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Plans (5) MSrZotct-W320 r 409 203(055N161 51 IN•lmi lot MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 4063-B POLYGON mod 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: K6437761 thru K6437777 My license renewal date for the state of Oregon is December 31,2019. <AO PRO1 *\ 0.0 NGIN w� EF9 /O,9 89200PE OREGON Ix 4,/ <0 -9y 14, 2 "4' 4,7 •R July 24,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 9.3" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2X4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2- 8=(-163) 960 3- 8=(-289) 165 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1238) 231 8- 9=1 -67) 659 8- 9=( -92) 365 WEBS: 2x9 KDDF STAND 3- 9=(-1010) 156 9- 6=(-163) 960 4- 9=( -92) 365 LOADING 4- 5=(-1010) 156 9- 5=(-289) 165 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1238) 231 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 60 TOTAL LOAD= 92.0 PSF OVERHANGS: 12.0" 12.0" 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" -107/ 1011V -117/ 117H 5.50" 1.62 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 4.3" -107/ 1011V 0/ OH 5.50" 1.62 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 nsf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.029" @ 8'- 7.5" Allowed = 1.022" MAX TL DEFL = -0.099" @ 8'- 7.5" Allowed = 1.362" 10-08-02 10-08-02 MAX LL DEFL = -0.002" @ 22'- 4.3" Allowed = 0.100" MAX TL DEFL = -0.003" @ 22'- 4.3" Allowed = 0.133" 5-06-11 5-01-07 5-01-07 5-06-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS f f T f f 12 12 MAX HORIZ. LL DEFL = 0.019" @ 20'- 10.7" M-4x6 MAX HORIZ. TL DEFL = 0.023" @ 20'- 10.7" 7.50 .17,50 4.0" 4 d'-,( Design conforms to main windforce-resisting /11\1system and components and cladding criteria. Wind: 120 mph, h=22.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 ,o ildlL ko I'S m �_ EIB _i �,a O 8 9 6 o M-3x4 M-3x4 M-3x4 M-3x4 cp M-3x6(5) y y 8-07-08 4-01-04 8-07-08 y P n 0 9-05-09 11-11 ��E fl FFss y ), J' y �� 0AG1NEF9 /02 1-00 21-04-04 1-00 9 :9200PE r • JOB NAME : 4063-B POLYGON - Al , �.•�- Scale: 0.2650 ��t/ • • WARNINGS: GENERAL NOTES, unless upothervdNe arameter 7, OREGON lr✓� • 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper Aa 2.2a4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the building designer. / ��11' �O`µ�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chortle to be laterally braced at -7 T Is the responsibility of the erector.Additional permanent basing of 2'o.c.and at ea c.c.respectivelyplywoodunless braced)TC)and/or r dty length by O 14, iii DATE: 7/24/2019 the overall structure is the res bit f the building designer. ZY Impact sheathing such l bs required where and/or drywall(SC). poncl p o g 3.In boil Crus is lateral bracinggityoshowncontractor. ER R411'1. f L�- SEQ.: K6437761 4.Noeetlshouldmbe lee antoono component any loads gll reater than 4.Designtionoftrussisths are to b bitty itheo-o rrosicoenactor. fasteners are complete and at no time should any Toads greater 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"thy condition"of use. 6.Comp",rug has no control over and assumes no responsibility for Me 6.Design assumes Ml bearing at al supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. July 24,2019 6.This deign is furnished subject to the limitations set forth by 6.Plates shall be boated on both faces of truss,and placed so their center TPYW0CA 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,Ino./CompuTrus Software 7.6.8)1L)-E tO.For bask connector plate design values see ESR-1311,ESR-1968(MiTek) INIMIONI This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 " TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-163) 960 3- 8=(-289) 165 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1238) 231 B- 9=( -67) 659 B- 4=( -42) 365 WEBS: 2x9 KDDF STAND 3- 4=(-1010) 156 9- 6=(-163) 960 4- 9=( -42) 365 LOADING 4- 5=(-1010) 156 9- 5=(-289) 165 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1238) 231 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 60 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -107/ 1011V -117/ 117H 5.50" 1.62 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 4.3" -107/ 1011V 0/ OH 5.50" 1.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.029" @ 8'- 7.5" Allowed = 1.022" MAX TL DEFL = -0.049" @ B'- 7.5" Allowed = 1.362" MAX LL DEFL = -0.002" @ 22'- 4.3" Allowed = 0.100" ` 10-08-02 10-08-02 MAX TL DEFL = -0.003" @ 22'- 4.3" Allowed = 0.133" I- f 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-06-11 5-01-07 5-01-07 6-06-11 MAX HORIZ. LL DEFL = 0.014" @ 20'- 10.7" MAX HORIZ. TL DEFL = 0.023" @ 20'- 10.7" 12 12 7.50 177 M-4x6 ' 7.50 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. M-3x6 ' M-3x6 JL, Wind: 120 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads M-1.5X9 )1 M-1.5X9 in the plane of the truss only, M-3x6 `� / M-3x6 M-1. X3 M-1.5X3 Truss designed for 9x2 outlookers. 2x4 let-ins M-3x6 M-3x6 of the same size and grade as structural top ' "' chord. Insure tight fit at each end of let-in. ' ,I Outlookers must be cut with care and are permissible at inlet board areas only, M-1.5x9 y1 oM-3x�.I ,ol -3x6 0 o 6 L3� 9 i o O M-3x9 M-3x4 M-3x9 M-3x4 O M-3x6(S) 1, 1, b 1, y y 8-07-08 9-01-09 8-07-08 y LD QF • ti� PR FS b ,, 9-05-04 11-11 l b \Co NG1NEL� s/� �� 9 2 1-00 21-04-04 1-00 89200PE r JOB NAME : 4063-B POLYGON - A1GE - r '� • - Scale: 0.2525 •��,.• WARNINGS: GENERAL NOTES, unless otherwise noted: 1 rt 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 -yf OREGON bt 11,E Truss: A1GE and Warnings before construction commences. building component.Applicability of design parameters and proper 4, 2.204 compression web bracing must be installed where shown w. incorporation of component is the responsibility of the building designer. �/ .9 20\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 1I P is the responsibilty of the erector.Additional permanent bredng of Z o.c.end at 10'o.c.respectively unless braced throughout their length by s /y DATE: 7/29/2019 is the rral structure lathe responsibility of buildingd continuous sheathing such as plywood uireding(TC)and/or drywall(BC). YV1 the sponsi ry o designer. 3.20 Impact bridging or lateral bracing required where shown.i �C]I�� S E K 64 37 7 62 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 1� 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing a1 all supports shown.Bhlm or wedge d EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.T.oetes haleaaaedoneothfaceisprusised. July 24,2019 8.This design is furnished subject to the limitations set forth by e.plates shat be located on both faces of truss,and placed so their canter TPIIW1 CA in BCBI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In Inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L}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 21'- 4.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-93) 412 3- 8=(-323) 168 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-551) 147 8- 9=(-55) 115 8- 4=( -45) 387 WEBS: 2x9 KDDF STAND 3- 4=(-318) 80 9- 6=(-59) 115 4- 9=(-613) 193 LOADING 4- 5=( -87) 202 9- 5=(-341) 171 \ TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-213) 105 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 60 TOTAL LOAD= 42.0 PIF OVERHANGS: 12.0" 12.0" 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" -59/ 633V -117/ 117H 5.50" 1.01 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12'- 8.8" -120/ 980V 0/ OH 5.50" 1.47 KDDF ( 625) 21'- 4.3" -38/ 443V 0/ OH 5.50" 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I (PROVIDE FULL BEARING;Jts:2,9.6 GOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 10-08-02 10-08-02 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T f MAX LL DEFL = -0.010" @ 5'- 5.7" Allowed = 0.602" 5-06-11 5-01-07 5-01-07 5-06-11 MAX LL DEFL = -0.002" @ 22'- 4.3" Allowed = 0.100" f 1 . f f MAX TL DEFL = -0.003" @ 22'- 4.3" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.058" @ 4'- 2.7" Allowed = 0.531" 12 12 MAX BC PANEL LL DEFL = -0.095" @ 17'- 1.6" Allowed = 0.397" 7.50 V M-4x6 7 50 MAX BC PANEL TL DEFL = -0.189" @ 17'- 1.6" Allowed = 0.529" 4 0„ SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL = 0.004" @ 20'- 10.7" /1111\1 MAX HORIZ. TL DEFL = 0.006" @ 20'- 10.7" Design conforms to main windforce-resisting system and components and cladding cri aria. Wind: 120 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads filkik ./AhillihllIllblh.." in the plane of the truss only. o to o o I I 0 M-3x4 M-3x4 M-3x4 M-3x4 o M-3x6(5) 1• ci 1- 1, 8-07-08 4-01-04 8-07-08 y y y PROF .!l D �1 9-05-04 11-11 '``��CIF�VS 1-00 21-04-04 1-00 89200PE 9r JOB NAME : 4063-B POLYGON - A2 ,/'� Scale: 0.2650 WARNINGS: GENERAL NOTES, unless otherwise toted: Z 7 OREGON tcr. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ate, /� 2.2s4 compression web bracing must be installed where shown.. incorporotbn of component is the responsibility of the building designer. / al �o\µ�` 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _7 /� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 P o.c.respectNety unless braced throughout their length by T f Iasi?, continuous sheathing such as plywood abeathing(TC)end/or tlrywall(BC). �A PRO- SEQ.: �� V DATE: 7/24/2019 the overall structure is the responsibility of me building designer. 3.2x Impact bridging or lacers!bracing required where shown.. -,//`� SEQ.: K64 3 7 7 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. 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 bads be applied to any component. and are for"dry contlaion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all shown.Shim or wedge if EXPIRES: 12-31-2019 '' fabdcalion,handling,shipment and installation of components. - necessary. 7.Design assumes adequate drainage is provided. July 24,2019 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 TPINVICA In BCS(,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)11)-E 10.For basic connector plate design values see ESR-1311,EBR-1958(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.3" IBC 2015 -MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 7=(-163) 961 3- 7=(-289) 165 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-1239) 231 7- 8=( -67) 660 7- 4=( -42) 365 WEBS: 2x4 KDDF STAND 3- 4=(-1012) 156 8- 6=(-164) 964 4- 8=( -42) 367 LOADING 4- 5=(-1013) 169 8- 5=(-293) 164 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1241) 232 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -107/ 1017V -110/ 115H 5.50" 1.63 KDDF ( 625) •' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 4.3" -106/ 896V 0/ OH 5.50" 1.43 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. _ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacino. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.029" @ 12'- 8.8" Allowed = 1.022" MAX TL DEFL = -0.049" @ 12'- 8.8" Allowed = 1.362" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10-08-02 10-08-02 MAX HORIZ. IL DEFL = 0.014" @ 20'- 10.7" 1' 1' '' MAX HORIZ. TL SEEL = 0.023" @ 20'- 10.7" 5-06-11 5-01-07 5-01-07 5-06-11 f ' ' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 "17.50 Wind: 120 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 40" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . 4 �,( load duration factor=l.6, NO444 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 Aiiiiiiiii\l" 4/.Ahhhhhhh so so Cs o 7 8 **6 0 o M-3x4 M-3x4 M-3x4 M-3x4 M-3x6(5) b ,1 ), y . b y 8-07-08 4-01-04 8-07-08 y �'R Or ,� U PR /' l Y 9-05-04 11-11 y �� !w\rjtNE •A �/O . 1-00 21-04-04 S/\'` +y -f/ ' k.9210P r lieJOB NAME •. 4063-B POLYGON - A3 Scale: 0.2561 - (' ' WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 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 7L "/OREGON Ola �tL Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown s, incorporation of component is the responsibility of the building tlesigner. /o t' ^O\ 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be throughoutN braced at T •` ^sp T is the responsibllty of the erector.Additional permanent bracing of 7 ntinuouo.c. a[f 0'c.c.rsuch a plyely unless braced ndlmein length by f V continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). M �R ILA'L' �J DATE: 7/24/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown w t ��-III SE K 64 3 7 7 6 4 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. 54•• 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 bads be applied to any component. S. and aslare for"dry condition"m ut au supports shown.shim or we d S.CompuTrus has no control over and assumes no responsibility for thenece9n assumes 9 a ppo dg. EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. scary. 7.Plates shall b el adequate drainagetis truss, July 24,2019 B.This design is furnished subject to the limitations se[forth by 8.Plates shaA be located on both faces of truss,snit placed so their center TPUWTCA in BCSI,copies of which Will be furnished upon request. Ines coincide with pint 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-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 42-00-00 DUTCH TC SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-151) 1599 13- 3=1 0) 375 2x6 KDDF #1&BTR T2, T3 2- 3=(-1976) 318 13-14=(-344) 1930 13- 4=( -367) 206 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1599) 306 14-15=(-344) 1930 14- 4=( 0) 366 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 3- 5=( 0) 0 15-16=(-500) 219 4-15=(-3560) 636 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 42'- 0.0" V 4- 6=( -141) 1448 16-17=(-396) 2645 15- 6=( -663) 129 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 4'- 0.0" TO 38'- 0.0" V 6- 7=( -141) 1448 17-18=(-396) 2645 15- 7=(-2025) 132 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 9=( -74) 361 18-11=(-210) 1837 7-16=( -79) 1261 9-10=(-1837) 304 16- 9=(-3175) 597 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" L 8-10=( 0) 0 17- 9=( 0) 383 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 38'- 0.0" L 10-11=(-2259) 316 9-18=( -870) 196 ALL FLAT TOP CHORD AREAS-NOT SHEATHED ADDL: BC CONC LL+DL= 736.0 LBS @ 20'- 7.7" 11-12=( 0) 60 18-10=( 0) 502 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -88/ 1379V -56/ 56H 5.50" 2.21 KDDF ( 625) M-1.5x9 or equal at non=structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 2.8" -234/ 445BV 0/ OH 5.50" 6.68 KDDF ( 625) vertical members (uon). (P 42'- 0.0" -97/ 1533V 0/ LOH 5.50" 2.45 KDDF ( 625) 1� ROVIDE FULL BEARING;Sts:2,15,11 I' FOND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12-10-05 16-08-08 12-05-03 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.103" @ 12'- 3.8" Allowed = 0.977" 4-06-10 7-09-03 0-06-08 7-04-07 1-04-12 7-09-07 0-03-04 7-09-03 4-06-10 MAX TL DEFL = -0.161" @ 12'- 3.6" Allowed = 1.303" f 1' 1' f f ff f 1' MAX LL DEFL = -0.118" @ 29'- 8.2" Allowed = 1.054" MAX TL DEFL = -0.189" @ 29'- 8.2" Allowed = '1.406" 4-11 ..{{ 4-11 MAX LL DEFL = -0.002" @ 43'- 0.0" Allowed = 0.100" 1126# 1128# T MAX TL DEFL = -0.003" @ 43'- 0.0" Allowed = 0.133" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.50 V HM-9x4+ Q 7.50 MAX HORIZ. LL DEFL = 0.043" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.068" @ 41'- 6.5" M-1.5x3 M-7x6(S) Design conforms to main windforce-resisting system and components and cladding criteria, M-7x10 Wind: 120 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6+ M-3x6+ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x10 load duration factorind Truss designed for wind loads Iiiiiiiiii in the plane of the truss only. M-2.5x4 or equal at non-structural diagonal inlets. M-4x6 4 0.2 fia" M-9x6 F T2 -- + . / :.:1 7 T+3 -- to 0 cw. 7 rtw o o /� 13 19 (115 16 ''17 18 ,,1 ` O h• o .M-4x4 M-3x6 0.25" ' T1-5x12 0.25" - M-3x6 -M-9x9 �Ep PRpFF M-7x6(S) M-4x8 M-7x6(S) o 4, .. s-[� y y y�736# y y y �� NG►NEF,, V' 1-00 4-06-10 7-09-03 7-10-15 19280004 7-09-03 7-09-03 4-06-10 1 00 :9210' 9C' JOB NAME : 4063-B POLYGON - Bl Scale: 0.1402 '' 00P�- . WARNINGS: GENERAL NOTES, unlessotherwix noted: O Cr 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 �/ 4,, OREGON! Truss: B1 and Warnings before construction commences. building component Applicability of design parameters and proper A 2.Zr4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. O �O` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unlade braced throughout their length by a /1 DATE: 7/24/2019 is r spl structure is the re bitcontinuous sheathing such as lywoodaheathing(TC)and/or drywall(BC). {/V1 responsibility of the building designer. 3.to Impact bridging or lateral bracing required where shown•a �1i(']i 1 S EQ.: K 6 4 3 7 7 65 4.No bad should be compappliedlete to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. R L fasteners are complete end at no time should any loads greater than S.Design assumes trusses are to be used in a noncorrosive environment, • TRANS I D' LINK design loads be applied to any component and are for dry condition"awx. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge N EXPIRES: 12-31-2019 - y. fabrication,handling,shipment and installation of components. nece Design ass 7. lsshallbelceduoneofageio rusian placedJuly 24,2019 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and so their center TPIhVlCA In SCSI,copies of which will be furnished upon request. linea coincide with pint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-19138(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 3-00-00 GIRDER SUPPORTING 21-09-09 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-19) 42 1-5=(-68) 67 1-2=(-81) 36 BC: 2x8 KDDF #1&BTR 2-3=(-56) 52 2-5=(-68) 75 WEBS: 2x9 KDDF STAND LOADING 3-4=(-13) 6 5-3=(-60) 59 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 3'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 291.9)+DL( 189.5)= 926.4 PLF 0'- 0.0" TO 3'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -59/ 736V -27/ 57H 5.50" 1.18 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 0.0" -93/ 736V 0/ OH 5.50" 1.18 KDDF ( 625) will have 1.5" max, nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP V,OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = -0.003" @ 1'- 6.0" Allowed = 0.090" MAX BC PANEL TL DEFL = -0.005" @ 1'- 6.0" Allowed = 0.121" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.5" 1-04-07 1-03-13 0-03-12 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.5" 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 000/ M-3 •o o 0 ,_ I ..„ .....,, CJI r, MI mt I o .IIM * 1 _ * 5 M-3x12 M-7x10 • y 2-06-08 0-05-8 ��,ED P�OF�s y 3-00 y �� .NGINEF'9 `r/D2 ,......-41 89200PE r JOB NAME : 4063-B POLYGON - AGIRD -1jar Scale: 0.5751 Kg. • WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON pi 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and W for an individual w Truss: AGIRD and Warnings before construction commences. budding component.Applicability of design parameters and proper N /� 2.2a4 compression web bracing must be installed where shown•. incorporation of component is me responsibility of the building designer. GiO '9Y ^O� �` ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I 2- Is Me responsibility of the erector.Additional permanent bracing of 2 o.c.and at t0'o.c.respectively unless braced throughout their length by /� a f /t continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). 4I R R 11...\-ON DATE: 7/24/2019 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• SII S E K 64 3 7 7 6 6 4.No dad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 54' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design dads be applied to any component. and are for"dry cond ion"o/use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the fi.Design assumes uBbeadngetalsupports shown.Shim orwedge lf EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. T.Design ssltolbassumes adequate bodrainage io trussed. July 24,2019 8.This design is furnished subject to the limitations set forth by S.Mates shat be located on both faces of truss,and placed so their center TPVW1CA in 6151,copes 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(1L)-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 42'- 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) 60 2-10=(-412) 2409 3-10=(-315) 271 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2789) 693 10-11=(-256) 2004 10- 4=(-169) 606 WEBS: 2x9 KDDF STAND 3- 4=(-2671) 796 11-12=(-163) 1487 4-11=(-689) 392 LOADING 9- 5=(-2109) 708 12-13=(-267) 1893 11- 5=(-290) 1032 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2109) 708 13- 8=(-414) 2229 5-12=(-290) 1032 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2671) 796 12- 6=(-689) 392 TOTAL LOAD= 42.0 PSF 7- 8=(-2789) 693 6-13=(-169) 606 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 60 13- 7=(-315) 271 LL = 25 PSF Ground Snow (Pg) 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -210/ 1878V -241/ 241H 5.50" 3.00 KDDF ( 625) 42'- 0.0" -210/ 1878V 0/ OH 5.50" 3.00 KDDF ( 625) GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc s0acina. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.143" @ 17'- 0.0" Allowed = 2.054" MAX TL DEFL = -0.233" @ 17'- 0.0" Allowed = 2.739" MAX LL DEFL = -0.002" @ 43'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 43'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.065" @ 41'- 6.5" 21-00 21-00 MAX NORIZ. TL DEFL = 0.104" @ 41'- 6.5" f f T 7-03-07 6-10-04 6-10-04 6-10-04 6-10-04 7-03-07 '1 f j' f 4' '( T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 Q 7.50 Wind: 120 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 4-4 load duration factor=l.6, i\ Truss designed for wind loads in the plane of the truss only. M-5x8(5) %.1' M-5x8(5) 0.25" 0.25" 4\ 1;1,, + + M-1.5x3 / M-1.5x3 .1( tip v> \ kr:, 0 0 / 10 11 , 'r12 13 ' ` o C R0i - I M-3x6 M-3x4 0.25" 0.25' M-3x4 M-3x6 to `��D PROFFS o y y M-5x6(5) M-5x6(5) y y \C' �O )' i' 8-07-15 8-04-01 4 8-0000 8-04-01 6-07-15 1-00 yyi' J' 89200PE 9r. JOB NAME : 4063-B POLYGON - B2 -di .: • Scale: 0.1902 WARNINGS: GENERAL NOTES, unless otherwise noted: t3 E OREGON 11., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: B2 and Warnings before construction commences. building component.Applioabligy of design parameters and proper A a� 2.204 compression web bracing must be installed Altera shown 4. incorporation of component is the responsibility of the building designer. �/ .41' �Q0)\ \N_ 3.Additional temporary bracing to insure stability during construction 2.Design savior the top antl bottom chord to be laterally braced el O T !I is the responsibility of me erector.Additional permanent bracing of 2.o.c.and at 10 o.c.respectively unless braced throughout their length by "Y f the overall structure is the responsibility of buildingdeli continuous sheathing such as plywood sheathing(TC)and/or drywal(ec). DATE: 7/24/2019 sponsi ity o designer. 3.20 Impact badging or lateral bracing required where shown.. iliFR R 10, SEQ.: K6437767 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 mads greater men 5.Design assumes tmsaes are to be used In a noncorrosive environment. TRANS ID: LINK design loads be applied to any component and are for-dry cantlnianofuse. S.CompuTrushas racoMrolover and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. T.Design hassumes adequate both faces a softrusised. July 24,2019 6.This design is furnished wbject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so(heir center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Int./CornpuTrus Software 7.6.8(1L)-E to.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 92'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KDDF#1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-10=(-1770) 1752 10- 3=(-1114) 1039 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-3299) 3336 10-11=(-1812) 1795 3-11=(-2100) 2008 WEBS: 2x4 KDDF STAND 3- 4=(-3159) 3277 11-12=(-3710) 3618 11- 9=( -497) 959 LOADING 9- 5=(-2057) 2253 12-13=(-3900) 3531 4-12=(-1372) 1252 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -70) 909 13-14=(-2395) 2830 12- 5=(-1924) 1055 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -999) 822 19- 8=(-2399) 2832 12- 6=(-1725) 1233 TOTAL LOAD= 42.0 PSF 7- B=(-2260) 1729 6-13=( -956) 868 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 60 13- 7=(-1292) 935 LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 305 BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -1727/ 1907V -242/ 292H 295.50" 3.05 KDDF ( 625) 7'- 3.5" -959/ 1291V 0/ OH 295.50" 1.99 KDDF ( 625) 13'- 12.0" -595/ 894V 0/ OH 295.50" 1.93 KDDF ( 625) 21'- 0.0" -687/ 2196V 0/ OH 0.00" 0.00 KDDF ( 625) 42'- 0.0" -893/ 1430V 0/ OH 5.50" 2.29 KDDF ( 625) I- Full height blocking is required at left bearing '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.026" @ 21'- 0.0" Allowed = 0.027" MAX TL DEFL = -0.031" @ 21'- 0.0" Allowed = 0.036" 21-00 21-00 MAX LL DEFL = -0.055" @ 34'- 8.5" Allowed = 1.027" T f '8 MAX TL DEFL = -0.072" @ 34'- 8.5" Allowed = 1.369" Allowed = 0.150" 7-05-03 6-10-04 6-08-08 6-08-08 6-10-04 7-05-03 MAX LL DEFL = -0.002" @ 43'- 0.0" f f f f f f f MAX TL DEFL = -0.003" @ 43'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.50 M-4x6 Q 7.50 MAX HORIZ. LL DEFL = -0.122" @ 7'- 3.5" MAX HORIZ. TL DEFL = -0.127" @ 7'- 3.5" 4.0" 5 44( -4:44: \ COND. 3: 250.00 PLF SEISMIC LOAD. 3.1 SHEARWALL 0.00 to 20.23 NOTE: TRUSS DESIGN ASSUMES UNIFORM M-3x6 M-3x4 SHEAR TRANSFER +e Design conforms to main windforce-resisting M-5x8(5) system and components and cladding criteria. M-5x6(5) Wind: 120 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, moo, +I + +I +. �ti Truss designed for wind loads in the plane of the truss only. i, .V., 0 0 14 o /7.-11.4010 -i .. 12 'r13- 19 s O ��Ep PRO1rF o M-3x6 1.25" 0.25" M-1.5x3 -M-4x4 0l C r y4x8 y M-5x6(S) My3 x8 M-5x6(S) b l �w\GIN E�� (S, y y 7-03-07 6-08-08 7-00 7-00 6-08-08 7-03-07 l y 1-00 42-00 1-00 89200PE r JOB NAME : 4063-B POLYGON - B2DRAG / . Scale: 0.1902 WARNINGS: GENERAL NOTES, unless otherwise noted: D �(, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s for en individual OREGON Truss: B2DRAG and Warnings before construction commences. building component.Applicability of design parameters and proper A /� 2.2v4 compression web bracing mud be installed where shown•. incorporation of component is the responsibility of the building designer. �/ ��1' to \��` 3.Addillonal:mporery bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7� 4 •- is the responsibility of the erector.Additional permanent tirades of 2'continuous and at 10'o.c.suchaplywoody unless braced throughout their length by a ...i.v., DATE: 7/24/2019 the overall structure Is the res bitof the bmldin dee sheathing such as sheathing(TC)anmor drywan(BC). SFR R`1- YV ponsi W g designer. 3.20 Impact bridging or lateral bracing required where shown•• 1 1� SE K64 3 7 7 6 8 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the responsibility or the respective contractor. 4•• 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 TRANS ID: LINK design loads be applied to any component. B. and are for"dry condition" ai supports shown.shim or we g S.CompuTrus has no control over and assumes no responsibility for the Design assumes bearing at ppo wedge EXPIRES: 12-31-2019 • nece fabrication,handles,shipment and installation of components. ssaty. truss, •7.Design assumes adequate drainage is provided. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center J U t/24,2019 TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. a 9.Digits indloate sea 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-1888(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 5l&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-10=(-412) 2909 3-10=(-315) 271 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=(-2789) 643 10-11=(-256) 2009 10- 4=(-169) 606 WEBS: 2x9 KDDF STAND 3- 4=(-2671) 746 11-12=(-163) 1987 9-11=(-689) 392 LOADING 4- 5=(-2104) 708 12-13=(-267) 1893 11- 5=(-290) 1032 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2104) 708 13- 8=(-414) 2229 5-12=(-290) 1032 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2671) 746 12- 6=(-689) 392 TOTAL LOAD = 92.0 PSF 7- 8=(-2789) 643 6-13=(-169) 606 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 60 13- 7=(-315) 271 LL = 25 PSF Ground Snow (Pg) 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 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -210/ 1878V -291/ 291H 5.50" 3.00 KDDF ( 625) 92'- 0.0" -210/ 1878V 0/ OH 5.50" 3.00 KDDF ( 625) FOND. 2: Design checked for net(-5 lost) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.143" @ 17'- 0.0" -Allowed = 2.054" MAX TL DEFL = -0.233" @ 17'- 0.0" Allowed = 2.739" MAX LL DEFL = -0.002" @ 43'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 43'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.065" @ 41'- 6.5" 21-00 21-00 I MAX HORIZ. TL DEFL = 0.104" @ 41'- 6.5" 7-03-07 6-10-04 6-10-04 6-10-04 6-10-04 7-03-07 T 1' 1 f T • 1' 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 Q 7.50 Wind: 120 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 'f9 load duration factor=l.6, ON Truss designed for wind loads in the plane of the truss only. M-5x8(5) t.1' M-5x8(5) 0.25" 0.25" + M-1.5x3 -1.5x3 \ l'.... 7/ \IIN l0 / w O o o / 10 11 12 13 o P p of M-3x6 M-3x4 0.25" 0.25" M-3x4 M-3x6 0l �(� 'D r n OF�(1s M-5x6(S) M-5x6(5) • ` V ; ,I' y y b b ��• ��GINS F9 /0� l y 8-07-15 8-04-01 8-00 8-04-01 8-07-15 b l ,9 1-00 42-00 1-00 89200P t JOB NAME : 4063-B POLYGON - B3 A �'/: • Scale: 0.1902 WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON c' 1.Builder end erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual Truss: B3 and Wamings before construction commences. building component.Applicability of design parameters and proper A 2.2c4 compression vreb bracing must be installed where shown t. Incorporation of component a the responsibility of the building designer. �/ 47 OREGON �0\� 1� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be aterelly braced at -7 I /] �"F1•• b the responsibility of the erector.Additional permanent bracing of T o.c.end e1 1 Crea o.c.respectireN unless braced throughout their length by T s DATE: 7/24/2019 IM overall structure a Me res bit' t the building de continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4'1NV ponsi tyo g signer. 3.lnImpact bridging ortherelbracing required where shown FRRIO- SEQ.: K 64 3 7 7 6 9 4.No load should co becompappliedlete to any time component until after all greater and 4.Installation or buss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater Nan 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 a.Design assumes MI bearing at alsupportsshown.Shim orwedgeif EXPIRES: 12-31-2019 a CompaTnua has no control over and assumes no respnnsiaRy for the • necessary. fabrication,handling,shipment and installation of components. 8.This designfurnished subject to the limitations set forth byT.Design assumes adequate todrainageth Is grossed. i. 1s.piescnceeithatenaeehac.aorvasa,andwavedsomeincenter July 24,2019 TPI/WTCA b[SCSI,copies of Mich will be furnished upon request. Digit coincideimalwith joint center inches.9.Digits indicate sol r pplatee ign values MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values gee ESR-1311,ESR-1998(MiTek) - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-322) 1690 3-13=(-1134) 231 7-19=(-977) 971 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2328) 591 13-14=( -33) 157 3-15=( -493) 2014 19- 8=(-380) 984 WEBS: 2x9 KDDF STAND 3- 9=(-3986) 936 15-16=(-781) 3577 13-15=) -338) 1797 8-20=(-288) 1052 LOADING 4- 5=(-3019) 706 16-17=(-437) 2575 14-15=( -4) 48 20- 9=(-689) 393 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2491) 673 18-19=( -14) 74 15- 9=( -49) 534 9-21=(-167) 600 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2449) 775 19-20=(-164) 1417 4-16=(-1013) 350 21-10=(-314) 270 TOTAL LOAD = 42.0 PSF 7- 8=(-1997) 759 20-21=(-267) 1830 16- 5=( 0) 353 OVERHANGS: 12.0" 12.0" 8- 9=(-2029) 708 21-11=(-915) 2194 5-17=1 -596) 201 LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 744 6-17=) -255) 164 10-11=(-2746) 644 18-17=( -4) 44 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 17- 7=( -299) 997 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 17-19=1 -185) 1689 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) 0'- 0.0" -210/ 1878V -242/ 242H 5.50" 3.00 KDDF ( 625) 42'- 0.0" -210/ 1878V 0/ OH 5.50" 3.00 KDDF ( 625) • Des'... cue ed fo a- - . _. s•acin. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 0-11-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 21-00 21-00 MAX LL DEFL = -0.179" @ 12'- 6.3" Allowed = 2.059" MAX TL DEFL = -0.289" @ 12'- 6.3" Allowed = 2.739" 1-05-12� 5-01-12 5-00 �3-11-12 4-05 6-10-04 6-10-04 7-03-07 MAX LL DEFL = -0.002" @ 43'- D. Allowed = 0.100" MAX TL DEFL = -0.003" @ 43'- 0.0"" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.50 M-4x6 ' 7 50 MAX HORIZ. LL DEFL = 0.098" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.160" @ 41'- 6.5" 4.0" *Si, Design conforms to main windforce-resisting -4x9 M-5x8(5) system and components and cladding criteria. Wind: 120 mph, h=25.7ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 y� load duration factor=l.6, Truss designed for wind loads • M-5x6(S) in the plane of the truss only. 0.25" M-1.5x3 M-3x4 Nii.,.. M-3x6 ' o,f- "Q - - is o mI� •I •y4r' 5 16 7 �-` .. c o �i 1319 O M-3x9 0 48 19 20 21 ��+ of MM-4x9 , o M-5x8 M-5x8 0.25" M-3x4 M-3x6 1 M-3x6 M-7x8 M-1.5x3 M-1.5x3 M-5x6(S) b 0519 y l l l 1 l c;\<<-. GIN PROFESS 1-05-12 , 5-00 5-03-08 , 4-01-08 8-03-06 8-03-06 8-08-09 y y ENGIN EF,9 /O 1 2y 05-08 10-00 29-06-08 1y OQ GV �9 1-00 42-00 1-00 =9200P r' JOB NAME : 4063-B POLYGON - B4 Scale: 0.1277 ��. WARNINGS: GENERAL NOTES, unless otherwise noted'. O OREGON Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.b4 compression web bracing must be installed where shown+, incorporation of component a the responsibility of the building designer. �/ �LT �O�µ � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al O -7 14, is the responsibility o/the erector.Additional permanent bracing of 2'continuous and et 1 tl a.c.respectively unless braced throughout their length by `t 1 DATE: 7/24/2019 the oven)structure tithe res bit f the buildingtle edging orng such as plywood sheathing(TC)shower r drywall(BC). VP ponsi W o signer. 3.2.Impact bridging or lateral bracing required where shown++ �� 1 SEQ.: K 6 4 3 7 7 7 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. �r 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. full and condition"of use. EXPIRES: 12=31-2019 TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Comp"Trus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. I r� ,1(� T.Design essha belocaeduoneotifaelo rsd. July Z4,ZO 1.7 6.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so(heir center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate We of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 42'— 0.0" VONT). 2: Decign rherked for net-I-5 pcfl uplift at 29 "oc spacing. I TC: 2x9 KDDF #1&13TR 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=25.7ft, 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), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. 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. 21-00 21-00 1 1 1 12 I IM-4x4 12 ,— 7.50 3 Q 7.50 M-3x6(S) M-3x6(5) .00•7° . ,-, N 1 O 1n 1 1 O rh 1 ti ,ti /- o r,1 rIIc ��<c�C',D PROFFss lNGINE . /O M-3x4 M-3x6(5) M-3x6(S) M-3x9 �Gi V /L J' o0 9z-00 1-00 �' 89200PE 9r • JOB NAME : 4063—B POLYGON — B5 'dl .. Scale: 0.1951 WARNINGS: GENERAL NOTES, unless otherwise noted: O tr I.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual y OREGON Truss: B5 and Warnings before construction commences. building component.Applicebility of design parameters and proper As 2.2e4 compression web bracing must be installed where shown+, incorporation al component Is the responsibility of the building designer. L<O '1'1' y ^O\µ�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et ,y ts the responsibility of the erector.Additional permanent bracing of z'o.c.end et 10'o.o.respeniveN unless braced throughoutmen length by t DATE: 7/29/2019 the overall sbuctureisthe re bit rBadesigner. continuous sheathing such asplywootlsheatning(TC)antl/ortlrywall(SC). 4'/ '.j fl responsibility o building g 3.2a Impact bridging or lateral bracing required where shown++ H SEQ.: K6437771 4.No load should be applied to any component until alter al bracing and 4.Installation oftru the sibiusydinhenon-corrosiverrespective nttramnr. fasteners are complete and at no time should any loads greater than Design assumes TRANS I D• LINK design loads be applied to any component. and are tor"dry condition"or use. G compaTraahas nocentrolover and assumes noresponsibility tor the 8.Design assumes full bearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and inNallation of components. necessary, T.Pltessassumes adequate orsmagelo truss, July24,2019 6.This design is furnished subject to the limitations set forth by 8.plates shall be located on both leas of Irusa,entl placed so their center TP WvTCA in SCSI,caplets or which w111 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 to.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 CORNER GIRDER SETBACK 9-0-0 FROM END WALL LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"lac 2X9 KDDF 81&BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf M-5x8- 12 5.30 M-3x6 #1,,, M-3x6 M-3x6 0 M-3x8 # • o Will m 0 I' 1111.11.- 10 b b y ��ED Or -6, 1-08-12 5-07-02 �� okG 1 N E '9 /0�Ji9 992/, v JOB NAME : 4063-B POLYGON - BR Scale: 0.6871 (I WARNINGS: GENERAL NOTES, unless inherence toted, O tr 1.Builder and erection contractor should be advised of el General Notes 1.This design is based only upon the parameters shown and is for an Individual - OREGON �(/ Truss: BR and Warnings before construction commences. building component.Applicability of debgn parameters and proper 4 A 2.2a4 compression web bracing must be instaletl where shown a. incorporation of component lathe responsibility of the building designer. q V\ O` �� 3.Additional tem bracing to insure stability during iruclion 2.Design assumes the tap and bottom chords tc be h braced N i' 14 •y temporary g y g eons c.c.and at 10 o.c./such ivey unless braced throughout their length by s lathe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/24/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a �R 1 LL SEQ.: K6437772 4.NoMad should beapplied toace comporrentuntil alter all bracing and 4.Installation truss isthe arc obebiiib fthe h respeectivecosenractorr. 5.Desiin gn fasteners are complete and at no time should any loads greater than9nassumes tlesign bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over ace assumes no responsibility kr the 0 Design sign assumes full bearing at all suppuns shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and insolation of components. 7.Design sshallbassumes adequate drainage lopmss, JUI 24,2019 6.This design is famished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center Y TPIIWTCA in SCSI,copies of which will be furnished upon request. lines miriade with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 6.2.3(1L}Z 10.For bask connector plate design values see ESR-131 t,ESR-7966(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: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -31/ 294V -11/ 43H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -44/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2,3.4 FOND 2" Design h k d fo net(-5 n f( + lift t 29 "cc cos i g BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 6.3" Allowed = 0.206" 7.50 MAX BC PANEL TL DEFL = -0.002" @ 2'- 1.4" Allowed = 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9„ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 120 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, oTruss designed for wind loads 1 in the plane of the truss only. r 0 .11 o a oo /- 7M-3X4I -/ II J. 1-00 4-00 ��EO P R OFess �c�\� �NG�NEF9 /�2 e 89200PE 9r JOB NAME : 4063-B POLYGON - J1 ,i Scale: 0.7059 ' WARNINGS: GENERAL NOTES, unless othheparnoted, O OREGON t. cr 1.Builder and erection oonhactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 9 2.2x4 compression web bracing must be installed where shown«. incorporation oI component is the responsibility of the building designer. / L1 �O` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at "7 i is the responsibility of the erector.Additional permanent Drawing of • 2 o.c.and at 10'o.c.respectivety unless braced throughout their length by O 14 s •• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ili DATE: 7/24/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«r C+R R10- SEQ.: K6437773 4.No bad should be applied to any component until after al bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component and are for"dry condition"of use. TRANS I D: LINK s.cam n":has no control over and assumes no re 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu sponsibility ler the ry fabrication,handling,shipment and installation of components. 7.Dessissaign assumes adequate drainage is provided. placed 24,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and aced so their center TPIWrCA in BC51,copies of which will be furnished upon request. lines coincide with pint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfus 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 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 , TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x4 KDDF #1&111TR SPACED 29.0" O.C. 2-3=(-81) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -25/ 333V -21/ 72H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,9,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5 s - .. a r -� .. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.020" @ 2'- 5.4" Allowed = 0.270" MAX TC PANEL TL DEFL = 0.018" @ 2'- 5.4" Allowed = 0.905" 7 -', SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h20.4ft, TCDL4.2,BCDL6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, N Truss designed for wind loads •in the plane of the truss only. I. b l i' 1-00 4-00 ��REn PR°�ess <cr� �NGINEF9 /�� 9200P � = r lleJOB NAME : 4 0 63-B POLYGON - J2 Scale: 0.7591 ' ��. WARNINGS: GENERAL NOTES, unless otherwise noted' O `Z 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parameters shown and is bran Individual yL 4,OREGON De 10 Truss: J2 and Warnings before construction commences building component.Applicability of design parameters and proper �4 2.254 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / s4 20� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et II is the responsibilty of the erector.Additional permanent bracing of T o..and at 18 a.c.respectively unless braced throughout their length by O 4 s continuous bridging sheathing such as plywood sheathitr s and/or tlrywall(BC). MFR R 1�� DATE: 7/24/2019 the overall structure is the responsibility of the building designer. 3.2 Impact bridging or lateral bracing required where shown++ ��•III c ',. SE K 64 3 7 7 7 9 4.No bad shouts be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 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 S.Design assumes fall bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility forme fabrication,handling,shipment and installation of components. necessary.nss 7.Design assumesadequate drainage ioprovided.s.an s.This deeign m mrmened sabres to the gmdagona eat bon br e.Platen anal be bcetetl on both faces or boas,and pleced so teak cantor J U July 24,2019 TPUW/CA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sae 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-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 0.0" GOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 4$18BTR 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: 120 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oDL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2,p 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 lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 12 12 7.50 IM-4x4 ' 17.50 � IBJ o, o igoil 11111111111 to /////////////////////////////////////////////////////////////////////////////////////////////% I 0 M-3x4 M-3x4 y 1-00 ,L 12-00 1-00 ��D PROFFss �,c.,<<-. - �NGINE`c9 /029 89200PE �' JOB NAME : 4063—B POLYGON — Cl 1101P,o,i Scale: 0.5182 0 rt WARNINGS: GENERAL NOTES, unleuotherwise rameter t7, 4,OREGON �lti I.Builder and erection contractor shook be advised of all General Notes 1.This design is based only upon me parameters shown and is for en individual // Truss: Cl and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown«, incorporation of component is the responsibility of the building designer. 1' 2�\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at / 1 4 is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10.o.c.respectively unless braced throughout their length by O ^ a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MC a�R 10-- NV DATE: 7/24/2019 the overall structure is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown i+ `H SEQ.: K 6 4 3 7 7 7 5 4.No mad 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 mads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condbion"of use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes ml bearing M al suppods shown.Shim or wedge if EXPIRES: 12-31-2019 necessary, fabrication,handling,shipment and installation of components. 7.Designhssumelocaedponeothis provided. July 24,2019 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so Meir center TPIAVECA in 13c51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. ' MITek LISA.Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see 8512-131 1,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 f TC: 2x4 KDDF#1&3TA LOAD DURATION INCREASE= 1.15 1-2=( 0) 60 2-6=(-18) 354 6-3=(0) 274 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-531) 70 6-4=(-18) 354 WEBS: 2x4 KDDF STAND 3-4=(-531) 70 LOADING 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -60/ 618V -68/ 68H 5.50" 0.99 KDDF ( 625) 12'- 0.0" -60/ 618V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. FOND 2• Design checked f r tl-5 nsfl uplift at 24 " c spacing BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.051" @ 8'- 9.3" Allowed = 0.426" MAX TC PANEL TL DEFL = 0.107" @ 8'- 6.7" Allowed = 0.639" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-00 6-00 1 1' f MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 6.5" 7.50 ('M-4x4 '\17.50 4.0" Design conforms to main windforce-resisting 3 ,'T-,f system and components and cladding criteria. Aiiill Wind: 120 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, ExP.B, MWFRS(Dir), pla load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. . 2 6 ►� 0 0 M-3x9 M-1,5x3 M-3x4 y i' J' J, )' 6-00 6-00 b 1 EDPR OF <(� IN FSS 1-00 12-00 1-00 ,� ,NGINEc9 /029 4:c '49260P v JOB NAME •. 4 0 63-B POLYGON - C2 Scale: 0.4307 (At,I • WARNINGS: GENERAL NOTES, unless otherwise noted, T) OREGON Cr 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 /II/ t,S Truss: C2 and Wamings before construction commences. budding component.Applicability of design parameters and proper A pression webng m incorporation of component is the responsibility of the building designer. 2.2x4 con brad must be installed where shown•. 2.Design assumes the top and bottom chords to be laterally braced at /O 14, 20 �+ 3.Additional temporary bracing to insure slab8ity during construction 7 oo.and at 10 o.c.respectively unless braced throughout their length by C the responsiba y of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa®(BC). DATE: 7/24/2019 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• �e�RIO'. y 4.No wed should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. r l SEQ.: K 64 3 7 7 7 6 fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a nonaorrostve environment, and TRANS ID: LINK design wads be applied to any component. a are for"dry condition" at ail supports shown.Shim.or wed n S.CompuTrus has no control over and assumes no responsibility for the g assumes g• ppo _ wedge EXPIRES: 12-31-2019 mcemuy. fabrication,handling,shipment and Installation of components. 7.Designassumesbelocaeduoneothl faces eio provided. July 24,2019 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both/aces of truss,and placed so their center Y TPUM?CA 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,int./CompuTrus Software 7.6.8)1L)-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 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE= 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-57) 19 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -44/ 301V -11/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 21V 0/ OH 5.50" 0.03 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I� REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I !PROVIDE FULL BEARING:Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND 2• De h ked for nett-5 g�fj_yplif ad spacing AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.072" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.50 V MAX HORIZ- LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" • • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=19-eft, 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 7 -". in the plane of the truss only. oo 1-00 2-00 ,c(<, PROpess c... 4.76)�NGINEF'V /� 2 4k 89200PE I-- lar JOB NAME : 4063-B POLYGON - SJ1 . '� �� Scale: 0.6996 WARNINGS: GENERAL NOTES, unlespalhemiaenotee: 7 OREGON 4,,/ 1.BuilderWand s eiorn contractor on co be advised of all General Notes 1.This design k based only upon the parameters shove and is for an individual /� Truss: SJ1 end Warnings before construction commences. bulking component.Applicability of design parameters and proper A L 2.2s4 compression web bracing incorporation of component k the responsibilityf me buildin de �LT 1' �O` ��' p g must be installed where shown+. - o g signer. <O -7 T i1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be lateral braced at Y N the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10 o.c.respedruely unless braced throughout their length by a c!)' .a DATE: 7/24/2019 me overall structure is the responsibility f me building de continuous sheathing such as plywood shealhing(TC)and/or tlrywal(8C). N ponsi ty o g signer. 3.28 Impact bridging or lateral bracing required where shown+c �t'1[']10 SEQ.: K 64 3 7 7 7 7 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. (�Il t L fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used e a nontorroaive environment, design loads be applied to any component. and are for condition"of use. TRANS ID: LINK s.cam Trus control no re 6.Design assumes fulbearing atalsupports shown.Shim orwedge if EXPIRES: 12-31-2019 pu sponeiblllly for the necewary fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. July 24,2019 6.This design Is furnished subject to the limitations set form by 6.Plates shall be located on both laces of truss,and placed so their center TPWJrCA in SCSI,copes of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property 3 dimensions shown in ft-in-sixteenths p y 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury WMDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For O'1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I cC bracing should be considered. 3. 0 ilklillitil .: stack materials Never exceed the on design inadequately loading shownbraced and never IIIMAIIIIp trusses. 4. Provide copies of this truss design to the building c7-8 C6-7C5-6 For 4 x 2 orientation,locate I- designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- Ilia"from outside 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 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 in all respects,equal to or better than that �i�� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ilki=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ►. ,k, 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: NI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. q, BCSI: Building Component Safety Information, Fi,I'�� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: July 7,2016 Number:CT-08 Project#: 15238 Project Name: River Terrace Attached: CT-08.1 Subject: Concrete Stem Wall Height Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River Terrace' project located in Tigard, Oregon. It's our understanding that there are some site conditions which require the concrete stem wall to exceed 4'-0" in height. This is an acceptable revision for stem walls up to 8'-0" in height provided the differential height between exterior finish grade and the soil elevation in the crawlspace does not exceed 2'-0" as shown in the attached detail. Note that either finish grade or crawlspace soil elevation may be at a higher elevation as long as the differential height between the two is not greater than 2'-0". EO ;�? PRO',s�►►,, q �4� G I 60 W ��F• 414 REG 91,22,1 <ck. '4FS T ak\F 07/07/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: July 7,2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Jason Canfield Polygon Northwest Company Rick Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.07.07_CT08_Concrete Stem Wall Height(River Terrace).doc Structural Engineers CT-08.1 BALANCE PER 7/S6.0 EXTERIOR AY1 4 HOR. CONT. AT II7-I."' FINISH GRADE I � III-II � I El I E-III-E I 1 Li I11=111=1II I1I °. Q CRAWLSPACE I1I- �II X ° N CD III—III O° =E E-I I 1=1 11= IIII- ;,I1I a;. ° . #4 VERT. ® 18" O.C. W/ STD. HOOK TIGHTLINE DRAIN RE: ARCH. ,I I II I I I II 1 HI 8" FOUNDATION DRAIN RE: -/ /- ARCH. 1'-4" (1) #4 HOR. CONT. / / CONCRETE STEN WALL CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon c ctengineering.corn BULLETIN Date: July 10, 2019 Number: CT-58 Project#: 15238 Project Name: RT, SR, BCF,Villebois Attached: CT-58.1 to CT-58.9 Subject: Plans 3, 5, 3210,3410, 3413, 4063, 6065—Optional Decks Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace, Sunset Ridge, Bethany Creek Falls & Polygon at Villebois' projects located in Oregon. Per attached pages, see optional deck framing layout for the plan types specified above as requested by Polygon. Ep PR°0 I N 6-f„t4W ' • Ili `d �ItREG0NA, .4FS T G\W 07/10/2019 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: July 10, 2019 Distribution: Contact Information: Paul McColm Polygon Northwest Company Frank Sandoval Polygon Northwest Company David Burnett Milbrandt Architects R:\15238 River Terrace SF\Bulletins\15238_2019.07.10_CT58_Plans 3,5, 3210,3410, 3413,4063,6065-Optional Decks.doc Structural Engineers CT-58 BULLETIN CT-58.6 42'-0" 2'-0" 40'-0" f 8�4 ' 9'-0" 4'-9.4" 4'-23/4" 9'-0" 11-6Y2" 83/4" d, / / 2x10 TRIM P.T. 10 I I I I 7 2x8 RIM TYP.OVER ALL SIDES� � A-4. — 00 _ - - - - �_. \ J P.T.4x8 HDR — P.T.4x8 HDR L 1 P.T. 4x8 HDR •� P.T.4x8 HDR I PT 6x6 ABU66 TYP s� P.T. 1x6 �� Ai `, ,• ;-, �1 POST TYP = © �� DIAGONAL BRACE - co 118"x18"x10" 8 I D1�0 P. _`' i " .° CO2x10 9 `�� FTG W/(2)#4 4. A-' 1 • `I �� i a © D1 LEDGER A 4. �.........� BOTT EW TYP STEP FDN .I I-.1'-21431 -2V4"1 I •-f—STEP FDN WALL PER I 17 WALL PER 5/S6.0 TO I /- 5/S6.0 TO MEET GRADE-r--• I MEET GRADE 1-2Y" • 654 59!4 594 594 5914 5'94 653% �,- --l-- ..I_ __!_®D__ _,....E41071,4), HDR _Z� 1--.0a- _1_,1---.1.i.__ -L-- -I I - - - 4063 FOUNDATION PLAN 3/16" = 1'-0" CT-58 BULLETIN CT-58.8 MANUFACTURED RAIL SYSTEM AND SEE ARCHITECTURAL CONNECTION DESIGN FOR ALL FLASHING DETAILS BY OTHERS JOISTS PER PLAN P.T. 1X6 DIAGONAL BRACE W/ (3) 8d EA. JST. lili I -c-.4 YY _116 —ME\=In MMN II=MIM—NM=I_ IFM:kkara: 111111 jllrilllp • !MK lOmarMa ►_�I� .---c...,---m, Adi III 'i 4, «, ICN 1'' JOIST BLOCKING (2) 0.228" DIA. LedgerLok �� TRIM RE:ARCH. FASTENERS W/ 2" MIN. PENETRATION TO RIM AT 24" O.C. STAGGERED PT 2X LEDGER PER PLAN \\ BEAM PER PLAN 1� BEAM TO POST W/ PC — PROVIDE DTT2Z ASS'Y. AT NOTE: POST CAP 16 FEET MAX O.C. LedgerLok Fasteners shall LOCATE ASS'Y. WITHIN 4 be per ICC ESR-1078 FEET OF EACH END OF DECK SCALE: 3/4" = 1'-0" TYPICAL DECK FRAMING . CT-58 BULLETIN CT-58.9 HOLDOWN PER PLAN ?�� (STHD SHOWN) MST STRAP PER PLAN AT INSIDE FACE OF STUDS SEE 5/S6.0 AND BEARING WALL FINISH GRADE 00 . SCHEDULE NOTE #6. IIIIII=III• 'II—III=1�(_-ISI_ • Z I�_ 41. :IIII. ��— \ d A. v 8" / SCALE: 3/4" = 1'-0" / 1'-4" / HOLDOWN AT EXTERIOR PONY WALL ft444.--ggV 21..)ig1grg.-;gtx•tcgt—gg,,,, . ' c05-ii 116- i.k.0p (..., -1;- i . , . . . • % ilk A10 12 05 TOP OF PLATE D3 D2 • IIIIIIIIIMII ——— 1 20 I D2 8 I I 11 11, . I'lhOO:UUF 1 ? 1140 ill'UffiW"“!niitiF,Wq, :' 'W'z;PPL “,i,WrIRW•d, .;i a g1I ; ; A.; ;1 li 4;I;, ; ,i!le..,,iq ii4$4,,,$ $ ;;;;;!'c 1;ii!11/10,!;:111;111 ;111;;;11 ,;11t•t11,1•111, 11;t;,11;1 , ,tt ;;; FINISH FLOOR ' , ) . ,i? , 10 ,,,.,, 1' 'i'%t $ i$1$$$$$ $$$$$$$4 •$,.144$ $$$$4,'440' 40$$00$4444,04 '0044004 — — 41,;t1t,t' tv40.,3*•',• • ,,^,:,h•OAWAR 4/, ••••;:=•• 1111 ;;;;;; ;;;1;111;;;;;11t11;1410111;;;;;;;11;;;;;;;;;;Pt, Z I UI V) —I 0 • ( 1) < -2•121 _ a- 0 U I I )_ 11....—••••• 11 — Z 4A-4) ,..., 00 —f 10 A-4. 4063 REAR ELEVATION 3/16" = 1'-0" c 3 TOP OF PLATE • 1, -.) C-6.) 0 _ 1 D2 __.. I_ l': : • F t.f;i,1:'1‘, FINISH FLOOR — _ (--) o -0 (IV---, z rn < r x, › - ) , 17.771 7.71 F Fl I I Z I I • - - - - 1 co. 8 10 A-4. \ A-4. 4063 GARAGE SIDE ELEVATION 3/16" = 1'-0" PROJECT NAME: Polygon Single Family (RT, SR, BCF, Villebois) ARCH. JOB NO.: 1503,1430,1403,1517 BULLETIN DATE: 05-23-19 SCALE: 3/16" = 1PAGE:'-0" PREPARED BY: Sue Vanasouk REF. SHEETS: A8 MA-GEN4,23 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. B A8 42'-0" 2'-0" 40'-0" 2319'-0" 9'-0" 9'-0" 11-6)„ 83/ 10 A-4. I 14'-9" 2V'-3" �� 4'-111 111 5'-0" 4'-9Y2" 4'-8" 3'-6" 3'-6" 9'-1" 6'-6" 8I Deck 1 , , I 9 Covered A-4. ` A-4. 6-018-0 SGD Deck 4-615-0 SL 4-9 5-0 SL 3-0 51-0 SH 3-015-0 F 3-0 5`0 SH ■ i_■i=■iJ EGRESS 12 limilmill r TREY CEILING i \ D2 ao 1 DiningVD D2 Great Room TYP U L APPROVED -! FACTORY-BUILT DIRECT VENT GAS FIREPLACE Bedroom Ir-, II1 ;9. IIIa ,� 12"TILE SURRO1 ND W V-4%" 8'-3X° 4063 FLOOR PLAN 3/16" = 1'-0" 42'-0" f 2'-0" 40'-0" ' ."' 9'-0" 4'-9Y4„ 4'-23/4„ 9'-0" 11'-66„ 8 f 1 4 8�4 I I A e2x10 TRIM OVER P.T. PT 6x610 2x8 RIM TYP. ALL SIDES ' A-4.POST TYP co r1 _ _ _ I I _ _ - I I _ _ _ _ ♦ ♦ • ABU66 TYP J P.T. 4x8 HDR� � P.T.4x8 HDR LI P.T.4x8 HDR ,/e17..........- P.T. 4x8 HDRa 1 1 P.T. 1x6 O .e _ J _ I © I `•DIAGONAL BRACE co -/ A �. 8" `D D1 �� X18"x18"x10" 8 P 4 --44,............. OCDPT 2x10 9FTG )#4A-, L-.�� F i a (ajLEDGER A 4. BOTT EW T I - -1 / WALL PERI STEP FDN STEP FDN -1 -♦ -7'-2>�" -2v,' WALL PER I r — 5/56.0 TO 5/S6.0 TO �% MEET GRADE MEET GRADE -1'-2143" � • ... I (..Th ,--., I I I 6'-534 5'-934.. 5 934 5'-9X" 93/4 r 5X" 5'-934. 6•-53% I , �. � ,__,_„,5.____{.:a....__,,._17.1.--1.__410.1......L.--i__,. �8 ..r.----1 _1,_[--:: - _,E„,a__ - - 4063 FOUNDATION PLAN 3/16” = 1'-0" PROJECT NAME: Polygon Single Family(RT, SR, BCF, Villebois) ARCH. JOB NO.: 1503,1430,1403,1517 BULLETIN DATE: 05-23-19 SCALE: 3/16" = 1'-0" PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: A2, A5 VIA-GEN4,22 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. GUARDRAIL a EXTERIOR OPEN CEDAR DECKING m g 09 M2 MOM NAM'WM'IN IMF%RIM NI rri P.T.2x8 P.T.2x8 JSTS AT 16" 2x10 FASCIA II RIM O.C. /� TA HEADER PER STURCTURAL PER PLAN Ai GUARDRAILS ARE A DEFERRED SUBMITTAL.GUARDRAILS AND CONNECTIONS SHALL BE SMOOTH HARDIPANEL DESIGNED FOR A LATERAL 6x6 P.T. POST -[III]i LOAD OF 20 PLF. TOP SI CTION Ys"x1Y"CORNER TRIM ` 1 6x6 P.T. POST SMOOTH HARDIPANEL Mal 6x6 P.T. POST BASE'PLAN WITH ABU BASESEE S SHEETS FOR SMOOTH HARDIPANEL-----0– STRUCTURAL INFORMATION BASE SECTION * REAR PATIO/DECK COLUMN 1" = 1'-0" c 3 . SWING DOOR AT SIM COND, INSTALL 3L '..2 AND FLASH PER MANUF.INSTRUCTIONS. METAL"Z" FLASHING W/DRIP &f ® EDGE, PRIMED AND PAINTED Y \/ \ COMPOSITE SPACED DECKING _' —.....01111111111m.........i is SEE STRUC. FOR jJ_ CONNECTION DETAILS [2x8 P.T.JOIST FRAMING PER STRUCT. i HANGER PER STRUCT. ► RIM BOARD PER STRUCT. === =t ':. LAP OUTER LAYER OF BUILDING PAPER OVER FLASHING. INNER XJ� , LAYER RUNS BEHIND SIDING. . . / P.T.2x10 LEDGER, PER STRUCT. 2 6 P.T. PLYWOOD FUR STRIPS • 1 Y2"x 1Y2"-2"AT EVERY LAG. 6 t ik., METAL FLASHING SIDING, PER ELEVATIONS • 9 LEDGER AT SPACED DECKING 3" = 11-o" SECTION 11 FLOOR FRAMING 1tI PER STRUCTURAL I Wiaaa -dirdaws I 111111 I i..U. I.k I 2x6 PT PLATE 0CRAWL SPACE Isr. z 11'• > ' .0 co "111-111-11I 1111 L. rr° > lli- LIJ -f Q I L > HT < 1 0, =11 _ q° ,- W 4" PERF. - a ., cm=1 DRAIN ,;1..• :X: q • , VAPOR BARRIER SEES SHEETS FOR 11=111=11 STRUCTURAL INFORMATION I I- $ TYP. CRAWLSPACE FOOTING 3/4" = 1'-o" SECTION PROJECT NAME: Polygon Single Family (RT, SR, BCF, Villebois) ARCH. JOB NO.: 1503, 1430, 1403, 1517 BULLETIN DATE: 05-23-19 SCALE: As Indicated PAGE: PREPARED BY: Sue Vanasouk REF. SHEETS: D3 MA-GEN4,1 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. ,¢7 V AUG 1 2019 31 'IL.r)sNn Bulletin MILBRANDT ARCHITECTS _ Bulletin#: MA-GEN 4 Date: 06-05-19 ATTACHMENTS: MA-GEN 4 River Terrace(All Areas),Bethany Creek Falls(All Areas), Job Name: Villebois(All Areas) Job No: 1430,1503,1517 In this bulletin,the single family plans 3,5,3210,3410,3413,4063,and 6065 have been revised to have a full width deck at the rear of the house.Heights of the deck from the ground vary per site condition.Three additional details have been created for these decks. Distribution Job Site Paul McColm Client Paul McColm Tonja Morris Angela Grajewski Consultant Arne Soloman Rodney Storedahl Architect David Burnett Sue Vanasouk Anna Thompson - 25 CENTRAL WAY SUITE 210 : KIRKLAND, WA 98033 : 425.454.7130 : WWW.MILBRANDTARCH.COM 0 LEGEND: /�� '� ss SANITARY SEWER Pacific / —264.9 % STORM DRAIN Community �.i .�9cr`� i, / W WATER LINE Design 12564 SW Main Street 1353 �' ��‘. : * . MANHOLE Tigard,OR 97223 ,,,,,0417--,-.1-- z- /� \ i; [T[503-941-9484 / 00°,.--- �/ 1 CATCH BASIN ,3 ,,, /" '° -/'"' t \, DATE: 06/06/2019 �fl"7� �� -"<":„..,°'' 1�\� , 111 f �, REVISIONS 266.0 ' '-� '�- //N� . /r 60 \ NO. DATE DESCRIPTION ��,.- „„2--:".... s j -." r \ ` ,k -�, STREET LIGHT STRAW WATTLE PERIMETER / / �r°'�,19.29'-•<- %' 'r / l t:'i� \ y F � EROSION CONTROL Aro --23.1 23.10'y j„.. ,„�' --- --,- �, ' ``. • i -T -- dP •..„ ...,�' r COVERED DECK\ ., \ . \ \ —� FLOW DIRECTION ARROW °-I 4 �•� .. � ...-->,./.---......„......,- �1 DEC � \ \�` 1� 263.7 STREET SECTION, SEE 1 2019 ---, -.11°'.„-!",„ \�, all CONSTRUCTION DOCUMENTS AUG ‘:\\\ ' \ ` 14 * BUILDING DIVISION r- ''" '� `, ` �\,i\ \ ♦ SETBACK SUMMARY. .., . M f ! BUILDING: `` i ` , i A \ --- .--- 40636 `' `� ;, °♦® 1 FRONT SETBACK: 12' • f,. -�.'IC'' -- ' - . FF=286.4 ---- .� +, SIDE SETBACK: 3' • ' \\ v ♦ STREET SIDE SETBACK: 8' Y1.[ ~ ~^ `` ♦ FRONT GARAGE SETBACK: 20' v — h' J r __ 227 ~- l `\ t 8,813 SF ` `' ~ i 1 ♦ FRONT PORCH SETBACK: 8' N -,,,- ,, �. �..� I -..` f�: -./`� 1, \ \� \ ,® ♦ REAR SETBACK: 15; -- 4.-- ,� ♦1,' i�( \, \ l \, REAR COVERED PATIO SETBACK 10 ' I?P� -+r-; —1.00' EAVE • �♦ ,� �'`.N.,,\,, ' _..,_ k o `" e _— 1.00 SAVE ®'' \` \ '- \ 1 \ �,► -.5'- \ g\ 4.00 -- 228 ; _ ,\ ','�..\ F ,�.'\ \ °� LOT COVERAGE: --- '15'" 1,,,_ GARAGE _PORCH � ;� L �`� \\\;\ l RIVER r l /♦/ \ ` �. \ \ 1 LOT AREA: 8,813 SF _ TERRACE = y �� x _....... _16.25_' . , ♦ j , -,. . ` 1 \ 1 "' .- ` �o - X6.51' // 226 '` O BUILDING FOOTPRINT: 2,405 SF \\ �� .„ , \ \\ \\ / \ \ EAST NO. 2 3 Tis-' 2�� .. ..� ....... .`�� j ® � ��\ \\,‹ � z r �'i �J 29.16' `� , COVERED PORCH: 181 SF / % �/ 4.38' ,�/ \\ \l \�� Er / \ , COVERED DECK:K: 77 SF p // _ 19.09' J \/ �` \ J�/ �7, i I\ i / t .\ F t No.„L,,,„.,44.,4.Q4., `y \`\ \1\ UNCOVERED DECK: 143 SF LOT 227 ,_ / ,04,... ..4-011r-•r �� • >, \ �\ t CANTILEVER LIVING SPACE: 0 SF PLO • t \ T P LAN -0 j O 284.6 \ r11 \ , / \\ i TOTAL COVERAGE: 2,806 SF La crrry� ' \ �,. la% 284.0 \ . `-, \ `t ' . , ` t \ 31.8 % 6 / r j+ �/ �� . (1) JUNE SNOW DOGWOOD I / / ..‹.1.(..\\:1 IMPERVIOUSAREA: 3 464 SF o r � STORM LATERAL WATER •:---...z.. CORNUS CONTROVERSA / > /7/ ``/7 6 METER 'JUNE SNOW' <,....-- ..-/ -%� ` \ \ } 0 ,, SANITARY LATERAL 1‘,0,41,. ._::::s '' � • Y ; SW BIRDSONG STREET ' , �,T /, .j i ski:,r r \ C''' /-. \ ,/ i„ 1 .. , \ /./.'l \ \ CD c p POLYGON NORTHWEST (503) 221 -1920 0. SIT OF TIGARD PROJECT NO.: 395-064 2S 1 W6 Approved by Planning SCALE CD EV REVIEWED BY: CONSTRUCTION LOT 227, R-4.5 (PD), STANDARD 10 D -(-I1 RIVER TERRACE EAST NO.2 Initials: S� 1650 SW BIRDSONG STREET —� 1INCH=20 FEET / LEGEND .0, Pacific SANITARY SEWER —264.9 _ SD STORM DRAIN Community �, � Design �4- -- 9,�,� ♦\ - —w WATERLINE 3 /fab • , \♦` / 12564 SW Main Street ...F.;`' -.:011,41"---- Syr :, MANHOLE Tigard,OR y r/�� ♦', [T]503-941-9484 ar r/ -'\ , � `j CATCH BAS I N r - / ♦ { DATE: 06/06/2019 �� ••i~ r�/ .-r -,\ , \ ♦,t I REVISIONS /` ••j l�� ,,.- /� t\ s r„� ` NO. DATE DESCRIPTION 266.0 - �•,,.- ,,,./ -/"-- \ \`t ♦ •) STREET LIGHT 'I,* 0 .- ' ,�•411 �' -2-% f--- --- i \t'\ \\` \\\ STRAW WATTLE PERIMETER •ov19.29' - .--/f o \ EROSION CONTROL sc ..-- / � .-' ”�. \, 'l \ \♦ � �3 ,,;.° .may.�" . c #454.--23.10' r / •� ,..- ,,- -' ,__ COVERED DECK '��\ \ ;♦ , � FLOW DIRECTION ARROW � -- ••�� '`^ / DEA lam' \\\\• \ 263.7 STREET SECTION, SEE AUG 1 2019 Its �, t CONSTRUCTION DOCUMENTS ''" i \ `\ \t4 0,:1, 0 CiTY � '- ' / f '`f ~` - \ \ .,�... 13�111� 1�1Ca1$` g.� � r / ,-- / / \ ,\ \ \ \ -- - / \ w' ,'�\ \'` \ % SETBACK SUMMARY --' J -- / BUILDING: . ``�_ ' i \ ♦ \ t -LAS - 4063B ~`~ \ ,\? \,`, •♦ ' FRONT SETBACK: 12' \ ♦\ �, SIDE SETBACK: 3' rI 1� FF=286.4 ~ `� ..� -,„ 'y ' l , ` '` „...\ _- J r \\ ♦� t STREET SIDE SETBACK: 8 (I" ` �' ♦ FRONT GARAGE SETBACK: 20' • �' J r -- __ 227 �� .. ® �. \ t\ ''•, FRONT PORCH SETBACK: 8' E 1-1& 8,813 SF ®'., REAR SETBACK: 15' N .,.-" \< ✓ �-1YS r^.,,,,. �`` } �' / ! \ F: \ 1� -- _ ..,. rll oar"° .�.. ]� ` ,_ s"--, ` �� „/\--\,„\ ''�� "\\` \ �G��t REAR COVERED,PATIO SETBACK: 10' \ �.. �F may._ �. /(—�-, ' 1.00' EAVE ��`. ~ a % \ \� '\ t\t \* N 1 00 E o EAV , s l / g- I ._ 4.00 .�^,h \♦`r . — 228 `--�.. �` ,i o`'• \ \''i\`� "\Q LOT COVERAGE: ... -' `152f1 GARAGE PORCH ��/ ' � ��\`, \,\ \l\ \�� RIVER s t , I .` Y �'t \'\ i LOT AREA 8,813 SF ti rj CV TERRACE w Qi -=-411,-•-— -16.25' ] ~-4',16.517 �/ II ~ °\, \ \ \ .\"` "� - ' _ ~` 1 7 / 226 \\ \\ \ ' 1�,\\ \ '\ BUILDING FOOTPRINT: 2,405 SF �a�� _ — f _ 6.51' \ L` \\ \\ EAST NO. 2 f \� \ \\ \\ \ COVERED PORCH: 181 SF z L 29.16' / \ \ , \ \\ ` _ a /�� i �� ¶ 7% S 4.38' \\/,\\\�\\`\\\\ COVERED DECK: 77 SF 0 o / -- L- _ 19.09' f \ �x�\\ . \ \ \ -% ��iiiI / \ \ \\\. \ \\ \" UNCOVERED DECK: 143 SF j rom..� \ N �i�T;�"•_ � � llasti•��L1;i,�-.,, �" ' \\\\\\\t\ LOT 227 �� ` ` PLOT PLAN a 37.5' ' % \ \' \. \\ \'`_ \ \ CANTILEVER LIVING SPACE: 0 SF •� •2840. .6 0.�' ' ~` �� \ 111 t \\\ '\'t \ '\ \ TOTAL COVERAGE: 2,806 SF � '�,,` `',, 4 -- -, \l J.. 284.0Z� �~�. F\ , 31.8 % ) , /� % /tr '`\ ! (1) JUNE SNOW DOGWOOD// / ' \ WATER - - }-' CORNUS CONTROVERSA / IMPERVIOUS AREA: 3,464 SF o STORM LATERAL z / \,\„.. " V , ,ey `,/y c I METER '� ; \ 'JUNE SNOW' / / o SANITARY LATERAL * +'�► ♦ \ �� s Y t\\ 7 � SW BIRDSONG STREET/ - \- \ 0) c P POLYGON NORTHWEST (503) 221 -1920 0 C /„+ CITY OF TIGARD P 2S1 W6 TYPEECT NO.: CONSTRUCTION395-06N REVPIEWED BY: PRE LOT 227, R-4.5 (PD), STANDARD Approved by 1Planning SCALE 20 RIVER TERRACE EAST NO.2 Date: �^ 13_7 1650 SW BIRDSONG STREET initials. 1INCH=20 FEET pa�� AL �b�rNOTES: I-,10IS 1 LA1 OV 1 na JoeTwlrMourPueRconanwcran POJdLRIJQ19TCANNLGIIS?NBPCGS ' W„ ;r I-JoFilleto ar G ntruou>ly latterras not llrequired llyy supporrtegd by ed both ILLI w BtTRUS COMPANY "ALL BEAM SIZES PER ARCHITECT/ENGINEER .> I-'c>t> 'Z ---- "SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN �� ne-b t th heathen tthe'on flan a In 1 1 7 R //� add�t onthe on t'or-c of eathn shall flanges toned 0C Q = U 1 1�/ /\./ RFPI-20 @ 1� O.C. - / - over the to Pone of the two top flange>to a»ure ; 10515 SW ALLEN BLVD. "REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING L_.•C >heartra fe-between he thingpanel. Z u) BEAVERTON, OR REQUIREMENTS (506)858-9663 MOVE JOISTS +1- 4” TO AVOID PLUMBING1/4" = `` "" "" " " .., ? W Scale: 1 0 ON 24" X 36" SHEET �- .- - ; r ". , :: �_ o CO __ PL19-231 .r b r ,. m .. x _ Lu CUSTOMER: POLYGON - w (I) x S START FRAMING HERE U 0- LEVEL MAIN FLOOR PLAN# 4063 B ID COMM TO DESIGN CONGERJ a ❑:O"roRUSTOoIGNRONROPTWTN o 0 O PAGE# 1 OF t PLAN NAME: RIVER TERRACE NON-CONFORMING-REVISESRESDaMn I-- -IO�''.. DESIGNER'KAMI HENDERSON LOT -4 _t.. °"`°" " °'"""` CC DESIGN DATE:7/18/19 SQ FT: Er TI- 5 T d K Da",ants PATIOII -. — PAC.LBR.REV. ARCH PLAN DATE:7/17/19 MIIRRANDT ARCHITECTS ...._...., ,�, .,rzm m a da PAC.LBR.REV. REV. Rt ! tt oc e aOi>..1i.-1,-.'..278, PAC.LBR.REV. REV. �o__ ..__ sK2 _.:. —�—' AUG 14 2019 E Los o m ___-- ---__-- ® CONFORMS TO DESIGN CONCEPT ' ��w C i.�.n a�C , ❑ CONFORMS i0 DESIGN CONCEPT WITH CP,-,,i .. , N j m O E REVISIONS AS SHOWN .. 1 F 6`„,, ,s.2 O '0 ❑ NON-CONFORMING REVISE AND RESUBMIT I �f d I {"I ., =y ry• c_ 3 t BNJ LL I 5't..�v ;i',.--; --,:1: ',1. b p�H o d-61.4 CI FAMILA.,190F OF RESROYSIBILIV i0P MR..AM 14 j'-rt 2'uE cuo nw o.n"a .I.."IORITI aoN3 d3 Efo O B, Faster E Wei A >."l0 O p I MAIN LEVEL Products CT ENGINEERING INC'' a zae W E a`o c o d d o a a PIotID Length Product Plies Net Qtym E„a H H O n d J1 36-00-00 11 7/8"RFPI-20 1 15 1Z6"VI_ m 2,0 - O.Ur EDto d.'`. 3 U C`N O J2 34-00-00 11 7/8"RFPI-20 1 16 c'..o__-to"c d_5`- B` B3 B3 84 ` Ua�yEoR�>>'o6 J3 28-00-00 11 7/8"RFPI-20 1 9 e�_:_,_-_ —_c_c_:_-c--c.- _ : _ _ _ _ _ _ _ < E,_,_ ' 2 J4 20-00-00 11 7/8"RFPI-20 1 5 ®AT ° y 'o n�.t'''. m o J5 10-00-00 11 718"RFPI-20 1 2 a m z H-o ma o``o-'wc`moo J6 8-00-00 11 7/8"RFPI-20 1 1 _ _°=-o r=E�d.to Bt 10-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 1 0 38an6 Ets B2 4-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 3 B3 12-00-00 BBO1 1 11 — B4 6-00-00 BBO1 1 2 - , , _ - J 3 in co R1 16-00-00 1"x 11 7/8"APA Rim Board 1 10 -\ Zca�:0:2 BK1 3-00-00 11 7/8"RFPI-20 1 50 BK Oow�� cBK2 3-00-00 1.5 RigidLam LVL 1-3/4 x 11-7/8 1 20 et c*: w_`_— ®_*_Bari - -:: __ a :: <c m 0 Qoco. co..E. Connector Summary - 2E >, Za) oCD PIotID Qty Manuf Product Skew Supported MtI w 0 ut m a co H1 1 USP TH017118 - 11 7/8"RFPI-20 W o ces L c CD o H2 4 USP TH017118 - 1.5 RigidLam LVL 1-3/4 x 11-7/8 V w c o _ Q "Y o.` J-9_1 a>0cncna a. •- o a� UZ = ---- ---- -- --- -- Q 7 Q- T R1 _- f0 M y Ch'-0 3 N a7 4-02.00 Ic0 L 1 N N 'O N i Rra= = --- m i B2 eX -� _117 H BKt r ' BZ B3 _ 83 _ Z.14,4- / v<G .,.._ ....i... 10" [e, * I� a IIIIIIIIIIMle v .4 e ,4 v , •_,... `:-,' m t,' .» (n , -- la) I 0 BK2 BK \ � II B3 .... i .1 2 : i J - LEGEND : B . BK2 ..........,,,,,,,,,,,,,- FLOOR L1_ - —_ —'--Im� ---_ DESIGN CRITERIA H= HANGER CALLOUT ' 1[ :1::::: 7,,. LIVE LOAD U480 , SUPPORTING POST PoRCH-I1� -- ------ --- ,_.... __ TOTAL LOAD U360 R = RIMBOARD J _® FLOOR LOADING BK = LVL BLOCKING LIVE LOAD BK = JOIST BLOCKING � DEAD LOAD 12 J = JOIST CALLOUT ROOF LOADING B = BEAM CALLOUT =--- --- LIVE LOAD 25 ..._..'''°._._......._._.__...__._.__......_.....___._._.._._.__.____.__-_-- DEAD LOAD 17 <,._.v " ' AUG 1 A. ?019 Sli0141 Will- BUIL:i.,L i - _',:,,,-)N 42'-0" _ Z8'�' I 12' • 0I j6" t PLL TRUSSmBUILDING=emote ARET E Cl ► R� LRNAM PONIEYCFTIENA DESIGNER OR EOR —r 7.5:f2 7.5:12 V 10-0 - RC2 [3) 71r/ ,, , , •4 B4 (5) N, C4 B3(11) te N Q Lb:1z m B2DRAG r,�:12 L? 1 _ . B2 (7) v B r[L_____41u826 4 SJ1 ' 75:t 1 A3 / - /V \ -- c? Q 7.5:12 °O ALL HANGERS LUS24 U.N.O. A2 ( ) GARAGEN 0CONFORMS TO DESIGN CONCEPT Al O 1-1 CONFORMS TO DESIGN CONCEPT WITH ® CONFORMS TO DESIGN CONCEPT Al GE - REVISIONS NOTED ❑ CONFORMS TO DESIGN CONCEPT WITH El -REVISE&RESUBMIT REVISIONS AS SHOWN THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMING-REVISE AND RESUBMIT FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE I 2114114" I PRIORITY OVER THIS SHOP DRAWING. FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE By Rhea Galvezo Date 7/25/19 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. MILBRANDT ARCHITECTS 2V-5 1/2" By: Yashar E.2afari Date:July 29,2019 CT ENGINEERING INC 4Ir0 " ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/24/19 PLACEMENT LY.REFER TO TRUSS CALCULATIONS AND REVISION-1: PROJECT TITLE: ENGINEERED STRUCTURAL 5` DRAWINGS FOR ALL FURTHER 4063-B POLYGON mod INFORMATION. NORMATION.BUILDING Pacifi u er DESIGNER/ENGINEER RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4063 / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. �R 3/32" = 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.