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Plans (8) ° Mfg ' rr..134101 g'V11 Ill 84311)84311)LEGEND: ".� N \, ,,ilk ss — SANITARY SEWER Pacific _ SW RIVER TERRACE BOULEVARD Community - —s0 STORM DRAIN Desi tili (74.41.10-- 741111101-111601r°u —w — WATER LINE gn ,SIDEWALK ° ° 12564 sw Main Street ° O • MANHOLE Tigard,OR 97223 [T]503-941-9484 ■ CATCH BASIN DATE: 01/28/2019 STREET LIGHT or Litii iy li ) REVISIONS is STRAW WATTLE PERIMETER No. DATE DESCRIPTION ®r v ' ° o EROSION CONTROL PARK TRAIL , _ 11 292.3 It rill...' DETACHED MIN. SETBACK SUMMARY IM ' IIII ' ' I - __ ill298.7 PORCH SETBACK: 8' or I �� ______�� _ , BUILDING SETBACK: 12' MAY 0 2 ' �8.0'10;01� WATER YII P.U.E. I SIDE SETBACK: 3' C�(�q� V ' i ,,� , METER — II _ t14.5. 10.9 SIDE FACING STREET.al — _ __ �k11�_04S��r ��;F:�:��•Y;�, 1 PUBLIC STREETS: 8 3`Ih — — — j'��f 7111111110— w 0 — —�_ I ALLEY/PRIVATE STREETS: 3 wII 2 11 II r ■ �! I r REAR SETBACK: 15 I II I REAR SETBACK AT ALLEY/PRIVATE: 0 H rlltIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMII j II I BUILDING: I i 1-HR FIRE I I I_ REAR COVERED PATIO: 10 = i 11 40D I GARAGE: a IIill \ (- I- 1 RATED EAVE I I PUBLIC STREETS: 20o � 111111.4 MAIN I 1 I ALLEY/PRIVATE STREET: 3'-5' N �� IFFE:299.1 298 I ` � PLANT (3) STREET TREE: �� ; r�l 45 297 am..mo JUNE SNOW DOGWOOD/ �� I 196 _:CORNUS CONTROVERSA 1 i � 3,091 SF I'1 29411111111111111 IIIIIIIIIIIIIIIIIIIIcd N 1igc SI MIN 295 a ii zsi �� LOT COVERAGE: 1 1 291 r■.��1- BASEMENTiii "' POLYGON r W I, 14.5. -.r- FFE_289.8_Nill 3 0, I _ LOT AREA: 3,091 SF v, :� I � II I I i I I I AT ROSHAK C) ®I ` �� i1 l I GARAGE I I ; BUILDING FOOTPRINT: 1,247 SF 3 ° % i �1 N P U�E. �� Iki. FFE: 289.5 �`P9 I I 1 - RIDGE O P Lit, 1 I - _I r1 I i COVERED PORCH: 51 SF a -- V- 0 ir. /�/L'Sa7 - 289 - �► w o II_._,11111Vli`Jih 17.0' — — Inirr T_� CANTILEVER LIVING SPACE: 0 SF lanaili o ( 288.6 S 1I�Alf �I ( 39.4' 1� Z S ►// � �� 5.0'55 3 0 SS S COVERED PATIO: 0 SF i SANITARY 1' ��/,1�� CO 1/ I-N: TRACT U M P.U.E. OS N a LOT 45 a ' // S DECK AREA: SF PLOT PLAN 3 LATERAL ►/ iY a �1 o vl STORM LATERAL �� ,t VISION TOTAL COVERAGE: 1,298 SF 0. `'Lo \ �1'//It/�J -- --TRIACLEANGLE E ---- \ - - - 42.0 % o :I gmi �, E- Q 1 7 _ '; \� IMPERVIOUS AREA: ,5 0 SF I JF � y. ` ! ► II 1 ,.., _..., -crate , I o N I I t \ I 1.:*:, g 2 POLYGON NORTHWEST (360) 695-77003 a C PROJECT NO.: 395-010 o 2 S 1 W7 TYPE: CONSTRUCTION REVIEWED BY: CMH 0 LOT 45 (R-12, SMALL) SCALE M CASEFILE(S): POLYGON AT ROSHAK RIDGE 10 PDR 2015-00002 z PDR 2016-00002-00006 14109 SW RIVER TERRACE BOULEVARD 1 INCH=20 FEET I LEGEND: �" �\\. v, \\. SW RIVER TERRACE BOULEVARD so STORM DRAIN Design/ ' .. . nity .4 - , W WATER LINE pillIrIPP"I� �� ' ,SIDEWALK ° ,. 12564 SW Main Street / . OO i MANHOLE Tigard,OR 97223 ifritlirt ■ CATCH BASIN 111503-941-94$4 DATE: 01/28/2019 IS�I STREET LIGHT REVISIONS I STRAW WATTLE PERIMETER NO. DATE DESCRIPTION /�/ EROSION CONTROL e r= a kl„,„ 292.3 _*., Him, � DETACHED MIN. SETBACK SUMMARY - `�� ;immi : � PORCH SETBACK: 8' =pp Ai p l� �:_givp:pa,K,T,011- BUILDING SETBACK: 8' MAY Z �Q'y ii %' WATER _ jl � 8.0' i � ILAEET 10.9' II SIDBUILDING rWih-Zerlt,t11IC STREETS: 8' I' — — — �ii TVII ° I ALLEY/PRIVATE STREETS: 3' II 4-:____414.5' � 1.� r .' r —r — REAR SETBACK: 15' �f REAR SETBACK AT ALLEY/PRIVATE: 0' (��j �' !i � BUILDING: I 1 1-HR FIRE I il REAR COVERED PATIO: 10' 1 j ,1 (I 11111111111111111111111111111111M11 11 40D 0 r– I RATED EAVE GARAGE: I PUBLIC STREETS: 20' o If MAIN i° Milli ALLEY/PRIVATE STREET: 3'-5' N PLANT (3) STREET TREE: 11Pi it FFE: 299.1 a 298 ... „ „o� - - n • o JUNE SNOW DOGWOOD/ '� 1 45 1 Z96 j r..- N cci CORNUS CONTROVERSA �I �_ 'y' I� II 3,091 SF ��lini 294 I � c 1' 11 �I �'► 291 I�� ie �°i 1 zoo iMM_ LOT COVERAGE: 1► I BASEMENT I � POLYGON (� w iI I _01_3 0' LOT AREA: 3,091 SF w I I 14.5' FFE_28.._ �1 I _ if I I — / —. i I— ''0 II I 0 I I BUILDING FOOTPRINT: 1,247 SF AT ROSHAK pilot- _ ;0 1 GARAGE 0 a I-- 6.0 '`-'t "II kR, FFE: 289.5 `�9 M a P.U.E. " Ili / — — —— I RIDGE II / I I I COVERED PORCH: 51 SF o r/hgi►7 � V— � I I � .... - _284= -- Lsa ..-.�.rr - � 1--1 a I� II /�/�j��j��j 17.0' CANTILEVER LIVING SPACE: 0 SF O 'Z W. it !•IJ�I/ 6 � N 288. . 1L�'///,l/ ,�jai 5.0.SS 289.5 3.0' SS o S COVERED PATIO: 0 SF 1 SANITARY � � / ��; TRACT M P.U.E. cis LOT 45 Q �, I L GS as OS DECK AREA: SF PLOT PLAN o LATERAL 'Ili%M1��IlNNi STORM LATERAL x.41; tltl�ntln: VISION TOTAL COVERAGE: 1,298 SF o ii .'__ CLEARANCES — — — 42.0 % \� litryrri TRIANGLE.� r IiQ IMPERVIOUS AREA: 1,570 SF 0 1m.-1 i T' I D- "-- 11110 \ t , _ t l l / N I 1 , r . iI g 2 POLYGON NORTHWEST (360) 695-7700 (5/ 0 A PROJECT NO.: 395-010 O /S 1 W7 TYPE: CONSTRUCTION / L V REVIEWED BY: CMH LOT 45 (R-12, SMALL) SCALE ° CASEFILE(S): POLYGON AT ROSHAK RIDGE a PDR 2015-00002 . PDR 2016-00002-00006 14109 SW RIVER TERRACE BOULEVARD ""�"=2°FEET /4411111k \ LEGEND: lul"".m. i...../ v, ss Pacific , SW RIVER T\ERRACE BOULEVARD SANITARY SEWER v, Community ,SIDEWALK —SD STORNI DRAIN, ' 0 li 1 ' /**Awdolimure - , ,,,, WATER LINE -g 11 11111pw-1 ' v CD • 12564 SW Main Street MANHOLE Tigard,OR 97223 /II. iiii.... ET)503-941-9484 Illim-1 0 NI i • )** CATCH BASIN STREET LIGHT DATE: REVISIONS 01/28/2019 111111P1 un e c' STRAW WATTLE PERIMETER NO. DATE DESCRIPTION PPP ( 1 , kr' 0 1 ‘, -,7 - IIII 292•1111H illir it 4' IIII: 1111.'" 111111P.P' C=;. ,CDCDCD EROSION CONTROL DETACHED MIN. SETBACK SUMMARY RECICIVI:r4 . .4,."1- t • It__ A, *. ' PORCH SETBACK: 8' INII MAY 0 2 20iti .0 7.: a BUILDING SETBACK: 12' MAI WATER 11111111 P.U.E. i SIDE SETBACK: 3' , ... ,...., CITY Oh SIDE FACING STREET: .„.- METER I II 111111 81J113!Nri nry,c..v-0, -ct 0 4._ 124.5. 10.9' PUBLIC STREETS: 8' ''II i_— — — I—1,— 7 70— , ALLEY/PRIVATE STREETS: 3 mi, r __ NNE, 1-- — a-7-1 0 11 all I 1 I 1 REAR SETBACK: 15' un q 1 I FI REAR SETBACK AT ALLEY/PRIVATE: 0' pit , ,.11 I i I 1 I i 1 ir , REAR COVERED PATIO: 10 BUILDING: ; 1 I I IT _t iiipi____:ms -i 1,11 P 40D 0 1-HR FIRE GARAGE: (..) 111 i • r 1 - RATED EAVE I 1 E II I \ 0 co 1 PUBLIC STREETS: 20' sr; CN MAIN3'-5' 9 6. t II 0, I' I i . ALLEY/PRIVATE STREET: CN PLANT (3) STREET TREE: IF ' I pir --1 FEE:299.1 i 298 ,. .-. 0, SUMNIMMINNI 3 JUNE SNOW DOGWOOD/ Ai , Il _ ,.......41•1111111 45 1----196 11111111111111111111111N CN cd CORNUS CONTROVERSA il , , ' g(= 3,091 SF.. 21994'' 11111.........110.111111111111M......m C — ! If Z93 11111111111Mmn A 1114--r 1z99/ 111111111111111111...1.1.11.1111N.11111111111111 LOT COVERAGE: ,.o I A 1 __ POLYGON , I— i i i. , FEE: \....i .....L3.1. 1171.11 LOT AREA: 3,091 SF (n , I' 14.5 -04-- FF i I I 1-il 14 I - - -- A I I I - --- 1 AT ROSHAK I I I I 1 BUILDING FOOTPRINT: 1,247 SF 0) , 11 I GARAGE r \ -o FFE:289.5 0 RIDGE c,5 /PE. 01 fi, , $ I 1 - - -- ni I I COVERED PORCH: 51 SF 9, 0 Lli/ .,'i - -- 0 1:_ Agog 17.0' in 289 _ _ ....neut... _ M CANTILEVER LIVING SPACE: 0 SF -5, All 288.S6.1.r iiIIIIIIII I I I 289.5 'S o ,.. 5.0.SS — SS COVERED PATIO: 0 SF liP 3.0' a. LOT 45 0 5 L I c° di II I PI/ (Nc° TRACT M P.U.E. N4 92 r - ,.., TARY ,.. . la i I ii i ji> DECK AREA: SF < L a s 05 05 PLOT PLAN ,-=- 1.-, LIkTEIAL Itimtrit ec ci i STORM LATERAL riligni VISION TOTAL COVERAGE: 1,298 SF 3 1 , vet.--- Lo Ilitnifyir zCLEARANCE , 0. v, ...-- ‘ 42.0 % ----.. 111111\1111111b... N -.ow' ,IIII fill I r- IIMP cT_ IMPERVIOUS AREA: 1,570 SF -(5 IMO cT_ II T \ ilk A \ Pli i \ I \ niallill \ 1 IP o, \ 1 . 7 1 , 0., g 2 POLYGON NORTHWEST (360) 695-7700 (151) a 2S1W7 PROJECT NO.: 395-010 TYPE CONSTRUCTION ..---- REVIEWED BY: CMH SCALE LOT 45 (R-12, SMALL) 10 0 CASEFILE(S): POLYGON AT ROSHAK RIDGE s-ef PDR 2015-00002 a1 INCH=20 FEET !. PDR 2016-00002-00006 14109 SW RIVER TERRACE BOULEVARD = LEGEND: \ ss SANITARY SEWER Pacific � � SW RIVER TERRACE BOULEVARD Qall . \ SD STORM DRAIN Community . Alio, '� \ Design ° w WATER LINE o :6414,411PPPP- ° C' o 12564 SW Main Street° tt Q MANHOLE ITigard,OR 97223 .. ,a ,� "'" [TJ503941-94846aCATCH BASIN •o DATE: 11/19/2018 IWO ►, 0. STREET LIGHT REVISIONS o I� STRAW WATTLE PERIMETER . NO. DATE DESCRIPTION / 1 EROSION CONTROL �:_ 1 292 3 s 0' DETACHED MIN. SETBACK SUMMARY P.U.E.,t,immi Oil '4111111V.- �- 298.7 PORCH SETBACK: 8 s I ,. BUILDING SETBACK: 12 MAY 2019 ®� 1, WATER _I al I ' SIDE SETBACK: 3' CITY OF (lGiU METER _15.4' 11.4' SIDE FACING STREET: :UILOING DIVISION _ PUBLIC STREETS: 8 I 711--- 4- o if=t117—II _ _ — _ ' ALLEY/PRIVATE STREETS: 3 it j r r I REAR SETBACK: 15' II I REAR SETBACK AT ALLEY/PRIVATE: 0' it I 1 BUILDING: I I I I i REAR COVERED PATIO: 10' } I' !, II _1-HR FIRE 1 II t GARAGE: E tollanuji 40D , RATED [AVE a .13PUBLIC STREETS: 20' OD Ip MAIN I ALLEY/PRIVATE STREET 3 5PLANT (3) STREET TREE: -.4j �1FFE:299.1 flu 29co JUNE SNOW DOGWOOD/ jj 45 296 aniallinall fv.5 .11111.1111111111 CORNUS CONTROVERSA II 3,091 SF �� 294 11111111111111111111111111111m J II alil Am 293 ri) .r� 111Isa 9z I IrLOT CO`✓ERAGE: 1Inn 0 z - L POLYGON 0 - li I I BASEMENT w w it 14.5' - FFE: 289.8 3-0' I LOT AREA: 3,091 SF 11- IiT — — I I I 1-_z AT ROSHAK — — c~n ""` !i, I I i I BUILDING FOOTPRINT: 1,247 SF 3 4 GARAGE I RIDGE -o vii 6.0 1, FFE:289.5 `,-9 1 — — —— t ' U E II _A I I El I COVERED PORCH: 51 SF O V I �_,[//�{r` ... _. 289- .: -.�.rr - D. U II �� ir17.0' w ,._o__ _ !_ ,�� CANTILEVER LIVING SPACE: 0 SF _aa� 0 Z 288.6_'=:w�,.<. 39.4. � � ®� A s, 1 S P 5.0'S' 289.5 3.0' 0 55 0 4S COVERED PATIO: 0 SF 7 i,%' z �, IN �" O, ° SANITARY r 1 N, TRACT M P.U.E. ca LOT 45 0 Q l N LATERAL I 1/ cis OS OS DECK AREA: SF PLOT PLAN , " ce � � a l , STORM LATERAL VISION TOTAL COVERAGE: 1,298 SF o i �S CLEARANCE - tn i T �. -- --TRIANGLE ---- _ 42.0 % H o .,,,,fir-71k fir ) �-: r- Q 1 E. IMPERVIOUS AREA: 1,570 SF I o f I IF h A � \ U 1 Ni-o ° j �/(19\ I II 11 1 r c POLYGON NORTHWEST (360) 695-77003 6 CIT � OF `'.-4±- $:, �`: PROJECT NO.: 395-010 ❑ 2S1W7 1 W 7 Approved �'j ' TYPE: CONSTRUCTION 0 by Planning REVIEWED BY: CMH o SCALE LOT 45R-12, SMALL)) �"_ 7 0 20 CASEFILE(S): POLYGON AT ROSHAK RIDGE PDR 2015-00002 ___ z PDR 2016-00002-00006 14109 SW RIVER TERRACE BOULEVARD , INCH=20 FEET :I LEGEND: /'�." Ln ittiL4m0.... . \ SS SANITARY SEWER Pacific SW RIVER TERRACE BOULEVARD Community ,, so-- STORM DRAIN Design W — WATER LINE /1 ; !1 Aillo. N..., ° 0 12564 SW Main Street 411rQ MANHOLE Tigard,OR 97223 o1 h _ 1 [T]503-941-9484 (, q Illwo.. �, :. CATCH BASIN ' DATE: 11/19/2018 \IP° ,--- ) (. STREET LIGHT I REVISIONS STRAW WATTLE PERIMETER ' - NO. DATE DESCRIPTION oxo t EROSION CONTROL id 4292.38.0 DETACHEDMIN. SETBACKSUMMARY NI MAY 2 2010 U.E.a «.�, . 298.7 L PORCH SETBACK: 8' s I� r BUILDING SETBACK: 12 iii _ = , ------- lit-1110\f t f 1111M ' —_== ' :1:, 'UIL019�IG DIVISION D WATER SIDE SETBACK: 3 METER II SIDE FACING STREET: � � Q I I � � 4--15.4t11.4' _ _ _ r PUBLIC STREETS• 8' / i w !I I V — •� ��° — -° °I I —r — ALLEY/PRIVATE STREETS: 3 oil r — r I«�y r REAR SETBACK: 15' t^ II I_ I rt I t REAR SETBACK AT ALLEY/PRIVATE: 00 �� ' II . BUILDING: I i I REAR COVERED PATIO: � ' 1-HR FIRE II I GARAGE: O �I 40D — I — RATED EAVE E SII I PUBLIC STREETS: 20'gri� ' c nI(' I MAIN n ALLEY/PRIVATE STREET: 3'-5' 1 PLANT (3) STREET TREE: I'j I --11 FFE: 299.1 _2984--------_________________1_1_ ,.. co JUNE SNOW DOGWOOD/ a j 45 1_ z96-+-- - CORNUS CONTROVERSA ;y 11 Wed 3,091 SF NM _z — A 11 1a 193--+---- zyl — LOT COVERAGE: U Il 1 111 II 290 , ._ I POLYGON 1-- BASEMENT II I LOT AREA: 3,091 SF wI ��. Will 0 14.5' —.4- FFE: 289.8 3.0' ; � °C i►,; I — — —— I I �— — AT ROSHAK CD ' � 111 t I GARAGE I I I BUILDING FOOTPRINT: 1,247 SF p , F- 6.0i /�� I RIDGE _, t/1 p P.U.E.' FFE:289.5 .9 a t li II,', • I 4 El I COVERED PORCH: 51 SF y w c' II J1e_c U— Il II 1 i ?LJL 17.0 I CANTILEVER LIVING SPACE: 0 SF a / �'-= r_ �.. .: Z , jaia�.�n��yr. �� 6' — 288.6_ ---�-------- v ,® A I' $ �, S.0'SS 289.5- SS SS COVERED PATIO: 0 SF Z /rill 3.0' c SANITARY N TRACT M P.U.E. (^,1 LOT 45 a `PIP- LATERAL / ( ' y as ®Sc DECK AREA: SF PLOT PLAN 10,z ` 3 , I I IiAllillif "' I t VISION TOTAL COVERAGE: 1,298 SF STORM LATERAL ,...- 1 �n _�` CLEARANCE o. /k''— --- — — — 42.0 % co ! r — -TRIANGLE C.i \ 71Ablit ,,,quiv 114 , IIME -- \ IMPERVIOUS AREA: 1,570 SF o / I / '� I v 3 11 i I i v 1101IM R 0 t I \ \ 1 1 :n t I r .I CD c 2 POLYGON NORTHWEST (360) 695-7700 I _! Elm L PROJECT NO.: 395-010 a 2S 1 W7 Approved by lana n TYPE: CONSTRUCTION REVIEWED BY: CMH LOT 45 (R-12, SMALL) Date: __-.. ? 5,--1,...1__-_��_Ra . SCALE 0 10 20 CASEFILE(S): POLYGON AT ROSHAK RIDGEIlfii= _ .__. s�. ._ g PDR 2015-00002 z PDR2016-00002-00006 14109 SW RIVER TERRACE BOULEVARD 11NCH=20 FEET 0 v v to > m oz O `m O ° ni w v 'fl = R E cE o 0 1" N �I = r m Z so 0 a v O z SEP 2 3 2019 a o, _ 0 Jo m co 0o Z o c o m I o 75 60'-01/2" 6'-31/2" I 10'-81/2" I 29'-41/2" I 13'-8" 1 3 m o. C /co P :. e e e e .< < < C 1 1 ♦ i 1 I 1 CCo Co co rn Z :T 0. °z z z o ° DJ1IL -IL 1 CA N ~ 4 ; DJ-lint J2 Ei w N m ^M 7 IF" lir �_ II,, A CJ2 03 cm QDJ3 I4 1I PO k CJ3 C � ' DJ �. CJ4 3 m mOm� /'1Y C cn�tn�v,m o v W < -mom vim_ m� J5 (2 JCJ5 2 D. �mm�zzTgGZi�c�iv N AJ2� m*mcoaomoZZ(m� 3 A13 pG�iZ-no-lTmi--1m .a M4 N CJ4 M Ovmn�mz�cncz� .- !� i 1 i 1 / su oOoO ��s�o �; r CJ3 o omx5pZpmp_ m c9y�T N I r ^ i ^, .�. ��amzmzA�a�� .. �►� _ W CJ2 z o2(nm��°� c�AJ1 .� Rr. CJ1 MILo co o • c) Po aikliMia 0-01Po. ED, 7Q 2'-01 �. 10'-81/2" I 2W-4 1/2" I 13'-8" a. ■ -12 IA 60'-01/2" N N :fi SHOP DRAWING SUBMITTAL REVIEW ❑X CONFORMS TO DESIGN CONCEPT 0 This review is for general conformance with plans and specifications only. ❑ CONFORMS TO DESIGN CONCEPT WITH o 1:5 Approvals are subject to contractor's performance within the confines of the REVISIONS NOTED scontract documents, Review of dimensions will not serve to relieve the contractor NON-CONFORMING-REVISE&RESUBMIT cof contractual responsibility for any deviation from the contract requirements. THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE A 3 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE O c _x Approved as noted _Note markings FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN 1 DRAWINGS, SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE „Q H PRIORITY OVER THIS SHOP DRAWING. N _Field measurements or templates _ Not approved revise and By Alexia Date 3/3/17 Z P required prior to fabrication resubmit "{ mg VISTA STRUCTURAL ENGINEERING,LLC M I L B R A N D T ARCHITECTS — www.vistastructural.com By:Dennis Heier Date:March 2,2017 :..---,"---,-......= PACIFIC LUMBER COPYRIGHT 2014 ROSEBURG FRAMING SYSTEM'" „,,,,0„q,,,,, � quality engineered wood products for today's builder "e".yr These plans and the designs a-e copyrighted under Federal Law by Pacific Lumber Company 2014. soup n.ocw Au. The plans may not be re-used or copied,In whole or part,without written permission from Pacific Lumber RIG 1 D LAM LVL RI GI D R I M" .,,"^'"„„"�' ' moi. POSTS ABOVE Company which retains copyrights hts to.and ownership of theplans.Use of these plans b anyother „Ne TO aeAsmssoar, p u opyr9 F P y 1 ...�,.�n ,I III ..ARP eouG product supplier other than Pacific Lumber Company Is strictly prohibited.Unauthorized use or aosnuae roafar Raopuent aoaaou3osoawr rapauOR ,Iv 'e.- , res.oETAw n..Arcr� copying of theseplans,infringes rights under the Copyright Act.Infrin s lace liabilities that Include OP MAG.. pB 99e 9hInfringes 511 ...1%7; `� sa.a+TO POSTBove penalties of up to 520,000 per work Infringed.and 5100,000 per work Infringed willfully IIlr, i RPI JO ST �le i ." - IIP II NOTES: DESIGN NOTES: Wass 1)VERIFY ALL FRAMING CONDITIONS THIS FLOOR SYSTEM WAS L-^ ^,,ge,,m suese-y,,, 2)ALL FOOTINGS PER DESIGNER'S PLAN DESIGNED TO MEET OR ,. ,;.:,,.,,,.,,o„�..... EXCEED THE LIVE LOAD (UNLESS NOTED OTHERWISE) 3)ALL BEAMS PER DESIGNER'S PLAN DEFLECTION CRITERIA RFIVOLOCkalbfAMELS NTH eeARme WALL ABOVE POST LOAD TRANSFER PETAIL (UNLESS NOTED OTHERWISE) OFL/460 kr.s. krs. 4)USE CAUTION WHEN GUTTING FOR PLUMBING FLOOR LOADING: 5)PROVIDE PROPER SUPPORT AT ALL 40psf LIVE LOAD SHEARWALLS 1 2psf DEAD LOAD SLEEPING AREAS: THIS ISA PLACEMENT PLAN ONLY: 30psf LIVE LOAD This layout Is to be used in con junction with 1 2psf DEAD LOAD ----= I I L Architectural/Structural plans.Verify all shear wall blocking placement and connectors ROOPLOADMG: •urchaser responsible for approving this 25psf LIVE LOAD ayout prior to any construction. 1 1 paf DEAD LOAD PL 1 4-43 1 (MAIN) POLYGON 40D Mrk I Material Width Depih Grade Qty Gut Lth Tot Lth JB 1 BLKG RFPI-20 1 3/4 el 1/2 20 3 60 B 1 RIgidLam LVL 1 3/4 9 1/2 1.5E 2 4 8 62 RIqtdLam LVL 1 3/4 9 1/2 1.5E 1 16 18 START START B3 RIgidLam LVL 1 3/4 4 1/2 1.5E 2 12 24 in FRAMING FRAMINGIn 04 RIgldLamLVL 1 3/4 9 1/2 1.5E 1 24 24 HERE HERE '\ V R5 RIgidOSO RIni VL 1 3/4 9 1/2 1.5E 1 1 2b 22 _ oy t�...___ . _. "7-7 \ J --p3 _---.__ RI OSB Rim 1 9 1/2 4 764 I_ - _ R '-_ - 4� .I_:.. ---- J1 RFPI-20 1 3/4 9 1/2 2 22 220 J2 RFPI-20 1 3/4 9 1/2 2 24 46 -- -- f d-#- -- _ --. : _..41 I- J3 RFPI-20 t 3/4 9 1/2 1 12 12 J4 RFPI-20 1 3/4 9 1/2 1 20 20 R Al _: :41 - -_ --— -.- --__._, J5 RFPI-20 1 3/4 9 1/2 2 1 b 32 I. -- _ '- '-- 1- II AGcesaorlee PATIO PATIO 1 H 1 I TNO i 7950-or-ITT9.5 5 I. JeiJH 0 0 I J,I 17- - I. 1 CONFORMS TO DESIGN CONCEPT 1 -- II • • - J t 1-.. _: -`-_ _-3 sT{or auwnu.c stwnurrRenw • EV, _ BS =_: J$_ --- 0 0 J l t This eery la�elet ea..0 .spethe ame ❑ 1.r�r h h -. J3 __ B3 - ..tm�. r.s,,.e u e m ❑ 11./__,r a 4=- R I d R-3 1 V ' -- J4 a-- -'% E t.mow w u„e - -_. N ry zue.,,, eoFee ,otwe --_ - ---_ I�=-: -_ _ required prion-w.wme r""m�s AILBRANBT ARCHITECTS __ - V lST4 SlRICTVRAI..CNGINBtwNc.LL, .• 134o-11a- 54. ..._. :-. Hy oer,oliner U., 1.14.m Z.2017 _. 1 1 ti_1,- 1 IMPORTAN 77 02 62 REFERENCE INSTALLATION I. JB 1 JB, GUIDE FOR ALL.FRAMING ' DETAILS AND I-JOIST INFORMATION __ --Jr, -- R1 Rt -- --Js= I PORCH R1 - R 1 POR H roat-.HANG Pacitloi.umber�--� I (H )--HANGER GALLOUT I 1 �L// L 1 1 J ® -SUPPORTING POST COM P A N Y ® -POST LOAD ABOVE & T R U S S R -RIMBOARD 105 1 5 SW ALLEN BLVD BEAVERTON,OREGON 91005 (SO3)858-9663 LB -LVL BLOCKING PLAN DESCRIPTION/NUMBER: 4012 JO -JOIST BLOCKING CUSTOMER: POLYGON J •JOIST GALLOUT PLAN DATED: 12/15/14 0 -BEAM(FLUSH w/JOIST) NOR •HEADER(BEAM BELOW JOIST) MAIN FLOOR JOIST LAYOUT DESIGNER: KAM/L NENDER50N DATE: 1/5/15 1500-BEAM BY OTHERS SCALE:1/4"- 1'-O' PL 1 4-45 (MAIN) SHEET: 1 of 3 l 14"OPEN WEB JOIST(t$16"O.C. 1II POLYGON Ii 1 40D 1 PL14-431 UPPER --- _-- - 1 1 10/15/2018 I. SHAMED Products M4 AT(REIT OF.:. PlotID Lenge! Produd Plas Net Qty FIOUSE 1'_''$BM4 15-00-00 512"x 10 12'Gilliam(1.8E 24F-V4 0F/DF) 1 1 AREA-HVAC il l i BM2 22-00-00 512'x 18'Glulam(1.8E 24F-V4 DF/DF) 1 2 I 8M4 9-00-00 3 1 1 ...43M44 8-00-00 3-121/2 X 14 BIG BEAM 1 1 1 BM_2% r . I j ` RMI 16-00-00 1'x 14'APA Rim Board 1 5 8114 AT STAIRSm� ALL BEAMS AND CONNECTORS PER ENGINEER ' rn .__ACCESSORIES -. ...._.. -QTY .. RM1 _ _ -- --TFI414 .-.'i?, S -N -___, _— 1 X 14 OSB RIM FOR SHEAR BLOCKING 16' 1 SHIER DRAWIN UtI E Ti I REVIEW 1 1 11 (M -_. - --b I HUC0610 2 V ix� p rWr 1- Fr . d nl cL N- rB: 1-1 I .. i .. X .. ' RMI �b OADI G LL ,r -J. _ ro, ,.r,tohn n ;CKINGRMI-=-1 _ _ y T� L N 40 !} N ISI A STRIA I'I.RiL E\NEER (�.Lit -- ' RRDcnnu!lei, ...-.. ___ _ -_- -___ _ t ADDITIONALPOST TRANSFER BLOCKINGAND S ®coRrouuro orsteNCONcen Lt a TOO..WNW,WITH Rcvoc"s"ono SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN 1 5 I t I R A NSUARCHITECTS SHADED HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY u _ -- -- -' .. -- f - z oL _ -- - -- .�, _ .,3, ,,) _ M ! 1 (FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA i 1 I t y I I DO NOT: aLoosen,remove,cut or notch I - I any part of the open web joist. Il 11 ii I T \ Paci Sumber JOIST WITH RIM SCALE: 1/4'=1'-0t'on 24"x36"SHEET & TRUSCOMPANY SHEET 3 OF 3 Msr 2ot9 -W170 tLf oc cw RWee rtikizAct gta(t) MAY 02 2019 MiTek® US SCIDDON MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-431 MAINOW Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43961818 thru R43961820 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR pFFs �c; ANGI NE 6.>" 8 ! 2PE r N N � ?'y 11\'O� OREGON rt, 44/ AMBER �1 a OS A. HE��P EXPIRES:06/30/2015 March 5,2015 Hernandez,Marcos 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 POLYGON R43961818 PL14-431_MAINOW F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:12 2015 Page 1 ID:brruHgUalglzVVRo1 bXLiOcy8Kd9-brglCyzTm61hDD33zepRnexi9bHeDJ2c5RRhtozdwDH 1 1-0-0 1 0- ti 1-2-0 110-6-9 10-9-0 1 10-9-0 10-9-0 110.9-0 10-9-0 1 10-9-0 X0-9-0 110-9-0 10-9-0 I Scale=1:36.9 4x4= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 H 1.5x3 I I 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 lAk\a/A1111"4" ♦. 111# ./* ilik /AA Ally •V_.-•••••••♦ 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 4x4= 3x5= 3x5= 3x5= 3x5= 3x6= 3x5= I 21-9-12 21-9-12 I Plate Offsets(X.Y)— [1:Edge.0-1-8].131:0-1-8.Edgel 132:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 27 ""* 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) -0.00 38-39 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 32 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:38-39,37-38,27-28. REACTIONS. All bearings 21-9-12. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)30 except 39=-142(LC 6),32=-176(LC 7),31=186(LC 6),26=-146(LC 7) Max Gray All reactions 250 lb or less at joint(s)39,32,31,38,37,35,34,33,26,26,27,28,29,30 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 10-34=251/234,10-33=-250/236,12-33=-281/275,15-30=-268/258,15-31=-265/256 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a total drag load of 150 p11.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-9-12 for 150.0 plf. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <c1/40 PROpe c5 F,NGINE�c,Si /O 2 K' 87022PE 97' N �cV .... �A� OREGSN q9 Y 9�, F,yBER A\ \O OS A- HVet EXPIRES:06/30/2015 March 5,2015 t I mil A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 61147473 rev.02/16/2015 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. « Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiT®k« erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 risme.Hoighte r:A 45610 Job Truss Truss Type Qty Ply POLYGON R43961819 PL14-431_MAINOW F02 FLOOR 15 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:13 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-31 EgQH_SXQtXgNeFWM KgKsUmp?RQygFmJ5AEPEzdwDG 11-0.0 1 1 1-2-0 IID-&91 Scale=1:37.2 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e A. a •`:� / o/I :. o+ a- o .i.- 9. o ,,:Nae - , a / ` / N '\ ! .\ / /N / \ c / \a 1,‘3 e e "e a-� 36 35 34 33 32 31 30 29 28 27 28 25 24 3x4= 4x5= 3x5= 3x6 FP= 3x5= 3x5= 3x4= 3x4= 3x5= 3x5= 4x5- 3x4- 1.5x3 SP= 3x5= 135-11 I 12-3-11 9-10-1I1 I 21-9-12 12-3-11 D-7-a 6-7-0 8-4-1 Plate Offsets(X.Y)- [28:0-1-8.Edge],[29:0-1-8.Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.39 29-30 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 29-30 >429 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=795/0-6-12 (min.0-1-8),36=795/0-7-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1463/0,3-4=-1463/0,4-5=-2603/0,5-6=-2603/0,6-7=-3427/0,7-8=-3427/0, 8-9=-3932/0,9-10=-3932/0,10-11=-4130/0,11-12=-4130/0,12-13=-3970/0, 13-14=-3970/0,14-15=-3970/0,15-16=-3422/0,16-17=-3422/0,17-18=-2605/0, 18-19=2605/0,19-20=2605/0,20-21=1463/0,21-22=-1463/0 BOT CHORD 35-36=0/773,34-35=0/2071,33-34=0/3052,32-33=0/3052,31-32=0/3717,30-31=0/4070, 29-30=0/4084,28-29=0/3970,27-28=0/3720,26-27=0/3048,25-26=0/2072,24-25=0/773 WEBS 13-29=-117/292,14-28=-335/0,2-36=-1082/0,2-35=0/967,4-35=-850/0,4-34=0/745, 6-34=-630/0,6-32=0/525,8-32=-406/0,8-31=0/301,12-29=459/162,22-24=-1082/0, 22-25=0/967,20-25=-852/0,20-26=0/747,17-26=-621/0,17-27=0/523,15-27=444/0, 15-28=0/581 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ckt0 PR()FF attached to walls at their outer ends or restrained by other means. CQ.ct NGIN ,9 )N ,R .^ LOAD CASE(S) Standard ,C` 0 1- 870 2PE N N S . , Ny AT OREGO 9�,,,4,0Q'A `iii .\\ SA. vx He?, EXPIRES:06/30/2015 March 5,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. p �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/OPII QualIy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citnx Hoights CA 48610 Job Truss Truss Type Qty Ply POLYGON e R43961820 PL14-431_MAINOW F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Mar 05 14:16:14 2015 Page 1 ID:brruHgUalglzWRo1 bXLiOcy8Kd9-XDo2dd?klj?OSXCS43rvt3OydPs2hA7vYlwnxhzdwDF I 2-2-11 I I 1-2-0 1 1 1-11-9 I 2-0-0 1 Scale=1:20.8 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e o Ao a 0 H o e o a e 12 11 10 9 3x4= 1.5x3 II 3x4= 3x5= 3x4= I 2-5-11 1 3x111 3-7-11 I 11-11-12 I 2-5-11 0-7-0 0-7-0 8-4-1 Plate Offsets(X.Y1— [2:0-1-8.Edge].[10:0-1-8.Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 9-10 >766 360 BOLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=435/Mechanical,8=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-939/0,3-4=-939/0,4-5=-1153/0,5-6=-1153/0 BOT CHORD 11-12=0/939,10-11=0/939,9-10=0/1250,8-9=0/735 WEBS 2-12=-1027/0,6-8=-823/0,6-9=0/469,4-10=-393/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <��Ep PROp co NG[NEE �� AR � � 2 �� 87022PE r / yN .• �N . OREGO tip �ti 'AO ccyeER 1,� +p EXPIRES:06/30/2015 March 5,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE. � �� 1 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MIR*. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Till Qualify Criteria,DSB-89 and BCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95Rln Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /q I ( (Drawings not to scale( Damage or Personal Injury offsets are indicated. 9 1 rY '= Dimensions are in ft-in-sixteenths. 11;6‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 1/16' 4 wide truss spacing,individual lateral braces themselves o may require bracing,or alternative Tor I illillaa r: Q bracing should be considered. 1_411.4mor U 3. Never exceed the design loading shown and never 11 2 a stack materials on inadequately braced trusses. copies of his russ design o e ng 0 O 4. Provide e i id er,erectiontsu tervisorr,property ownerandFor 4 x 2 orientation,locate c�e BOTTOM CHORDSz CS-b all other interested parties. p plates 0 na' from outside 11 edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 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 specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING ...••••••• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MOM/11 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.is Review all portions of this design frontback,words Plate Connected Wood Truss Construction. and picsufficient. tures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a not BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, lvi iT ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 I. 1 MAY 0 2 2019 M iTe k° I Y r fr I tGAR BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-431 UPPER Fax916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R43673812 thru R43673813 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��cAD P R ace. 0NGIN4.9 /02 <4;7\� 87 22PE r N 5. y 4>, OREGON 90 AMBER 1• NO OS A. Heck EXPIRES:06/30/2015 January 23,2015 Hernandez,Marcos 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. 0 'y Job Truss Truss Type Qty Ply POLYGON R43673812 PL14-431_UPPER F01 FLOOR 16 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jan 23 08:10:54 2015 Page 1 ID:brruHgUalglzWRol bXLi0cy8Kd9-tmpkcTjse3nLxSWUeYMJ8_OWgGuOWfuDTUCwjizsVh1 1-110-1 10.8-01 1 1-2-0 110-10-6 1 1 1-0-0 I I 1-2-0 ii 1-1-6 ii 1-0.0 I I 1-2-0 ii 1-2-8 1 1-2-0 1 Scale=1:37.3 3x4= 3x4 11 4x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4 = 3x4 = 3x4= 3x4= 4x4= 4x5= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 e® , a ,. c • B---r- ._ c _ c _ e ® ® ®Ne® eoN / \ //\ /•\ /\ /\ /•\ \o/ 10i' � 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x4= 3x5= 4x8= 4x4= 3x6= 4x5= 3x5= 1 21-9-12 I 21-9-12 Plate Offsets(X.Y)- [1:Edge.0-1-8].(15:0-1-8.Edge].[17:0-1-8.Edge].[18:0-1-8.Edgel.[20:0-1-8.Edge].[25:0-1-8.Edge].[32:0-1-8.Edge] LOADING(psf) SPACING- 1-40 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 31-32 >632 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.64 31-32 >405 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 39=791/0-6-0 (min.0-1-8),24=791/0-6-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1285/0,3-4=-1285/0,4-5=-2293/0,5-6=-2293/0,6-7=-3076/0,7-8=-3076/0, 8-9=-3076/0,9-10=-3634/0,10-11=-3634/0,11-12=-3970/0,12-13=-3970/0, 13-14=-4053/0,14-15=-4053/0,15-16=-3956/0,16-17=-3956/0,17-18=-3519/0, 18-19=-2939/0,19-20=2939/0,20-21=-2027/0,21-22=-2027/0 BOT CHORD 38-39=0/696,37-38=0/1816,36-37=0/1816,35-36=0/2712,34-35=0/3382,33-34=0/3829, 32-33=0/4046,31-32=0/4053,30-31=0/4053,29-30=0/3519,28-29=0/3519,27-28=0/3519, 26-27=0/2027,25-26=0/2027,24-25=0/939 WEBS 17-29=-279/0,18-28=0/254,20-26=-419/0,21-25=-591/0,2-39=-1027/0,2-38=0/903, 4-38=-815/0,4-36=0/731,6-36=-643/0,6-35=0/559,9-35=-469/0,9-34=0/386, 11-34=300/0,17-30=0/706,15-30=-402/124,20-27=0/1265,18-27=-857/0, 22-24=-1206/0,22-25=0/1407 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. €_9 0 PROp,. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��5 ANG I N EF9 /0 LOAD CASE(S) Standard �' 870 2PE 29 yOREGO ti O<C// "O 'MBER .\\OS A. HO; EXPIRES:06/30/2015 January 23,2015 t f A WARM%-Yerdf design parameters and READ NOTE'S ON MIS AND INCLUDED NITER REFERENCE PAGE NII-7473 re a 1/29001d BEFOREUSE - �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumber is specdled,the design values art those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply POLYGON R43673813 PL14-431_UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Jan 23 08:10:55 2015 Page 1 ID:brruHgUalglzWRol bXLiOcy8Kd9-LyN7ppkUONvCZc4hBFtYgCxjrgH?FCMMi8xTG8zsVhk I 0-9-0 11 1-2-0 1 1 1-11-14 1 f 1-2-0 1 1 2-2-14 1 1 1-2-0 1 1 2-6-0 1 Scale=1:20.2 3x4 = 3x4= 1 2 33x4= 3x4= 4 5 8 7 8 ie e o o e ® a o ® e o 0 N O O e e O -O B o\\\ e e 16 15 14 13 12 11 10 3x4= 3x4 = 3x4= 3x4= 4-11-14 1 1-0-0 1-7-0 2-2-0 4-3-6 4-4-1}4 5-614s,g 8-0-12 8-7-12 9-2-12 11-11-12 1-0-0 1 0-7-0 1 0-7-0 2-1-6 0-1-6 0-7-0 1 0-7-0 01-1-6 2-4-6 1 0-7-0 1 0-7-0 1 2-9-0 Plate Offsets(X.Y)— [2:0-1-8.Edge].(3:0-1-8.Edge].[6:0-1-8.Edge].[7:0-1-8.Edge].(12:0-1-8.Edge].j13:0-1-8.Edge] LOADING(psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.13 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.21 11-12 >691 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 9 n/a n/a . BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=435/Mechanical,9=435/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-574/0,3-4=-1240/0,4-5=-1240/0,5-6=1240/0,6-7=-996/0 BOT CHORD 15-16=0/574,14-15=0/574,13-14=0/574,12-13=0/1240,11-12=0/996,10-11=0/996,9-10=0/996 WEBS 2-15=0/315,2-16=-893/0,3-13=0/750,6-12=0/349,7-9=-1071/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��Ep PR pFF / oINE4'\870 2PE 9r N cNiN .5• �-0�s OREG N q( Q� 'AO EMBER \\ On A. HER�P EXPIRES:06/30/2015 January 23,2015 I t A WARNING-Verity design parameters and READ NOTES ON THIS APR)INCLUDED MILER REFERENCE PAGE Rif-1413 rex 1/29/2014 BEFORE USE =MN Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Nu t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mill** erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infomratlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumber is spec ified,the design values era those ePective 06/01/2013 by ALSC t • if Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a I (Drawings not to scale) Damage or Personal Injury Mir Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O_1/f Q, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ O 12-52-L\111111tril $ bracing should be considered. 111. .11ir O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7.8 '-7 5•' designer,erection supervisor,property owner and plates 0 'a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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-1 352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 4.,,,...... 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number number where bearings occur. _- 17.Install and load vertically unless indicated otherwise. l Min size shown is for crushing only. MI6 18.Use of green or treated lumber may pose unacceptable 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(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, Mile le20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate . Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 _� RECEIVFD SEP 2 3 2019 MiTek® CITY OF I tbA D BUILDING nl',llSJO MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 40-D POLYGON 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: K2838840 thru K2838884 My license renewal date for the state of Oregon is December 31,2017. 4PROFFS 04G1NE /0�i-9 `r 89200PE OREGON�� lv4 /O 1' 14,2 0- MFRR10- ' �LSs►"l' 4 February 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 14-03-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR 14-03-08 GIRDER SUPPORTING 6-00-00 1- 2=1 0) 80 2- 8=(-278) 1054 8- 3=(-175) 798 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3=(-1628) 482 8- 9=(-412) 1425 8- 4=(-533) 233 WEBS: 2x4 KDDF STAND 3- 4=(-1054) 364 9-10=(-412) 1425 9- 4=( -3) 369 LOADING 4- 5=(-1056) 365 10- 6=(-251) 1056 4-10=(-529) 231 TC LATERAL SUPPORT 0= 12"OC. UON. LL - 25 PSF Ground Snow (Pg) 5- 6=(-1632) 483 10- 5=(-173) 795 BC LATERAL SUPPORT <- 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLO 0'- 0.0" TO 3'- 10.5" V 6- 7=( 0) 80 TC UNIF LL( 73.9)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 10'- 5.0" V TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 10'- 5.0" TO 14'- 3.5" V NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 14'- 3.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 14'- 3.5" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -449/ 1597V -108/ 108H 5.50" 2.56 KDDF ( 625) TC CONC LL( 92.8)+DL( 26.0)- 118.8 LBS @ 3'- 10.5" 14'- 3.5" -450/ 1600V 0/ OH 5.50" 2.56 KDDF ( 625) OVERHANGS: 12.0" 12.0" TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 10'- 5.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IHC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.023" @ 7'- 1.7" Allowed = 0.669" MAX TL DEFL = -0.040" @ 7'- 1.7" Allowed - 0.892" MAX LL DEFL - -0.002" @ 15'- 3.5" Allowed = 0.100" MAX TL DEFL = -0.003" @ 15'- 3.5" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-10-03 6-07-02 3-10-03 MAX HORIZ. LL DEFL = 0.008" @ 13'- 10.0" T T T f MAX HORIZ. TL DEFL = 0.013" @ 13'- 10.0" 3-10-03 3-03-09 3-05 ,,(( 3-08-12 Design 12 118.800 +718.60# f esisting system and f componentsorms to )and cladding criteria. 12 M-4x6 M-4x6 12.00 17 a 12.00 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3X8 (All Heights), Enclosed, Cat.2, Exp.a, MWFRS(Dir), 4 load duration factor=1.6, �fj _ _ 41* Truss designed for wind loads v in the plane of the truss only. M D 0 = -1 `- i f O A s T o f- O 8 9 10 . o O 1 M-3x4 M-3x4 M-1.5x3 M-3x6 M-3x4 y k i' b l 3-08-12 3-05 3-05 3-08-12 y 1-00 y 14-03-08 y 1-00 y �CJ�`!`(j [� 0/O ,� V`e E` -y 89200PE r JOB NAME : 40-D POLYGON - Al -411111111k7V Scale: 0.3785 �. I. WARNINGS: O. hRAeignNb, unless onheiarametnoted: 7/ 4OREGON NVQ" 1.Builder and sbefor conhactoren co be advised tlof all General Notes 7.Thisdesignco kbaeetl pplupon the parameters parameters and tarot r iMNitlual G� 1._ Truss: Al and Wammgebeforeconstmdbncommencea. buldingcompunent.Apprmmgtyordedgnparametenandproper uC IM1 2.D14 compression web bracing mud be Installed where shown+. incorporation of component la the responsibility of the building designer. /O y 1 A A 6\Ii5�4 3.Addthonal temporary bracing to insure stability during construction 2.Design assumes me top and bottom chortle to be laterally bread at 1 Y L is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 7G o.c.respaciNety unless braced throughout their length by R I�� DATE: 2/9/2017 tee overall dmdum k the responsibility of the building designer. 3. sheathing such as plywood ing(TC)and/or drywell(BC). I'c 3.24 Impact bridging or lateral bracing requairedired where shown++ SEQ.: K2 8 3 8 8 4 0 4.No load should be applied to any component until after al bracing and 4.Installation of hues Is the respondbllity of the respective contractor. fasteners are complete and at no time should any loads greater than B.Design assumes trusses are robe used In a non-corrosive environment, designbads be applied to anyt and are for dry condition"of use. TRANS I D: LINK 5.carraa has no arona component. no responsibility8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 pu for me neceacary fabrication,handgng,shipment and lnstalaton ofcomponents. 7.Design assumes adequate drainage is provided February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates seal be located on both faces of truss,and placed so their center TPbWTCA In BCSI,copies of which will be furnished upon request. - lines coindde with joint center lines. 9.Digits indicate see of plate In Inches. + Weft USA,Ina./CompuTrus Software 7.6.8(1L)-E 70.For basic connector plate design values see ESR-7377,ESR-7988(Mitek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING I BC LATERAL SUPPORT <= 12"01. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 292V -32/ 98H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -80/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFT. = 0.000" @ 0'- 0.0" Allowed = 0.072" '' MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.9" Allowed = 0.148" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.220" 12 MAX BC PANEL TL DEFL = -0.002" @ 2'- 0.6" Allowed = 0.197" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11: 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. EL DEFL = -0.000" @ 1'- 10.9" 01/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads va in the plane of the truss only. coN M fO 1 EllAIJIMIIIIIIIIIII0 b b b 1-00 3-10-08 'PROVIDE FULL BEARING)Jts:2,3,4 ' So <0 0� G P E.& u/ 89200PE T JOB NAME : 40-D POLYGON - AJ1 -..4111P : ___ Scale: 0.6827 in WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �� I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individualtx • Truss: AJ1 and Wamingsbefore construction commences. building component.Applicabiltyofdesign parameters and proper �/ ZOO P4 2.204 compression web bracing must be inelsled where shown«. Incorporation of component is the responsibildy of the building designer. <O '`4'' 1 A 3.Additional temporary bracing to insure stability dung construction �.Design assumes the top and bottom chortle[o be laterally braced at Y is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by MFR R 10_ DATE: 2/9/2017 the overall stodwe is the bi f the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). responai Yy bulMin designer.o g signer. 3.2x Impact bridging or lateral bracing required where Mown«« SEQ.: K2 8 3 8 8 41 4.No load should be applied to any component until after all bracing and 4.Installation atoms is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK Sedge loads 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.Deeign assumes lilt bearing supports shown.Shim or wedge d EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/NRCA in BCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IneJCompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-111) 97 TC LATERAL SUPPORT <= 12•'00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.2" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 329V -59/ 156H 5.50" 0.53 KDDF ( 625) 3'- 7.7'• 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" -85/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" 12 MAX TC PANEL LL DEFL = 0.055" @ 2'- 4.6" Allowed = 0.326" MAX TC PANEL TL DEFL = 0.052" @ 2'- 4.6" Allowed = 0.489" 12.00 VSEASONED LUMBER IN DRY SERVICE CONDITIONS ' 0 MAX HORIZ. LL DEFL = -0.001" @ 3'- 9.8" MAX HORIZ. TL DEFL = -0.001" @ 3'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads o in the lane of the truss only. i P y• c m f- ' r L0 o oNEM4► - M-3x9 1 1-00 3-10-08 0-01-03 'PROVIDE FULL BEARING;Jts:2,4,3 I (ciiI,ED PR OFFS - N ANG I NEER 3i02 89200PE• 9f JOB NAME : 40-D POLYGON - AJ2 • Scale: 0.5931 , a�� Ar �% WARNINGS: GENERAL NOTES, unlessy on the a noted: -G 0" O N �� 1.Binder and s before contractor should be advised of all General Notes 1.This design is based ppl upon parameters p parameters and b for p r IMivitlual Truss: AJ2 and Waelngaberoraconetrumoncommences bulldmgcomponent.ApplicabilMordesignparametersandpesper AN 2.2,4 compression web bracing must be instaled where shown+. incorporation of component is the responsibility of the building designer. /O ) /4 n O` �+ 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes Me[op and bottom chords to be laterally braced at `t G is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f O o.c.reapedroety unless braced throughout theft length by M ' el� I�� DATE: 2/9/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood eheething(TC)and/or drywall(13C). I'r 3.2,Impact bddgln9 or lateral bracing required where shown•i SEQ.: K2 8 3 8 8 9 2 4.No load should be applied to any component until after all bracing and 4.Installation of Miss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompliT us has no control over and assumes no responsibility,for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. n. '.Design assumes ced on drainage is trus,provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and Raced so Meir center •� TPI/WTCA in SCSI,copies of which vnll be fumished upon request. Tines coincide with Joint center lines. 9.Digfts indicate size of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.8(1 L)-E ta.For basic connector plate design values see ESP-1311,ESR-7988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-281) 232 " 3-4=( -67) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 316V -90/ 223H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -184/ 244V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -36/ 50V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 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 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.016" @ 1'- 10.6" Allowed = 0.326" MAX TC PANEL TL DEFL = 0.014" @ 1'- 10.6" Allowed - 0.489" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. mo leo r0 ,_ o01/11111:2/6 M-3x4 > y ) y PR 1-00 3-10-08 2-01-03 (,`��t.D OFFss (PROVIDE FULL BEARING;Jts:2,5,3,4 �C?0 0NG1 N'EF9 /0 ' - 89200PE -9r. JOB NAME : 40-D POLYGON - AJ3 Scale: 0.4666 • Alt .. WARNINGS: GENERAL NOTES, unless slherstsa noted: OREGON G� I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an Individual "? 4 t'q L v Truss: AJ3 and Warnings before construction commences. budding component.Applicability ofdeeignparameters and proper L...." 9 '� � '` 0 204 compression web bradrg must be installed where Mom+. incorporation of component is the responsibility of the building designer. O Y 14 2-°\O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at is the responsibility of the erector.Additional permanent bra<irg of �'o.c.and at 10'o.c.respectrvety unless braced throughout their length by M�• 1 R 10-{/Vs DATE: 2/9/2017 Ina overall structure is mere tri r the building de continuous sheathing sa<h as plywood sheathing(TC)and/or drywall(SC). aponsi Ny o g signer. 3.Zr Impact bridging or lateral bracing required where shown++ • SEQ.: K2 8 3 8 8 4 3 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bade beappliedbany component. andarem"dry condition.of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe B.Design ry.antesfull bead^gat°°Suppe^ashown.Shim arwedge" EXPIRES:.I12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February10,20 17 I 6.This design is fumished subject to the limitations set forth by B.Plates sha°be located on both faces of truss,and placed so(heir center TPINJTCA in SCSI,copies of which sill be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTnts Software 7.6.8(1L}E /0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-356) 297 3-9=( -94) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -15/ 309V -106/ 257H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 41V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -224/ 291V 0/ OH 1.50" 0.37 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.7" -67/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.008" @ 2'- 0.1" Allowed = 0.326" I) MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.1" Allowed = 0.489" (� SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 11.9" MAX HORIZ. TL DEFL = -0.004" @ 6'- 11.9" 12 Design conforms to main windforce-resisting 12.00 _ system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. ti 6 o r M O f • NPrgillil O M-3x9 y y ), y ,?,Ep PR OF`S1-00 3-10-08 3-02-03 C;\ NGINE F s/ (PROVIDE FULL BEARING;Jts:2,5,3,9 ! O j- -�ct' 89200PE 9r' JOB NAME : 40-D POLYGON - AJ4 � Scale: 0.4168 lw WARNINGS: G. hRAeNOTsb, unless onthepara parameters 7, ,OREGON �lv I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parometere shown and is for an IndNidual 4/../ TrussTruss: : AJ4 and Warnings before construction commences. bulling component.Applicability of design parameters and proper �/� 2��Q'E` 2.2a4 compression web bracing must be instated where shown v. Incorporation of component Is the responsibility of the bunting designer. i0 "7 y A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 1 V is the responsibility of the erector.Additional permanent bracing of 2'ntinc.and at 1 d 0.0. uch as ply woods braced(TC)angler their length(.by ��`A I L� DATE: 2/9/2017 the overall structure Is the responsibility of the building dei continuous t sheathing such as plywood required where shown owner tlrywall(BC). C IL17 p pg Zoon 4.2stmptibof hog is the relbredngyofhwTerecli SEQ.: K2 8 3 8 8 9 4 4.No bed should be applied to any component until atter al bracing and 4.Designtas of truss is the tc tonalb of the respective contractor. " fasteners are complete and at no time should any loads greater men 5. assumes busses are to be used In a non-corrosive environment, deal loads be applied to an end are for"dry condition"of use. TRANS ID: LINK 9^ pp i. ywndesoa. 5.CompuTrus has no control over and assumes no responelbiby or the 6.Design assumes full bearing at al supports shown.Shim or wedge d EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. ss 8.This design is famished subject to the limitations set forth by 7.Designesassumes adequate o ne oface is gross,and. February 10,2017 B.Ales c iool be boated on both laws of truss,and placed so(heir center TPW✓ICA in SCSI,copies of which will be furnished upon request. lines coincide with join)venter lines. 9.Diggs indoale owe of plate In Inches. MTek USA,InnJCompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1968(MiTek) 4411111 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE' 0'- 0.0" -61/ 302V -32/ 98H 5.50" 0.48 KDDF ( 625) 1 1'- 9.2" -34/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -33/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" T MAX TC PANEL IL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 2 12.00 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting "9 system and components and cladding criteria. /111 Wind: 140 mph, h=19.6ft, 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. c oN M /- 0 O I N O M-3x4 b b b 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,3 ��t,° PRQ/ �c. 0NGI NEF9 s , /� 2v ' 89200PE 1-- JOB JOB NAME : 40-D POLYGON - ASJ1 ,_ /J!J Scale: 0.6827 . WARNINGS: GENERAL NOTES, unless othervnse noted: O{� OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the7 parameters shown and is for an Individual I t Truss: ASJ1 and Warnings before construction commences. building component.Applicebility or design parameters and proper / �9 Y 20�ts �'` 2.2x4 compression web bracing must be instaled where shown 0. incorporation of component IS the responsibility or the building designer. O A 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom cnortls to be Is croNy braced at 'q)P is the responsibility of the erector.Additional permanent bracing of 2'o.e,end at 1Q o.c.respedivey unties braced throughout their length by MSR O' DATE: 2/9/2017 fhe overall structure is the res onstbll t the building de continuous sheathing such as plywood sheathing(TC)and/or dryvall(BC). (� p y o g signer. a 2z Impact bridging or lateral bracing required where shown++ SEQ.: K2838846 4.No load should be applied Many component until after all bracing and 4.Insstallateenmeuimsthhessponi�laaofthe in a enpectiveconoracconr. fasteners are complete and at no time should any loads greater than ment, end are ss"dry condition"areof tousbe TRANS I D: LINK design loads be applied o any and anent. nsl B.Design assumes full bearing at all supports shown.Shim or wedge k EXPIRES: 12/31/2017 5.Com True has no control over and assumes no responsibility for the mce•• fabrication, shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 • 8.This design is furnished sub)eet to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center i TPDWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-7311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 10-11=(-198) 1044 2-10=( -179) 187 7-19=(-1868) 257 BC: 2x6 KDDF #1&BTR 2- 3-) -47) 123 11-12=(-203) 1542 10- 3=(-1868) 257 19- 8=( -174) 187 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-1705) 378 12-13=(-203) 1592 3-11=( -95) 259 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1171) 303 13-14=( -98) 1094 11- 4=) -181) 901 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6=(-1171) 303 11- 5=( -587) 131 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL) 54.0)- 109.0 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-1705) 378 12- 5=( -37) 505 7- 8=( -97) 123 5-13=( -587) 131 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8- 9=( 0) 80 6-13=( -181) 901 NOTE: 2x9 BRACING AT 24"OC VON. FOR REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 13- 7=( -95) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -367/ 1962V -201/ 201H 5.50" 3.19 KDDF ( 625) ' 22'- 0.0" -367/ 1962V 0/ OH 5.50" 3.19 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 1 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL - -0.071" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL - -0.001" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.013" @ 21'- 8.5" 5-11-11 10-00-10 5-11-11 MAX HORIZ. TL DEFL = 0.022" @ 21'- 8.5" f 1' . 1' 2-09-14 3-01-13 5-00-05 5-00-05 3-01-13 2-09-14 Design conforms to main windforce-resisting T f f -1 . T f system and components and cladding criteria. 12 12 Wind: 190 mph, h=22.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 12.00 r M-3x8 a 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, �p 0� End vertical(s) are exposed to wind, ��, Truss designed for wind loads in the plane of the truss only. M-3x4 \\M-3x4 3 M-1.5x3 M-1.5x3 zJ o / : f r� y� ern 0 I ro CD 30 11 12 1319 M-3x5 M-3x8 0.25" M-3x8 M-3x5 M-7x8(5) y y y y y '�� cs5-08-08 5-03-08 5-03-08 5-08-08 � ^ G �r 6' b l y y C\ �_ � R 1-00 22-00 1-00 �' 89200PE 9r JOB NAME : 40-D POLYGON - B1 � ��. Scale: 0.2425 �w WARNINGS: IIP fr GEWERAeNOTsb, unlessotherwisearmete: '�J� OREGON ��(/ • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Intlivitlual s�� Truss: BI and Warnings before construction commences. building component.Applicability of design parameters and proper n� �01�1^ � 2.2s4 compression web bracing must be Instaled where shown t. incorporation of component lathe responsibility of the building designer. �O -7 y A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al .a 1 Y the responsibility of the erector.Additional permanent n bracing of 2'o.c.and al 70 o.c.respectively unless braced throughout their length by SFR R 11.A.,. '431- is DATE: 2/9/2017 the overall structure N the responsibility of the building designer. continuousactsheathing such as plywood required here)ownanw«drywell(BC). I' 3.2s Impact boil toss is the bracing ity of the where shown t SEQ.: K2838897 4.Noeneshould beapplied toany hmesho l until after atlbredgand 4.Installation yofthe reaped respective ac o. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc noncorrosive environment, TRANS ID: LINK design loads be applied teeny component. and are fon'dry condition of use. 5.Command has m control over and assumes no responsibility for the 6.Design assumes full beefing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. tebrtcetion,handling,shipment and limitations of components. 7.Design assumes adequate drainage is provided. placedFebruary 10,2017 8.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and so their center TPINOTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MITek USA,IncfCompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-f986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 10-11=(-96) 677 2-10=(-186) 208 13- 8=(-186) 208 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=( -63) 159 11-12=(-71) 624 10- 3=(-985) 192 WEBS: 2x9 KDDF STAND 3- 4=(-834) 324 12-13=(-96) 563 3-11=(-180) 207 LOADING 4- 5=(-527) 293 11- 4=(-131) 390 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-527) 293 11- 5=(-167) 91 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-834) 324 5-12=(-167) 91 TOTAL LOAD = 42.0 PSF 7- 8=( -63) 159 6-12=(-131) 340 8- 9=( 0) 80 12- 7=(-180) 207 NOTE: 2x9 BRACING AT 29"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 7-13=(-985) 192 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -155/ 1038V -255/ 255H 5.50" 1.66 KDDF ( 625) 22'- 0.0" -155/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 7-11-11 6-00-10 7-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100- f 1' 1 1 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-09-14 4-01-13 3-00-05 3-00-05 4-01-13 3-09-14 MAX LL DEFL - -0.020" @ 11'- 0.0" Allowed = 1.054" '( I ' T T f T MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.406" 12 12 MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" M-4x6 M-4x6 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" 12.0D V M-3x4 '12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5 MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" �D m :.\\* :-3X4 MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads �oin the plane of the truss only.M-1.5x3 x3r't 2 �rOIr Mo , m `m �� `m _,,10 11' 12� 13 M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 .' 1 l l • 7-08-08 6-07 7-08-08 y 10-00 y 12-00 y \CD' MAGI E$Fs6> J y l l aC� 9 qp 1-00 22-00 1-00 9 89200PE v JOB NAME : 40-D POLYGON - B2 . . .......4.. Scale: 0.2550 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ./� 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is tor an Individual �/ /�.. L v Truss: B2 and Warnings before construction commences. bulding component.Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. �//• ✓fin 0� 4'` 2.244 compression web bracing must be installed where shown•. O -7 y 14 � 3.Addaional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be tateraly braced at '!sP Is the responsibility of the erector.Additional permanent bracing of T o.c.and et 1Q o.c,rcapeciivey unties braced throughout(heir length by MH s.�A I�� V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 2/9/2017 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• SEQ.: K2 8 3 8 8 4 8 4.No bed sheuki be applied to any component until after al bracing and 54..DesignInstallation omtrussestrussithhres onsibto be ulsiyof ft a noepectiverveaora maoment fasteners are complete and at no time should any mads greater man • and re for"dry n"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge i! 5.CompuTrushas nocontrol over and assumes noresponsibility for me necessary. EXPIRES: 12/31/2017 fabrkabon,handling,shipment and instalation of components. 7.Dsigassumes adequate drainage is provided. February 10,2017 B.This design a furnished subject to the limitations set forth by B.Plates Oral be located on both faces of truss,and placed so their center I TPIhVTCA In SCSI,copies of which will be furnished upon request, lines colndde with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompaTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 12-13=(-121) 689 2-12=(-186) 208 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=( -63) 159 13-19=( -71) 628 12- 3=(-985) 283 WEBS: 2x9 KDDF STAND 3- 4=(-839) 909 19-15=(-130) 563 3-13=(-164) 168 LOADING 9- 5=( 0) 0 13- 4=(-151) 351 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-533) 343 13- 6=(-179) 129 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-533) 393 6-19=(-179) 129 TOTAL LOAD = 92.0 PSF 7- 8=) 0) 0 8-19=1-151) 350 8- 9=(-834) 909 19- 9=(-169) 168 NOTE: 2,09 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -63) 159 9-15=(-985) 283 I ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 80 15-10=(-186) 208 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -229/ 1038V -258/ 258H 5.50" 1.66 KDDF ( 625) 9-11-11 2-00-10 9-11-11 22'- 0.0" -229/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) f T T 3-09-14 T 9-00-06 f2-01-07 100-q5 / 9-00-06 f 3-09-19 f HNT 2• Deaton checked for net(-5 psfl uplift at 24 "or spacing. 1-00-05 2-01-07 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 8-00 8-00 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 11'- 0.0" Allowed = 1.059" 12 12 MAX TL DEFL = -0.033" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = -0.001" @ 23'- 0.0" Allowed = 0.100" 12.00 V 12.00 MAX TL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.133" M-9x6 M-9X6 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-3x9 MAX HORIZ. LL DEFL = 0.011" @ 21'- 8.5" 41" Q4*. MAX HORIZ. TL DEFL = 0.017" @ 21'- 8.5" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=24ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x9 M-3x4. End vertical(s) axe exposed to wind, Truss designed for wind loads 9\ q� in the plane of the truss only. 1/\11444111 M-1.5x30//Akhik 1 M-1.5x3 n Gallillillielillill 12" 13 19 15 I -i M-3x9 M-3x8 M-3x5(5) M-3x8 M-3x9 b 7-08-08 b 6-07 b 7-08-08 y T.�ED PROFESS y y y ,g �NGiNEFR , , 10-00 12-00 �c.� 2 1-00 22-00 i-oo 89200PE 9 JOB NAME : 40-D POLYGON - B3 /�°� ' Scale: 0.2300 =y 4.1 OREGON a�� I,/ WARNINGS: GENERAL NOTES, unless otherwise noted' pa 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Indrldual /O e y T 4 fZ°'� P} Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2e4 compression web bredrg must be instated where shown+. incoryorenn oe responsibility of the building designer. tlf component is th - (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at '✓//�[7 A '�� v is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeaively unless braced throughout their length by w/'� DATE: 2/10/2017 the overall structure is the responsibility of the building designer. continuous risdginglorg such l b plywood vire motrere shown and/sr drywall(BCJ. ' 3.2s tmpti bridging is th erel preCn®requithe where the c++ SEQ. : K 2 8 3 8 8 4 9 4.Na load should be applied to any component inn soar al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumestrusses are to be used in a non-corrosive environment. EXPIRES: 12/31/2017 designhada be applied to en ponen and are ler"dry condition"of use. TRANS ID: LINK 5.caTrtanasn on ml over dosnumemare 8.Designassumesfullbearing at all supports shown.SW or wedge if February 10,2017 pu responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates Oral be located on both Noes of truss,and placed so their center TP9WICA in SCSI,copies o/which will be famished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 9.Digits Indicate see of plate in inches. p 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- 8=(-1367) 9587 8- 3=( -109) 763 2x6 RODE #166TR T2 2- 3=(-4867) 1484 8- 9=(-2227) 6505 8- 4=(-1989) 891 • BC: 2x6 KDDF #16BTR LOADING 3- 4=(-4587) 1426 9-10=(-2227) 6505 9- 9=( 0) 318 WEBS: 2x4 RIDE STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-4587) 1926 10- 6=(-1367) 4587 4-10=(-1989) 891 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-4867) 1484 10- 5=( -109) 763 TC LATERAL SUPPORT <= 12"OC- UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 16'- 0.0" V 6- 7=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 16'- 0.0" TO 22'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)- 90.0 PLF 0'- 0.0" TO 22'- 0.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BAG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" 0'- 0.0" -499/ 1898V -29/ 24H 5.50" 3.04 KDDF ( 625) 22'- 0.0" -499/ 1898V 0/ OH 5.50" 3.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.307" @ 11'- 0.0" Allowed - 1.054" MAX TL DEFL = -0.504" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 21'- 6.5" MAX HORR. TL DEFL = 0.096" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 5-11-11 10-00-10 5-11-11 in the plane of the truss only. T T T T 5-11-11 5-00-05 5-00-05 5-11-11 I 43200 T 43208 T 12 12 4.00 -',14.00 M-4x12 M-4x12 M-9x10 + T2� + ti n 2 6 ( rn t 1 m mss7._ 7 o - 8 9 10 o M-3x10 M-3x8 0'25 M-3x8 M-3x10 0 M181S-7x14(S) ), y y y y P R OFt`, 5-03-12 5-08-04 5-08-04 5-03-12 y y y ,I, . NG'1NEk- >O 1-00 22-00 1-00 �� v 9 /L 89200PE �v JOB NAME : 40-D POLYGON - Cl .....„..‘c-444 Scale: 0.3050 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder asp erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual A t Truss: Cl and warnings before construction commences. budding component.Applicability of design parameters end proper L� % �0�t �'` 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building tlealgner. O Al-7 A 3.Additional temporary bracing to insure stability during construction 2.Design saunas the top and bottom chords to be faterady braced a[ "1' le' is the responsibility of the erector.Additional permanent bracing of 2'contoc.inuous and at 10'sheo.cathing sups° ply anode braced throughout their length). ME R R I'I V DATE: 2/9/2017 the overall structure is the responsibility f the buildingdesigner. xImshgingio r later l b pang nawood�ired here s onmor drywall(BC). ` l.� P h o g 3.2k Impact bridging or lateral bredng required where shown++ _ SEQ.: K2 8 3 8 8 5 2 4.No load should be applied to any component until ager all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are compote and et no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are ro aryoondnion°orad.. 8 Design assumes Nll bearing 5.CompuTms has en control over and assumes no responsibility or thenecessary. bearing at art supports sheen.Shim or wedge It EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is proviWd. February 10,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate see of plate in inches. MiTek USA,Ino./ConrpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-10=(-476) 1883 3-10-(-115) 158 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2055) 553 10-11=(-434) 1947 10- 4-) -25) 323 WEBS: 2x4 KDDF STAND 3- 4=)-1885) 447 11- 8=(-498) 1883 10- 5-(-229) 147 LOADING 4- 5=(-1756) 445 5-11=(-229) 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1756) 445 6-11=( -25) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=)-1885) 447 11- 7=(-115) 158 TOTAL LOAD - 42.0 PSF 7- 8=)-2055) 553 8- 9=) 0) 36 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -115/ 1038V -34/ 34H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed - 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.031" @ 21'- 6.5" MAX HORIZ. TL DEFL - 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 6-00-10 7-11-11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, 4-00-08 3-11-03 3-00-05 3-05-04 3-06-04 4-00-08 Truss designed for wind loads f I i f . 1 ,( in the plane of the truss only. 12 12 4.00 G " M-4x6 M-4x6 a 4.00 M-3x4 > 3 -l5rll&\ IIIIIIIIIIIIIIIIII' m......_11B I 100 o M-3x4 M-3x8 M-3x5(5) M-3x8 M-3x4 0 * )' )' y 7-05 7-02 7-05 J' 10-00 y 12-00 y 4t.\ PR OFA, ), > y yN(,1 NEER /O 1-00 22-00 1-00 i� 1.'..., Ct 89200PE r* JOB NAME : 40-D POLYGON - C2 _;�/ Scale: 0.2800 111-P.ICJ 14- WARNINGS: GENERAL NOTES, unless otherwise rametenoted: 7 4OREGON IX �lU I.Builder and erection contractor should be commeadvisednces. of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: C2 and WamMgabamreconsbuaioncommencas. builamgcomponent.Applicability ordesign paremalersand proper 2.2k4 compression web bracing must be Instaled where shown v. incorporation of component la Me responsibility of Me building designer. /O '11' 14 20\ P-� Additional temporary bracing to macro atabllty during construction 2.Design assumes Me top and bottom chores to be tsteraly braced at 3.Add is Me responsibility of the erector.Additional permanent bracing al 2 o.c.and at 10'o.c.respectively unless braced throughout Meir length by p DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2erlm act binuous ridging or lateral b such asplywood re sheathing(TC) nd whe.snewnn°.tl"�"(Br' �l R I l-� p ag p or g required SEQ.: K2 8 3 8 8 5 3 4.No load should be applied to any component until after al bracing and 4.Installation abuse is the responsibility of the respective contractor.fasteners are complete area at no time should any loads greater than B.Design. es trusses are to be used in a non-corrosive environment, TRANS I D• LINK assign loads be applied to any mmponest. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. B.This design is furnished subject to the limitations set tone by 8.PNtDeses haaaameladedneothfagetspresided. February 10,2017 B. c shall be located on both faces of truss,and placed so their center TPUWTCA in BCSI,copies of which will be famished upon request. lees coincide with JoIM center lines. Weir USA,Inc./Com uTms Software 7.6.8 1 L-E 9.Digits indicate sae of plate In Inches. F ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 36 2-12=1-635) 1883 3-12=1-115) 151 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2055) 739 12-13=(-722) 1997 12- 9-) -56) 323 WEBS: 2x9 KDDF STAND 3- 4=(-1885) 668 13-10=(-665) 1883 12- 6=(-229) 225 LOADING 4- 5=( 0) 0 6-13=(-229) 225 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1756) 652 8-13=( -56) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1756) 652 13- 9=1-115) 151 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=(-1885) 668 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=(-2055) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 36 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -171/ 1038V -34/ 3911 5.50" 1.66 KDDF ( 625) 22'-II0.0" -171/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) y'ONn. 2: Design rharked for net(-5 pall up if at 24 'cc spat+ng. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.059" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" 9-11-11 2-00-10 9-11-11 MAX BORIZ. TL DEFL = 0.051" @ 21'- 6.5" f T T 4-00-08 3-06-04 2-04-15 1-00-015 k 2-04-15 3-06-04 4-00-08 Design conforms to main windforce-resisting f system and components and cladding criteria. 1=00-05 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f . load duration factor=l.6, 12 Truss designed for wind loads 12 9.00 7 9.00 in the plane of the truss only. M-4x6 M-4x6 M-3x4 fol4 =-11 .111-A;17 M-1.5x3 M-1.5x3 N u1 0 2 12 13 10 o M-3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 0 y 7-05 y 7-02 y 7-05 y .,,,c),0 PROFS J., 10-00 y 12-00 y Cj C:: 'c:," EFR s�0i1_ 1-00 22-00 1-00 " 89200PE '9r •• i JOB NAME : 40-D POLYGON - C3 p /-41100P � Scale: 0.2675 yA_OREGON k' L WARNINGS: GENERAL NOTES, unless otherwise noted: A tx if 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual # 4tO '7 y 4 "2-C3 0` �� Truss: C3 and Wamings before construction commences. building component.Applicability of design parameters and proper L 2.2c4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al n 1=1 V� Is the reaponslbility of the erector.Additional permanent bracing of 2'ex.and at 10'ex.respectively unless braced throughout their length by !'�11 DATE: 2/10/2017 the overall structure is the responsibility f the buildingdesigner. continuousxIpa sheathingina,such l bs ph/wood requiredsheathing(TC)hes and/or tlrywall(BC). ponai N o 3.2a Impact bridging or lateral bracing where shown++ SEQ.: K 2 8 3 8 8 5 4 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment. and are EXPIRES: 12/31/2017 TRANS I D: LINK design loads be applied to any component. or^d y condition"of use. 5.CumpuTrus has no control over and assumes no responsibility for the 8.Dees�igassumes full bearing et ell supports shown.Shim or wedge if February 10,2017 fabrication,handling,shipment and installation of components. ry 7.Design assumes adequate toboth drainage is rustsd. sn 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(sass of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompeTrus Software 7.6.8(1L)-E t0.For basic connector plate design values see ESR-t311,ESR-t988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 8=(-385) 1863 3- 8=1-352) 214 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2033) 462 8- 9-(-200) 1249 8- 4=( -93) 563 WEBS: 2x4 KDDF STAND 3- 4=1-1782) 395 9- 6=(-404) 1863 4- 9=( -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2033) 462 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( O) 36 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -48/ 48H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -117/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.083" @ 14'- 4.7" Allowed - 1.054" MAX TL DEFL = -0.139" @ 14'- 4.7" Allowed - 1.406" MAX LL DEFL - 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.045" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 11-00 11-00 T f f Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-14 5-01-02 5-01-02 5-10-14 (All Heights), Enclosed, Cat.2, Exp.5, EWERS(Dir), f '( . . . load duration factor=l.6, 12 12 Truss designed for wind loads 4.00 D M-4x6 4 4.00 in the plane of the truss only. 4.0" 4 1'7( 0' III M-1.5x3 .d M-1.5x3 3 5 Agii11111111111111\ ,r, 7 0 ✓ 2 8 9 6 0 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y ). y Al' 7-07-04 6-09-08 7-07-04 y y ). N F�12-00 10-00 ,� S: . Ss� NOFA, Fi� yy N R O1-00 22-00 l-00 ' 29 ,c' 89200PE JOB NAME : 40-D POLYGON - C4 / �-�-- Scale: 0.2800 .-0111 • T t� iC WARNINGS: GENERALNOTES, unless otherwise noted: "P' OREGON �(v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2�� 2.2a4 compression web bracing must be Instated where shown 5. Incorporation of component Is the responsibility of the budding designer. w�O "7 1 A 3.Atld,nsnel temporary bracing to Insure slabidy during construction 2.Design assumes the lop and bottom chorda to be laterally braced al 1'i + is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.ng such as ply unlade braced throughout their langur by MFR R I�L VV� DATE: 2/9/2017 the overall structure is theresponsibility of the budding designer. xImrdging s,eteheaacing required have andordrywall(BC). 9 g 3.2a Impact bridging or lateral bracing required where shown. SEQ.: K2 8 3 8 8 5 5 4.No load should be applied to any component until after ad bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Nd bearing al ad supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handing,shipment and installation of components. assn '.Pane" beesadequate othfageio truss, February 10,2017 8.This design Is furnished subject to the Imitations set forth by 8.Plates shad be located on both feces of Imes,arld placed so their center TPINJTCA In BEM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTma Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x9 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-31) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.97 KDDF ( 625) 1'- 10.9" -89/ 7773 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "0c spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" 1-11-11 MAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ M 1 N Allir+ M O I f 1 2\/ \/4 M-3x4 1 3, b 1-00 (PROVIDE FULL BEARING;Jts:2,3,4j 6-00 �4/ 2v 89200PE <' JOB NAME : 40-D POLYGON - CJ1 ,:tAPP,1 .- Scale: 0.7158 •an, ill WARNINGS: GENERAL NOTES, unless otherwlaenoted, "'�� OREGON �lv� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >� Truss: CJl and Warnings before construction commences. building component.Applicability of design parameters and proper ZOO �� 2.204 compression web bracing must be molded where shown+. incorporation of component is the responsibility of the building designer. /O y 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of Y continuous and at ea1 Cr hino.crsuch as plyely anode braced throughout Meir length by � 'r l R I`v DATE: 2/9/2017 the overat not re is there responsibility of building desi comma ct sheathing or door as plywood sheathing(TC)where si and/or drywan(Bc). dpons ly c g goer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K2 8 3 8 8 5 6 4.No load should be applied to any component until after all bracing and 4.Installation of buss iss the responsibility sye in hthe ron pe rise a eseotonment, fasteners are complete and at no time should any loads greater than Design assumes hare to TRANS ID' LINK design loads be applied to any component, and are for"dry oontlgior'of use. • n ]i f�(� 5.CompuTms has no control over and assumes no responsibility or the 8.Design assumes hill bearing at all supports shown,shim or wedge 8 EXPIRES:I12/3 1/7017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. February 10,20 17 8.This design is furnished subject to the limitations set ort by 8.Plates shall be located on both faces of truss,and placed so their center TPI(TCA in BCSI,copies of which will be fumished upon request. lines ooinatle with joint center lines. a.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=(-97) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -97/ 396V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 18:D991KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 9KDDF ( 625) i 111 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift a4or spacing.BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOPVERTICAL DEFLECTION LIMITS: LL=L/240, = 180AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" od = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" od = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" od = 0.078" 3-11-11 MAX TL DEFL = 0.000" 9 0'- 0.0" od = 0.105" T T MAX TC PANEL LL DEFL = 0.008" 6 2'- 0.7" od = 0.213" MAX BC PANEL TL DEFL = -0.029" 6 3'- 1.4" od = 0.315" 12 SEASONED LUMBER IN DRY SICONDITIONS 9.00 17MAXHORIZ. LLDEFL = -0.000" 9 .9"MAX HORIZ. TL DEFL = -0.000" 0 .9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Ex .B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m I t` 0 N /- -'011111111111111111111111111111111111111111111111111111111111111111111111111111111116 7 - 2 ��4 0 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 1 6-00 EO PROFF , �(co' 0NG1NE -,,,."1,5>c),,,., :9200P 'fp, JOB NAME : 40-D POLYGON - CJ2 Scale: 0.6783to tr ljAP WARNINGS: O.Thisi NOab unkssotherwise arametenoted: 7 OREGON �4/ 1.Builder and erection contractor should be advised of all General Notes 1. design k based only upon the parameters clown and is for an Individual Truss: C J2 and Warnings before construction commences. bolding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component la the responsibility of the building designer. /O 14 26� P} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at + N the responsibility of the erector.Additional permanent bredng of T o.c.end at 10'o.c.respectively unbar braced throughout Meir length by a�R A'0- [JVs DATE: 2/9/2017 the overall structure is the res onslbi i the building desi continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). r D Ry o 9 gner. 3.2x Impact Dndging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 5J 7 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, • TRANS I D• LINK design loads be applied to any component. and are for dry condition-or use. 5.CompuTruc has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shover.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,chi ponen scary. fab shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by B.Plates shag be located on both faces or truss,and placed so their center TPWVICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. - Mifek USA,IntJCompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-69) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 403V 0/ 65H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I,, REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. '..OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 5-11-11 MAX TC PANEL TL DEFL - -0.079" @ 3'- 4.7" Allowed = 0.531" 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 4.00 l/ MAX HORIZ. TL DEFL - -0.000" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (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. • rh I re e cv N /- I re o 0111111111111111111111111111111111111111111111111111111111111111111111111111.11111111111111111111111111111111111E 2NEEN 9 0 M-3x9 b 1 • 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 16-00 �,. �NGINFE9 /029 89200P E JOB NAME : 40-D POLYGON - CJ3 •11 Scale: 0.6908 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON �(/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 41 4, AV` L Truss: CJ3 and Warnings before construction commences. building component.Applicability or design parameters and proper /Q %.d �� O � '� ` 2.2x4 compression web bracing must be instated where shown+. incorporation se component is the responsibility of the building designer. 7 3.Additional temporary bracing to insure stability during coneWction 2.Design assumes the top and bottom chords to be laterally braced at is Me responsibility of the ereGor.Additional permanent bracing of 2 continuous and at ea o.c.respectively ansa braced throughout thea length by M��R I�� DATE: 2/9/2017 the overall amraure is the res bili of building de ,lmctsheathing such l b plywood aired here s armor drynan(Be). ponsi tyo g sellar. 3.2a impost bridging or lateral bracing required where shown++ S E K2 8 3 8 8 5 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, design bads be applietl 10 any component. and are for"dry condition"of use. TRANS ID: LINK 5.eompo7aahas nocontrol over and assumes noresponaronryrorne 8.Despn ssumeshill bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Feb ' rua 11 0,2017 8.This design is fumshed subject tote limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-78) 66 3-9=(-95) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 378V 0/ 89H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -19/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.093" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 4.00 D MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" q Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. '' m I N (r) /- I on 1 O f' /2 - - 5>.< . M-3x9 > l y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,5,3,9 I 1-11-11 ��Q�`p P R OFF / 4G1NE4\9 89200PE JOB NAME : 40-D POLYGON - CJ4 J= , Scale: 0.5916 �� /' // 10 I.BuWARNilder O. hRAeNOTEb, unless onithrwise eparametnoted, "9, ,OREGON �lv� I. nderantla or contractor should oebeadvised of an General Notes 7.ThislIngo la nend opplcpony theparametersparameters and is for r IntlNitlual Tx Truss: CJ9 and Warnings before construction commences. building component.Applicability of design end proper N 2.204 compression web bracing must be Instated where drown t. incorporation of component lathe responsibility of me building designer. /O 41 r 14 2.' Q4 3.Additional temporary bracing b Msure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 2'os.and a[10 o.c.respedNely unless braced throughout their brags by 4,1&-R " R 0- continuous sheathing such as plywood sheathing(TC)andior drywall(BC). I,C DATE: 2/9/2017 the overall structure N the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•.. SEQ.: K2 8 3 8 8 5 9 4.No load should be applied to any component until ager all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` TRANS I D• LINK design loads be applied to any component. and are for"dry condemn'of use. 5.Com Troa has no control over all assumes no re 6.Design assumes full bearing at all supports shown.Shim or wedge s EXPIRES: 12/31/2017 pu responsibility for the necessary fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished Subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA in BCSI,copies of which yell be fumishhed upon request. lines coincide with joint center lines. 0.Digits indicate We of plate in inches. ' MTek USA,Ino./CompuTrus Software 7.6.8(IL)-E 70.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 994R/DDF/Cq-1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-106) 67 - 3-4=( -54) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 374V -1/ 102H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.040" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 4.00 D system and components and cladding criteria. 4 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 rn o M 1 f ici 1y 1 2► 5�M 0 M-3x4 y k y J' G 1-00 6-00 3-11-11 _(i 3S PRQFe. So [PROVIDE FULL BEARING;Jts:2,5,3,4 \(•_ [� _`G'N C - 0/O.e7 M�41 1�`V C•C� �7 `.. $9200PE. v JOB NAME : 40-D POLYGON - CJ5 Scale: 0.5135 O 41111"'"!>;° . WARNINGS: GENERAL NOTES, unless otherwise noted: O- ON /�- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Indtidual /- „/♦ I V {x K/ Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 71.... „4., %t( �Q s �� 2.244 compression web breang must be installed where shown+. inwrporotion of component is the responsibility of the building designer. O -7 y 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y la the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 op.respectivelyunless braced throughout their length M�a�R'0- DATE: 2/9/2017 the overall structure is the res onaibiof the buildingcontinuous sheathing such as plywood sheathing(TC)ing(TC)and/or drywall(BC). c H p Ry designer. 3.Zr Impact bridging or lateral bracing required where shown++ SEQ.: K2838860 4.No load should be applied to any component until after all bracing and 4. stallation oftruss is a reMOebustyGme respective contractor. fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are Mr"dry condition'of use. TRANS ID: LINK S.cornpgrme hoe no control away and assumes no responsibilityfome 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12n /31/2017 y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design k furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss.and placed so their center TPVWIIA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate she of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 1g.For basic connector plate design values see ESR-1311.EBR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-10-00 GIRDER SUPPORTING 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 8=(-311) 316 2- 3=(-598) 207 BC: 2x4 KDDF #10BTR 2- 3=( -27) 201 8- 9=(-312) 315 8- 9=( -26) 293 WEBS: 2x9 KDDF STAND; LOADING 3- 9=(-938) 183 9-10=(-125) 169 9- 9=(-309) 399 2x9 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 9- 5=(-350) 299 10-11=( 0) 0 9- 5=(-191) 379 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 10.0" V 5- 6=1-123) 197 9- 6=1-104) 178 BC UNIF LL( 50.0)+DL( 54.0)= 109.0 PLF 0'- 0.0" TO 6'- 10.0" V 6- 7-( 0) 0 6-10-) -31) 97 TC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -110/ 639V -136/ 297H 5.50" 1.01 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6'- 0.0" -291/ 699V 0/ OH 5.50" 0.97 KDDF ( 625) LETINS: 2-00-00 0-00-00 ICONS. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. OVERHANGS: 12.0" 0.0" VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-04-13 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" Unbalanced live loads have been MAX LL DEFL - -0.013" @ 1'- 3.0" Allowed - 0.254" considered for this design. 5-11-11 0-10-05 MAX TL DEFL - 0.012" @ 1'- 3.0" Allowed - 0.339" f f f MAX LL DEFL - -0.002" @ 6'- 6.2" Allowed - 0.083" MAX BC PANEL TL DEFL - 0.002" @ 6'- 6.2" Allowed = 0.035" 1-06-03 1-04-15 3-00-09 0-05-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS T T T T f--f 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.5" M-4x6 M-3x4 MAX HORIZ. TL DEFL = 0.002" @ 5'- 8.5" 12.00 5 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads irlA in the plane of the truss only. u,,� 1111°1° _' 19 10 11 -, M-1.5x3 1 1- b 2-09-06 2-11-02 0-09-12 6-00 0-10 �eR0 PROFFs% y1-00 J, 6-10 ), `i`_GINEF�4 /02 4• : 89200PE yr JOB NAME : 40-D POLYGON - D1 • Scale: 0.3006 Ain CC WARNINGS: GENERAL NOTES, unless otherwise noted: I. OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual // A_ ss L, Truss: DI and Warnings before construction commences. building component.Applicability of design parameters and proper L� ✓� s^ , 2.2s4 compression web bracing must be Installed where shown+. incorporation of component k the responsibility of the building designer. /O Y 14 2°� P} 3.Additional temporary bracing to insure stability during construction 2 Design assumes me top and bottom chortle to be laterally braced at l is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1D o.c.respectively unless braced throughout Meir length by MFR R I�L { ' espor. ty o g racier. continuous sheathing such as plywood sheathing(TC)and'or drywal#BC). DATE: 2/9/2017 the overall structure Is me responsibility of building de 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 6 2 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes mesas are to be used In a non-corrosive environment, TRANS I D• LINK desagn loads be appled to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. ry '.Paair belcedone bothface'o"uaa,ovided. rebrual�' 10,2017 5.This design is furnished subject to the limitations set forth by 8.Plates shat be located on born faces of Imes,and pieced so Meir comer y TPIM/ICA in BCSI,copies of which 5th be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Inc./Compr-1rus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.5" !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(y) are exposed to wind, 19-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-12 0-03-12 T 1' T 12 12.00 7 4 M-1.5x3 0 I 411 0 r O 5 6 7 M-1.5x3 M-3x4 l b 1 1-00 2-03-08 �C; V4G P EF9 `S/O „,_-44,/ 1;:„.„2-j7 89200PE r' JOB NAME : 40-D POLYGON - DJ41111.1111 Scale: 0.6161 in WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON lV� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual /_ ,t).,,,_ y� Truss: DJ and Warnings before construction commences. building component.Applicability of design parameters and proper v/O �O�N �� 2.2a4 compression web bracing must be metaled where shown 0. incorporation of component u the msponsibility of the bulWing designer. r 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respeaivey unless braced throughout their length by M�Fi R 11.-r DATE: 2/9/2017 the overall structure is the ren oneiblN f the building deal 2s continuous sheathinginor later l b plywood re aired wlt no)own4 drywall(BC). p h o g goer. 3.2a Impact bridging or lateral bracing rd she required where shown and/or i S E K2 8 3 8 8 6 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTms has no control over and assumes no responsibility or the 6.Design assumes full bearing at al supports shown.Shim or wedge B EXPIRES: 12/31/2017 fabrication,handling, scary shipment and limitations ofcompth by 7.Design assumes adequate on is provided. February 10,2017 O.This design la furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate s¢e of plate in inches. Milek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-86) 162 2-3=(-920) 96 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -54) 170 6-7=(-40) 59 6-4=( -19) 101 WEBS: 2x9 KDDF STAND; 3-4=(-211) 61 6-5=( -55) 125 2x6 KDDF #2 A LOADING 4-5=(-113) 58 5-7=(-197) 110 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -59/ 901V -95/ 86H 5.50" 0.69 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 6'- 0.0" -28/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 OVERHANGS: 12.0" 0.0" MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 4-00-05 MAX LL DEFL = -0.009" @ 2'- 0.0" Allowed = 0.259" ** For hanger specs. - See approved pl108. y f . MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-01-08 0-10-03 4-00-05 T f .r f MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 12.00 7 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=1.6, D End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 , �� in the plane of the truss only. 3 �� o I N f 1.0 I .o ;W oo v� I o � 2 6 7 M-3x10 M-3x4 M-1.5x3 1-10-04 4-01-12 1 ) y 1-00 6-00 `��E° P R()Fe°"_6" r�5 NGiNEF'Q /C) ' 89200PE -9r •"r JOB NAME : 40-D POLYGON - DJ1 Scale: 0.5452 � er WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is tor an Individual �/ A_ ate. e Truss: DJ1 and Wamings before construction commences. building component.Applicability of design parameters and proper L� a7�/ AN '` 2.Sol compression web braang must be installed where shown+, incorporation of component is the responsibility of Me building designer. <O '7 y 7 A 2 Q` �± • 3.Additional temporary bracing to insure stability during construction 2.Design saunas the top and bottom chorda to be laterally braced al Y L` Is Be responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 d o.c.reapectivey unku braced throughout their length by MFR R 10- [JVs DATE: 2/9/2017 the overall structure Is me responsibility of the building designer. continuous sheathing such as plywood w g(TC)and/or drywall(BC). 3.20 Impact bridging or lateral bracing required where shown* SEQ.: K2 8 3 8 8 6 4 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • designloads be applied to anyand are for"dry condition"of use. TRANS I D: LINKppioverendsnant 5.Com Trus has no control and assumes no re6.Design assumes lull bearing al all supports shown.Shim or EXPIRES: 12/37/2017 paresponsibility for me nommen/. .I .I .fabrication.handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 S.Ibis design Is furnished subject to the limhatians set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPbWICA in SCSI.copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10,For basic connector plate design values see EBR-1311,ESR-1988(Weir) This design prepared from computer input by " Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS ' TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 80 2- 7=(-139) 184 2- 3=(-420) 143 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -38) 170 7- 8=( -41) 55 7- 4=( -29) 103 ` WEBS: 2x4 KDDF STAND; 3- 4=(-211) 99 7- 6=(-110) 148 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 6- 8=(-197) 166 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-113) 81 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) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -89/ 401V -45/ 86H 5.50" 0.64 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -42/ 237V 0/ OH 5.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LETINS: 1-05-06 0-00-00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" 0-08-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f ,r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 2-00-05 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 4' 4 MAX LL DEFL = 0.010" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = -0.013" @ 2'- 0.0" Allowed = 0.339" 1-01-08 2-01-07 2-00-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS fT f T T • MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 2-00 T '1 Design conforms to main windforce-resisting 12 5 system and components and cladding criteria. 1 12.00 P7 Wind: 140 mph, h=15ft, TCDL=9.2,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 M-4x6 in the plane of the truss only. M-3x4 -/M-3x9 trM,01 � 3 �� 1 I N O 1111. CS O ''■I Irl O (� -, 2 � 7 �8 M-3x10 M-3x4 M-1.5x3 k b 1 1-10-04 4-01-12 G RD P y 1-00 y 6-00 y NC0�`�NG ELCR s/O 89200PE r" JOB NAME : 40-D POLYGON - DJ2 _ �� Scale: 0.4255 _ �..• /'�.. WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON 4". 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - 4A s,� Truss: DJ2 and Warnings before construction commences. bulding component.Applicability of design parameters and proper ✓e %� �O�N �� 2.2s4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. O y A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be throughoutaterally braced at 1 Y is the responsibility of the erector.Additional permanent bracing of 2'cc.and at 1 O o.c.respectively unless braced their length by MF s�R'�� DATE: 2/9/2017 the overall structure Is the responsibility f the buildin desi designer. continuous sheathing etches plywood Meet where s ownand/+drywall(BC). `H o g g 3.2a Impact bridging or lateral bredtp required where Mown++ SEQ.: K2838865 4.Soloed should ho applied to any conrponent until after all bracing end 4.Installation attruseryastherrcMbebuxCitenospecttivve•ror.environment, fasteners ere complete and at no time Mould any loads greater than gn assumes design beds be applied to any component. and are ler"dry condition"of use. TRANS I D: LINK S.CompuTros has no contra)over and assumes no respons bit y or the 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2017 awry. fabrication,handling,shipment and instalatbn of components. 7.Design assumes adequate drainage is provided. February 1 0,201 7 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 1o.For basic connector Mite design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-120) 155 2-3=(-459) 434 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -99) 171 4-6=(-399) 371 WEBS: 2x4 KDDF STUD; 3-4=(-313) 341 2x6 KDDF#2 A LOADING 4-5=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 395V -134/ 243H 5.50" 0.63 KDDF ( 625) 6'- 0.0" -138/ 341V 0/ OH 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. .. For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 i. 1-06-03 4-02-01 0-03-12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f T f . MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = 0.140" @ 1'- 3.0" Allowed = 0.254" M-3x5 5 MAX TL DEFL = -0.142" @ 1'- 3.0" Allowed = 0.339" 12.00 V _ SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" It MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, 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 o in the plane of the truss only. I ch o uo M-3x4 3 lfm I■I Z , i`- 2'W .16 - M-3x10 M-1.5x3 b i 1 5-08-04 0-03-12 aG y 1-00 y 6-00 y SCD°' G EFFs0/O �k/� R 2-9 89200PE r JOB NAME : 40-D POLYGON - DJ3 �� Scale: 0.9023 l� I. 1.WiNGS: O. hRAepOTsb, unlessyuporwise n the -74. 4,OREGON lv� 1.Builder and erection contracts,should be advised of all General Notes 1.This design Is based only upon Na parameters shown and is for an IMNltlual a�� Truss: DJ3 and Warnings before construction commences. buiding component.Applicability of design parameters and proper ♦N 2.2u4 compression web brodng must be Installed where shown+. incorporation of component is the responsibility of the budding designer. <O y 4 2Q1 ` �"'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w is the responsbility of the credo,.Additional permanent bracing of 7 o.c.and at 1 a o.c.respectively unless braced throughout their length by SFR R I L�-IJVs DATE: 2/9/2017 the overall structure Is the re Bibiof the building tleai continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). apon lty g gner. 3.2a Impact bridging or lateral bracing where shown.. SEQ.: K2 8 3 8 8 6 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bads be applied to any componem. and are for'dry condition"of use. 5.Compul,ss has no control over and sesames no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,chipanen cesnary. shipment anda limitations of components. 7.Design assumes adequate Nos s provided. February10,2017 8.This design h furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so their center TP6WTCA In SCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits indicate sire of plate in inches. ' Meek USA,Ina./CompsTrss Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(Mask) This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-299) 71 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-43) 180 • WEBS: 2x6 KDDF #2 3-9=(-61) 62 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -16/ 292V -32/ 96H 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 1897 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 11.7" -44/ 4997 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "nc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 4' 4' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.009" @ 1'- 3.0" Allowed = 0.054" 12 MAX TL DEFL = -0.003" @ 1'- 3.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 MAX HOAR. LL DEFL - 0.005" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.004" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, , Truss dplaneeo for wind loads o in the plane of the truss only. m O cg f ti I ' i o 0 IW 2MMEN 5�� IA-3x10 1, 1, l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,5,41 -��C�'`�0 PROFe51 �� NGINEFR /�2 89200PE 9r JOB NAME: 40-D POLYGON - DSJ1 � ,,,,/ ^ Scale: 0.6590 .1411. 1. Cr WARNINGS: G. hRAeNOTsb, unless onthee: 7L OREGON A� �lv 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an individual 'ifN Truss: DSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 cempredsion web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. /O "9 k' 14 20 4. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is me responsibility of the erector.Additional permanent baring of 7 ntin and at 70'hino.crsuch a plywood anode braced throughout their length). MFi R I -v DATE: 2/9/2017 the overall structure is me res onsibi f the building desi continuous sheathing such as acing re aired here s ovmand/4 tlrywell(BC). p fly o g goer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 6 8 4.No load should be applied to any component until alter all bracing and 4.Installation of buss is the responsibility of the respective contactor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and ate fodry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dace n assumes full bearing al all supports shown.Shim or wedge if EXPIRES' 12/31/2017 mm fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design is furnished subject to the llmaatlons set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPL'MCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sole of plate in inches. MTek USA,Int./CompuTnls Software 7.6.8(IL)-E 10.For basic connector plate design values see ES12-1311,ESR-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 2-3=(-270) 158 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -53) 175 WEBS: 2x6 KDDF 02 3-9=(-160) 118 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -49/ 310V -58/ 151H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 11.7" -101/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 'oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.060" @ 1'- 3.0" Allowed = 0.054" MAX TL DEFL = 0.058" @ 1'- 3.0" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12.00 V 0 MAX HORIZ. LL DEFL = -0.073" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.071" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads O in the plane of the truss only. ti M-3x4 0 f tiie,, o Iii I o ,,,_ 1 2► 5111.---. 0 M-3x10 l l l l 1-00 2-00 1-11-11 P (PROVIDE FULL BEARING;Jts:2,5,9 rr_\_C�-\'c EF6',..9 /p �V �.9 89200PE r JOB NAME : 40-D POLYGON - DSJ2 �= �- Scale: 0.5967 "-4 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �in lV� 1.Bulkier and erection contractor should be advised of all General Notes 1.This design i based only upon the parameters shown and is for an individual A_ Truss: DSJ2 end Warnings before construction commences. building component.Applkablllry or design parameters and proper N 2.2e4 compression web bracing must be Installed where shown+. incorporation of component is the respanslblliry or the building designer. /0 Y 14 20� P} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at o.c.respectively unless braced throughout their length by MSR R 10_ DATE: 2/9/2017 tM overall structure is the responsibility of the buildingdesigner. 0Impo continuous sheathinginor later as plywoodsheathing(TC)required area owmolt+r drywall(BC). 3.Installation tioct cadging is thlaterelb nsibirequtrhe share contractor.SEQ.: K2838869 4.No kedshould baleteapplied toany component unNafter atlbacngantl 4.Design assumes Inas is as ralonaibiltyoftherespectiveconlrsctor. • fasteners are complete and at no time should any bads greater than 5.Design a es busses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and am kr my condition•of use. 5.DompuTrus has no control over and assumes no responsibility kr the 6.Design assumes lull bearing at al supports snows.Shim or wedge If EXPIRES: 12/31/2017 sn fabrication,handling,shipment and installation of components. design is k by 8.Design assumes adequate lon oth face is gross,a. placed February 10,2017 6.This aesi furnished subject to the Ilmaellons sal roan 8.Plates shall be bested both faces of trot,and c.d so mein comer TPINVTCA in SCSI,copies of whish sill be furnished upon request. lines coincide with joint center lines. 9.Digits indicate owe of plate In inches. • MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-7988(MiTek) This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 0'- 10.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-39) 80 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-56) 50 ° TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.G" 12 TOTAL LOAD = 92.0 PSF 0'- 0.0" -91/ 258V -19/ 70H 1.50" 0.91 KDDF ( 625) 12.00 0'- 9.8" -29/ 29V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 0'- 10.5" -97/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.099" MAX TC PANEL TL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.073" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 0'- 9.8" MAX HORIZ. TL DEFL = 0.000" @ 0'- 9.8" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 ' o Truss designed for wind loads I in the plane of the truss only. ea0 h 0 o /'4 M-3x4 41/11/' <c�Eo PN OFR. 1 1-00 y 0-10-08 y �S� ANG E�'4 /02T. (PROVIDE FULL BEARING;Jts:2,3,9 I 89 2 00 P E �' JOB NAME : 40-D POLYGON - El Scale: 1.1958 WARNINGS: GENERAL NOTES, unless otherwise noted: • OREGON <,(/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: El and Warnings before construction commences. balding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be indaled where shown+. Incorporation of component is the responsibility of the building designer. L'Q q 1 20'` P4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'pc.and at 10.o.c.respectiveI9 unless braced throughout(heir length by M&- ' 1 R'0- DATE: 2/9/2017 the overall structure is the res onsibi f the building continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p lly o g designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K2 8 3 8 8 7 0 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any beds greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for^dry condition'.of use. 5.compurrus has no control over and assumes no responsibility for the ececa 8.Design assumes foll bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February, 1 0,201 7 8.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center •J TPI/'MCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. Mffek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-) -5) 126 5-6=(-279) 197 5-2=(-935) 139 4-7=(-213) 143 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-203) 100 6-7=( -49) 66 2-6=( -28) 175 WEBS: 2x4 KDDF STAND 3-9=1-123) 84 6-3=( -70) 83 LOADING 6-4=(-110) 153 TC LATERAL SUPPORT 29"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -55/ 437V -81/ 115H 5.50" 0.70 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -35/ 251V 0/ OH 5.50" 0.40 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" 1-11-11 4-00-05 MAX BC PANEL LL DEFL = -0.005" @ 3'- 11.2" Allowed = 0.170" T f f SEASONED LUMBER IN DRY SERVICE CONDITIONS • 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3" 12.00 P7 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.3" M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x9 4 Wind: 190 mph, h=20ft, TCDL=4.2,BCD1.=6.0, ASCE 7-10, D e� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e� load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 41 0 , AIN& N O I M O , illiii...M GEMMEN m 5�� 6 MEMM7 M-1.5x3 M-3x8 M-1.5x3 y y b 1-08-08 4-03-08 l ). y 1-00 6-00 . 07,,g1P R OFFS„ GINE �� 2 89200PE 9r JOB NAME : 40-D POLYGON - J1 �':. Scale: 0.5997 'Cl WARNINGS: GENERAL NOTES, udessotherwise arametnoted: '9• OREGON lv 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual G Truss: J1 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing must be metaled where shown 0. incorporation of component is the responsibility of the building designer. �O y 14 2-C) .O� �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be Laterally braced at .a Y L 1 by is the responsibility of the erector.Additional permanent bracing of 2'contori.inuous and at 1 D'o.c.such a plyely unbar braced throughout weir length). /IA��'�� DATE: 2/9/2017 the overall structure is me responsibility of building deco Impacts abgingi org such as plywood aired where el nsnand/e drywall(BC). I' p p o g aipacin 3.Installation n Impact bodging is th lateral bracing required where shown t• SEQ.: K2838871 4.Na mad should be tete and any component until soar all brew and 4.Instal at on of buss is the are onalbll responsibility respective contractor. . fasteners are complete and ah no time should any loads greater than 5.Design assumes Wsses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any aomponenl. and are for"dry condition.'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes call beating at al supports shown.Shim or wedge N EXPIRES: 12/31/2017 „nary. fabrication,handling,shipment and installation of components. 7.Detessassumes adequate drainage lopmee,en February 10,2017 e.This design is furnished subject to the limitations set forth by 8.Plates shad be located an both feces of truss,and placed so their center TPSNI-CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.8 1 L-E 0.Sighs indicate size of plate b inches. MiTek USA,Inc./Com P ( ) 1o.For bask connector plate design values sea ESR-7311,ESR-1588(MITek) This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 105 9-5=(-185) 192 9-1=(-251) 136 5-3=(-112) 185 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-129) 117 5-6=( -49) 64 1-5=( -55) 136 3-6=(-219) 199 ' WEBS: 2x9 KDDF STAND 5-2=( -71) 110 LOADING TC LATERAL SUPPORT 29"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -30/ 252V -71/ 95H 5.50" 0.40 KDDF ( 625) 6'- 0.0" -33/ 252V 0/ OH 5.50" 0.90 KDDF ( 625) NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 " For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.259" MAX TL DEFL = -0.006" @ 2'- 0.0" Allowed = 0.339" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS • 1-11-11 4-00-05 MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 Design conforms to main windforce-resisting 12.00 7 system and components and cladding criteria. Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9x6 End vertical(s) are exposed to wind, M-3x9 Truss designed for wind loads in the plane of the truss only. 3 -/ 4DEil M-3x9 1 0 N CO O I 01 1,916.... ,-. rol 4 T" 5 6 M-1.5x3 M-3x8 M-1.5x3 b l b 1-08-08 4-03-08 • y 6-00 y �(( O PROFFsS mac, 0NGIINEL /0 Ct� 89200PE 2_, r JOB NAME : 40-D POLYGON - J1X Scale: 0.5111 Lt mamma WARNINGS: GENERAL NOTES, unless otherwise noted: 10OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '/IA a� /� Truss: J1X and Warnings before consbuction commences. incorporation component.Applicability of design parameters and proper LSO %,u 1 �� O�Ix 4` 2.234 compression web bracing must be installed where shown 0incorporation of component is the responsibility of the building designer. 7 3.AddBional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom cholla to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unless braced throughout their length by MFR R I'-"= continuous sheathing such as plywood sheathing(TC)anter drywall(BC). DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*i. S E K2 8 3 8 8 7 2 4.No load should be applied to any component until after al bracing and 4.Installation of buss is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.comparma has no control over and assumes no reaponaibam ler he 6.Design assumes full bearing at a8 supports shown.Shim or wedge if EXPIRES: 12/31/2017 ynemm fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of buss,and placed so their center TPVW(CA In SCSI,copies of which will be furnished upon request. lees coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 6-7=(-179) 199 6-2=(-935) 173 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-203) 129 7-8=( -97) 69 2-7=( 0) 190 WEBS: 2x4 KDDF STAND 3-9=( 0) 0 7-3=( -70) 121 LOADING 3-5=(-126) 108 7-5=(-197) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5-8=(-213) 192 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 29"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -88/ 437V -82/ 116H 5.50" 0.70 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 6'- 0.0" -64/ 251V 0/ OH 5.50" 0.90 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3-11-11 2-00-05 MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" T f f MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-10-04 2-01-07 2-00-05 T 7' 7' 7' MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL - 0.001" @ 5'- 10.3" 2-00 T T Design conforms to main windforce-resisting 12 9 system and components and cladding criteria. 12.0D 7 Wind: 140 mph, h=21ft, TCDL=9.2,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 M-4x6 in the plane of the truss only. M-3x4 5 -/ D M-3x4 0 o2 1 1 1 e 1 Io 1`GRIMM R N f M-1.5x3 M-1.5x3 M-3x8 l 1 y > 1-00 y 1-08-08 6-00 4-03-08 .1' ,<(.1.°.:.OP D ROPeo NGiNEF20 .. 2 Q 89200PE vv JOB NAME : 40-D POLYGON - J2 � ��. Scale: 0.4033IP Cr WARNINGS: GENERAL NOTES, unless otherwise noted: -sem O R E G O N I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual I A_ 1.- (� Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper !. ✓/�/ 2.2a4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �O -7 y 1A A ON �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y (� is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a110'o.c.respectivelyunless braced throughout their length by ^��'�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I,C DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Mown++ SEQ.: K2 8 3 8 8 7 3 4.No load Mould be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, r TRANS ID: LINK design toads be pp:dl mpone . and are tsr dry cond:bon'01 use. 5.CompuTros has no control over and assumes no responsibility for the 8.Design assumes full bearing al al supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,hentllln Mi ponen necessary. g,shipment and1,0 installation of components. 7.Design assumes adequate drainage Is provided. February 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and plawd so their center TPINWICA in BCSI,copies of which will be furnished upon request. lines coincide wth joint center lines. 9.Digits indicate stye of plate In inches. MiTek USA,Ing./CompuTnts Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-195) 99 5-6=(-173) 192 5-1=(-251) 130 4-7=(-214) 189 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 0 6-7=( -47) 64 1-6=( -50) 136 ' WEBS: 2x4 KDDF STAND 2-4=(-129) 113 6-2=( -71) 120 LOADING 6-4=(-142) 179 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)1-DL( 7,0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -54/ 252V -71/ 95H 5.50" 0.40 KDDF ( 625) NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -63/ 252V 0/ OH 5.50" 0.40 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ 2'- 0.0" Allowed = 0.254" MAX TL DEFL = 0.007" @ 2'- 0.0" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-11 2-00-05 4' 4' 4' MAX HORIZ. LL DEFL = 0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 1-10-04 2-01-07 2-00-05 1' '1' 1' 1' Design conforms to main windforce-resisting system and components and cladding criteria. 2-00 T 4' Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 3 12.00 7 End vertical(s) are exposed to wind, Truss designed for wind loads ' in the plane of the truss only. M-4x6 M-3x9 M-3x4 0 411•441r11111111111111r.H-1/119' I o N 1116111".Ia110111°°ll 11 o M-1.5x3 M-1.5x3 M-3x8 l b 1 1-08-08 4-03-08 y y ��V0 PRoF4- 6-00 ep �c\�� NGNEFRs/'Q 89200PE vv JOB NAME : 40-D POLYGON - J2X Scale: 0.3911 7111n 10 ir WARNINGS: GENERAL NOTES, unless otherwise noted: "y� OREGON A. 1.Bulger and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown end Is for an individual s,� Truss: J2X and Warnings before construction commences. buiding component.Applicability of design parameters and proper /• ,-7 7 14 �O�K 2.Au compression web bracing mull be installed where shown«, incorporation of component is the responsibility of the bulling designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom unlesschobraced to be throughoutateraly braced at Is the responsibility of the erector.Atltltrenal permanent bracing of 2'os.and at 10'o.c.respectively their length by MrR R 1 v DATE: 2/9/2017 the overall structure is thereresponsibility of building designer. continuousxImNreangi eng suerlbh as alcing required d %here sheathing(TC)and/or drywall(BC). sponsi ty o g goer. 3.2a Impact bridging or lateral bracing required where shown•4 S E K2 8 3 8 8 7 4 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibtlly of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.ConrpuTrunhes no control ever and assumes no asponsbileyforthe S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/9017 necessary. 1� I fabrication,handling,shipment and elimetkn of components. 7.Design assumes adequate drainage is provided. February 10,20 7 8.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center 'J TPI/W1CA in SCSI,copies of which will be fumishetl upon request. lines coincide kith joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./COmpuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Milli PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 IC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-442) 490 5-2=(-367) 230 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-326) 348 2-6=(-361) 358 WEBS: 2x4 KDDF STAND; 3-9=( 0) 0 6-3=(-370) 338 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • 0'- 0.0" -39/ 424V -166/ 264H 5.50" 0.68 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) 6'- 0.0" -156/ 320V 0/ OH 5.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" • MAX TC PANEL LL DEFL = 0.280" @ 2'- 10.4" Allowed - 0.483" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.259" @ 2'- 10.4" Allowed = 0.724" ,r 1' ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" M-1.5X3 4 12.00 _, MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. er N O r M-3x4 2 pROF f o1 r'1 T i W em `1 M-1.5x3 M-3x4 y 1-00 y 6-00 y �S<C5NG E�cF`S�'/O 89200PE 9f JOB NAME : 40-D POLYGON - J3 _;�� Scale: 0.3898 0 �- ' WARNINGS: GENERAL NOTES, unupotherwl7 OREGON tk �<(// 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J3 and Warnings before construction commences. building component Applicability of design parameters andn 2.5d4 compressionwebbrad incorporation of corn ntis the res sYproper "7y ng must be installed where shunt v. poce pornibil' of the building designer. �O y A f�0 �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards to be lalerely brand at .a 1 Y R:)% elk - 2. the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout melt length by ��'�� lVh DATE: 2/9/2017 int overall structure is the responablly of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). I, 3.2a Impact bridging or lateral brecirg required where shown 4. SEQ.: : K2$3$8 7 rJ 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrasive environment, design bade be applied to anyend are kr"dry condition"of use. TRANS ID: LINK B.cern aTuanasnocontrolavneatere 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2017 p responsibility for the necessary. fabrication,handling,shipment and instalatlon of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIPMCA in BCSI,copies of which sell be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sive of plate in Inches. MiTek USA,InsjCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-325) 349 4-5=(-436) 982 4-1=(-234) 182 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=1 0) 0 1-5=(-353) 352 ' WEBS: 2x4 KDDF STAND; 5-2=(-372) 337 2x4 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 G= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 291V -155/ 293H 5.50" 0.47 KDDF ( 625) 6'- 0.0" -159/ 323V 0/ OH 5.50" 0.52 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX TC PANEL LL DEFL = 0.281" @ 2'- 10.4" Allowed = 0.483" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.255" @ 2'- 10.5" Allowed = 0.724" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.003" @ 5'- 6.5" 5-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 5'- 6.5" T 12 Design conforms to main windforce-resisting M-1.5X3 3 -/ system and components and cladding criteria. 12.0017 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (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 in the plane of the truss only. I N 0 t` M-3x4 M �� 0 I rn IIIMilIIMIII 0 1 1 m F 9* 5 M-1.5x3 M-3x4 / V PR OFF l ' Sb oo t. FR gy :," p \ 89200PE v JOB NAME : 40-D POLYGON - J3X • 4e :. Scale: 0.3898 WARNINGS: GENERAL NOTES, unless otherwise noted: O OREGON �2' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNidual A a� Truss: J3X and Waminga before constnidian commences. balding component.Applicability of design parameters and proper L� %� 2�1IX 1A, 2.2x4 compression web bracing must be installed share shown a. Incorporation of component is the responsibility of Me building designer. O / 14 T 3.Additional temporary bracing b insure stability during conatmction 2.Design saunas the lop and bottom chords to be laterally braced at �P is the responsibility of the erector.Additional permanent bracing of 2.o.c.and at 1tl o.c.respectively unless braced throughout their length by M` R 10, DATE: 2/9/2017 the overall structure is the res onNbN f the building designer. continuous sheathing each as plywood aired n ere s and/or tlrywall(BC). �r p ly o g g 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 7 6 4.No load should be applied to any component until after all brining and 4.Installation of trus�ssha are responsibility usytl of the no spectNevcontrraconrment, fasteners are complete and at no time should any loads greater than Design assumes design loads be applied to any component. and are for'dry condition"of use. TRANS I D: LINK 5.compurme has no control over and assumes no responsibility N,CC 6.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Feurua 10 r 20 1 1 7 6.Thu design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '7 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines ooineide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MiTek) A This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-553) 503 5-2= 493 217 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-553) 374 2-6=(-375) 473 WEBS: 2x9 KDDF STAND; 3-4=(-251) 12 6-3= 595 611 2x9 KDDF STUD A LOADING ( ) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -30/ 341V -189/ 352H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 23.7" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -351/ 662V 0/ OH 5.50" 1.06 KDDF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 6-00 MAX TL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.133" T .' MAX LL DEFL - -0.052" @ 7'- 11.7" Allowed = 0.197" 12 4 MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" MAX TC PANEL LL DEFL = -0.220" @ 2'- 10.8" Allowed = 0.983" 12.00 V MAX TC PANEL TL DEFL = -0.222" @ 2'- 10.8" Allowed = 0.729" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.004" @ 5'- 6.5" M-1.5x9 Design conforms to main windforce-resisting 3 system and components and cladding criteria. T Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m 0 M 0 r M-3x9 2 M o 1 if .m 1 m 5► ►...6 M-1.5x3 M-3x4 ° PR OFFyy y y 5NGINER 0/6-00 1-11-11 � F � � 2 " 89200PE JOB NAME : 40-D POLYGON - J4 ��!' Scale: 0.3519le WARNINGS: GENERAL NOTES, unless otherwise noted: '�J , OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: J4 and Warnings before construction commences. building component.Applicability of designparameters and !� parame proper incorporation of component Is the responsibility of the building designer. IO 2.2.4 compression web bracing must be installed where shown e. '1)' 7 4 110 P} stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabil is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.0.0.respectivety unless braced throughout their longer by MER R'�� DATE 2/9/2017 continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). I' the overall shush/re N the responsibility of the building designer. 3.2a Impact bridging or Were'bradng required where shown•« SEQ.: K2 8 3 8 8 7 7 4.No load should be applied to any component until after alt bredng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non corrosive environment. TRANS I D: LINK design bads be applied to any component. and are fo"dry condition'of use. 5.Computtss has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. ,.PDesign essal esadequate bodrainage ioprovided. February 10,2017 8.This design b tumishetl subject to the limitations set forth by 8.Platen strait be located on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate We of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector pkte design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-552) 375 4-5=(-597) 996 9-1=(-428) 207 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-251) 12 1-5=(-368) 467 WEBS: 2x9 KDDF STAND; 5-2=(-616) 610 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 PIE 0'- 0.0" -28/ 328V -178/ 331H 5.50" 0.52 KDDF ( 625) 6'- 0.0" -350/ 681V 0/ OH 5.50" 1.09 KDDF ( 625) OVERHANGS: 0.0" 23.7" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.052" @ 7'- 11.7" Allowed = 0.197" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.060" @ 7'- 11.7" Allowed = 0.263" 6-00 MAX TC PANEL LL DEFL = 0.286" @ 2'- 10.4" Allowed = 0.983" ,I . MAX TC PANEL TL DEFL = 0.279" @ 2'- 10.4" Allowed = 0.729" 12 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.009" @ 5'- 6.5" MAX HORIZ. TL DEFL = -0.009" @ 5'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=23ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=l.6, l End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M O O r M-3x4 1 f rn O I c1(. .1..11-1_111111.-_ em o q** ** 5 M-1.5x3 M-3x4 � FS y 6-00 y 1-11-11 y (.....,, ,, ,,,,,,, � �C.NG1NER siOA_89200PE !�r- JOB NAME : 40-D POLYGON - J4X Scale: 0.3519liP WARNINGS: GENERAL NOTES, unless otherwise noted: �L O R E G O N �l(/4 I.Builder and erection contractor should De advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J4X and Warnings before construction commences. building component.Applicability of design parameters and proper ZOO P� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. /, 9 14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and ballon chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 c.c.respectively unless braced throughout Meir length by �'[w�R 1�` continuous sheathing such as plywood cited ung(TC)and/or drywiall(BC). ` L DATE: 2/9/2017 the overal structure is the responsibilly of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ SEQ.: K2 8 3 8 8 7 8 4.No load should be applied to any component until after al bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at nor time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are or dry common of use. B.Des B.GompuTrus has no control over and assumes no responsibility for the siign assumes full bearing at all supports shown.Shim or wedge g EXPIRES: 12/31/2017 eery.m 1, l fabrication,handling,shipment and instalation of components. 7.Design assumes adequate drainage is provided. February 10,20 7 6.This design Is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so Meir center TPIIWPCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-7988(Wel) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 5-6=(-569) 596 5-2=(-455) 374 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-578) 570 2-6=(-489) 498 WEBS: 2x4 KDDF STAND; 3-4=(-129) 81 6-3=(-604) 509 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 393V -230/ 365H 5.50" 0.63 RODE ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 6.5" -297/ 556V 0/ OH 5.50" 0.89 KDDF ( 625) 9'- 11.7" -87/ 114V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1C p-OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.104" @ 2'- 8.2" Allowed = 0.483" 5-08-04 4-03-07 MAX TC PANEL TL DEFL = -0.112" @ 2'- 8.2" Allowed = 0.724" ,( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HOAR. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.016" @ 9'- 10.9" 12.00 17 N Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 3 I N CD t-1 M-3x9 2 44 M F o1 rn rn 1 iiiiiIIIIIIIIIIIMMMIW S 6'_ M-1.5x3 M-3x4 5-06-08 15) IPROVIDELT©SL BEARING;Jts:5,6,4 I 9-11-11 !,v "aV4.9 89200PE JOB NAME : 40-D POLYGON - J5 Scale: 0.2655 O Cr WARNINGS: GENERAL NOTES, unless yape,,hefwiaenoted: 7 OREGON �lv 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an indeldual N Truss: J5and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.2sa compression web bracing must be Metaled where shown+, incorporation of component is the responsibility of the building designer. /O "�y 74 Z°� Q} 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords 10 De lateragy braced at r is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al le o.c.rcapeawely unless braced Throughout their length by �/..��'1-‘.. �{JVs DATE: 2/9/2017 the overall structure is the recontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I,c responsibility of the building designer. S 2s Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 7 9 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of.the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condition"ofuse. S CompuTrus hes no control over and assumes no responalbilly for the 6.Design assumes full bearing at al supports shown.Shim or wedge N EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. is subject by, 7.Design esshalassumes adequate bothi face is russed. p February 10,2017 8.The designfamished sub a to the limitations cel font 8.Plates shell be located on both faces of truss,and aced so their center TPLWTCA in BCSI,copes of which will be famished upon request. lines coincide with joint center lines. 9.Diggs inducts etre of plate In inches. MiTek USA,InciCofnpuTrus Software 7.6.8(1L)-E 1o.For bask connector plate design values see ESR-7311,ESR-f988(Muck) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #108TR LOAD DURATION INCREASE = 1.15 1-2=(-576) 571 4-5=(-563) 588 4-1=(-440) 387 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-129) 81 1-5=(-482) 491 ' WEBS: 2x9 KDDF STAND; 5-2=(-606) 507 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 = 92.0 POP 0'- 0.0" -49/ 315V -219/ 34314 5.50" 0.50 KDDF ( 625) 5'- 6.5" -298/ 561V 0/ OH 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.7" -B3/ 112V 0/ OH 1.62" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.151" @ 2'- 5.5" Allowed = 0.483" MAX TC PANEL TL DEFL = 0.139" @ 2'- 5.5" Allowed = 0.724" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-08-04 4-03-07 MAX HORIZ. LL DEFL = -0.018" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.016" @ 9'- 10.9" 12 3 ' Design conforms to main windforce-resisting 12.00 ;f system and components and cladding criteria. 140 mph, h=24ft, TCDL=9.2,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 forwind loads in the plane of the truss only. M-1.5x3 L N 0 M-3x4/ Wind; M t rn 0 I . -/ 4 5 5 M-1.5x3 M-3x4 J, 5-06-08 b y <;\ 0NG NEF,, Oio 9-11-11 'PROVIDE FULL BEARING;Jts:4,5,3 I �L 2 89200PE -9r JOB NAME : 40-D POLYGON - J5X "/� Scale: 0.2655 WARNINGS: GENERAL NOTES, unless otherwise noted , OREGON ,II 1.Builder and erection contractor should be advised of at General Notes I.This design Is based only upon the parameters shown and is for an individual 7L Truss: J5X and Warnings before construction commences. building component.Applicability of design parameters and proper �H 2.204 compression web bracing must be instated where shown«. Incorporation of component lathe responsiNlty ones building designer. �O "7 y 14 r�O� �"� 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chorda to be literally braced at Y' w is the responsibility of the erector.Additional permanent bracing of T o.c.and a[la o.c.respedlvety unless braced throughout their length by MFR R I L�- ';a)1 ' Vh continuous sheathing such as plywood sheathing(TC)and/or dryvall(BC). DATE: 2/9/2017 the overall structure is me responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown«« SEQ.: K2 8 3 8 8 8 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. endoefor dry conditionarea.. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes NII bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 ry fabrication,handling,shipment and etion of components. 7.Design assumes adequate drainage is provided. February 10,2017 8.This design A furnished subject to me limitations set forth by 8.Plates shat be located on both hoes of truss,and placed so Meir center TP WJfCA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate s¢e of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-203) 121 4-2=(-290) 33 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 93 2-5-(-150) 251 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -15/ 309V -69/ 130H 5.50" 0.99 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -71/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -27/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 1-11-11 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.009" @ 0'- 10.9" Allowed - 0.137" 12 MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed - 0.205" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 17 MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9" 3 MAX HORIZ. TL DEFL - -0.001" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 190 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. i 2 oo N00446.•m 0 i r+1 A, M-1.5x3 M-1.5x3 y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:9,5,3 1 P R <��EO OF�SS �� NG'NEF-7- 2_, /o ' 89200PE v JOB NAME : 40-D POLYGON - SJ1A°11.11• . Scale: 0.6267 14 11. AZ WARNINGS: GENERALTis NOTES, unless otherwise teparameters "'9P , OREGON X44/ 1.Builder and s before contractor should be advised of all General Notes 1.This design is based only upon the p design parameters shown and is for an Intlividual A_ Truss: S Jl and Warnings before consirvctbn commences. building component Applicability of design peremetenand proper 20� P� 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. /O y 14 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tow and bottom chords to be laterally braced at w is Me responsibility of the erector.Additional permanent bracing of Y continuous and at 1 Cr o.csheathing ,such as ply unbss baud throughout their length by �i�R I�v{Vh DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 20lep o t rhging or sten as acing resheathing(TC)coirober.shownand/or drywell(BC). 3.In Impact bridging or lateral bracing required where shown++ SEQ.: K2$3$8 8 I 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibilitybeuse of the respectNe contractor. . fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component and are for'dry condition"of use. TRANS ID: LINK 5.con Trus 6.Design assumes mN bearing at al supports shown.Shim orwedge if EXPIRES: 12/31/2017 pu sponsibility for Me necessary. .I fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 1 0,201 7 6.This design is furnished subject to the Ilmeations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPbNrCA in BCS1,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate M inches. ' MiTek USA,Inc./CompuTtus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-131 I.ESR-1988(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 126 4-5=(-211) 157 4-2=(-318) 75 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-140) 101 2-5=(-194) 260 r WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 337V -93/ 192H 5.50" 0.54 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 8.6" -114/ 78V 0/ OH 5.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -84/ 133V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 3 MAX TC PANEL LL DEFL = -0.002" @ 1'- 0.8" Allowed = 0.325" MAX BC PANEL TL DEFL = -0.000" @ 0'- 11.2" Allowed = 0.068" • 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 V 0 MAX HORIZ. LL DEFL = -0.003" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I N oN M-3x4 2 f � M 0 I (h 0 4►� 5111.51 M-1.5x3 M-1.5x3 1-00 2-00 1-11-11 ��at.p PROFFs45' (PROVIDE FULL HEARING;Its:4,5,3 I C C �� NGINE�R /0-9�' 89200PE JOB NAME : 40-D POLYGON - SJ2 ter . 60 6"jam' Scale: 0.5344 O • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON I.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Gyo 2�,9 y 14 2�\� �A 2.254 compression web bradng must be installed where shown«. Incorporation of component is the responsibility of the building designer.3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom Gnome[o be laterals braced al Is the responsibility of the erector.Additional permanent bracing or T o.c.and at 10'o.c.respedtvety unless braced throughout Meir length by 7 a?R 0- DATE: 2/9/2017 the overall atmaare is the responsibility r me building ae continuous sheathing such as plywood sheathing(TC)and/or drywau(13C). 4:R p ty o g signer. 3.Zr Impact bridging or lateral bracing required where shown«« SEQ.: K2838882 4.No bad should be applied to any component until after all braeng end 5.4.Installnionof oft is siburity sytlfthein a non<mrreeveenactor. • fasteners are complete and at no time should any loads greater thanand gra for"dryLoe condition"of use. TRANS ID: LINK design loads beaod oany componen4 8.Design assum¢afull bearing atall supports shown.Shim orwedge If EXPIRES: 12/31/21)17 5.CompuTrua has no control over and assumes no responsibility br theD, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 e.This design Is furnished subject to the limitations set forth by 8.Plates ehal be located on both faces of truss,and placed so Meir center TPVN?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size o/plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 11 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V 0/ 28H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 D MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.O0D" @ 1'- 10.9" Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. X3 -/ N , I to 2 = 9X M-3x4 l 1 )' 1-00 2-00 PROVIDE FULL BEARING;Jts:2,9,31 , �ED PR OFFss SCO* .,:%-. CO* /C2* :9200PE �r JOB NAME : 40-D POLYGON - SJ3 Scale: 0.7412 St WARNINGS: GENERAL NOTES, unless otherwise noted: �� ,OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This designs bawd only upon the parameters shown and is for an individual 7 44/ Truss: SJ3 and Wamings before construction commences. building component.Applicability of design parameters and proper n 2.34 compression web bractng must be installed where shown+. Incorporation of component is the responsibility of me building designer. �O "7 y y A riO �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 1 Y `L 111 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a[10 o.c.respectively unkss braced throughout their length by SFR R 11-� NJ cenlinuous sheathing such as plywood aha thIng(TC)and/or drywall(BC). DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 8 8 3 4.No load should be applied to any component until altar an bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s and are for^dry condition.'of use. TRANS I D: LINK designloads be a 5.CompuTms has no controld to any component. ntrol overnd assumes no responsibility for the um 8.Design assumes full bearing at al supports shown.Shim or wedge d EXPIRES: 12/31/21)17 fabrication,handling,shipment and instapetion of componencomponents. necessary. 7.Design assumes adequate drainage is provided. February 10,2017 6.This desgn is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WTTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. B.Digits Indicate eke of plate in inches. MITek USA,Ino./CompuTms Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1317,ESR-1088(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-50) 22 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 322V 0/ 47H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 4.00 7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M in the plane of the truss only. I r 0 41 Li-, f o `-�/ 0 2 9 M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 ��Ep P R OFL- �( GNE \ 1 •9200PE JOB NAME : 40-D POLYGON - SJ4 • Scale: 0.8860 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 OREGON �� 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper z.ars compression web bracing must be mstafetl where snown.. incorporation of component is the responsibility or the building designer. L"O -1 r 14 24\ 4-r 3.Additional temporary bracing to insure stability during construction Z.Design assumes the top and bottom chords o be laterally braced at /A'A is the responsibility of the erector.Additional permanent bracing of 2'continuous and el 1 g'o.c.respectively woods braced throughout Meir length). •/ a,=R 1�` DATE: 2/9/2017 the overall structure is the responsibility of building designer. co Impacts aheammg such at plywood bracing re uir:et where s and/or drywan(Bc>. `H �r esponsi fly o g3.2a Impact bridging or lateral bredng required where shown x a SEQ.: K2 8 3 8 8 8 4 4.No load should be applied to any component until eller all bracing and 5.4. allation of trusssiidshe aretoresponsibility lytl of the respective contractor.environment, fasteners are complete and at no time should any bads greater thanand Designare assumes "dry busses reof tousb. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.CompuTms has no control over and assumes no responsibility for the 0, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 n.This design is furnished subject to the limitations set ooh by B.Plates shag be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MTek USA,Inc✓CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System 41 General Safety Notes PLATE LOCATION AND ORIENTATION 4 6- -8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ' Center plate on joint unless x,y 1 3/4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-/16" _�1 G, 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I 0 .. p bracing should be considered. F O 3. Never exceed the design loading shown and never O Ai ' stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ip -g c6-7 c5-6 H designer,erection supervisor,property owner and plates 0- ',e'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING v•••••• 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do-not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint. ® number where bearings occur17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. IIIIINN18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. � BCSI: Building Component Safety Information, !le l20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MST Zolel.co l(0 14409 SW RlV1eR Ts1t2Rkctr t►-WD Roseburg 1-23-15 ti, Roseburg J1 MAIN 9:31am L fcres4 Products Cosnpan '-�1 of 1 CS Beam 4.11.26.1 # lia-„. _ kmBeamEngine 4.11.26.1 Materials Database 1516 Member Data MAY 0 2 201 Description: Member Type:Joist Application: Floor CITY OF TIGARD Top Lateral Bracing: Continuous BLIP DING DI}1icjf 1 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 .Il 11` , ' / 11 0 0 11 0 0 7 0 / 2200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1121# -- 3 22' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 380# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 302#(189p1f) 78#(49p1f) 2 863#(539p1f) 259#(162p1f) 3 302#(189plf) 78#(49p1f) Design spans 10' 9.375" 10' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 863.# 2820.# 30% 4.53' Odd Spans D+L Negative Moment 1209.# 2820.# 42% 11' Total Load D+L Shear 561.# 1220.# 45% 11' Total Load D+L End Reaction 380.# 1151.# 32% 0' Odd Spans D+L Int.Reaction 1121.# 1775.# 63% 11' Total Load D+L TL-Deflection 0.0899" 0.5391" L/999+ 16.93' Even Spans D+L LL Deflection 0.0764" 0.2695" L/999+ 5.07' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Stratxlle Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663