII in the plane of the truss only. M-1.5x3 M-1.5x3 3 8 M-5x8 M-3x4 M-3x4 I M Ph c 1 e 7 21's of I O O a 3.00 3.00 .. 12 12 y 0-08 8-03-04 8-03-04 0-08 �0RPEO F� y y �� Fs S / 16-06-08 <0.4 ' 90�� � 4 ..'-'*1 9200P �'r JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3356 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 parameter;shown and is for an individual y 4 OREGON GC� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ` A 2.2x4 coraweb bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. //�� �O pression g mu /Lj �� 1 4 0. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c and at 10'o.c.respectively unless braced throughout their length by e V� DATE: 3/13/2018 is ther sp nsiblure of responsibility nal peman for continuous sheathing such as plywoodaheathing(TC)and/or drywall(BC). the is thesponsi ty o g designer. 3.2x Impact bridging or lateral bracing required where shown++ R R 10, SE K4 3 715 51 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• 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: LINK design loads be applied to any component s and are for"dry sdl bearing ut ail supports shown.Shim or wed f 5.CompuTrus has no control over and assumes no responsibility for the necessary. gaasumee g a ppo wedge EXPIRES: 12-$1-2019 ryl,, .t .l p fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. M a rcI I 1 3,20 1(J 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 TPIANTCA in 0051,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986 WW1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 33 2- 8=(-282) 1528 3- 8=(-383) 257 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1813) 404 8- 9=(-124) 1001 8- 4=(-127) 639 WEBS: 2x9 KDDF STAND - 3- 4=(-1590) 908 9- 6=(-301) 1528 4- 9=(-127) 690 LOADING 9- 5=(-1590) 908 9- 5=(-383) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 904 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -166/ 1168V -131/ 131H 5.50" 1.87 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 26'- 0.0" -166/ 1168V 0/ OH 5.50" 1.87 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL DEFL = -0.106" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed - 0.067" MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS 13-00 13-00 MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" I 1 f 6-09-04 6-02-12 6-02-12 6-09-04 f T f f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 Q 6.00 Wind: 190 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 .(-r( load duration factor=l.6, § Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 c0 ....dlgk Aillikillilih....' oiO 4 1 ! KF `i. 0 8 9 • p M-3x4 M-3x4 M-3x4 M-3x4 0 0 M-3x5(S) b 1 .1' ). 8-10-03 8-03-11 8-10-03 J' 10-00 , 16-00 y A5 -D PRQp ), y J, J, GtN�FR /g2• 0-08 26-00 0-08 `z 89200PE �� JOB NAME : POLYGON NW PLAN 7-B NH - B3 • Scale: 0.2254 Ai WARNINGS: GENERAL NOTES, unless otherwise noted: 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 �S ,� N Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,OREGON /55 2.2x4 compression web bracing must be installed where shover+. incorporan o(componen1 is the responsibility of the building designer. �I �f �O� �� ra 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'o "7 y 14 is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at is o.c.respectively unlem braced throughout their length by 1 DATE: 3/13/2018 the overall structure is the responsibility the tlesi continuous sheathing such as plywood Bheathing(TC)and/or drywsll(BC). [/�� ofbuilding designer. 3.2x Impact of truss or lateral bracing required where shown++ �-^R R L�- SEQ.: K4 3 715 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component and are or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication, shipment and installation of components.tion,handling, p ` 7.Design assumes adequate drainage is provided. March .I 1 3,20.I 1 V 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of Wm,and placed so their canter TPI7ATCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. -, MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR: LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- S=(-257) 1288 8- 3=( 0) 227 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-448) 138 BC: 2x4 KDDF #1&BTR 3- 4=(-1080) 364 9-10=(-293) 1265 9- 4=( -94) 564 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-437) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1063) 337 7-11=( 0) 4 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1995) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ 0H 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" considered for this design. MAX TL DEFL = -0.070" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 13-08 system and components and cladding criteria. T f ' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11 5-01 2-00 3-01 10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f fM-4x6 ' f load duration factor=l.6, 12 -,To 6 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 9 1.1.1, 6M-3x4 M 3x9 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. REFER TO STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. • 3 r M-3x4 co m 0 1 r ° -t- . 1° ® A o o 1 o M-3x4 M-185x3 90.25" M-1.5x3 M-3x4 0 M-5x8(S) l J' y 1- . .(01/4° PROFESS 5-09-04 5-02-12 5-02-12 9-09-04 0-00 26-00 y `r :92��. ,r JOB NAME : POLYGON NW PLAN 7-B NH - B4 Scale: 0.2379 ilop j� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contort°,should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual yL 4,OREGON �'tc Truss: B4 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2z4 con b bracing s[be installed where shown+. incorporation of component is the responsibility of the building designer. �Q pression wa g mu 2.Desi the to d bottom chords to be lateral) braced at <0 13' �O "� 3.Additional temporary bracing to insure stability during construction Design assumes p an Y C,/ is me responsibility at the erector.Additional permanent bracing of 2'o.a and at 10'o.c.respectively unless braced throughout their length by 14, 3/13/2018 the overall strucWre is the responsibility f the buildingNei continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). h ponsi ty o designer. 3.2x Impact bridging or lateral bracing where shown++ �R O 10- DATE: S E', K4 3 715 5 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • 1 11 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for'dry condition'of use. TRANS ID: LINK 5.DampuTuahaenacontrola arandassumeanarespanaibility or the 6.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 nary. I fabs desig,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 151 arc)I 1 3,20 1 8 B.This design is furnished subject tothe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2-10=(-265) 1594 10- 3=( 0) 228 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1886) 379 10-11=(-267) 1591 3-11=( -378) 112 WEBS: 2x9 KDDF STAND 3- 4=(-1979) 366 11-12=(-176) 1308 4-11=( -79) 76 LOADING 9- 5=(-1393) 365 12-13=(-991) 2628 4-12=( -189) 197 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1368) 352 13- 8=(-619) 2789 5-12=( -212) 953 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2996) 596 12- 6=(-1726) 397 TOTAL LOAD = 92.0 PSF 7- 8=(-3195) 719 6-13=( -193) 1928 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 13- 7=( -108) 176 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -166/ 1168V -131/ 131H 5.50" 1.87 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 26'- 0.0" -166/ 1168V 0/ OH 5.50" 1.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.170" @ 17'- 8.8" Allowed = 1.254" MAX TL DEFL = -0.280" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" 13-00 13-00 MAX TL DEFL = -0.001" @ 26'- B.O. Allowed = 0.089" ' 1 ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. LL DEFL = 0.098" @ 25'- 6.5" f 4' 4' 4' 4' 4' 4' MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 12 12 6.00 p M-4x6 '7.16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 load duration factor=1.6, Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x4 :1-1.5x3 ee 13 M-5x6 =M-4x4 rn rn o 1z d 1 :St. 6 a M-3x10 id 10 11 o 1 M-3x4 M-1.5x3 M-5x10 0 0 • .3.00 3.00 12 12 b J' k b ,L l 5-01 4-10 3-01 4-08-12 8-03-04 P 0-08 9-11 y 7-09-12 y 8-03-04 0-08 CD' G11 EF�`scSr. y 2s oo y ,�\ R O� 89200PE 91 JOB NAME : POLYGON NW PLAN 7-B NH - B2 1c Scale: 0.2254 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder end 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• ,/O R E GO N I Ct✓ Truss: B2 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. �f 2. 3.Adtlitional temporary bracing to insure stability during consWction 2.Design assumes the top and bottom chords to be laterally braced at _ //\ -7 k y is the responsibility of the erector.Additional permanent bracing of 2'oc.and at 10'o.c.respectively unless braced throughout their length by (,/ 1 f ^ DATE: 3/13/2018 tie overellstructure isthe res bili of deet �ntinuoussheathingsuchaeplywnodsheathing(TC)and/ordrywati(BC). ^(� .ii responsibility o ng designer. 3.2ar Impact bridging or lateral bracing required where shown++ 1 R L�- SEQ. : K4 3 715 5 4 4.No load should be applied to any component until after all bracing and 4.Inatanadon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component and are or"dry itikdl be 'of use. 5.CompuTrus has no control over and assumes noresponsibifty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 wry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 13,2018 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 TPINYTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by r Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2-10=(-251) 89 10- 3=( -14) 170 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -69) 347 10-11=(-256) 88 3-11=) -470) 167 _ WEBS: 2x4 KDDF STAND 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 246 LOADING 4- 5=( -74) 220 12-13=( -48) 469 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"OC. U019. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-565) 90 12- 6=( -765) 194 TOTAL LOAD = 92.0 PSF 7- 8=(-980) 274 6-13=) 0) 450 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 13- 7=) -346) 227 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -40/ 163V -131/ 132H 119.00" 0.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -74/ 111V 0/ OH 119.00" 0.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -91/ 566V 0/ OH 5.50" 0.91 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 13-00 13_00 MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed = 0.781" MAX TL DEFL = -0.055" @ 17'- 8.8" Allowed = 1.042" '' 4' 4' MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0.069" ,r 4 4' T 4' 4' 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS IIM-4x4 MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" M-1.5x4 MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5" 4.0" M-3x5 4,-,(M-3x5 M-3x5 NN� y M-1.5X4 Design conforms to main windforce-resisting 0. system and components and cladding criteria. M-3x4 M-3x5 4 3x4 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y (A11 Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), load duration factor=1.6, `,.... Truss designed for wind loads in the plane of the truss only. M-3x6 _M-1.5x3 I 3 M-2.5x4 or equal at non-structural diagonal inlets. inTruss designed for 4x2 outlookers. 2x4 let-ins ..i i i iii.,''..41111,10413 of the same size and grade as structural top 1111,_ __As011101111111111111111111111.11111M-5x6Iii M-3x4 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M 12 om permissible at inlet board areas only. d, 1 ��cz sa M-3x8Ill +_ a, o ��10" 11 e o 1M-1.5x3 M-5x10 0 0 M-3x4 - 13.00 3.00 1 - 12 12 J' y J' J' y 9-11 3-01 4-08-12 8-03-04 �� PROF J. y b l y l f,Q• Fs 0-08 9-11 7-09-12 8-03-04 y 08 �tJGIN •-• sio2 J. 26-00 <c, y _9200P r' JOB NAME : POLYGON NW PLAN 7-B NH - B1 :AP . • or � Scale: 0.2254 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 47 OREGON A �li Truss: B1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 cote b bracings[be installed where shown+, incorporation of component is the responsibility of the building designer. i pression web ten 2.Deal the m d bottom chords to be lateral braced at �O t 4 24 '� 3.Additional temporary bracing to insure smbility during construction Design assumes p and y is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 1 D'o.c.respectively unless braced throughout Mair length by 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4/1 DATE: 3/13/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s o FR R 1 L2t- SE Tu'4 3 715 5 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connecter. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes Musses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition.'of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design siassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M arc1 1 1 3,2018 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 TPIM?CA in BCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1509) 340 8- 9=(-103) 834 8- 9=(-110) 492 WEBS: 2x9 KDDF STAND 3- 4=(-1318) 345 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=(-1318) 345 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1509) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED SAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f f f I system and components and cladding criteria. 12 12 6.00 M-4x6 Q6.00 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 x4--;( Truss designed for wind loads in the plane of the truss only. >5x3 /A5x< 3 CO M IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIL O O 8 = 9 . coM- 3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 J' l J. y 7-06-03 6-11-11 7-06-03 J 10-00 l 12-00 y ASS, D OpFSI0 J. 22-00 0 os /SO' �NGINE19 /029 ' ' :9200P ` JOB NAME : POLYGON NW PLAN 7-B NH - C2 Scale: 0.2529 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Naber 1.This design is based only upon the parameters shown and is for an individual Truss: C2 end Warnings before construction commences. building component Applicability of design eters and �� , OREGON �� parameters proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �j ZO� �� 3.Additional temporary bracing to insure stability during consbu08on 2 Design assumes the top end bottom chorda to be laterally braced at �0 All r 1 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 (,J4 1 �S wnmpact sheathing such as plywood required et when s and/or drywall(BC). r 1 R I�� 'C) N.' : 3/13/2018 the overall structure is he responsibility of the building designer. 3.20 tinuo sheathing or lateral bracing required where shown++ SEQ. : K4 3 715 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, _ TRANS ID• LINK design loads be applied to anywmponent and are rordycand fie of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipmentnecespry. .t .I p and installation of components. 7.Design assumes adequate drainage is provided. March 13,20 1 V S.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their cantor . TPINJICA in BCSI,copies of which will be furnished upon request lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompoTrus Software 7.6.5(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1898(MiTek) • This design prepared from computer input by _ Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=(-311) 219 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1504) 390 8- 9=(-103) 834 8- 4=(-110) 492 .. WEBS: 2x9 KDDF STAND 3- 4=(-1318) 395 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=(-1318) 345 9- 5=(-311) 219 • TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.093" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 19'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 1' 1' 1' 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting 'r 'f' I .' ' system and components and cladding criteria. 12 12 6.00 p M-4x66.00 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,(-7( Truss designed for wind loads iiiiiiiiiiiiiiiiiiiii in the plane of the truss only. .1\1" M-1.5x3 M-1.5x3 3 • o-, M O ...-41; 4. 0.5mmmmmmmimmummmmmmitommmmmmimmmmmmmimm 01 8G 9 6 ss M-3x9 M-3x4 M-3x5(S) M-3x4 M-3x4 0 J. ).' )' l 7-06-03 6-11-11 7-06-03 y 10-00 1 12-00 y .<<', MOT-4" GINE / )1, 08 22-00 0 08 �4Z�5 �'� FR 01" 89200PE JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2529 -410111!"!1:; . 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 OREGON �Truss: C4 and Warnings before construction commences. building component Applicability of design parameters and proper / A2.2x4 cote b brecin st be installed where shown+, incorporation of component is the responsibility of the building designer. ��" �At' (�`pression wn g mu 2.Desi the to d bottom chords to be lateratl braced at /� •J1 i9 ��+ 441 3.Additional temporary bracing to insure stability during construction gra assumes p an Y 1 4 A 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 /1 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). YVl DATE: 3/13/2018 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ �R R'A SEK4371557 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. 1� Y. Q•' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.somosve environment, design loads be applied to any component. and are for"dry condition.of use. TRANS ID: LINK 5.CompuTrushasnocantroloverandassumesnoreresponsibility 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 Spon necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Marc"I., 13,201 p H 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 TPI7WTCA 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 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.5" ICONS. 2: Design checked for net(-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 conforms to main windforce—resisting system and components and cladding criteria. 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 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 T T T 12 p IIM-4x4 1z 6.00 Q 6.00 3 IIIIIIIIIIIIIIIIIIIIIIIIIIIIII h , O a, I O M-3x5(S) M-3x4 M-3x4 )• y 10-00 12-00 1,. .1, 22-00 \�'\<G�NGI FF o _9200P 1 JOB NAME : POLYGON NW PLAN 7—B NH — C1 ir Scale: 0.3904 • 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 7i �� Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper v 2.2x4 compression web bracing must be installed where shown+, incorporation o(componaM is the responsibility o(the building designer. �f �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O "7 r y 2-°\is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 1 P o.c.respectively unless braced throughout their length by 41 DATE: 3/13/2018 the overall structure is the responsibility f Me building deli continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ponsi ty o g gner. 3.2x Impact bridging or lateral bracing required where shown*a MFR R 1 L�- SEQ. : K4371558 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss is Sre responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component and are for"dry condition.of use. 6.Design ass 5.CompuTrus has no control over end assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge if scary. 12-31-2019 abdoasun,handling,shipment and inatellationofnumponente. 7.Design assumes adequate drainage isprovided. March 13,2018 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 TPI!WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines, B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESN-1888(MiTek) • • This design prepared from computer input by • ' Pacific Lumber and Truss—BC , LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting • system and components and cladding criteria. 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 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 f T ur 12 12 TIM-4x4 6.00 6.00 1. M M P11 ( // C I I 0 M-3x5(5) M-3x4 M-3x4 J. y >y 10-00 12-00 �p PRpF yo 08 zz oo ��� C31NE::6S7'.O 2 11 9200P 9r JOB NAME : POLYGON NW PLAN 7-B NH - C3 Scale: 0.3904 --. 7d°11". AP•jipmr., WARNINGS: GENERAL NOTES, unless otherwise noted: li 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. 43 OREGON D' ��(/� Truss: C3 and Warnings before construction commences. building component Applicability of design parameters and proper A 2.2x4 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. / q y ?-°N j° �{ 3.Additional temporary bracing t insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _74 "il� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughoutd/ordtheir length by 1 V continuous sheathing such as plywood sheathing(TC)and/ordrywe6(BC). ' R R I Lk- DATE: 3/13/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K4371559 4.No load should be applied t any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and atm time should any Toads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied t any component and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility or the S Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 1 3,2018 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4.00 D LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:4,3,2 I • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I 01 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, ,-I Truss designed for wind loads I in the plane of the truss only. N 0 I Ln / 1 I M 0 /0 4 X 3 M-3x8 J• y 3-00 1 y 4-00 �,�Eo PROFFss ,c 89200PE f JOB NAME : POLYGON NW PLAN 7-B NH - D2 ..-- Scale: 0.9259 ---& • WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �) /�_0' 4/ Truss: D2 and Warnings before construction commences. building component Applicability of design parameters end proper J4 OREGON• tV 2.2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility piths building designer. �y 1 2:3\� ��,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'O 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 t continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/13/2018 the overall structure is the responsibility piths building designer. 3.a Impact bridging or lateral bracing required where shown++ �4`R R I L�- SEQ.: K4 3 715 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners era complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, • TRANS I D: LINK design loads be applied to any component and are or"dry condition.of use. 5.Ioe Tma has no control over and assumes no res 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu responsibility for the necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 13,20 1.t8 ` 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 TPIM/1CA in BCS1,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,InoiCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MTek) • • This design prepared from computer input by Pacific Lumber and Truss-BC , .- LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1-9=(-35) 32 2-4=(-99) 81 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -7) 3 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"01. LION. 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 1'- 0.0" -24/ 205V -18/ 93H 5.50" 0.31 KDDF ( 625) 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) JT 1: Heel to plate corner = 5.25" LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or-spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.002" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.009" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.004" @ 2'- 5.2" Allowed = 0.239" f SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" 9.00 G,- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !, load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 3 -/ Truss designed for wind loads 2 in the plane of the truss only. II II N ,i O Lr) 111101' I I M 0 M-3x8 M-1.5x3 l y 3-00 y y 4-00 �< cO PROppss �G?�5 ��GtN�4cR /p29 '' 89200PE Ar JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6335 'c iiier�� 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 OREGON }� Truss: D1 and Warnings before construction commences. building component Applicability of design parameters and proper A t 2.2z4 compression web bracing must be installed where shovel+, incorporation of component is the responsibility of the building designer. \ �� 3.Additional tam bracing to insure stabil' Burin traction 2.Design assumes me top and bottom chords to be laterally braced at 'y temporary g stability g cons 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� f Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). VDATE: 3/13/2018 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : K 4 3 715 61FR R 1 L�- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes,tisses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component a and for"dry Abeerin of all supports shovel.Shim or wad 5.CompuTrus has no control over and assumes no responsibility for the =n assumes g ppo EXPIRES: 12-$1-2019 nary. fabrication,handing,shipment and installation at components. 7.Design assumes adequate drainage is provided. March 13,2018 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 TPINVrIA in SCSI,copies of which will be fumished upon request lines coindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1013/3(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-49) 64 3-5=(-265) 185 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-105) 87 WEBS: 2x9 KDDF STAND 3-9=( -13) 6 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -52/ 422V -32/ 93H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0" -91/ 399V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = -0.293" @ 3'- 11.9" Allowed = 0.964" MAX TC PANEL TL DEFL = -0.250" @ 3'- 11.9" Allowed = 0.696" 7-06-12 0-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 7'- 6.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 6.8" 9.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), all load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads re in the plane of the truss only. i 0 0 I N rl 1 m M 2 � 5 O M-3x4 M-1.5x3 J• y ). 7-06-12 0-07-04 l k y 0-08 8-02 ��RtiD P R pFFs� �� JC'INEFR /�i� 89200PE �I JOB NAME : POLYGON NW PLAN 7-B NH - E2 Scale: 0.5535 . • WARNINGS: GENERAL NOTES, unless otherwise noted: Q /}'• 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual -yL "�7 OREGON �.((/ Truss: E2 end Warnings before construction commences. building component Applicability of design parameters and proper 2.2t4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �J �O� �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O'11R y 1I is the responotolity of the erector.Addhional permanent bracing of T o.c.and et 10'o.c.respectively unless braced throughout their length by (�,1 DATE: 3/13/2018 the overall structure is the responsibility f the buildingdeli continuous sheathing such as plywood sheathing(TC)envier drywaa0(BC). A {/V1 sponsi ty o designer. 3.2r Impact bodging Sr lateral bracing required where shown++ C O I�` SEQ. : K4 3 715 62 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. n v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are B be used in a noncorrosive environment, ,. TRANS I D• LINK design loads be applied to any componentand are or"dry cord on"of use. 5.CompuTrus has no control over and assumes no responsibility for Sre 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. ta. T.Design assumes adequate drainage is provided. March 13,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPIIW1CA in SCSI,copies of which will be famished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MTek) • • This design prepared from computer input by Pacific Lumber and Truss—BC , LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-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 conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads • LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12 9.00 17 3 O JO . M111111111 O O CO 01 NI or— _ I A 4 O M-3x4 y y b 0-08 8-02 _ �<ev, P R OFs6' �@ �NGINFF'9 /"2� `t' 89200PE r" JOB NAME : POLYGON NW PLAN 7—B NH — El 4p, Scale: 0.6660 1' ` I 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 OREGON A 4/ Truss: El and Wamings before constructor)commences. building component Applicability of design parameters and proper 44, A. A V /� 2.2x4 cote b bracing the installed where shown incorporation of component is The respondbilRy of the building designer. "' compression we g mus 2.Desi the top d bottom chorda to be lateral) braced at iQ '9 y 14 24 "•�- 3.Additional temporary bracing to insure stability during construction Design assumes p an y by is the responsibility of Me erector.Additional permanent bracing of 2co'continuous and et ea0.o.c.respectively unless braced throughout their length). t ntinuous sheathing such as plywood sheathing(TC)and/or dryvnll(BC). DATE: 3/13/2018 to overall structure is Che responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . FIR`I..`„ SE K 4 3 715 6 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• 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. TRANS ID: LINK 5.CompuTrus has nocontrol over and assumes noresponsibility or he 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 scary. p fabrication,handling,shipment and installation of components 7.Design assumes adequate drainage is provided. March t,I .l 13 h 20.l 1(J 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter TPIM?CA in BCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 24 2-5=(-31) 33 3-5=(-172) 133 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-70) 48 WEBS: 2x9 KDDF STAND - 3-4=(-13) 6 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -44/ 305V -19/ 59H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -27/ 226V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.026" @ 2'- 8.2" Allowed = 0.259" MAX TC PANEL TL DEFL = -0.029" @ 2'- 6.4" Allowed = 0.388" 4-07-12 0-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS ' 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.8" 4.00 177 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads n in the plane of the truss only. N ' 0 0 N 1.0 T7 1 - LI - rr: 0 1 2 5 �<,_ 0 M-3x4 M-1.5x3 l y y 4-07-12 0-07-04 k )' k 0-08 5-03 PR Opp„ N �NGEF �O'7 � `-44 9r :9200PE JOB NAME : POLYGON NW PLAN 7-B NH - E3 !° Scale: 0.5992 = •1 WARNINGS: GENERAL NOTES, unless otherwise noted: o 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indiNdual 7. •/ OREGON /z- Truss: E3 end Warnings before construction commences. building component Applicability of design parameters end proper v OREGON l I V Lam(/ Z 2z4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2 ��'` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at IO 4/i' 1 4is the responsibility of the erector.Additional permanent bracing o! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 0. DATE: 3/13/2018 the overall structure is the responsibility of the building designer. continuous ridging or such i tracing re aired vogue send/or dryw•atl(BC). `_ V 3.2x Impact bridging or latent bracing required where shown++ �R R f ` VVV SEQ. : K4371564 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes lasses are to be used in a noncorrosive environment . ds be applied any rat and are for"dry,condNon"of use. deli TRANS ID: LINK gra"a ppie ycompone 5.CompuTrus has no control over and assumes no responsibility for the 6.DB scary. Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment pmeMandinshllationofcomponems. 7.Design assumes adequate drainage isprovlded. March 13,2018 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 TPIANrCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate size of plate in inches. Mil"ek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by - Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-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 conforms to main windforce-resisting _ system and components and cladding criteria. 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 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. 4.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 I • 0 O N in 1 MI 0 .44111 M-3x4 J' l > 0-08 5-03 - (,, PR OFFss � c?Ncp �NG1NE�R /0 89200PE r' JOB NAME •. POLYGON NW PLAN 7—B NH — E4 Scale: 0.7932 '� / �c4`�"---. 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 O OREGON b 4/ Truss: E4 and Warnings before construction commences. building component Applicability of design parameters and proper A bE 2.2x4 compression web bracing must be installed where shown+, 4. incorporation of component is the responsibility of the building designer. ., ��I 1' �O` �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '1)- I is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 �P DATE: 3/13/2018 the overall awcmre is the responsibility f me building desi continuous edging or such as acing rplywood airedsheathere shown wn+drywatl(BC). aponai ri o g goer. 3.zx Impact bddgmg or lateral bracing required where mown++ FR R I L\- S E K4 3 715 6 5 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at rw 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. TRANS I D: LINK 5.CompuTrus has no controls over end assumes no responsibility or the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabs desig,handling,shipment and installation of components. 7.Designoassumes adequate drainage is provided. March 13,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall ba located on both faces of truss,and placed so their center TPIMWTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes 4 PLATE LOCATION AND ORIENTATION s/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury raniDimensions are in ft-in-sixteenths. • 44 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For 0' 16 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ .. 0 bracing should be considered. I O O= 3. Never exceed the design loading shown and never a U stack materials on inadequately braced trusses. CI_ 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation, locatedesigner,erection supervisor,property owner and plates 0 'i/' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior II (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. till10 reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111 project engineer before use. 1017:-.1w 18.Use of green or treated lumber may pose unacceptable ...-7.1....-.4 environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, F-/I i'e k,, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/I-PI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4RoseburgJ2 MAIN RECE1VED 44 pin 1 rrrst I'radducts(lornp.rm 1 of 1 CS Beam 2016.4.0.5 DEC 0 6 2018 kmBeamEngieF 4.13.19.1 Materials Database 1547 CITY OF TIGARD Member Data FPtIlleDI VG DIVISION Description: Member Type: Joist Application: o Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 / / / 1450 11 70 9 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design 9 Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int. Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" U681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L. HENDERSON EWP MANAGER Strong''Tie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam orgirdert shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 5013-858-cARI