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Plans (36) /l45 0-01( —0.61SD I 30 1461. 560 i3taeje__ ct RECEIVED APR 4 2 016 MY OF ITGAP.Z) BI LONG DIVISION D.R. HORTON PLAN 4704 "B" 3.75/12 GARAGE RIGHT FAU3.75/12 PITCH 1-0 O.H. (UPPER MAIN) co z 1251 LU Q3 8/12 PITCH 1-0 O.H. cp Cl_t325# SNOW COMP 3.75/12 411F ARIEL TRUSS CO INC. 8/1 — (360) 574-7333 2-0 0. . FRONT UPPER STUB 0-3-4 DRAWN BY: ONLY KEVIN LENDE R E- 8/12 I RIg 1110 DD STRUTS GABLE 14-09-00 7-04-00 SPAN SPAN 3-10-08 7-00-00 3-10-08 SPAN + I I I 1 I I , , D.R. HORTON PLAN 4704 "B" GARAGE LEFT �i � raI +I�� Eh3.75/12 PITCH 1-0 O.H. � (UPPER MAIN) UI8/12 PITCH 1-0 O.H. 25# SNOW moQCOMPo- 0M U)�^ ARIEL TRUSS CO INC. tc -�--•�) 1 ME® (360) 574-7333 ii. j Ili .I+ DRAWN BY: KEVIN LENDE � • IL io • - • T PPER di LimiirviEllilmiEfli �I I I . CIOF 041 .1111.,,, 111=1111.11•011 I1 I I I 7 DI 10,1111i oz v` AB • ADD STRUT'. 14-09-00 SPAN 7-04-00 SPAN 3-10-08 7-00-00 3-10-08 SPAN FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 I II I ® MiTek USA,Inc. Page 1 of 2 RED Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud � n Vertical Stud (4)-16d Common DIAGONAL Wire Nails OBRACE MiTek USA, Inc. \IL.........z 16Common Wire Nails SECTION B-B a►� DIAGONAL BRACE 7_�,j�' Spaced 6"o.c. 4'-0"O.C.MAX (2)-tOd Common EWA .ii 2x6 Stud o.2 or Wire Nails into 2x6 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS - 2 SHOWN ARE FOR ILLUSTRATION ONLY. r Typical Horizontal Brace 41011°11 Nailed To 2x_Verticals III12 SECTION A A w/(4)-10d Common Nails � Varies to Common Truss 2x4 Stud // ///i%/////I%%/... "% ,,,,,; SEE INDIVIDUAL MITEK ENGINEERINGAI II PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING Illhhh16,. TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4= (5)-10d COMMON WIRE NAILS. f �gr ► (4)-8d NAILS MINIMUM, PLYWOOD ��////IAr///V///////////4IIM SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin. NOTE: _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'.1-11�!! �►�1:1 / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1'-3" -��� �� WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-10yf' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. i ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT r� (2) 10d NAILS BRACING OF ROOF SYSTEM. � l� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAPHRAMGOL AT 4C0"E TO O.C. APPROXIMATELY 45 DEGREES TO ROOF 'r-:. • /TrUS' -s @ 24° O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1� / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. t, ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. /2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 polnt /COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall , HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 2x4 SPF Std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with 3in minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Re: 7-A GE AT GARAGE NH-KD 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: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4`.,,,,W) PR OFes 4 ' 4 89782PE Vit" sr 14,OREGON q�h vi, ,?EX-1<--R4—;3<:-1 16 _ August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacillg. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main dicladdingrcriterig system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-03-09 8-03-04 T 4 4 12 IIM-4x9 12 19.00 7" 3 'J 19.00 o �A1111111111111111116,, o' o to M-3x4 M-3x4 kcOPRQ1fis GINE s$j 1-00y 16-06-08 y1-00 . Ty �R 0* <t' /89782 1 E �' JOB NAME : POLYGON NW PLAN 7—A NH — Al sale: 0.2641 A- /--7.,,..e)./ - f WARNINGS: GENERAL NOTES, cedes otherelse noted (a / .�1 ��/�...I��.—lam... ....... 1.Builder and erection contrador should be advised of al General Notes 1.TN. design nis component.snipupon lthe of eren prsshown n and proper Indinduel J � REG4JIV�f�N. �. Truss: Al and Wemmgs before construe ion be l commences. bcorponibn of component Is the rospunsiblly of the building designer. +(f it�y� d 2.W4 compression web bracing must be metalled nhere shown+. 2.Design assumes me top and bottom choNa to M laterally braced at I 'l f'( {J {j- 7.Additional temporary bracing to insure st.51110 during construction T o.c.and et 10 c.c.rsepedhey unless braced throughout their length by \-4' Is the responsibility of the erector.Additional permanent bracing of contthuoue sheathing such as pynood sheething(TC)and/or drywal(BC). P.-/1.1 +L. ' DATE: 8/10/2015 the overall structure is the responsibility a/the building designer. 3.2.Impact bridging or lateral bredng required where shown e a r"{fit/L. SEQ.: K 13 9 5 8 2 9 4.No load should be applied to any component until after el bracing end 4.Installation te lation wolfs truss the re.a wbii ye of the eepecthhe•neBector, fasteners are complete and et no time should any loads greeter than and gra for"dry trusses n're use. TRANS I D: LINK design lads be applied to any component. S.Design..comes All bowing et all supports shown.Shim or wwdge If E CompuTrus has no control over end amines no responsibility for thece.ssry. ERCP IRES: 12/31/2016 fabrication,hendlirq,shipment end Installation or components. 7.oeegn assumes adequate drainege N provided. August 10,2015 6.This design Is furnished nished subject to the limitations set faby e.Plates shall be boated on bath feces of truss,and placed so their center TPINvrCA In SCSI,copies of which will be furnished upon request. lines colndde with joint center line. 9.Digits Indicate size of plate in inches. MITek USA,Ina./CompuTnla Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-198a(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-84) 485 3- 8=(-270) 278 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-704) 207 8- 6=(-70) 383 8- 4=(-269) 530 WEBS: 2x4 KDDF STAND 3- 4=(-546) 278 8- 5=(-270) 278 LOADING 4- 5=(-546) 278 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=( 0) 86 TOTAL LOAD = 42.0 PIF OVERHANGS: 12.0" 12.0" LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: p-,.:.,..v.-.s.-0l� l;_ _--,..�......,..t+g- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '�"'��'-"'� - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8-03-04 8-03-04 f / MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL = -0.002" @ 17'- 6.5" Allowed = 0.100" f f f f .f MAX TL CREEP DEFL = -0.003" @ 17'- 6.5" Allowed = 0.133" 12 12 MAX TC PANEL LL DEFL = -0.019" @ I0'- 0.2" Allowed = 0.387" M-4x6 MAX BC PANEL TL DEFL = -0.047" @ 3'- 9.1" Allowed = 0.498" 14.00 7 \14.00 4.0" MAX HORIZ. TL DEFL = 0.009" @ 16'- 1.0" 4 P1 [ Design conforms to main windforce-resisting 1 system and components and cladding criteria. 4. Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 • ,. o,y w✓ �' + l' o .8 I 0 o M-3x4 M-3x8 M-3x4 0 8-03-04 J' 8-03-04 )' , o) PRQ1c yl-00 16-06-08 1- 00 �'ts :'�r.N'G'IN �c^�9Cli Vc5'y�, ,... 17 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH A2 Scale: 0.2614 -- .'.. C.1-..f WARNINGS: GENERAL NOTES, unless otherwise noted.11�. - True s: A2 Builder and erection contractor Maid be advised of all General Notes 1.This design I.based only upon the parameters shown and h for an individual "�I1+OREGON �/�. and Warnings before nenetrudlon commences. bulling component.Applcabllly of design parameters and proper 2.214 compression web brsdrp nasi be Installed where shown�, Incorporation of component Is the responsibility of the building designer. �y [']r 3.Addpbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords is las laterally braced et T� ��•\! Ab v Is me re,parlsibIRy of iM erodar.Additional permanent bradrp of 7 an.and at 10 a,c.respectively unless braced throughout their length by y. f DATE: 8/10/2015 the overall structure Is the responsibility of the build) ce ner. 2v Impact Meatmnr later as acing°°aired here s ow,ar drywaA(BC). 'i ,[-]" w 1�� "1 sig 3.In Impact badging or lateral bracing required where Mown.♦ e-.4 f L SEQ.: K 13 4 5 8 3 0 4.No load should be applied to any component until a8er al bracing and 4.Installation of truss is the rtaponabiby of the respective contractor. faslenem ars complete and at no time Mould any dads greater than 5.Design assumes trusses ars to be used Ina non-Corrosive environment, TRANS ID: LINK design bads be applied to any component, and are far dry nendtinn use. 5.CampuTrus has no control over and swum.no responsibility for the 6.Design assumes full beaang at all wppoM shown.Shim or wedge If EXPIRES: 12/31/2016 febrtatbn handling.anlpmaMend Insialletbnolcomponente. 7. necessary. August 10,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates.hal be located on both faces of trues,and placed no their center TP6WICA In SCSI,copis of eRM coil be furnished upon request. Ines coincide with Joint center lines. 9,Digits Indicate ala of plate In inches. MITek USA,Inc./CompuTrue Software 7,6,6(1L)-E 10,For basic connector plate design wluea,ee ESR-7311,ESR-1988(MITek) EL This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 206 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6136) 1370 1- 6=(-864) 3722 2- 6=( -630) 2990 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 WE: 2x6 KDDF STAND; LOADING 3- 4=(-4064) 1042 7- 8=(-77B) 3740 7- 3=(-1494) 5772 2x4 D WEBS: 2x4 SF STAND A;FDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. REQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 6.5" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) O 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP -',- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"0.131 DIA GUN nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. \/�/ 9" oc in 2 row(s) throughout 2x6 top chords, /yvy` 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.039" @ 4'- 5.2" Allowed = 0.781" 9" oc in 2 row(s) throughout 206 webs. MAX TL CREEP DEFL = -0.079" @ 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" @ 16'- 1.0" 8-03-09 8-03-09 MAX HORIZ. TL DEFL = 0.024" @ 16'- 1.0" 4-06-15 3-08-05 3-08-05 9-06-15 Design conforms to main windforce-resisting T 1' 1' 4 1' system and components and cladding criteria. 12 12 M-4x10 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 VN14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=l.6, 3 Truss designed for wind loads Ain the plane of the truss only. M-3x6 M-3ll x6 2 1w "A inkli.c=2 IL MIL lk ,1-, 111111111111=NIMONIYMMMIMINIIIIII I' o 1 6 v 7 B M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 oI EvPROF y 9-05-03 y 3-10-01 3-10-01 y 9-05-03 y �`C.,+SctJGINEF�`s'Si.t l y 16-06-08 'r` 8 782PE sr JOB NAME : POLYGON NW PLAN 7-A NH - A3 G r= t" Scale: 0.2332 �"Irr . WARNINGS: GENERAL NOTES, unless olhsnpar noted: 7A.OREGON T41) 1.Bulder and•radion oonlrador should be advised of ail General Notes I.This design is based snip upon the parameters shuns and Is lar en Individual 71 v OREGOI V Truss: A3 end Warnings before construction commences. building component.Appllcabilky of design parameter•and proper GA (P 44r 2.2:4 compression web bracing must be Installed where shorn o. Incorporation of component Is the responsibility of the building designer. '7 3.Additional temporary bracing to Insure stability during consinrtHon 2.Design assumes the top and bodes chords to be laterally brand at I•the respondbil1 the erector,Additional permanent bredng of 7 o.c.end et 1f e.c.respectively unless braced throughout their length by ` 8Y c german continuous sheathing such as plywood•heathing(TC)and/or drywal(BC). �''A U L DATE: 8/10/2015 the overall structure Is the raeponsbARy of the building designer. 3.2s Impact bridging or lateral bracing required where Mous<• SE K 13 4 5 8 31 4.Na bed should be epplled to any component until alter all bradng end 4,Instaietlon of truss Is the responsiblty of the respecthe contractor. 4• : fasteners are complete and at no time Mould any bad•greater than 5.Design aeeumes trusses are to be used Ina nor merrosive envkonment, design loads be applied to any component. and ars for"dry condition.of use. s.Design assumes^"b••nng at.I supports M•wn.s!re or wedge a T RAN S I D: LINK 5.CompuTrue hes no control over and assumes no reeponelbllly for the EXPIRES: 12/31/2016 Mcess•ry. August fabrication.handling,shipment and Installation of component. 7.Design assumes adequate drainage Is provided. 1 0,2015 8.This design is NmlM ed subject to the limitations set forth by 8.Plates shall be!mated on both faces of tons,and placed so their center TPWVICA In SCSI,copies of which will be NmiMBd upon request. Ins•colndde with joint center lines. 9.Digits Indlcete cine of plate In Inches. MITek USA,Inc./CompuTN5Software 7.6.6(10-E to.For basic connector plate design values see ESR-1311,ESR-1988(14ITeld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacibg. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforesisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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: 190 mph, h=21.3ft, TCDL=9.2,8C DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWF RS(Dir), TOTAL LOAD = 42.0 PSF load duration factors-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 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1-102 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. 3-06 3-06 T 1 T 12 12 IIM-4x4 19.00 7 14.00 2 RRAl V � o f- 414111k161 O o o0 M-3x4 M-3x4 l y 7-00 ` 89782PE .7.I— JOB NAME : POLYGON NW PLAN 7—A NH — B1 77 ,-", � ,._ Scale: 0.5570 'f -Y WARNINGS: GENERAL NOTES, unless otherwha noted !/ r^---4) Truss: B 1 1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon Sr.parameters Moven and is for en Individual 9 ORE GO N �'� and Nhmfgs before construction commence. building component Applicability of design parameters and proper 2 2r4 compression web bracing must be lnetslled where shown+. incorporation of component Is Sre responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2 0 5.5.assumes the top and bottom unless braced to be laterally braced at $2,.. ��, \E` / is the responsibility of the erector.Additional permanent bracing Sr T o c.ant et 10 o e reapedhrety broad Ihraughoul their length by /r 1 Yy DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 25lrrpcontInuot sheathing sten as plywood required sheathing(TC)s ea,, drywaA(BC>. `' 17.1 Si'. 3.2a Impact bridging Srolateral bracing where Mown++ tJ SEQ.: K 13 4 5 8 3 2 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the respensiNilty of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in,noncorrosive environment TRANS ID: LINK design keds he applied to any component. and are for^dig conditionor use. //�� ] {� CompuTrus Me no control over and assumes no responsibility for the 8.Design sae es full bearing at ail supports shown.Shim or wedge it 5. EXPIRES: 12/31 /2016 016 fabrication,handling,shipment and Installation or components. ledge assumes. 6.This design is furnished subject to the limitations set forth by 7.Platesagaded drainages AU gU.St 10,2015 8.plate,Mag be located on ter lines.of truss,and placed ss their caster TP WVECA in BC51,copies c(wnkn will be rumlshed upon request. lines coincide with joint center Ilnes 9.Digits indicate aim or pieta in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 1I.For basic connector plate design values me ESR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 24'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. SC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 KDDF Design conforms to main windforce—resisting 2x9 BC: 2x4 system and components and cladding criteria. g14BTR 02 SPACED 24.0" O.C.1sB LOADING TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( 7.0) ON TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 12-04-04 12-04-04 T 12 12 IIM-4x4 12 7.00 7.00 2 j WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. N No . Erl R7 o M-3x5(S) 0 M M-3x4 —3x4 J' 10-00 y 14-08-08 y ?s O PROFeo y N t\GINE�` `S'O 24-08-08 .1e R „I'47 9782PE 1- JOB NAME : POLYGON NW PLAN 7—A NH — Cl ,,--- zz //'/�y�\ __ Scale: 0.3040 �' ""' WARNINGS: GENERAL NOTES, unless otherwise noted: -Yip OREGON h}4 1.Builder and endihn contractor should be advised dal General Notes 1.Thio design Is bawd only upon the parameters shown and h for an individual 11 c J. Truss: Cl and Wamings before consiruction commences bolding component.Applicability of design parameters and proper �/ [� 2.ls4 compression web bradng must be installed when shown s. Incorporation of component is Sre responsibility of the building designer. '9;9. "/4 b Y .i 6 �` 3.Addtional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom seachob,to be laterally braced et 'l 1 _{Yy is me responsibility of the erector.Additional nest bracing of 7o.c•and H id c.w.respectively uMew bowed throughout thele length by V Derma continuous Wreathing such es plywood sheathing(TC)aMMr drywell(BC). Pq UL l- DATE: 8/10/2015 the overall dnaNra Is the responsibility of the building designer. I.7s Impact bridging or lahral doming requked where shown s+ SE K 13 4 5 8 3 3 4.No load should be applied to any component until after aN bradng and 4.Installation of Truss is the reeponsbllty of the respective contractor. 4• fasteners are comptete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design bads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes dl boring.1 ate support.down.thin or wedge if {{ EXPIRES: 12/31/2016 febriution,handling,shipment and installation of components. 7.Dedgn assumes adequate drainage is prodded. August 1 0,2015 H.This design h furnished subject to the limitation set forth by S,Plates shag be boated on both faces of truss,and placed so their center TPVWFGA In SCSI.codes of welch wlN be Nmiehed upon request. lines coindde with joint center linea 9.Digits indicate she of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E In.For bash connector plate design values sea ESR.1311,ESR.19tH(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 3=(-1145) 608 1- 8=(-466) 2459 7- 8=( -195) 1460 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1190) 335 7- 8=(-466) 2401 2- 8=(-1691) 453 LOADING 3- 4=( -987) 311 8- 9=(-199) 1225 8- 3=( -172)72) 678 4- 5=(-1549) 313 9- 5=(-198) 1227 8- 9=) -556) 202 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 57 4- 9=( 0) 326 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *" For hanger specs. - See approved plans 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.125" @ 5'- 9.0" Allowed = 1.190" MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed = 1.586" MAX LL DEFL = -0.002" @ 25'- 8.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 25'- 8.5" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.077" @ 24'- 3.0" MAX HORIZ. TL DEFL = 0.126" @ 24'- 3.0" 12-04-04 12-04-04 5-10-12 6-05-08 f f Design conforms to main windforce-resisting 5-03-07 7-00-13 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.00 IIM-4X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 3 -' in the plane of the truss only. M-3x9 M-3x6 ,,4441)I M-3x5 rn M-5x 6 111111111111111111111111111111.7 O N o 4. J B 9 , O M-5x10 M-1,5x3 M-3x9 1 0 0 d 3.50 3.50 p 12 12 l l l . l 5-09 5-03-08 6-07-03 7-00-13 1, 1• 1' /, 1 0 PROF • 5-09 5-03-08 13-08 1-00 .<<' 61(' st y y 5 . eaG1N � 24-08-08 ~ 49 QA_ 4 . 8 782PE mac-- JOB NAME : POLYGON NW PLAN 7-A NH - C2 �, Scale: 0.2375TV WARNINGS: GENERAL NOTES, unlace otherwise noted: 4 0 .+ Truss C2 1.Builder and eroabncontractor should beadvhedofalGeneral Notes 1.TN.design Isbased only upon the parametersshown and isfor anlndvldal -7 OREGON N and Waminpe before construction commences. building component.Applicability of design perimeters end proper /• 'rw vl V ryy.� 2.Zi4 compression web bracing must be!Walled Mere shown�. Incorporotton of component Is the responsibility of the building designer. V �•W Nr 3.Additional temporary bracing h(neuro staMRy during construction 2 Design satsumas the lop end bottom chords to be laterally braced al 'IA, 4 R Y i 5 ��' •. Is the responsibility of the erector.Additional permanent hoeing of T o.c.and at 10 o.c.respectively unless braced throughout their length by -l DATE: 8/10/2015 the overall structure Is the responsibility of the building destgnet 2x Impactcontinuou sheathing or won as plywood coir a where own o drywaA(BC) /y (j'�V, 3.2m Impart hvi t,rap or lateral bracing required where shown , P SEQ.: K 13 4 5 8 3 4 4.No bad should be applied to any component cont after al bracing and 4.Installation of suss Is the responsibility of the respective contractor. Mohnen are compete and at no Noe should any loads greeter than 5.Design amines trusses are to be used In a non-corrosive environment. TRANS ID: LINK design toads be applied to any component. and ere ro dryantltlon^au... 5.ComWTrue has no conhol Duet end assumes no responsibility for the 6.Design seines full bearing e1 mut supports shown.Shim or wedge I/ EXPIRES: 12/311201'6. fabrication,handling,shipment end installation of components. Design a. 6.Thh design Is furnished eub)ed to the limtietlons sat forth by 8.Design assumes adequateenboth faces is provided. August 1 0,2015 8.Plates shell be located on both has of truss,all plead b thele anter TP WVTCA In SCSI,copies of PIP will be furnished upon request. qua coincide with)rend center(treats. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E g.Digits Indicate she of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR; LOAD DURATION INCREASE = 1.15 1- 2=(-2890) 810 1- 7=(-543) 2485 7- 2=( -234) 1475 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8=(-534) 2426 2- 8=(-1650) 445 2x6 KDDF #16BTR T2 3- 4=( 0) 0 8- 9=(-387) 1244 8- 3=( -217) 641 BC: 2x4 KDDF #16BTR WEBS: 2x4 KDDF STAND LONDIOG 3- 5=(-1025) 424 9-10=(-386) 1245 8- 5=( -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1540) 527 10- 6=(-927) 1224 5- 9=( 0) 232 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24" OC UON. FOR 29'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 ROOF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, 35'- 1.5" -760/ 1084V 0/ OH 131,00" 1.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IcOND. 2: p-- r as.++r+fes:v-`-- a'- "•' 1.' 'ar'.-r.'j 9. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ver,ica or equal (ot non-structural VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 vertical members on). MCX LL DEFL =-0.248" @ 5'- 9.0" Allowed= 1.58 7. MAX TL CREEP DEFL = -0.248" @ 5'- 9.0" Allowed= 1.583" Unbalanced live loads have been MAX HORIZ. LL DEFL = 0.079" @ 24'- 8,4" considered for this design. MAX HORIZ. TL DEFL = 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-06-12 f load duration factor=l.6, 17-05-13 Truss designed for wind loads 5-10-12 6-05-08 5-02-08 0-00-15 in the plane of the truss only. 12 IIM-4x4+ 12 12 4 M-5X6 '717.00 Q 7.00 Gable end truss on continuous bearing wall. 7.00M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 3 :M-4x4 M-5x6+(S) 0 5 M-3x62 I 7 ro rlt: M-3x5 7 "f ,r, M-5x6 A1` x01, o ri 1�l 10 M-5x10 M-3x5 M-3x6+(S) o o <03.50 3.50 I: - M-3x4+ 12 12 t1,0) ryR Opt. y y y y y cL 9P 5-09 5-03-08 6-07-03 6-06-13 10-11 A,c Ce: *, ' ° b 1 y y y 5-09 5-03-08 24-01 )'00y 41 /89782PE �t' y 35-01-08 1-00 / / .....;,7 --%--- JOB NAME: POLYGON NW PLAN 7-A NH - D1 Scale: 0,1790 40 GENERAL NOTES, unlessetherwise noted -174,OREGON t2'"' WARNINGS: V ` V Q'R. 1.Builder end eradbn contractor should be advised of sit General Notes 1.This design is based only upon Me paremet•re shown and Is for an Individual it ,I�r J Truss: D1 and Warnings before construction cammena•e. building component.Applicability of design parameters and proper 1 2.2x4 comprosekn web bradng mud be huddled where shown«. Incorporation of component le the responsibility of 5.building designer. �ss 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and a15 chords to be rruaghlateralbraced et /•'-q 1 i 1 2'vc.and at l e o.n.respectively unless braced throughout they length by �,J 1•+ is the responeibinly of the anular.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 8/10/2015 tin°versa structure Is the responsibility or the building designer. 3,Do Impact bridging or lateral bradng required where shown«« 4.No beffuses ed should be applied to any component until after ell bredng end 4.Installation uses la the responsibility of the r•spectNe contractor. SEQ.: K1345835 astenersalecompleteandatnogme•houldanyloadsgreaterthan 5.Dedgnneume.w..e.ar.mb.n•adInaron<orodv..nvb°rimae' EXPIRES: 12/31/2016design load•be applied to any component. and are for"dry condition"ri of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8•m�aew necessary. ss M ll bearing al ail wppo h°hewn.Shim or w.dga If August 10,2015 hbrkanon,handling,shipment end Instelletinn of components. T.Dedgn assumes adequate drainage is provided. 6.This design Is furnished subject to the limitation set forth by 8.Plates shell be located on both face.of Wes,and placed as their center TPBWTCA in SCSI,willed of which will be fumlehed upon request. Knee coincide with Iolnt center lines. 9.Diggs Indicate sire of plate In inches. MITek USA.Inc/CompuTras Software 7.6.6(1L)-Z 10.For bask connector plate design values see ESR-1311.ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4268) 838 1- 8=(-669) 3798 8- 2=( -303) 2203 11- 6=(-251) 211 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 WEBS: 2x4 KDDF STAND 3- 4=(-1516) 448 9-10=(-234) 1697 9- 3=( -21) 320 LOADING 4- 5=(-1505) 452 10-11=(-216) 1597 3-10=( -671) 259 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2124) 509 11- 7=(-359) 1912 10- 4=( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 6- 7=(-2348) 510 10- 5=( -657) 256 ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 5-11=( -51) 494 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.206" @ 5'- 9.0" Allowed = 1.710" MAX TL CREEP DEFL = -0.412" @ 5'- 9.0" Allowed = 2.261" MAX HORIZ. LL DEFL = 0.127" @ 34'- 8.0" MAX HORIZ. TL DEFL = 0.211" @ 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-12 5-05-04 6-02-12 5-08-06 5-08-06 6-01-15 load duration factor=1.6, f f 1 f 1' 1' 1' Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-4x6 Q 7.00 4.0" 1\ M-5x6(5) 3.1 M-Sx6(S) 0.25" 0.25" 3 't� fir. +I M-3x8 + + Nop,M-1.5x3 M-3x8 �A `+ oo M5x \ o 4. ' r ,4 `1** 1 «a o.M-6x6 0.25" M-3x9 M-3x5 1o o .d 3.50 3.50 , M-5x8(S) 12 12 y y y ti �0PROfiF5-09 5-03-08 6-06-04 8-07-07 8-11-05 � � St,L y � NCIN��5-09 5-03-08 24-01 N .,� � ,y 35-01-08 y 't'E/ y 8 782PE JOB NAME : POLYGON NW PLAN 7-A NH - D2 r% Scale: 0.1739 A./ (- IV WARNINGS: GENERAL NOTES, unless otherwise noted: [ /'y�(�� Truss: D2 1.Builder and erection oentrador should be advised or sl General Notes 1.This design Is based only upon the parameters shaven and la for en Individual 1,1' -ORE G OI Y h" and Warnings before nenebucllon commences. building component.Applbabillty of design parameters and proper I V 2.b4 compression web bndng mud be installed genera shown n. Incorporation o1 component is me reepondbllty 01110 building designer. ..[} (}� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords is be laterally braced et 7� �" 1t' ',5 s' is the responsibility of the erecter.Additional permanent bracing of 2 se.end a1 10 e.e.respectively unless braced throughout their length by I DATE: 8/10/2015 the metal em,dursIemete Se(epotsabggletng euech aeeringreuire where sheatdror hing(TC) ��'..+ �� responsibility ohne building designer. 3.ea Impact bridging m'decal bracing required where Mown.d• V SEQ.: 51345836 4.No load Mould be applied to any component until atter al bradng and 4.Installation of bass N the responsibility of the respeette contractor. (Mends are complete and at no time Mould any beds greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry nendaien'el use. y�j [] 12/31/2016 ry q l/ry/ l c 6.CompuTns has na control over and assumes na reepansibiity for the 8.Design assumes hitt bearing at all supports shown.Shim or wedge if EXPIRES: 1 2/47//20 1 6 fabrication,handing,shipment end installation of components. necessary. 7. d. 8.This design is furnished subject t to e limitations set font by 8.Plate.Mai be loan assumesdeegduoneboth fadrainaceseis prof bussovid�and placed so their center August 10,2015 TPWWGA in SCSI.copies of which nil be furnished upon request. Ines coincide with loin)center thee. MITek USA,Inc./Compulrus Software 7.6.6(1L}E S.Digits indicate size of pita in inches 1e.For bade connector plate design values see ESR-1311,ESR-1988(MITek) h. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed fox wind loads considered for this design. in the plane of the truss only. LL = 25 POE' Ground Snow (Pg) Sable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-06-12 17-06-12 T ' T 11-08-09 5-10-03 5-10-03 11-08-09 4 4 q 1 1' 12 I IM-4x4 12 7.00 p ' WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP II 44 OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(s) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY *0 44, FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. 4 N o 2 o o O1 :' ®6 o /`- M-3x5(5) o M M-3x9 -3x4 ), )' PROFF0 17-06-12 17-06-12 `� INE�r �/ R k---4, 1-00 35-01-08 '7 /, 89782PE r' JOB NAME : POLYGON NW PLAN 7—A NH — D3 fr"%' =s% -- _ Scale: 0.2314 WARNINGS: GENERAL NOTES, unless othenvbe noted �y OREGON 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 1 7A,O 7E r+`�+'• O�J lS.. Truss: D3 and Warnings before consbuerlen commences. building component.Applicability of design Premiere end proper & t7/ Q" 2,204 compression web bradng must be netelled where Moven+, Incorporation of component lathe reeponsibRty of the buEdng deMgner. u9 4 Ll t/ .1 j'[ 3.Additional temporary bracing to insure stability during construction 2 Design rad cr 10e.the top end bottom es.choba to be laterally ngire braced at al i 1 1.1x�j/ lathe responsibility f the erector.Additional permanent bating of a ntlr end at 1 P co.respedaely a Mess braced throughout their length by Sty o continuous sheathing such ea pywood sheathing(7C)and/or drywel(BC). fl r-A I 'L s i" DATE: 8/10/2015 the overall structure is the responsibility of the building designer. 3.2s Impact badging or Island bracing required where ahem++ v SEQ.: K 13 4 5 8 3 7 4.No bad should be applied to any component until alter all bracing and 4.InsleNetnn of buss Is the roe/tonsil/Sty of the respectNe contractor. fasteners are complete end at no lime Mould any loads greeter than 5.Dellen assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design nada be applied to any component. and reas"drycondition"ri err as'.supped. wedge 5.Compurrus has no control over and assumes no reeponibNly forme 8.Design Ml bearing l a Mown.shim or if a EXPIRES: 12/31/2016 neoestfabrkatbn,handling,shipment end installation of components. 7.Design asadequate drainage is provided. August I 1 O,2015 e.This design is furnished subject to the limitenons eat forth by 8.Plates shell be located on both Nees of trues,and placed so their center TPWWICA in SCSI.copies of which will be furnished upon request. Ines coindde with joint canter Nnee. 9.Digits indicate size of pleb In inches. MITek USA,Inc./CornpuTfus Software 7.6.6(1L)-E 10,For basic connector plate design valueswe ESR-/311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2309) 503 1- 8=(-348) 1971 2- 8=(-225) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3=( -45) 460 WEBS: 2x4 KDDF STAND 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2336) 509 5-10=( -50) 483 TOTAL LOAD = 42.0 PSF 10- 6=(-251) 211 .* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1470V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )COND. 2: P- :.�e.-.n..rl,i _,--_aa. ._L_.1:7_=-- .aeY..�., -0:Ig. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.098" @ 17'- 5.2" Allowed = 1.704" MAX TL CREEP DEFL = -0.199" @ 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" @ 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4' 1' 4" 4" 4" 4" 4' Truss designed for wind loads 12 12 in the plane of the truss only. M-4x6 7.00 D '-j7.00 4.0" M-5x6(5) -\1 M-5x6(5) 0007 0.25" 0.25" +1 M-1.5x3 ilri M-1.5x3 x.. co O N O 1 8 9 r Io -1M-3x5 M-3x4 0.25" M-3x4 M-3x5 ..7 0l M-5x8(S) y y '' 8-10-11 8-06-09 8-06-09 9-00-03 4`rt4G N Cr.�C•9jrey y {� T .135-00 �L 9 /89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - D4 - ,!7 Scale: 0.1922 WARNINGS: GENERAL NOTES, unless otherwise noted / ( -_.....- .... Truss: D4 Builder and erection contractor should be advised of ale General Notes 1.This design is based only upon the parameters shown and is for an individual .1 OREGON lu% and Warnings before construction commence. building componentApplicability of design parameters and proper Ry F rig 2.204 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. I-T .`y A6 L+(� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes me top end bottom chords to los laterally ughbraced at (� Is.me responsibility of the erector.Additional permanent bracbg of T c.c and at 1 O o.c respectively unless braced throughout their length by continuous sheathing such as plywood shoe ing(TC)and/or drywail(BC). c3� DATE: 8/10/2015 the overall structure is IM responsibility of the building designer. 3.2r Impact bridging or Mere!bracing required where show„.. PAUL SEQ.: Ki3 9 5 8 3 8 4.No load should M wailed to any component until after Cl bracing and 4.Installation of Inns Is the responsibility of the respective contractor. Wieners are complete end et no time should any loads greater than 6.Design assumes trusses are to M used In.nen-corrosive enWrsnment, design beds be. silo ss and are for"dry condition'of use. TRANS ID: LINK tin co ycomponem. e.De.Ignassumes hal bearingat.ilwpportashown.Shimorwedgeif EXPIRES: 12/31/2016 5.CompuTrua Ma no control over and assumes no responsibility for IM necessary. fabrication,handling shipment and installation of components. 7.DeSgn assumes adequate drainage Is provided. August 10,2015 8.This design is punished subject to the limitations set forth by 8.plates aMN be located on both facet of truss,and placed so their center TPIrWi CA In SCSI.copies of which wit be furnished upon request. lines coincide with joint center Imes. MITek USA.Inc./Com uTrus Software 7.6.6 1L E 9.Digits Indicate size of plate in Inches. P ( )- to,For basic connector plate design values see ESR-1371,ESR-1988(MIME) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -26) 12 9-5=( 0) 0 WEBS: 2x9 DF STAND; 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). 'COND. 2: Design checked for_net Deft uo lift at 24 "oc soagl 1,3. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 considered for this design. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" JT 1: Heel to plate corner = 9.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL 0.023" @ 6'- 2.6" Allowed = 0.275" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed= 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" f f ,f MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 " system and components and cladding criteria. Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, 2 Truss designed forwind loads in the plane of the truss only. 0 ti 0 M ��I dlIllIllIllIll 111 i 0 611.-=,41 4 ��5 M-3x8 M-3x8 M-3x5 y ), y 6-03-09 1-01-12 l l l 1-00 6-05 l l 7-05 �,�tv© PRQ/ CC." 8 782PE i JOB NAME : POLYGON NW PLAN 7-A NH - El 7,/ "e-- Scale: 0.5166 . �-" '^ ,, WARNINGS: GENERAL NOTES, unless otherwise noted: C, `I /,y''�� �v ON ' 1.Balder end erection contractor should be advised of all General Notes I,This design b basad only upon the parameters Mown and Is for en individual -74,OREGON Q I V t}. Truss: El and Warnings before construction commences. bolding component.Applicability of design parameters end proper �Q /. � ry\ 2,294 compression web bracing must be installed where Moven t. Incorporation of component Ie the responibrty of the building designer. •19A- ,S..1ARY 1 _`4,,s(- 3.Additional temporary bracing to Insure stability during construction Z.Design and altassumes me top and bottom dents to w laterally braced et J V Is Me rosponstbblly of the erector.Additional permanent bred of 2'o.c.end a1/P o.c.respectively unless braced throughout their bngih by DATE: 8/10/2015 the overeb structure is the responsibility.Adf the building de continuous Meathmo such es plywood sheat mng(TC)andfor drywall(BC). '' PA U L VI' o signer. 3.2v Impact bridging or lateral bracing required where Moven SEQ.: K1345839 4.No mad should be applied to any component until alter al bracing and 4.IInnsstaallnionoofineet In Is the.sspoMNilityryef t.rr spectbvtiv.ntr contractor. fasteners ere compete end et no time Mould any mads greater man and gra asor sumes condition"of ie b TRANS I D: LINK design mads be applied to any component. e. 8.Design assumes fug bearing at all supports show.Shim or wedge if 5.Cempurruehas nocontrol over end assumes noresponsmilityfor the weaary, EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 7,Design assumes adequate drainage Is provided. August 1 0,2015 8.This design h furnished subject to the limitations sal mnh by 8.Plates shag be berated on both faces of truss,end placed w their center TPIrWTCA In SCSI,copies of Mach will be furnished upon request. lines winds with joint center lines. 9.Digits indicate she of piste in inches. MITek USA,Inc.(CompuTras Software 7.6.7(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x9 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) Unbalanced live loads have been LL = 25 POE Ground Snow (Pg) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , e •r v " - g' rr 1: Heel to plate corner = 4.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" @ 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" @ 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.2" '1 1' 'f MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 17. system and components and cladding criteria. Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 End vertical(") are exposed to wind, Truss designed for wind loads in the plane of the truss only. OFuill 0 0 r7 0004.mill NE El 0 6 P.M." 4 ►25 M-3x8 M-3x8 M-3x5 l ) y 6-03-04 1-01-12 1 l 1 1-00 6-05 l l 7-05 ,c1,0) PROpe 89782PE 9<' JOB NAME : POLYGON NW PLAN 7-A NH - E2 Scale: 0.5166 `' '� unless otherwise noted .�1 p ...... 1WARNINGS: GENERAL NOTES, 7 OREGON Truss• E 2 Sulder and erection contodor should be ad ised of al General Notes Thisieg component. balled ppi upon the parametersar Mown and Is for an individual Wyyyk 1 • ant Wamtngs Debre conebuction commences. building component.Applicability of design parameters and proper .4'yy 2.2x4 compression web brad""must be Installed where shown. Incerporolbn of cemporront Is the rosporrelbWty of the buA0ing designer. .,.ay� ^� r (! 3 Additional temporary bracing to Insure steblllty during construction 2.Dedgn assumes the tap and bottom drone to be laterally braced at 77 4 J N Me reeponstbllity of the erector.Additional permanent bracing of 2 o.c.end al IQ o.a.raeped.ply"Ness braced throughout their length by DATE: 8/10/2015 the overall structure Is the responsibility of the building designer. continuous sheathing ginsuch l b plywood required a where a oenandf•r dryweg(BC), PA UL. ng 4.in2.tmptio .stns or lateral bredibng ly of the where she be t SEQ.: K1345890 4.Noload.aecd be mtateenlaanyat..600 untilaftergl reater than 4.Design unrcristhe rogcmbgeofthe an-eerroe eeviron fastens"are septate end at no time should any Dada than 6.end are assumes trusses are M be used In a rcntonostva environment, TRANS ID: LINK design loads be applied to any component. and ere kr"dry wndNlon"ot use. 5.CompuTras has no control over and assumes no r.spomWlllty for the e.Design..sums.full bearing et.y.appon.shown.sem or wedge g EXPIRES: 12/31/2016 fabrication,handling.shipment and lnstalletlen of components. 7.Design assumes adequate drainage is provided. August 10,2015 5.This design Is furnished edited to the limitations eat forth by S.plates shay be located an both laces of truss,and placed an their center TPSWICA In SCSI,copes olwhkh nil be furnished upon request. linea coincide vdh Joint center tins. 9.Digits Indicate size of plata In Inches. MITek USA,lnciCompuTrue Software 7.6.7(1L}E in.For basic connector plate design values see ESR-1311,EBR4988(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 OF STAND; 2x4 KDDF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 ROOF ( 625) Unbalanced live loads have been LL - 25 PSF Ground Snow (Pg) considered for this design. 'C OND. 2: Design checked for net(-5 osf) uplift at 24 "cc soros' g. JT 1: Heel to plate corner = 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.005" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.010" @ 3'- 4.4" Allowed= 0.132" MAX TL CREEP DEFL = -0.014" @ 3'- 4.4" Allowed = 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.0" 1' 4' 4' MAX HORIZ. TL DEFL = -0.000" @ 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-1.5x3 2 O3 0 0 0 IPF idli{ 1 1 �'�I �i lit -I 6 MEMO 4 �5 M-3x8 M-3x8 M-3x4 l l l 3-05 1-01-12 wo l l 1 1-00 3-06-12 y y 9-06-12 c.D P R OFF6N 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - E3 Scale: 0.5632 /__, _„ WARNINGS: GENERAL NOTES, unleootherwlaenoted r Go. OREGON 1�' 40 - „" 1.Builder and erection contactor should be advised of al General Note. 1.ThI.design Is bawd only upon the parameters shown and Is for an individual .._ ' -OREGOI e Truss: E3 and Warning.before construction commences. building component.Applicability ofdeeIgnparameters and proper +'. /V. 2.244 compression web bradng moat be Metalled where shown e. Incorporation of oomponent is the responsibility of the building designer. +' AR . 3.Additional temporary bracing to Insure stability during cenebudlon 2.Design resumes IM lop end bottom MOMS to las laterally braced at _ Is the responsibility(Atha erector.Additional permanent bradrg of 2'caro and at tO e n reapsctwaly unless braced throughout Belt length by \l DATE: 8/10/2015 me overall structure Is he responsibility f the building de continuous berthing such as pNwood sheathing(TC)and/or drywel(BC), pA UL � ly o ng signer, 3,20 Impact bridging or lateral bracing required where Mown++ SEQ.: K1345841 4.Ne load.heleld ba applied tn any neeponant unttaita,aI b,adng and 44.. lationortru;�N eapeobsawdithere In a peatte see nvrv,. fasteners are complete and at no time should any roads greater than Design assumes TRANS I D: LINK aeatgn loads be applied to any component. condition'.of use. 5,and sign.sums.MI bo els at el supports Mown.5mm or wedge If 5.CempuTrus hes no control over and assumes no reasonability for the rte a.e,y EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of component.. 7.Design assumes adequate drainage Is prodded. August 1 0,2015 8,This design b fumbled subject to he Imitations set forth by S.Plates shall on be located on both faces of t .,and placed so the..center TPINVECA In BCSI,copies of which will be furnished upon request. In..coincide with joint center noes, 9.Digits Indicate she of plate In Indo.. MITek USA,Inc,/CompuTres Snffwere 7.6.7(1L)-E IN,For beds connector plate design values see ESR-1311,ERR-1988 Web) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacilig. TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.9ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 / 11-00 / 1 12 TIM-4x4 12 7.00 13 Q 7.00 RA 7 f SS I M-3x5(S) o M-3x4 M-3x4 l l y 10-00 12-00 .cO PROp 1-00 22-00 .his..fNAGINE$ �0 ,89782PE 1°_, JOB NAME : POLYGON NW PLAN 7-A NH - F1 Scale: 0.3307 ' '''.1c// -.?/ / WARNINGS: GENERAL NOTES, unless otherwise noted GI 1.Binder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown end N for an Individual -" OREGON t. QN ', Truss: Fl end Warnings before construction commences. building component.Applicability of design parameters and proper j [�Q 2.2v4 compression web bracing must be Metalled Miters shown+. Incorpa en of component is the responsibility orthe building designer. .a+)�L/4p l( V Q� 3.Additional temporary freeing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally bread at 7 J Is the reeponsib%uy of the*rector.Addubnal permanent bracing of 2 se.end et 10 o.c.respectively unless bremd throughout their length by DATE: 8/10/2015 the overall structure lathe responsibility of the building designer. 2t Imps us shgingiwere as plywoodcre uireshedsitare and/or tlrywell(BC). ��,,.� �` g 3.2e Impact bodging Srolateral ponsbi requited where shown contractor, SEQ. KI34rJ 842 4.Noloadsiare d be cmlete entoany tImphoul unly ands sigerasinhend 5.Delalntion misofsussistee are to bele ithersepectNs environ fasteners are complete and at no tints should any bads greater than S.Design mistimes%My Pusses are to be used In a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and.re for^cry condition"of use. S.CompuTrus has no control over and assumes no responsibility forma e.Design assumes full hearing et sip suppose shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. essay. �+ T.Design assumes adequate drainage m provided. August 10,2015 6.This design Is hnnlehad subject to the limitations sat lank by S.Plates shell be bated on both laces of truss,and placed so their center TPUW1CA ht BCSI,copies of stkh will be furnished upon request. lines coincide 544th joint center lines. MITek USA,Inc./Com Trus Software 7.6.61L E S.Digits indicate she of pmts In inches. PO ( )- 10.For basic connector plate design values see ESR-1311,ESR-!gee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=(-181) 1109 3- 8=(-299) 232 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1360) 305 8- 9=( -88) 718 8- 4=(-126) 521 WEBS: 2x4 KDDF STAND 3- 4=(-1195) 337 9- 6=(-207) 1085 4- 9=(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 57 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) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: D.-...a,...e..,n.-.....,_r..-.aa• ..ice..1:.:. - .aS. „o,-.1q. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" @ 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL = -0.071" @ 14'- 6.1" Allowed = 1.406" MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" @ 21'- 6.5" f f f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system and components and cladding criteria. T T T T T 12 12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 ''' 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 .f,( in the plane of the truss only. 1L M-1.5x3 M-1.5x3 3 \ / N N o lo C t TLIJ , B 9 6 I I 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 l ) J' y 7-05-14 7-00-05 7-05-14 c,90. f] `� El y 10-00 y 12-00 y y `. {7GI 'T t�,0 1-00 22-00 1-00 w� tC ..,?�9 4tA9782PE r- /i JOB NAME : POLYGON NW PLAN 7-A NH - F2i',� J• Scale: 0.2557 IfOr' ..-' / // WARNINGS: GENERAL NOTES, unless othsedoe noted 1.Sulker end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters sham and h for an Individual .1+ RE GON�4So., Truss: F2 and Warning.before constructers commences. building component ApplicabilEy of design parameters and proper V 2 2t4 compression web bracing must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. q�`y V -'5 �. . 3 Additional temporary bracing to Inane stability during construction 2.Gasters Becomes the lop end basin drones to a.tangy braced et a T r 4 I the responsibility of the erector.Additional permanent bracing of z rmnuousasheathing rsuch as plywood sly unlessheathing(TC)and/or tlryWall ced throughout their length p/1 0.N. DATE: 8/10/2015 the overall structure is the responsibility olthe building designer. 3.Zr impact bridging or lateral bracing required where shown-re A U L- SEQ.: K1345843 4.No load should be applied to any component until after al bredng and 4.Inst„at asafit..I.eraesspowNuayryeftenonpecttive contractor. lit, fasteners ere compete and al no time should any loads greeter then end Design assumes medry trusse, of t use. TRANS ID: LINK design leads be applied to any component. 8.Design mumsnfull nnde.dng at all supports shown.Shim or wedge if 5.Cornptirms has no control over end assumes no responsibility for the co...ry. + EXPIRES: 12/31/2016 . fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. August 10,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of trues.and placed so their center TPUWlCA in SCSI.copes of which will be Enriched upon request. Anes coincide with Joint anter lines. 9.Digits Indicate site of pets in inches. Mick USA,Inc.ICOmplTrus Software 7.6.6)1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- 8=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470 BC: 2x6 KDDF SS 2- 3=(-10490) 2372 8- 9=(-2318) 10550 2- 9=(-1920) 970 6-12=( -536) 2594 WEBS: 2x9 KDDF STAND; LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 2x9 OF STAND A; LL = 25 PIE Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-10990) 2372 11-12=(-2318) 10550 10- 4=(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)= 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7=(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT <= 12"OC. UON. 5-11=( -776) 3504 BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -",<- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) XXnails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'-,0.0" s-1908/'8576V 0/ OH 5.50" 13.72 KDDF ( 625) 9^ oc in 1 row(s) throughout 2x9 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" a in 1 row(s) throughout 2x4 webs, - ,- ,- _ • - B 9^ oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.144" @ 14'- 6.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.291" @ 14'- 6.8" Allowed = 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.081" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 fsystem and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T I I 1 f ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 11M-6X6 Truss designed for wind loads 7.00 Q 7.00 in the plane of the truss only. 6.0" 4 ....e7_,.....! 12440044 M-3x6 M-3x6 M-3x6 M-3x6 26dIiIlII M-6x10 M-6x10 II CD l - 8 9 10 11 12 '-'7 o I M-3x8 M-6x8 0.25" M-6x8 M-3x8 0l _ m-8x8(S) 1 l 1 l 1 1 l t('t� L(�� 4-02 3-03-04 3-06-12 3-06-12 3-03-04 4-02 9ft, , ,V P R Oxr y 22-00 y � �GINEECC `S;'p 2 17 89782PE <' JOB NAME : POLYGON NW PLAN 7-A NH - F3 A-7%____-0.---------- -:- Scale: 0.2911 / �.� WARNINGS: unless otherwise noted I...GENERAL NOTES, "'J ...... 1.Bulder and areabn contractor should be advised or el General Notes 1.This design Is based only upon the parameters shown and Is for en lndlvkluel ' OREGON '� Truss: F 3 and Warnings before eonatrucllon commences. building component.Applleabigy of design parameters and proper :yyy (^� Q' 2.244 compression web bradsg must be installed where Mown a. incorporation of compoMM la the responsibility of the building tlesigner. +1:9. .y� ,4 y: A 6 �` 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to W laterally braced al 7 fi Is the responsibility of the erector.Additional permanent bradng of T o c.end et 19 o e.,.00h as cry sod.braced throughout their length by DATE: 8/10/2015 the overall structure Is the re nslbli continuous sheathing such b adng required a%hereC)and/or tlrywag(BC). �A U�. apo ty cent bultling tlesigner. 3.In Imps"bridging or th lateral bredrg where grown.. SEQ. : K 13 4 5 8 4 4 4.No bad should be spplbd to any component untl aIle,el bracing end 4.Installation n,e.trusses Is the respondblllty of re•pease contractor. fasteners are complete and at no lime should any bade prosier than 5.Design assumes trusses ere to be used In a nonconosive environment, TRANS ID: 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.ne Design assumes ads bearing at ati wppona shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and InNalbtlen of eonpensMe. ^e sign.5 8.This design is furnished subject to the limitations set fort by 8.PgU.ahal be located on bothorace.o W..a nd pNud.0 their center August 10,2015 TPIM//CA In BCSI,wpbs of which MI be furnished upon request. Ines coincide e8h joint center line. 9.Digits Indicate sire of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2- 3=(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4=(-1318) 338 9- 6=(-253) 1261 9- 9=(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)051( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=( 0) 50 TOTAL LOAD = 92.0 POP OVERHANGS: 12.0" 12.0" LL = 25 POP 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 Cl'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP �C nn 2 De ch k f r t( 5 f1 Lo1'ft t 24 o c'�g. 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 CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.059" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed= 1.906" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. / 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f fload duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 W--,f M-1.5x3 M-1.5x3 3 5 m r o •••811111111A1& /1:d.' o 1 r* I Y- 7 4o 0 8 9 • o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 o y l l )' 7-06-03 6-11-11 7-06-03 l 10-00 y 12-00 )' . C('‘. N '�/0 1-00 22-00 1-00 •9 .9 89782PE x-- JOB NAME : POLYGON NW PLAN 7-A NH - G1 = 7 i ,- Scale: 0.2557 7✓ L fes .... ..... WARNINGS: GENERAL NOTES, unless otherwise noted V40 I.Budder and erection contractor should he advised of al General Notes 1.This design is based only upon the parameters shown end Is for an Individual -9 OREGON o" Truss: G1 and Wamings before construction commences. building component.Applicability of dentin parameters and proper f' y��y 2.Did compression web brsdng must be Instated where shown•. Incorporation of component is the responsibility of the building designer. -VAN 2�"4 C`l .i l3 - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom a..chobe to be atersgy lamed at �T f Is Ua responsibility of the erector.Additional permanent bracing of T o.e.and at 1 O o.c,nepectively udess Macotl throughout mak length by ]]�� Q V apo continuous eheathlrp such ea plywood eheathing(TC)and/or drywsl(BC). /'"A UL ,`� DATE: 8/10/2015 the overal structure is the respondblity of the building designer. 3.Sr Impact bridging or lateral bracing required where shown•• I e SEQ.: K 13 4 5 8 4 5 4.No load should be applied to any component until alter el brsdng end 4.Installation of suss lame responsibility of the respective contractor. fasteners are complete and at no time should any weds greater than 5.Design assumes wsa.e era to be used In a nencorraewe environment, TRANS ID: LINK design wads be applied to any component. end are for"dry candltlon'of use. 5.C"mpuTrua has no control over and assumes no reapondbllly for the 8.Designecoeawmes hill bearing al aro supports shown.Shim or wedge If EXPIRES: 12/31/2016 p ry• rabrwatiun,h.n eShehipmentandin.geltionofcomponents. 7.p'yteanaassums quatebdam,geIs rl �.�dplanedsotheb«mer August 10,2015 6.This design is Nmiehed eubfed to the impletion set wdh by 8. TPIM?CA In BCSt,copies etnhldr coil be furnished upon request. lines coincide with Mint center lines. S Digits Indicate eine of pate In Inches. MT&USA,IDC./CompuTms Software 7.6.7(11)-E 10,For basic connector plate design values see ESR-1311.ESR-1988(MITek) MP This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 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 PIF Wind: 140 mph, h=15ft,Enclosed, BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) a exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed fore wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UOQ. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail fox BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 '( 12 6.00 IIM-3x9 12 3 Q 6.00 0 2 ' dl1II1iIIIII4 n I 11 17, 0 M-3x5(S) M-3x4 M-3x4 y y y 10-00 12-00 D P.0 1-00 22-00 • 151/ <c1 89782PE ter'` JOB NAME : POLYGON NW PLAN 7—A NH — GGE Scale: 0.3682 �, WARNINGS: GENERAL NOTES, unless otherwise noted / ,J 1.... 1Balder and erection uIs for OREGON � nlradar should be advised of el General Notes 1.This design Is based only upon the parameters shown and r an Individual . BJ Truss: GGE end Warnings before construction commences. building component Applicability of design parameters and proper 4trQ'' 2.2t4 comprewbn web bracing must be installed where shown•. incorporation of component Is the responsibility of the building designer. ,,' •4A f O ` 3.Additional temporary bracing to Insure stability duringcoM ng nstn on 2.Design assumes the top and bottom chords to be laterally braced at 7 �1 J Is the responsibility of the erector.Additional permanent bracing of 7 c e.ea st,10 o.c respectively cc plywoodly anises bread throughout their length by DATE: 8/10/2015 the overall warfare Is the responsibility continuous sheathing such a• sheethlne(TC)andror drywan(13C). PA.U L. aponsiblity of the balding designer. 3.2t Impact bridging or Wend bracing required where shown t SEQ.: K1345846 4.Na road enemabeapplied toany component anti alter albracingand 4.Instellation fasteners are complete and et no time should any loads greater than B.Design assumes trusses are to be used In a non-corroalve environment TRANS I D: LINK design loads be applied to any component, ands.fa"dry conanlon^muse. �/ {{��jj c 12131/2016! r]1/]({ (� B.CompuTrus has no control over and eesumes no responsibility for the S.Design assumes hal bearing at al supports shown.Shim or wedge If EXP IR ES: 1 2 3 /201 6 hbrlutton,handling.shipment end Installation of components. 7 Design assumes adequate drainage Is provided. 8loaded w August 1 0,201 5 .This design Is furnished subject to the limitations set forth by B.Plates shag be uted on both rases buss.and placed their center TPIM TCA in BCSI,copies of which MI be Nmlahed upon request. Ines coincide with joint center lines. MRek USA,Inc./Com Trus Software 7.6.7(11_)-E B.Digits Indleste age of plate m inches. 10.For basic connector plate design vends see ESR-1311.ESR-19118(MTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 11.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 818BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF g1&BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF interior zone, load duration factor=l.6 TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-09-04 0-01-12 T T T 12 4.00 l7 M-1.5x3 3,.a —/ W 0 ft M 2 o I � ���aalI I I� W 1 o M-2.5x4 M-145x3 l l l 1-00 2-11 Acc,r P OF'css , , GINE 6y �p9 ` 89782P E 5' xi: /,;:-.,--1-,,. .::::::''' JOB NAME : POLYGON NW PLAN 7—A NH — H1 Scale: 0.7180 `� f// / WARNINGS: GENERAL NOTES, udeea otherwise noted % / 1.Builder and erection contractor should be advised of al General Notes 1.This design h based ony upon the parameters shown and h for se Individual 40 �jf,OREGON 4a� 4`~ Truss: H1 and Wemkgs afore construction commences. building component.Applicability Cr design parameters and proper l�� 2 2s4 compression web bradng must be Installed where sawn.. incorporation of amponeM is the responsibility of the building designer. 114), Yq A`u.. { 3.Additional temporary bracing to Insure debility during construction 2.Design at 19 the lop and agora chords to M Windy braced etr 1 i.the responsibility of the erodor.Additional M brad f T o.c.and et id o.c.respect sly unless braced throughout their length by 1 Q Germane ng o continuous sheathing such as plywood sheathing(TC)and/or die vell(BC). PAUL `'` DATE: 8/10/2015 the overel structure la the responsibility of the building designer. 3.2x Impart bridging or lateral bradng required where shown o• SEQ. : K 13 4 5 8 4 7 4.No load should be applied to any component untl ager al bradng end 44..Design Baan o hua the he.eta siMIN I therraeporrae contractor. fasteners are compete and at no time should any pads greater than gn assu mes TRANS I D: LINK design wade a smiled to any component. ander.corm:condition'f use. tie 5.CompuTneasnoconimloverandassumesnorespoalbilityforta 8.Deems full bearing t Asurtsehown.Shlmorwwtl 1` EXPIRES: 1.2/31/2016. ssa, fabrication,handling,ahipnent and installation of components. 7.Design assumes adequate drainage Is prodded. AUg USt 1 0,2015 S.This design is furnished subject to the limitations set forth by S.Plates shag be located on both faces of truss,and placed so their center TP WYICA In SCSI.copes of which wt8 be furnished upon request. linea aindde with Joint center lies. 9.Digits indicate size of pieta in Incas MtTek USA,Ina./CompuTrus Software 7.6.4(1L}E 10.For ase connector plate design values see ESR-1311,ESR-1968(MITek) ► This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT 1: Heel to plate corner = 5.25" 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ 0'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFL = -0.010" @ 2'- 7.0" Allowed = 0.274" MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.e, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I I r 0 I ti i- 1 , I 0 0 t o 4 V\ 3 M-3x8 / M-3x6 l y 3-00 ta. l 4-00 y �� NG N '. 2 (PROVIDE FULL BEARING;Jts:4,3,2 I 'l yJ- 4t' 9782 f E Y�� JOB NAME : POLYGON NW PLAN 7-A NH - H2 /,-7 /_ Scale: 0.9459 / / WARNINGS: GENERAL NOTES, unless omarwlss noted 40 Truss: H2 1.Binder and erection contractor should be advised Mall General Notes 1.The design is 7 based only upon the parameters shown and Is for an Individual OREGON am. and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2e4 compression web bracing must be Installed where shorn�. Incorporotbn of component b the responsibility of the building designer. ^ 3.Additional emporery bracing to Insure staMilty during construction 2 Design assumes the lop and broom chords to be Merely bread et 'VR Y .4ke Is the responsibilhy of the erector.Additional permanent bracing or 7 o.c.end et ala c.c.capactNety unless braced Throughout their bngth bylr DATE: 8/10/2015 theoverallstructure Is ms royandblity of the building tlesipner, continuous sheathing such as plywood sheathing(TC)anti/or drywall(BC). ''A.U L. 3.2s Impact bridging en lateral bracing required where shown + SEQ.: K 13 4 5 8 4 8 4.No load mould be applied to any component until after al bradfq and 4.Imtaaatbn of truss Is the responsibility of the respective contractor. fasteners aro compete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bade be applied to any component. endare for"thy andmon^oruse. 12/31/2016 1� rj /�/� w 5.Compares has no control over and assumes no responsibility for the 8.Design assume.NI bearing et all supports mown.Shim or wedge If EXPIRES- 1 GIt71/2016. fabrication.handling,shipment and Installation of components. aasssry. 7. assumes adequaN drainage is proviNd. 8.This design a furnished subject to the limlations sat forth by B.Plates nshal be boated on both faces Meuse,and plead so their anter August 10,2015 TPIWTCA in BCS(,copies of whbh nil be furnished upon request. lines comdde with joint center lines. Wick USA,Inc./CompuTNa Software 7.6.6(11}E B.Digits hMbete sea of pee In Inches. 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) MEN , lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 4704-B The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1745920 thru K1745930 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. eco \AG PEER s�0 89782PE yr 9 OREGON 44° Q' 14) RY15 ;�P PAUL R -•"� ' February 22,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply K1745920 DR HORTON_PLAN_4704-B Al MOD.QUEEN 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:47 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-p81 UmDMtIE?lap82MKtkyrjSQMs62BHh6wohJ?zjUwk I1-0-1 7-1-9 l 13-4-3 19-6-12 1 25-9-5 31-11-15 I 39-1-8 141-1-8 '1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 7-1-9 2-0-0 Scale=1:69.2 3.75 12 5x6 MT2OHS= F 3x4% 4.� 3x4 4x6 P Q 4x6 E G D H R 4' 1.5x4 ii 1.5x4�� B 0 !.- S JCV AA�i moi L K I ci 5x8= N M 5x8= o 3x4= = 3x4 = 5x8 I 10-2-14 I 19-6-12 i 28-10-10 I 39-1-8 I 10-2-14 9-3-14 9-3-14 10-2-14 Plate Offsets(X.Y)-- [B:0-4-1.Edge].[D:0-3-0.Edge].[H:0-3-0.Edge].[J:0-4-1.Edge],[M:0-4-0.0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.36 L-M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.96 L-M >484 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.26 J n/a n/a BCLL 0.0 BCDL 10.0 . Code IRC2012/TP12007 (Matrix) Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1700/0-5-8,J=1770/0-5-8 Max Horz B=-87(LC 12) Max UpliftB=-302(LC 14),J=-348(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-4404/911,C-0=-4359/921,C-D=-3982/775,D-E=-3873/789,E-P=-2773/633, F-P=-2709/643,F-Q=-2709/633,G-Q=-2773/622,G-R=-3849/781,H-R=-3856/779, H-1=-3959/773,1-S=-4317/901,J-S=-4380/885 BOT CHORD B-N=-796/4146,M-N=-592/3384,L-M=-614/3375,J-L=-792/4105 WEBS C-N=-485/238,E-N=-10/601,E-M=-1156/275,F-M=-185/1249,G-M=-1128/272,G-L=0/593, 1-L=-462/218 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 D P f3�FFs to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '<< E cS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;PartiallyExp.;Ct=1.1 5 GI N4- ) 9ry ��� 0AGA c•'* 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 4.(-- 89782 P E non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .411" -AIIIPr 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil ,/ MN fit between the bottom chord and any other members. ^7 OREGON ', 8)A plate rating reduction of 20%has been applied for the green lumber members. 22Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 302 lb uplift at joint B and 348 lb uplift at 9 Alfiy '\ ��(j joint J. 'i ,,\ 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /p A u t_ EXPIRES: 12/31/2016 February 22,2016 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. INII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745921 DR_HORTON_PLAN_4704-B A2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:49 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-IX9FBvN7gsF0p7HQ UIwC1 GozlAkaWCH_ZEHoOuzjUwi 0-q i 19-6-12 I 39-1-8 41-1-8 -0-0 19-6-12 19-6-12 2-0-0 Scale=1:69.2 3.75 12 4x6= M N O P Q 5x6 MT2OHS ; �� - K BD L - IIIIIIIIIIIIIIIIItl R BE S5x6 MT20HSJ T I U BF GHrs VWXE Y D Z A B �M/N/NIN AB <,, -T r � O /ri .'lel �il�!`�Alll:l l2���llel.!:A♦:1.`l�:l�:i:!_�:l:l�l l:l :iii l:!'fi\A�O 4x6 = AP AO AN AM AL AK AJ Al 4x6 BB BA AZ AY AX AW AV AU AT AS AR AQ AH AG AF AE AD 4x6 = I 39-1-8 39-1-8 Plate Offsets(X.Y)-- [1:0-3-0.0-3-0].[0:0-3-0,Edge],[U:0-3-0.0-3-01 TCLL LOADING(psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 AC n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 AC n/r 120 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 AB n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight 222 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 39-1-8. (Ib)- Max Horz B=-87(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,AQ,AR,AS,AT,AU,AV,AW,AX, AY,AZ,BA,BB,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE,AD except AB=-130(LC 14) Max Gray All reactions 250 lb or less at joint(s)B,0,AQ,AR,AS,AT,AU,AV,AW, AX,AY,AZ,AO,AN,AM,AL,AK,AJ,Al,AH,AG,AF,AE except AB=313(LC 20), BB=368(LC 1),AD=303(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-BB=-263/138 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 0 p R 0 r 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 0. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ICON /9 4) N SFR NV,-, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 mac? 9 4)Unbalanced snow loads have been considered for this design. $•782 P E r 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ....e,e • ./ 6)All plates are MT20 plates unless otherwise indicated. ,•� 7)All plates are 1.5x4 MT20 unless otherwise indicated. 11/ 8)Gable requires continuous bottom chord bearing. v N. 9)Gable studs spaced at 1-4-0 oc. 'S7 2v/O- REGON 2 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -9i�rT Y 15 O (2` 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �/i- J \ fit between the bottom chord and any other members. PA U 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,AQ,AR,AS,AT, AU,AV,AW,AX,AY,AZ,BA,BB,AO,AN,AM,AL,AK,AJ,AI,AH,AG,AF,AE,AD except(jt=lb)AB=130. EXPIRES: 12/31/2016 14 "Semi-riaid pitchbreaks including heels"Member endfixitymodel was used in the analysis and design of this truss. February 22,2016 Continued opage 2 f I 11•111111 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. IN Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745921 DR_HORTON_PLAN_4704-B A2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:49 2016 Page 2 I D:p_SN HOKgg4P6t8tMj_MDkTzjVmV-IX9FBvN7gsF0p7HQ UIwC1 GozIAka WCH_ZEHoOuzjUwi t r ter. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MSR Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745922 DR_HORTON_PLAN_4704-BA3 MOD.QUEEN 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:50 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-DjjdOFOma9NsRHsd1 SRRaULyhatHFVB7ou0LwKzjUwh 11-0-9 7-1-9 I 13-4-3 19-6-12 I 25-9-5 I 31-11-15 39-1-8 141-1-8 -0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 7-1-9 2-0-0 Scale=1:69.2 3.75 12 5x6 MT2OHS= F 3x4% in 3x4 4x6 U V 4x6 E G D HW 1.5x4\\ e+ 0e. 1.5x4 4/ I T Q X NA/B i � C] yry 15x4 H G7 r� J N /"��4' 1.5x4— 1� `,� K I 6 P O 1.5x4 = M L =' o 5x8 = N 5x8= 5x8 3x4 = 4x4= 6x6— 4x4= 3x4=— 5x8 II I 8-4-8 15-4-11 i 19-6-12 1 23-8-13 1 30-9-0 39-1-8 I 8-4-8 7-0-3 4-2-1 4-2-1 7-0-3 8-4-8 Plate Offsets(X.Y)-- [B:0-0-1,Edge],[B:0-4-1.Edge].[D:0-3-0,Edge],[H:0-3-0.Edge],[J:0-4-1,Edgel[J:0-0-1,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.40 N >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -1.03 N >453 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.25 J n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:181 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-5-10 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):S WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 DF Std-G,Right:2x4 DF Std-G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1731/0-5-8,J=1801/0-5-8 Max Horz B=-87(LC 12) Max Uplift B=-307(LC 14),J=-353(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-4543/920,C-T=-4482/931,C-D=-4322/888,D-E=-4213/902,E-U=-3401/776, F-U=-3337/786,F-V=-3334/788,G-V=-3398/778,G-W=-4177/885,H-W=-4184/883, H-1=-4285/871,1-X=-4437/910,J-X=-4503/894 BOT CHORD B-P=-805/4263,O-P=-624/3491,N-0=-441/2675,M-N=-441/2675,L-M=-646/3483, J-L=-800/4220 WEBS F-R=-177/1132,M-R=-178/1086,G-M=-827/247,G-L=-82/719,1-L=-363/178, O-Q=-180/1107,F-Q=-180/1154,E-0=-849/251,E-P=-106!754,C-P=-380/194 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 ��„Ep PR OFF`scS' to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 1GJ �tJGI 's 61.�� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,� 2"9 3)Unbalanced snow loads have been considered for this design. Q 89782 P E x-- 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A OREGON '� fit between the bottom chord and any other members. 7 Q 8)A plate rating reduction of 20%has been applied for the green lumber members. 1: q 5 QP 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=307, 9/r- RY J=353. Aq U L R 10)"Semi-rigid pitchbreaks including heels”Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 22 lb up at 19-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. EXPIRES: 12/31/2016 12)ContIn the the OAADCC on pageCASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). February 22,2016 1 I -r. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nota a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745922 DR_HORTON_PLAN_4704-BA3 MOD.QUEEN 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:50 2016 Page 2 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-DjjdOFOma9NsRHsd1 SRRaULyhatHFVB7ou0LwKzjUwh LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-F=-64,F-K=-64,B-J=-20 Concentrated Loads(Ib) Vert:N=-63(F) MUM � 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 11011 Design valid for use only with MiTekrS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745923 DI2_HORTON_PLAN_4704-BA4 MOD.QUEEN 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:52 2016 Page 1 I D:p_S N H O Kq g 4 P 6t8t Mj_M D kTzj V m V-A6 r N pxQ 06n a ag a 079tTvfv Q J S NZnj PyQ G B V S_Czj Uwf -11-01 7-1-9 13-4-3 19-6-12 I 25-9-5 31-11-15 I 38-10-4 I 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 6-10-5 Scale=1:67.2 3.75 12 5x6 MT2OHS= F al 3x4 4x8'3x4 V W 4x6 DUE G XH 1.5x4 \\ �� ��` 1.5x4 // C I 4x6 u y J 4x6 I 111.11 INIIIIIIIII* Q ,1iA/i�1 1115x4 II K o Olt - •• 1.5x4— ._. ��� Iv 5x8= P 0 .1.5x4 = M L N 5x8=: 5x8 II 3x4= 4x4= 6x6 = 4x4= 3x4= 5x8 = I 8-4-8 I 15-4-11 I 19-6-12 1 23-8-13 1 30-9-0 38-10-4 I 8-4-8 7-0-3 4-2-1 4-2-1 7-0-3 8-1-4 Plate Offsets(X,Y)-- [B:0-0-1.Edge].[B:0-4-1.Edgej.[D:0-3-0.Edge].[H:0-3-0.Edge].[K:0-1-14.0-2-8].[K:0-10-11,Edge] LO TCLL ADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.38 N >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.88 Vert(TL) -0.98 N >470 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress lncr NO WB 0.72 Horz(TL) 0.25 K n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:180 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):S WEDGE Left 2x4 DF Std-G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x4 DF Std-G 3-2-3 Installation guide. REACTIONS. (Ib/size) B=1728/0-5-8,K=1647/0-3-0 Max Horz B=83(LC 13) Max UpliftB=-309(LC 14),K=-255(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-4533/923,C-T=-4472/933,C-D=-4312/893,D-U=-4204/906,E-U=-4204/907, E-V=-3391/789,F-V=-3327/798,F-W=-3321/799,G-W=-3387/789,G-X=-4109/924, H-X=-4115/921,H-I=-4217/916,I-Y=-4338/954,J-Y=-4346/947,J-K=-4413/943 BOT CHORD B-P=-839/4253,O-P=-673/3482,N-0=-466/2665,M-N=-466/2665,L-M=-665/3470, K-L=-845/4141 WEBS F-R=-179/1130,M-R=-179/1083,G-M=-823/249,G-L=-114/658,I-L=-326/200, O-Q=-180/1076,F-Q=-180/1122,E-0=-821/250,E-P=-106/754,C-P=-380/193 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; El) PROF Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 .<<Q` ass to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for �,Co 04G1 NFFR /O reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 89782 P E '9f" 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs � non concurrent with other live loads. •�� 5)All plates are MT20 plates unless otherwise indicated. 3 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. v h 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1' OREGON ', fit between the bottom chord and any other members. �9�(Iq y 2!�� 8)A plate rating reduction of 20%has been applied for the green lumber members. 7` RY v 9)Provide2mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=309, '1 AA U L R�� 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 22 lb up at EXPIRES: 12/31/2016 19-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continued on page 2 February 22,2016 4 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. moot mil Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745923 DR HORTON_PLAN_4704-B A4 MOD.QUEEN 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:52 2016 Page 2 ID:p_SN HOKgg4P6tStMj_M DkTzjVmV-A6rNpxQ06neaga079tTvfvQJSNZnj PyQGBVS_CzjUwf NOTES- 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-F=-64,F-K=-64,B-K=-20 Concentrated Loads(Ib) Vert:N=-63(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745924 DR_HORTON_PLAN_4704-B A5 MOD.QUEEN 3 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:52 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-A6rNpxQ06neaga0?9tTvfvQJBNZHjSYQGBVS_CzjUwf -1-01 7-1-9 I 13-4-3 I 19-6-12 25-9-5 31-11-15 38-10-4 I 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 6-10-5 Scale=1:67.2 3.75 12 5x6 MT2OHS= F A 3x4 4x6%3x4 Q R 4x6 P E G 0 SH 1.5x4 'C� fry ill 1.5x4 i C I 44 et- 4x6 Q TJ 4x6 A B � �' v K w ,11 5x8= N M L 5x8= o 3x4= 3x4 = 5x8 = 5x8= I 10-2-14 I 19-6-12 28-10-10 I 38-10-4 10-2-14 9-3-14 9-3-14 9-11-10 Plate Offsets.(X.Y)-- [8:0-4-1.Edge].[D:0-3-0.Edge],[H:0-3-O.Edge].[K:0-10-11,Edae].[K:0-1-14.0-2-81.[M:0-4-0.0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.34 M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.92 L-M >502 180 MT2OHS 165/146 BCLTCDL L 0.0 *7.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.26 K n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight 165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M SLIDER Right 2x4 DF Std-G 3-1-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1697/0-5-8,K=1616/0-3-0 Max Horz B=83(LC 13) Max UpliftB=-304(LC 14),K=-250(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-4395/913,C-0=-4350/924,C-D=-3973/785,D-P=-3863/798,E-P=-3863/799, E-Q=-2764/633,F-Q=-2700/643,F-R=-2700/652,G-R=-2765/638,G-S=-3805/808, H-S=-3812/806,H-1=-3915/800,1-7=-4223/947,J-T=-4228/939,J-K=-4295/936 BOT CHORD B-N=-830/4137,M-N=-641/3375,L-M=-633/3362,K-L=-837/4031 WEBS C-N=-485/238,E-N=-10/601,E-M=-1119/275,F-M=-191/1247,G-M=-1123/274, G-L=-16/555,1-L=-418/246 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for � ac o PR OFFS, reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �Co �NGI N4- s/0 3)Unbalanced snow loads have been considered for this design. 'c, t, "- 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs G= 8.782 P E r non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. / 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . • 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I/ fit between the bottom chord and any other members. c.-- OREGON N. 8)A plate rating reduction of 20%has been applied for the green lumber members. -74/4,OREGON 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=304, qq, -1 fj J`QP K=250. 7 `v 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PA U L �l EXPIRES: 12/31/2016 February 22,2016 t I . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with MiTek*connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745925 DR_HORTON_PLAN 4704-B A6 MOD.QUEEN 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:53 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjVmV-eIPm1 HQet4mRlkbCjb_8B6zUxnvWSvnZUrFOXfzjUwe -p1-0l 7-1-9 I 13-4-3 I 19-6-12 I 25-9-5 I 31-11-15 I 38-10-4 I 1-0-0 7-1-9 6-2-9 6-2-9 6-2-9 6-2-9 6-10-5 Scale=1:67.2 3.75 12 5x6 MT2OHS= F ft 3x4 4x6'3x4' Q R 4x6 G D P E SH i 1.5x4 4 1.5x4 C I 4x6 TJ OK EN B `' T 0 N M L 5x8 5x8= 3x4= 3x4= 5x8= 5x8 = I 10-2-14 I 19-6-12 I 28-10-10 I 38-10-4 I 10-2-14 9-3-14 9-3-14 9-11-10 Plate Offsets(X.Y)-- [B:0-4-1.Edge],[D:0-3-0.Edge].jH:0-3-0.Edge].[K:0-10-11.Edge].[K:0-1-14.0-2-8].[M:0-4-0.0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.34 M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.92 L-M >502 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.26 K n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:165 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt E-M,G-M SLIDER Right 2x4 DF Std-G 3-1-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1697/0-5-8,K=1616/0-3-0 Max Horz B=83(LC 13) Max UpliftB=-304(LC 14),K=-250(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-0=-4395/913,C-O=-4350/924,C-D=-3973/785,D-P=-3863/798,E-P=-3863/799, E-Q=-2764/633,F-Q=-2700/643,F-R=-2700/652,G-R=-2765/638,G-S=-3805/808, H-S=-3812/806,H-1=-3915/800,I-T=-4223/947,J-T=-4228/939,J-K=-4295/936 BOT CHORD B-N=-830/4137,M-N=-641/3375,L-M=-633/3362,K-L=-837/4031 WEBS C-N=-485/238,E-N=-10/601,E-M=-1119/275,F-M=-191/1247,G-M=-1123/274, G-L=-16/555,I-L=-418/246 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=39ft;eave=5ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-10-15,Interior(1)2-10-15 to 19-6-12,Exterior(2)19-6-12 ��ED PR OFFS to 23-5-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �r`c�"< �NC3,1 NEER 0,9 2) 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs •782 P E 1-- non-concurrent non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / ,. • 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I/ fit between the bottom chord and any other members. �� OREGON 0', Q, 8)A plate rating reduction of 20%has been applied for the green lumber members. S9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=304, 1,3)z._(/ R`Ciq RY ^1 2 �� K=250. 'I p RAJ 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PAUL L-. EXPIRES: 12/31/2016 February 22,2016 t I r.... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. let Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745926 Df(_HORTON,PLAN_4704-B B1 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:54 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-6Uy8EdRGeOulvuAOGI V NkKWkkBNfBQvjjV_Z35zjUwd 1 -1-0-0 1 7-4-8 I 14-9-0 I 15-9-0 I 1-0-0 7-4-8 7-4-8 1-0-0 4x6 = Scale=1:32.7 C PA, 8.00 12 Z 10 11 AA Y AB /Al • XII ill AC r yygyyy l : B 1/4/.„4.'fI I 1l\I fi`. D 11 Ym II mit Y J E Y �/ ./ H G F M 4x6= 4x6 = 4x4= 4x4 = I 7-4-8 I 14-9-0 I 7-4-8 7-4-8 Plate Offsets(X.Y)-- [B:0-0-0.0-0-1].[D:0-0-0.0-0-1].[F:0-0-12.0-2-0].[H:0-0-12.0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.03 B-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.06 B-H >999 180 TCDL 7.0 ert( ) BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 D n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):I OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=679/0-5-8,D=679/0-5-8 Max Horz B=-129(LC 12) Max Uplift B=-145(LC 14),D=-145(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-X=-842/143,X-Y=-708/152,Y-Z=-691/155,C-Z=-668/169,C-AA=-668/169, AA-AB=-691/155,AB-AC=-708/152,D-AC=-842/143 BOT CHORD B-H=0/582,G-H=0/355,F-G=0/355,D-F=-2/582 WEBS C-1=0/491,H-I=-29/302,F-I=-29/302 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-4-8,Exterior(2)7-4-8 to 10-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ��O P R Op, c-,., End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �' 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 N5� 04GI NEL- `r�02 4)Unbalanced snow loads have been considered for this design. �� 9 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q 89782 P E f" non-concurrent with other live loads. 6)All platesstaresspaced atMT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. • /r! 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will OREGON ',4, fit between the bottom chord and any other members. O 10)A plate rating reduction of 20%has been applied for the green lumber members. ` 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=145, 99/r- AlCRY R J� D=145. A U L 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 February 22,2016 1 I -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745927 DR_HORTON_PLAN_4704-B B2 KINGPOST 12 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:55 2016 Page 1 ID:p_SNHOKgg4P6t8tMj_MDkTzjjVmV-ahVNNRzSuPi09X2laq?1 cGX2zjbhiwogsy9k6bXzjUwc 1 -1-0-0 1 4-1-13 I7-4-8 I10-7-3 I14-9-0 1 15-9-0 1-0-0 4-1-13 3-2-11 3-2-11 4-1-13 1-0-0 6x6 = Scale=1:32.6 C I, 8.00K 12 J 6x6 i 6x6�` D I V Ail L .0111-Adi lga 1111611E qAr I , - I r Iv c0745x8 -, H G F ow o *� 3x12 MT2OHS I I 12x14 MT2OHS= 3x12 MT2OHS H 5x8 I 4-1-13 I7-4-8 I10-7-3 I14-9-0 I 4-1-13 3-2-11 3-2-11 4-1-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.07 G-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.15 G-H >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.04 E n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2012/TP12007 (Matrix) Weight:175 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins. BOT CHORD 2x8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* W3:2x4 DF No.2 G REACTIONS. (lb/size) A=6062/0-5-8,E=6062/0-5-8 Max Horz A=111(LC 13) Max UpliftA=-1583(LC 14),E=-1583(LC 14) Max GravA=6661(LC 21),E=6661(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-1=-8736/2137,B-1=-8661/2147,B-J=-6219/1575,C-J=-6194/1588,C-K=-6194/1588, D-K=-6219/1575,D-L=-8663/2147,E-L=-8737/2137 BOT CHORD A-F1=-1723/7288,G-H=-1723/7288,F-G=-1722/7216,E-F=-1722/7216 WEBS C-G=-1652/6642,D-G=-2708/720,D-F=-660/2940,B-G=-2706/720,B-H=-660/2939 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. E� PROF 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; .<<(,�` Fss Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-4-8,Exterior(2)7-4-8 to NGj �<JG I NEER 4O 10-7-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ,C * shown;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 9782 PE �" 5)Unbalanced snow loads have been considered for this design. 6)All plates are MT20 plates unless otherwise indicated. - 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'r 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9� •REGON �'� fit between the bottom chord and any other members. 2 9)A plate rating reduction of 20%has been applied for the green lumber members. Q` 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 9i9� Al RY A 5 \Jk' A=1583,E=1583. '1 AA UL FA 11)Girder carries tie-in span(s):38-10-4 from 0-0-0 to 14-9-0 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EXPIRES: 12/31/2016 Continued on page 2 February 22,2016 f ter. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745927 DR_HORTON_PLAN_4704-B B2 KINGPOST 1 2 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:55 2016 Page 2 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-ahV MIRzSu Pi09X2laq?1 cGX2zjbhiwogsy9k6bXzjUwc LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-E=-64,A-E=-784(F=-764) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek8 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745i28 DR_HORTON_PLAN 4704-B Cl GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:55 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_M DkTzjVmV-ahVWVRzSuPi09X2Iaq?1 cGX21 tboswxlsy9k6bXzjUwc I -143-0 I 3-6-0 I 7-0-0 I 8-0-0 I 1-0-0 3-6-0 3-6-0 1-0-0 4x4 = Scale=1:19.5 D >x4IId4II Kr r ` Io A J I H 2.5x4 = 1.5x4 II 1.5x4 II 1.5x4 II 2.5x4= I 7-0-0 I 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 F n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 F n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 F n/a n/a BCLL 0.0 * Code IRC20121TP12007 (Matrix) Weight:31 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-0-0. (Ib)- Max Horz B=-69(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,F,J,H Max Gray All reactions 250 lb or less at joint(s)B,F,I,J,H FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-0-0 to 2-2-0,Exterior(2)2-2-0 to 3-6-0,Corner(3)3-6-0 to 6-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��ED P R OF-e,non-concurrent with other live loads. 6)Gable requiresdcontinuous bottom chord bearing. �, �NGI NEER cr/0 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will [z- Z 9782 P E r fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F,J,H. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r 8111v 9 •REGON 0� Q PAUL P EXPIRES: 12/31/2016 February 22,2016 f I 4..e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111 Design valid for use only with MiTekAl connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1745929 DR_HORTON_PLAN_4704-B D1 KINGPOST 2 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:56 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_M DkTzjVmV-2t4uflTXA?809CKmOjYrplbAJ_68fN30ApTg7_zjUwb I -1-0-0 i 3-8-0 7-4-0 1 8-4-0 I 1-0-0 3-8-0 3-8-0 1-0-0 4x4 = Scale=1:19.7 C r1 8.00 12K 0 AIHIIIIIIIIIhIIIIIIhhh_j m N L G D B E Io A =; ,/ F 1.5x4 II �/ 2.5x4 = 2.5x4 = I 3-8-0 7-4-0 I 3-8-0 3-8-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 D-F >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 B-F >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=72(LC 13) Max Uplift B=-97(LC 14),D=-97(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-307/49,D-L=-307/49 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,Exterior(2)3-8-0 to 6-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will R�p P R 0Pe fit between the bottom chord and any other members. s 7)A plate rating reduction of 20%has been applied for the green lumber members. `3 .AGI NEF Wo 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. .CO: R * 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ' 89782 PE 1-- 04/Sc "..-.• • .Mill -74/6 OREGON ��� Q' 99A- �°AUl RJ�Q EXPIRES: 12/31/2016 February 22,2016 1 1 MOM WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111 ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply * , K1745930 DR_HORTON_PLAN_4704-B D2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Feb 19 17:24:56 2016 Page 1 I D:p_SNHOKgg4P6t8tMj_MDkTzjVmV-2t4uflTXA?809CKmOjYrpIbAJ_68fN30APTg7_zjUwb 1 -1-0-0 i 3-8-0 I 7-4-0 1 8-4-0 1 1-0-0 3-8-0 3-8-0 1-0-0 4x4 = Scale=1:19.7 C 1.5x4 IIr, N 1.5x4 H 8.00 12 M L . D 0 m N K 11111 B II II II 't r r E Io A _. 1.5x4 II F 1.5x4 II WI _/ 1.5x4 II �/ 2.5x4 = 2.5x4 = 1 3-8-0 I 7-4-0 I 3-8-0 3-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 D-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=367/0-5-8,D=367/0-5-8 Max Horz B=72(LC 13) Max UpliftB=-97(LC 14),D=-97(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-307/49,D-P=-307/49 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-8-0,Exterior(2)3-8-0 to 6-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �90 P R OFFS 6)Gable studs spaced at 1-4-0 oc. GINE ' rS+ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. <.0N F t 7 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 4, * fit between the bottom chord and any other members. :9782 P E r 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. - 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r. v - . al -v •REGON , Q "VA? LxlAY152 Q� ir PAUL r\ EXPIRES: 12/31/2016 February 22,2016 1 i MEM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s/q" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal offsets are indicated. g Injury MiffDimensions are in ft-in-sixteenths. t t oth sides of truss A I la es O bbracingfor trusssystem,pP it p 1. Additional stabilityo s s e , Y e.g. 11114‘‘ and fully embed teeth. 1 TOP CHORDS 3 diagonal orX-bracing,is always required. See BCSI. iilliiMMINEMEEEI 2. Truss bracing must be designed by an engineer.For 0-i/,6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIIIIIIE p bracing should be considered. O O 1 _ Ai M-� U stack materials on inadequately braced trusses. 6 U 4. Provide copies of this truss design to the buildingpY C7-8 C6-7 C5-6 0_ 3. Never exceed the design loading shown and never designer,erection supervisor,property owner and For 4 x 2 orientation,locate frIII om outside BOTTOM CHORDS all other interested parties. plates 0- �,a 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. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 �,� 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. 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=10 reaction section indicates jointill ill ILE number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.11,-.7---.11 0 NI1I' 18.Use of green or treated lumber may pose unacceptable 1.--_..7.- environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: 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 • DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent SafetyI/ Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, I%11IT' , ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015