The URL can be used to link to this page

07-0336 Permit Pkg 090407g .y ,.,r ~ ~ =. ~~° ~' >m~.,~.~ r~~ >~~~~ g ~a z~ ..F ~..ar r-nF ~a r~x. ~. ~E ~~:~_ a~ ~. F ;.`.. 4 C k....n~,..,4 ~t .ey ~~ ~.~ Z ~vrci n 4 ~"3¢4 ~ _ ~ ~~ ~~ D~ ~~ av~ ~~ N~ ~o=~ ~~ ~o Q ~ ~ ~. N ~ j ~~~ ~' ~ ~ ~~~ °~~ N~ ~ ~ O ~ (~ ~ N ~ , vv ~~o m ~ ~ Wv .~-~- .Q s~ ~. ~~~ `< O ~ ~ ~, N ~ 0 n ~ j a. ~~ ~~ ~ ~~ ~~ v~ ~, W c Q ~' co O v' v cn D ~ ~ c~ ~ ~ ~ v' n ~ ~ m n ~, o' ~ , W c a 5' cn m z c m r v Z 3 a- 00 W > > n c~ m ~. D z ~° ~~ ~ N ~ n. ~ N m n ~ ~ m ~ z ~ ~ ~ n r m r C7 ~ m ~ i o0 .n C `! r n v m z ~ O ~ m n ~ ^ `! rn z ~ City of Yelm Community Development Department Building Division Phone: (360)458-8407 Fax: (360)458-3144 Applicant: Name: Sound Built Homes Inc. Address: Property Information: Site Address: 16625 91st Avenue SE Assessor Parcel No. 63540007400 Contractor Information: Name: Address: Contractor License No: Project Information: Project: Mt. Sunrise Lot 74 Description of Work: Plan 1224-8-2 Lot 74 Sq. Ft. perfloor: (1st) 0 (2nd) 0 Heat Type (Electric, Gas, Other): Fees: City: Phone: State: Zip Subdivision: Mountain Sunrise Division 2 Contact: City: Expires: (3rd) 0 Garage 0 Lot: 74 Phone: State: Zip: Business License: Basement 0 Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k 1,184.15 993.75 190.40 5.6000 34.0000 $1,000 Building Plan Review 501.00 0.00 0.00 0.0000 0.0000 Mechanical Permit 71.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 97.00 20.00 77.00 7.0000 11.0000 Fixture Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000 Consumer Dep 90.00 90.00 0.00 0.0000 0.0000 Traffic Facilities Charge 1,288.76 0.00 1,288.76 1,276.0000 1.0100 Peak PM Trip Fire District Impact Fee 360.29 0.00 360.29 0.2160 1,668.0000 square foot State Building Fee 4.50 4.50 0.00 0.0000 0.0000 Sewer ERU 5,725.00 0.00 5,725.00 5,725.0000 1.0000 ERU TOTAL FEES: 511,266.95 Applicant's Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations i ding those governing zoning and land subdivision, and in addition, all covenants, easements and r stri lions of record. If applying as a contractor, I futher certify that I am currently registered in th Sta of Washington. ,,,~ Signature Date ""~~ ~~~~ Firm ~ A ~ 1 IA ~, 111 ~ Ylfl Ol ~llY i Permit No: BLD-07-0336-YL Issue Date: 09/04/2007 (Work must be started within 180 days) Receipt No: 50174 OFFICIAL. USE ONLY # Sets of Prints: Finallns 'on: Date: ~ ~ By: t~ zQ ~ ~ a _~ --y k ~~~~ x C ~ Z x a _ ~, W ~ ~ U W H ~a ~ z ~ ~o O cV U ~ ¢~ i O~ • ~ [A a ~, - a °~ a ~m •' i A c ~ ~ x n 4 ~ m E ~ W .i o a ~ ~m . ~ ao ~ ~ ~ A W a a x x 0 3 ~ H ~ A H ~ x ~ ~ M ~ W o0 ;~ ~ 01 O ~ ~ X Q: ~ O Q x F•y'•j a ~~^~ r W ~ } V ~ a Q P~~~E/ w ~oQ~ ~ ~ x ° a w a ~ ~ ~ a` ~ ° w oo ~ a'a'p., , ~ a z Q H A w W Q i E r,+ Ol {(~ ~~ o~ h~ m~ aH w~ p>r TaFp~~ ~ City of Yelm ~ 4 ~~ Community Development Department d en Building Division Phone: (360) 458-8407 YELM Fax: (360) 458-3144 Applicant: Name: Sound Built Homes Inc. Address: City: Project Information: Project: Mt. Sunrise Lot 74 Description of Work: Plan 1224-8-2 Lot 74 Site Address: 16625 91st Avenue SE Fees: Item Acct Code Item Fee --------------------------- Building Permit 100-500k -------------- 032 001-322-10-00 ----------- 1,184.15 Building Plan Review 100 001-345-83-00 501.00 Mechanical Permit 032 001-322-10-00 71.25 Plumbing Permit 032 001-322-10-00 97.00 Sewer Inspection 805 412-343-80-00 145.00 Water ERU 715 401-343-80-02 1,500.00 Water Meter (SFD) 712 401-343-80-01 300.00 Consumer Dep 740 402-389-00-00 90.00 Traffic Facilities Charge 420 120-345-85-00 1,288.76 Fire District Impact Fee 105 001-345-85-00 360.29 State Building Fee 160 001-386-00-00 4.50 Sewer ERU 802 412-343-50-01 5,725.00 TOTAL FEES: $11,266.95 :~ .}'+ J ~..~' ~` j_~(- ~~ ~ i Permit Fees Schedule Permit No: BLD-07-0336-YL Phone: State: Zip Assessor Parcel No. 63540007400 Base Amt Unit Fee Unit Rate No. Units Unit Desc ----------- 993.75 ----------- 190.40 ----------- 5.6000 ----------- 34.0000 ------------ $1,000 0.00 0.00 0.0000 0.0000 0.00 0.00 0.0000 0.0000 20.00 77.00 7.0000 11.0000 Fixture 0.00 145.00 145.0000 1.0000 ERU 0.00 1,500.00 1,500.0000 1.0000 ERU 300.00 0.00 0.0000 0.0000 90.00 0.00 0.0000 0.0000 0.00 1,288.76 1,276.0000 1.0100 Peak PM Trip 0.00 360.29 0.2160 1 ,668.0000 square foot 4.50 0.00 0.0000 0.0000 0.00 5,725.00 5,725.0000 1.0000 ERU cf' Cr ; ~~ d' "I 0 N C/~ ~0 ~ W U w v~ Q ~+ ° H z W V V W V O Mountain Sunrise Plan # 1224-8-2 Lot #74 City of Yelm Permit Application Check List • Water & Sewer through City of Yelm • Sewer has step tanks • Setbacks: 20 Front, 25 Rear, 6' Interior (12' total) • Show sloping away from the house • Show Roof Drains to Drywells • No Impervious required 1 Application c~ 2 Sets of Plans 2 Structural Calcs 2 Truss Specs ~' 2 Floor Joist Layouts ~2 Site Plans Notes: Completed by: Plan #1224A-8-2 V~lv"1 CITY OF YELM ~ ~~ RESIDENTIAL BUILDING PERMIT APPLICATION FORM ~~~~~ Project Address: 166zs 91st Avenue SE Parcel#: 63540007400 ~ ~~ Subdivision: Mountain Sunrise Lot #: 74 Zoning; Residential x New Construction Re-Model / Re-Roof /Addition .Home Occupai~ ~ n~ Plumbing Mechanical Mobile /Manufactured Home Placement ~~'~Or ' Project Description/Scope of Work: New wood framed single family residence. AU~i ~~~ Project Value: $a4,4zo.oo `~ 1Op~ Building Area (sq. ft) 1S` Floor 1268 2"d Floor o Garage 40o Deck o Basement o Carport o Patio 100 # Bedrooms 3 # Bathrooms? Heating: GAS/OTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? No If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: soundbuilt xoines Inc. ADDRESS Po sox 73790 EMAIL CITY PuYa~~„~ STATE wA ZIP 98373 TELEPHONE 253-s48-o8zo ARCHITECT/ENGINEER Gerry slick Designs LICENSE # ADDRESS 1944 Pacific Avenue, Suite 307 EMAIL CITY Tacoma STATE wA ZIP 984oz TELEPHONE z53-573-1562 GENERAL CONTRACTOR same as owner TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # souND3xo?ssM EXP DATES/oBCITY LICENSE # PLUMBING CONTRACTOR Rick the niumber TELEPHONE 2.53-847-7239 ADDRESS Po sox 792 EMAIL CITY Graham STATE wA ZIP 9833s FAX CONTRACTOR'S LICENSE # RzcxPC7o3zRN EXP DATES/OeCITY LICENSE # MECHANICAL CONTRACTOR Sound xeatina TELEPHONE 253-875-3350 ADDRESS ssz6 184th street E, suite A EMAIL CITY Puyallup STATE wA ZIP 98375 FAX 253-875-0285 CONTRACTOR'S LICENSE # SnrJNDHA066BM EXP DATE8/07CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. ~ 7/5/07 Appl cant's Signature Date Owner /Contractor / Owner's A nt /Contractor's Agent (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Avenue West (360) 45~i-:iL~,f5 PO Box 479 (360) 458-3144 FAX Yelm, WA 98597 www.ei.yelm.wa.us I 9y- S7-_,q VE, =; ws E. ---_ 10' UALlrE EASEMEN r 6'x8-Y' STEP TANK (5' MINIMUM FROM FOOLING/PORCH) S79 5 841 ~-___~~ 48.56' 18' ~ ~-..._ ~_ 20' e -~C... o ,SOZ 1 '~ ,S~~ ~ 1 ' ~ ~ ~., o ~, 1 o m ~ ~ I c,; o ml r ¢ ~ P~qN # ~ : Im ~ .'~ ~ ' 224q-2CgR ~ ~ ~ ,sr 1 ~~~ .,__ 110 N S7g 5146' _'~ 55.00' AP~'ROVED ~3~~ C^NTACT INF^ KELLI: <253) 848-0820 N^TE~ 1. MAINTAIN 10' BETWEEN STRUCTURES 2, R^^F RUNOFF T^ BE TIGHTLINED T^ DRYWELL 3, DRIVEWAY APPROACH T^ BE BR^^M FINISHED ®~~ SOUNDBUILT HOMES, INC. P.D. BOX 73790 PUYALLUP, WA 98373 PH+ C253) 848-0820 FAX+ C253) 539-0514 MOUNTAIN SUNRISE, LOT 74 CITY OF YELM 16625 91ST AVE SE YELM, WA 2CEL # SCALE+ 1'=30' DATES 06-26-07 CITY OF YELM INSPECTION LOG PROJECT Mt Sunrise lot 74 PERMIT NUMBER 070336 ADDRESS 16625 91St Avenue SE SET BACKS Date: 9-26-07 Corrections UNDER FLOOR DRY WELL Corrections Corrections ~191~///~7 FOOTING R B R _ _®Date:_ 9-26-07 WALL REBAR Date:- .~6~~~~ Footing ^ 12" ®16" Other Wall ^ 6" ®8" Other Required vents~ Corrections COMBINED FRAME/ EXTERIOR SHEAR WALL INSPECTION Hold downs ~. ~~ Shear Nailing ~ _ /D U~ Frame ~ /~~7 Gas/Propane ~'Z ~ Plumbing ~ / Z-~2~/~? Mechanical ~ JZ_(~ Corrections: INSULATION Gas ^Electric ^Other Foam and Seal ^Vapor barrier ^PVA Corrections:- l~ ~Ip~ SHEET ROCK/SHEAR WALL NAIL Corrections:~l~y~d ~ 7;~/e p~e~ ~~I~C~~~' FINAL ~~,, wer Final Electrical ^ Civil Final ^Landscape Final ~ of O ,~~}Address Insulation ^ Site Drainage ^ Sidewalk Corrrections: ~/~~~y ,~.E~,J~ ,e-t C~ y ~ ~ ~ ~ s~~ fi-~~~ ~w~T THE p~ a YE LM WASN NOTON City of Yelm Community Development Department 105 Yelm Avenue West -P.O. Box 479 Yelm, WA 98597 (360) 458-8407 - (360) 458-3144 FAX CITY OF YELM BUILDING DEPARTMENT CORRECTION NOTICE I have this day inspected this structure and these premises and have found the following violations of the City of Yelm and/or State laws governing same: G> -~u,s ~~a ~, ~,~ o~ PERMIT NO. ~~ ~~'- ~~~y \, r~~s~ You are hereby notified that no more work shall be covered upon these premises until the above violations are corrected. When corrections have been made, call for re-inspection at (360) 458-8407. "~` DO NOT REMOVE THIS TAG DATE ~ spector E=F~i~M :YELM SEWER DEPT. FAX N0. :360-458-8166 Jul. 16 2x08 G~1:5~'PM P1 ~pg T~1~ p~'~ ~ ~ FAX TRANSMYSSIQN CITY 4F 'YELM ~~~ATCIN P.p. BpX 479 931 NP RDAD NE yE~,M, WA 98597 36Q-458-$411 ~~ ~: SAX 360-458-8166 'Tb: ~'~.. ~ ~ c,rl~i~-~ ~'AX#: 1~ rom: /~~ N~~ DATE: 7 ~ ~ ~ ~,~ PAGES: ~ ,including this (~c~v~r sheet ' 4 4ubject: ,your 4 ,~1~A ~ . ~-~. suN~ I.SE ~~ C0~/CM~,2~'T'S: ~.. o T ~ ~.' l QCs a.sr qZ 5-= /.~ ~c ~. ~ . ~/' r Q D ~ *"` 11`you dJ not receive all copies or any copy is not legible, please cal! (_"s 60} 45$~8~~1 1 as soon as possible. I, D D D W [o'. W W.' m W m Co,.' 00 m I Co. W' w O~ W ' m'' Oo' Q7 [a Oo W' '~ 071 Co J N ~ N'.i it N N., W W'i. W W'. W W W' A Cti''' . (Ti'i U1 (li'.. Ut V1 . Cn ~ Ctrl ~ ~tl~ '' ua2 a-', '. I II J44 _ q I i J44 a i J44 ~ I ' I ' i J44 p a Idd m ~ ' ~ o J44 _ Q, '. I I ~. J44 O' ~, I i I J44 i C-a I ' I ': J44 O' ~ '' J44 ' J42 ~ ~ n' ~ N~, ~ '. i I aL" c(p ~~ ~a %~ aQ bm' 'I~ ; ~~ ' z' Nm :3 p '~ D _._. _, ~~ ~, ~ . _ _ '~ J .'. '. _ _ __ _ - - - T ~ i w 0 Job Truss 1224A A The Truss Co., Sumner WA 1 Eugene OR, ONL Truss Type DUTCH MASTER Page 1 of 14 !sty Ply SountlbuRHomes / RWlMY i1 1 -JOD Reference (opdorep 8.50(7 s Mar 8 20D7 MiTek Industries, Inc. Thu Aug 02 t0a5;33 2607 Page 1 ~ -2-0-0 .l-__, 41-12 ___._ 9-fi=9 __ ~ 1411-7 _ 2x44 __~ 24-6-0 T2&6.0 2-0-0 4-1-12 5-0-13 5-4-13 5413 41-12 2-0-0 Scale = 1:46.3 3x5 = ~l l~~ 01 I___ 4-t-12 I ______9.6_9 I 14-11-~ 20-0-0 20;fi-0 24-6-0 4-1-12 5-4-13 5-0-13 54-13 O-i-T2 4-QO Plate Offsets (X.Y). [2.0-2-12.0-1-ej, [3:0-1-12,0-&8], [13'.0-2-B,Edge]. [23:0-2-0,0.2-8], [24:0-2-0.0-1-8]. [27:0-Z-12,0.2-0[ LOADING(psf) SPACING 3-0-0 CSI ~ DEFL in (toy Ildetl L!d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.10 2930 >999 360 ~ MT20 185/148 TCDL 8.D lumber Increase 1.15 BC 0.28 Vert(TL) -0.19 29-30 >999 240 i BOLL D.D Rep Stress Incr NO WB 0,95 ~ Ha'z(TL) 0.04 26 n!a n/a BCDL 7.D Code IRC20pBlTPI2002 (Malnx) I Weight: 145 b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 'Except' TOP CHORD 3-5-0 oc brarJng T2 2 X 6 HF No.2 (Switched from shelled: Spacing > 2-0.0). Except: BOT CHORD 2 K 4 DF 2400E 2.0E 3.5-0 oc Dreung: 2-13 WEBS 2 X 4 HFlSPF StudlSTD S-SO-O oc bracng: 13-24 OTHERS 2 X 4 HFlSPF Stutl/STD 5-11-0 oc brar5ng: 56 6-0-0 oc bracing: 3-5, 8-12, 12-18.1&21, 21-23 10-0.0 oc bracing: 1-2, 24-25 BOT CHORD Rigid cr±iling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 13.8. 18, 12, 5, 21 REACTIONS (IDlsize) 2=1 37810-3-8.26=2063lD-3-8 Max Horz2=-92(LC 6) Max UpIiR2=•215(LC 5), 26=-375(LC 6) FORCES (ID) -Maximum Compression/Maximum Tension TOP CHORD 1.2=0174, 233=24181152, 3-33 =-22571173. 3-0=-89 412 5, 4-6=-823!49, 69841/93, 9-11=-849!131, 1 t-13=-710!115, 3-5=-1230!199, 5-7=-1230!199. 7-6=-1230N99, 8-10=-272!51. 10-12=-272/51, 1 2-1 4=-272151, 14-16=-272!51, 16-18=-272/51, 18-20=-2721ST, 20-21=-272151, 21-23=-272!51, 13-15=-717!118. 15-17=-851/132, 17-19=-842/106. 19-22=-824A8, 22-23=-8951, 23.34=48111324, 243q=-50311289, 24-25=0/73 BOT CHORD 2-35=-1552161, 30.35=-155!2161, 3036=-17912136, 3637=-179/2138, 29-37=-779/2136, 29-38=18011910, 2 8 38=-16 011 9 1 0, 2839=-16011910, 3940=-18011910, 40-01=-160!1910.2741=-160/1910, 27-42=-555/421.42-03=-5551421.2643=-5551421, 26-04=-1141!540, 24-44=-1141!540 WEBS 3.30=0!259. 23-28=-2010!407, 8.29=0!331, 1627=-114!141, 3.29=-242!39, 8.27=-1064!157, 23-27=-217/1588, tt-12=-51!290, 14-15=48290, 9-1 0=-260 91, 8-i=-195175. 4.5=-79!36. 1 61 7=-2 8219 0, 1 9-2 0.-1 92176, 21-22=-72f37 NOTES (161 1) Unbalanced roof live loads have Deen considered for this design 2} W nd~ ASCE 7-05; 65mph; h=25fl~ TCDL=4_Bpst: BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever leh and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This uuss has bean designed for a tO.D psi tmttom chord live loatl nonconcumenf wish any other live loads. 5) All plalas are 2x4 MT20 unless otherwise indicated. 8) This truss requires plela inspection per the Tooth Count Method when this truss is chosen for quall[y assurance InSpeWion. 7)' This truss has bean designed for a live lead of 26.Opst on the bottom ctard in all areas where a rectangle 3~0 tall by 2-0-0 wide will tit between the Doltom ctwrtl and any other members 8) Provide mechanical connection (by others) of truss to Daanng plate capable of withstanding 215 Ib uplift at joint 2 and 375 ID uplift atjoint 26. 9) This Wss is designed in accordance with the 2pD6 Intemal'anal Residential Code sections R502.11.1 and R802.t0.2 and referenced standard ANSi/TPl 1. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated. fastened to truss TC w/ 2-1Dd nails. 1 1) Use USP JUS24 (With 10d neiis into GUtler & 10tl nails into Truss) or equivalent spaced al 2-0-0 a max. starting al 2-0-12 }rom the ten end to 2254 to cornett Uuss(es) J42 (1 ply 2 X 4 HFSPF) to front face of bottom chord. 12) Fill all neX ft~es where hanger is in conlaet with lumber. 13} Hanger(s) of other cainecUOn dewce(5) Shall be provided suffClent 1o support concentrated bads) 251b down and 3 ID W at 4-0-0, and 25 Ib dawn and 3 D up at 20-0-0 on lop chard. The desgNselection of such connection device(s) is the responsibility o1 btbers. 14) This truss is tlesgnatl for a creep factor of 1,25, which is used to calculate (tie lolal load deflection. The Ixrlding designer Shall verify that this parameter Rts with the intended use of ttys component. - 15) In the LOAD CASE(S) section, loads applied to ene face d the truss are Holed as front (F] or back (B). 18) AR dimensions are given in tae!-inches-sixleenlhs (FF-II-SS} formal LOAD CASES] Standard Continued on page 2 ! R'ARNhVG'- VERIFY' AES[CN PARAM17ET RS AND AF,',D Al L NOTES ON THIS TRUSS DR4.W[N NOTES BEFOA USE Design valid for use vnth Mrtek connectors. Thy design IS based only upon parameters sham, and Is far an indNldual bulling component to be Insl~ed and loaded vertically, Applicability of lesign parameters and proper incorporalbn o1 component is respons'Ibili[y of buildlrg designer. 8radng shown 15 for lateral supotxl tN Individual web members Only. Aadilional temporary bracing to insure stability during cor>shucgon K the responslbli[y oT the erector. Adl0.bnal pennanenl bracing of the 6veral structure is the responsibility of the bulling designer. F6rgeneral guidance regarding labricatbn, quality conh0l, 5lorage delivery erectbn and bracing consul! ANSIlfPI 1 Quality Critluia,DS6.89 and SCSI 1 BuBding Componerd Safety Information available from Truss Plate Irtstilute, 503 D'Onofrb Drive, Madison, WI 53719 13 .. 15 08!0212007 t; '- la theTRUSSco [roc m N ~~O JUS24 JUS24 JUS24 JUS24 3x4 = 3x5 = JUS24 4x12 =JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 Job Truss Truss Type 5224A ~ A ~ DUTCH MASTER The Truss Co., Sumner WA /Eugene OR, DNL Page 2 of 14 ',Qy ~ Ply ISoundbutt HOmPS 1 RWIMY I1 1 Job Reference (optionaq 6.500 s Mar a 2067 MTek Indusfies, Inc. Thu Aug o2 10:15:33 2007 Page 2 LOAD CASE(S) Stantlartl 1) Regular: Lumber Increas~i.15. Plala Increase=1.15 Uniform Loatls (plry VeA: 1-3=-99, 3-13-99, 13.2;=-99, 23-25=-99, 2-24=-21 Concentrated Loatls (Ib) Vert: 30.5{F) 2fi=-5(F) 33=-25(F) 34=-25(F) 35=~i(F) 36=5(F) 37--5(F) 3B=•5(F) 39=-5(F) 46=-5(F) 41=5(F) 42=5(F) 43=5(F) 44=~(F) oeroznoo~ D'ARNING' - VER1F1' DESIGN P•\RA69ETER5 AND RF \D 41 L NOTES ON THIS TRUSS DRAWING NOTES BEFORE OSE Design valid for use vdth Milek connectors. This design is based orYy upon parameters shown, and is for an Individual building Component to be installed and loaded verticalry. Applicability ofdesign parameters end properincory0ration oicomponent is responsbility OI building designer. &aclrg shown is for lateral supportotindivbual weh members only. Additional temporary bracing to insure stability during cOrrslructbn is the responsld'lity of the erector, Additi0nai ~rmanent bracing 6f the overal slruciure is the responsibility of the building designer. For general guidance regardlrg tabdcabon, t)ualby control, sldrage delivery erection and 4racirg corerlil ANSIRPI 1 Utrality Criteria,DSB-89 aria SCSI 1 Building Component Safety Inionnatfon available from Truss Plate Irlstltute, 583 D'Dnofrb Drive, Madison, WI 53719 e',~~.,.,-.- 'i theTRUS5c:o tNr.. Job Truss 1224A Al The Truss Co.. Sumner WA 1 Eugene OR. DNL _2-0-0 6-7-10 2-ao &7-10 °~ 01 Page 3 of 14 Truss Type ~ ~ Oty ~ ~ Ply I Saundbuiil Homes I RWIMY FENK 2 i 1 ,Job Reference (optional} 8.500 s Mar 8 2007 MiTek Industries, Inc. Thu Aug D2 1015.34 2007 Page t 12.3.0 _ 17-10- 5-7-6 5-7-6 4x4 = 4 ' 2x4 i 3x4 = 3x5 = 3x4 = 2x4 ~~ _ 8-8-13 ~_ -~ i6-4-10 20-6-0 246-0 8-8-13 7-7-13 4-1{ 4-0-0 LOADINO(pst) SPACING 2-0-D C51 DEFL In (lac) I/deft Ltd ~ PLATES GRIP TCLL 25.0 Plates Increase 1,15 ~ TC 0.56 Vert(LL) -D.07 9-11 >999 360 MT20 1651148 TCOL 6.0 Lumber Increase 1 15 BC 0.40 ~ Vert(TL) -D.16 9-11 >999 240 BCLL 0.6 Rep Sbess Ina YES vvB 0.56 Horz(TL) 0.63 6 n!e Na BCDL 7.^ Code IRC20o67TPI2062 (Matrix) ' Weigh: 95 tb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Slnichral woad sheathing directly applied or 4-0~ a pudins, 80T CHORD 2 K 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.D-0 oc bracing, Except: WEBS 2 X 4 HFISPF Stud/STD 6.0-6 oc bradng: E8. REACTIONS (Iblsize) 2=900!63-5, 8=132216.3-6 Max Horz 2=-62(LC 8) Max Uplifl2=-140(LC 5), 8=-241(LC 6) FORCES (Ib) -Maximum Compressfon/MaximumTens1on TOP CHORD 1-2=0/49, 2-3=-1427!96, 3-0=-10757130, 4-5=Fi41f64. 5~=-332/951, &7=0149 BOT CHORD 2-1 2=-7011 234. 11-12=-101!1179. 10-1t=31639, 9-1(K-6!639. 6-9=(N325, 6-6=-7961364 WEBS 3-1i=-027/114, 411=-447516. 4-9=-210/69, 5-9=013 1 4, 5.6=-1656/317, 3.12=01176 NOTES (9) 1) Unbalanced roof live toads have been considered for tNS design 2j VNnd~. ASCE 7-05; 85mph; h=25ft, TCDL=4.Bpsf; BCDL=4.2pst Category II; Exp B, enclosod; MWFRS gable end zone; cantilever left and right exposed ;end vertical left end right exposed; Lumber DOL=1.33 pale grip DOL=1.33. 3) Tlvs Truss has been tlesgned fora 10.0 psf bollom chord live load nonconwrrenl with any other iive loads. 4} TNs Truss requires plate inspection per the Tooth Count Method when This truss is chosen for quelily assurance inspection 5)' This Truss has been designed for a live load of 20 Opsf on the bottom choM in alt areas where a rectangle 3-6-6 tall by 2-0-0 wide will fit between the bollom chord and eny other members. 6) Provide mechanical connection (by others) or truss to beanng plate capable of widtstending 140 Ib uplift at joint 2 and 247 Ib upliil al joint 6, 7) This truss is designed in accordance with me 2006 Intemalbnal Residential Code sections R502.11.1 and R8o2.16.2 and referenced standard ANSVfPI 1. 8) This truss is designed for a creep factor of 1.25, wNch is used to calculate the total load deflection. The [wil4ng designer shaft verify That This parameter Its with the intended use of [his component. 9) All dimensions are given in feet-inches-sixteenths (FF-II-SS) format. LOAD CASE(S) SlarMard '~ \: ! : ~,/~'a ~ 4~`I i f // J r., i ~~ 1 i ~~ 0 ! NARNINGt -VERIFY DFSI N P~RAfv1ET RS AND R ~D ALL NOT SON TR(S TR iS D(LsW(NG NOTES BEFORE USE. Desgn valid far use vnlh Mrtek connectors. This desgn is based only teat parameters shown, and is for an individual buifdng Inmporlent to be irstalled and loaded vertkaty, Appticabillty of design parameers and proper Glcorporalion of component is responslbilky of buiWirg designer. Bracing shown Is far laler~ support of individual web members only. Adtlitionaf temporary bracing to insure slabillly dumg consUUClion fs the responsibility oT the erector. Additbnal permanent blaring of the overag structure is the responsibility d the building designer. For general guidance regarding fatxicalion, quality control, storage delivery erecflon and hracing consult ANSIlTPI 1 Quality Critoria,DSB-69 and SCSI 1 Building Component Safety Intorrnation avaifaMe from Truss Plate Institute, 5&3 D't7nofrb Drive, Madlsdn, WI 53779 sa-1a 2-6-a Scale= 1:45.0 08/02!2007 .v' n''~~t°' ttleTR~TSSco. trrt•. ~ Page 4 of 14 Job Tmss Truss Type ay I, Ply Soundbuilt Homes ! RWIMY 1224A B STUDDED TR 1 1 ' ' 'Job Reference (optbnel} The Truss Co., Sumner WA 1 Eugene OR, DNL ~ 6.500 s Mar 8 2007 MiTek IntlusUies. Inc. Thu Aug 02 10:15:35 2007 Page 1 I_2 0.~-_ fi-66 _.- `_~___ 12-4-6 I 17-8-0 ~ 22-7-f0 28-5-10 350.0 ~ 37-0-0 i 2.0.0 6-6-6 5-10-t 5-1-10 5-1-10 5-1a1 8-8-8 2-0-0 Scale = 1:74.5 3x5 II 3x6 I I 3x8 I I 3x8 I I 500 12 3x8 I I 3x6 I I 7 8 9 10113x6 II 10x12 = 3x4 a ~ 4x8 0 6 52 3x6 II 3x6 11 3x5 5 13 3x5 ~ 6x9 II 5 3 S ~ / 14 15 3x5 ~ 3x6 I I 2x4 O q 48 41 16 3x8 I I 3 W 3 • 4 IS 17 8 18 19 3x8 9'' ~ 1 / 2 S I 2x4 I I 3 II ~ ~ S ~ -_. _ ~flt - q l l 3 II ~1 - - .__ -._-. 21fY °~~ 2x4 I I 2x4 I I o 3x6 33 47 48 32 31 30 29 26 27 28 25 24 23 22 4x8 3x4 = 4x8 = 5x5 = 2x4 II 3x4 = 2x4 II 2x4 tl 3x5 2x4 II 2x411 2x4 II 2x4 II 2x411 2x4 II 2%4 I I 2x4 II &17-0 17-60 261-0 2~-G-4 350-0 ~ &11-0 8-7-0 8-7-0 0-5-0 8-5-12 Plate Oftsels (X,Y): [2:0.2-15,0-1-eJ. (B~OS-0,0-0-8], f7:0-5-4,0-0~], (6:0-5-4,0-0-81, (10:0-5-4,0-0-0]. [17:OS~,OA~1, [12:0-5~,0-0-8[, (13:0-0-12.EdgeJ, [14:05~,0.0A], [15:0.5-4,0-aBJ, [17:0-2-12,0-0-4], [10:0-54.0-05], 119 0.5-4A-0-0], [20:0.2.12.Edge], [20:0.0.12,0-Z-0], [31.0-2~,0-O~j, 132:0-2-0,0-2-0] LOADING(psf) SPACING 3-0-0 CSI DEFL in floc) Ilde11 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Ven(LL} -0.25 323 X983 380 Mr26 185!140 TCDL 8.0 Lumber Increase 1.15 - DC 1.00 Ven(TL} -0.42 2~3 >589 240 BCLL 0.0 Rep Stress lncr NO WB 0.54 i Horz(TL) 0.04 30 n!a nla ! BCDL 7.6 Code1RC20061fP12002 (Matrix} ~ Weight:2201b - i LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 3-2-12 oc bracing BOT CHORD 2 X 4 HF No.2 (Switched from sheeted: Spacing ~ 2-0-0}. Except: WEBS 2 X 4 HFISPF SWdISTD'ExcepP 3-3-0 oc bracing: 2-9 VV3 2 X 4 HF No.2, W5 2 X 4 HF No 2 8-0.0 Oc txacing: 9-20 OTHERS 2 X 4 HFISPF StudtSTD f 0-0.0 oc brarJng: 1-2, 20-21 BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracng_ JOINTS 1 Brace at Jt(s)' 9, 34, 37, 40, 42 REACTIONS (Iblsize} 2=1359!0-3-6, 26=420165-4, 30=fifi4f65-4, 29=195l65~, 28=1134!65-4, 27=50616.6-4, 20=a29115•a Max Horz2=-11 e(LC 6} Maz Upliffi=-219(LC 5], 26=-06(LC 8), 30=58(LC 5), 28=-77(LC 5}. 27=d9(LC 8), 20=-1B7(LC B} Max Grev2=1359(LC 1), 26=824(LC 10), 30=664(LC 1).29=195(LC 1), 20=1134(LC 1), 27=506(LC 1), 20=573(LC 10) FORCES (Ib)-Maximum CompressioNMaximumTension TOP CHORD 1-2=0A4, 2-3=•2091@24, 3-4=-1658/164, 45=-1534!192, 55=-311/148, 6-7=-1001153, 7A=-148!160, 8-~-138/154, 9-10=-221/150, 1 0-1 1=-23711 55, 11.12=-277!140, 12-13=-156/114, 13-14=01858, 1 4-1 5=0197 0, 15-16=-0!915, 1 6 1 7=-20102 5, 17-18=-17!613, 1 8-1 9=-26159 3, 19-20=-841565, 20-21=0175 BOT CHORD 2-3 3=-20111 81 0, 33.47=-60!939, 47-48=~Of939, 32-48=•66!939, 3132=-9011141, 301=-901!141, 291'0=~011t41. 28.29=-9011141. 27-26=-9001147,2627=-900!141, 25-26=-513!97, 24-25=-513197, 23-24=-519!94, 22-23--519!94, 20-22=-519!94 WEDS 3-33=-6561107, 5~3=-23!853. 5-37°-1140(223. 3637=-1081!211, 36-39=-1 09412 1 7, 3259=•11011211, 324=-46!73, 32-35=-76!1502. 358=-6811506, 38.40=•71/7524, 40-41=X911471, 13.4 1=-6 311 343, 13.42=-112(179, 42-03=891256, 26.43°-1251317, 2644=711/101, 17.44=571/96, 35-06=-15!14, 10-46=-29!51, 7.38=-1910, 837=-16102. 11-30--2710, i2-00=-574107, 395=-2118, 0-45=-45!43, 30.417=A50I64, 2941=198/10, 13-28=-1107!87, 1442=X44157, 27-42=453170, 15-43=-43/72, 25-04---7154, 17-24=0!119, 18-23=x/64, 19-22=•20!105, 34-45=-1119, 34-46=-1414 NOTES (11) 1) Unbalanced rdof live loads have been cdnaitlered for this design. 2) Truss desgned for wind loads in the plane of the Uuss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detalf 3) This truss has been designed for a 10,0 psf bollom chord Irve load noncoricurrenl with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when Ihis truss is ctasen for quality assurance inspection. 5) Gable studs spaced at 1-4.0 oc. 6) ~ This truss has been designetl for a five load of 20.Opsi on the bollom chord in all areas where a rectangle 3-fi-0 tall by 2-0-0 wide will fd between the bottom chord and any other members, 7) Provide mecttarlica) contraction (by dhers] of truss 1o bearing pWle capable of withstanding 219 Ib uplift at joH112, 881b upNR at joint 26, 86 Ib upiih at join) 30, 77 ~j~ :\ , f Ib uplift at joint 28. 49 Ib uplift at joint 27 and 181 Ih up1iR al joint 20. ~.. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI L ~ t ~~ 'F' 1S,J,t ~! 9) Design assumes 4x2 (bat orientation) punins et oc spacing indicated, fastened to truss TC wl 2-504 nails, ~~ ,<~ ~ - " ~ ' ° 1D) This truss is designed for a creep factor o1 1.25, which is used to calculate the tote! load deflection, The building designer shall verify lhal Iftis parameter 81s wah r~ s %'• the intended use of Ihis component. - ~~ - 11)All dimensions are given infeet-irxdtes-sixteenths (FFII-SS) format. r ` LOAD CASE(S) Standard '~ ~ ' ,~ ! 11'ARNINC' -!'ERIFY D .cICN pAR4h1ETERS AND READ A~,L NOTES O THIS TRUSS DRAN'INC NOTEC BEFORE USE. Design valid for use with Mitek connectors. TMs design is based only upon parameters strown, and rs for an Indvidual building component to be installed and Waded vertically. AppFcabipty of design parameters and proper Incorporation of corrponenl is responsibility oT blild'ng designer. BracNtg shown i5 for lateral support of Individual web members only. AdditbnaHemporary bracing to Insure slabNlly during construction is the responsibiity of the erector. AddWbnal pemwnerd bracing of the overall structure is the responsibility of the !wilding designer. For general guidance regaMing labdcation, quality control, storage delivery erection ant bracing constAt ANSIlTP11 Quality Cdteria,DSB•89 and BCSI 1 BuIlding Component Safety Information available from Truss Plate Institute, 583 D'Ondrb Onve, Madison, WI 53719 08/02/2007 ~a sr •Y' . :;;w i< . ;+' theTRUSSco. ]r1c. Job 1224A Truss B1 The Truss Co.. Sumner WA ~ Eugene OR, DNL _ _ _ Page 5 of 14 Truss Type ~ Qty ~ - 'Ply ! Soundbuill Homes I RW1MY i SCISSORS ~ 2 I 7 I _ i Job Reference (optional) 6.500s Mar 8200y M7ek Industries, Inc, Thu Aug 0270,15:362007 Pagel I,__2_0-0) ___ 6-9-9 11-10-12 _~ 17-8-0 ~~1-0 21-1-1 25-11-14 29-g-9 35-0.0 137-0-0 2 0-0 6-9-9 5-i-3 5-7-a 0-5-0 3-2-1 4-1D-13 3-9-11 5-2-7 2-0-0 Scale = 1:82.5 4x5 II 5.00 ~- ~1 2x4 II 3z5 = 4x10 = 2x4 II 6-9-9 11-10-12 17-11-0 23-2-it 26-0-14 35.0-0 - ~ -- r- ~ 6-49 5-1-3 6-0-a 5-3-11 410-3 6.11-2 Plate Offsets (X,Y): [2, 0-4-2,0-1-BJ, [11'0-2.1,Etlge], [15:0-0-8,0-0-0], [18:0-1-8,0-2-0] LOADING(psf) SPACING 2-0-0 TCLL 250 Plateslncrease 1.15 TCOL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2006?PI2002 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No2 'Except' B3 2 X 4 HF 7650E 1.5E WEBS 2 X 4 HFISPF SludlSTD'Except' Wt22X4kFNo.2 REACTIONS pb/size) 2=t545/0-3-8, 11=1555!05-B Max Horz2=80(LC 5) Max Upltl2=-175(LC 5), 11=-175(LC 6) CSI ~ DEFL in (loc) 1ldefl Lld PLATES GRIP TC 0.77 Ver1(LL) -0.66 16 >628 360 MT20 165/148 BC 0.92 , Vert(TLy -125 16 >333 240 WB 0.65 H02(TL) 0.59 i1 Na nla (Matrix) WeigM:1501b BRACING TOp CHORD Structural wood sheathing drecdy app! etl ar 1-10-8 oc pudins. ~BOT CHORD Rigitl ceiling tlirectly appfed or 2-2-0 oc bracing- Except: 10-0.0 oc bracing: 15-17, 6-15 JOINTS 1 Brace at Jt(s): 15 FORCES (Ib) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=0140, 2-3=-2988/202, 31=2451!171, 4.5=-23351188, 5-0=-3581!180, 8-7=-3552x164, 7-8=1552!196, 8-9=-5046250, 9-10=5075241, 10-11=-5259/302, 11-12=0147 BOT CHORD 15-1'r=01210, 6-15=18!2365, 14-15=-5713918, 13-74=-128!4681, 11.13=-210/4824, 2-20=-18112684, 19-20=-18V2to64, 18-19=-18112664, 17-1B=-8f1B, 16-17=0/0 WEBS 3-20-0!216, 3-18=-543!87. 5-18-1050160, 5-75=0!1075, 7-t5=-736!151, 7-t4=561586, 6-14=-508!125, 8-13=0!225, 10.13=-120!94, 15-t8=-1172577 NOTES (10) 1) Unbalancetl roof live loads have been consitleretl for Ibis design. 2) Wnd: ASCE 7-05, B5mph; h=25it, TCOL=4.BpsF, BCDL=4.2psf; Category II; Exp B; enrJosed; MWFRS gable end zone; cantilever ten and right exposed ;end veAical IeR and right axpesed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This Irvss has been designetl fora 70.0 psf bottom chord live load nonconcur2nt with any other live loads. 4) This truss requires plate inspeclien per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) • This truss has been designed for a live loatl of 20.Opsf on the bottom chord rn all areas whale a rectangle 3-8-0 tall by 2-0.0 wide will fit between the bodom chord and arty other members. B) Bearing al Joint(s) 71 considers parallel to grain value using ANSI/1-PI 1 angle to grain formula. Building designer shoultl verity capacity df bearing surface. 7) Provide mechanical corutection (by others) of truss to bearing plate cepaWe of withstanding 775 m uplin at joint 2 and 175 Ib uptifl al join) 11. 6) This Iruss is designed in accordance wilt} tha 2006 International Residential Code secliere R502.71.1 and R802,10.2 arts referenced standard ANSIRPI 1. 9) This truss is designed for a creep }actor of 1.25. which is used to calarfale the total load tlegection. Thor bwWing designer shall verify that this parameter his with the intended use of this componant 10) All dimensions are given wt }eat-inches-sixteenths (FF-IISS) Tonnal LOAD CASE(S) Slandartl l WARNINGr - VCR1F'Y DESIrN PIRAMETERS AND READ nL1 NOTES ON TNIS TRU55 DRAWING NOTES BEFORE USE Design valid fa use unih Mdek connectors. TMs design is based only upon parameters shown, aril k tar an individual building component to be installed and loaded vertically. AppNCability of design parameters and proper inoorporal'wn o1 component is responsibility of GalOing designer. Bradng shoxm Is for lateral support of individual uueb menders ony. Additional temporary bracing to insure stability during construclbn is the responsiWllty of the erector. Adddbnal pLY7rlartenl bracing of the Inreral structlxe is the responsWifity of the building designer. For gerreral guidance regalding fabrlcalion, quality control, storage delivery erection and bracing wceMl ANSIITPI 1 Quality Critetia,DSB•89 and SCSI 1 Building Componertt Safety Information available from Truss plate Insgarte, 563 D'Onotra Drive, Madison, WI 53719 08/02!2007 ,K ~*-':a .k..::: „~ ea~~:? theTRUSSco. tNC. 2Iy 0 Job Truss Truss Type 1224A B2 SCISSORS The Truss Ca„ Sumner WA J Eugene DR, DNL 'oly 13 I Ply ~Saunmrrilt Homes / RW/MY Page fi of 14 i JoD Reference (optbnal) 8.50(7 s Mar 8 2007 MiTek IrWustries, Inc, Thu Aug 02 10:15:37 2007 Page 1 -2-0-0 fr9-9 11-10-12 17.6-D 17-t'J-0 21-1-1 2511-14 29-9-9 350-0 37-0-0 i - - ~-- - --- - --i- ~I h I I 2-0-0 6-9-9 5-1-3 5-74 45-D 3-2-i 4-10-13 &311 5-2-7 2-0-0 Scale = 1 ~fi2.5 4x5 ll 5.00 i 12 B ~1 0 ~____ 6-9-9 i 11-1D-12 17-17-0 I 23-2-11 28-0-14 i 35-D-0 6-9-9 5-1-3 6.0.4 5-3-11 4-10.3 6-11-2 Plate OHsels (X,Y): (2;0-0-2,0-1-8], it1 0-2-1.Etlge], [15:0-0-8,0-3.0), [180-1-e,D-2-0) LOADING{psq SPACING 2-0-0 CSI ~ DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 VeA(LL) •D.66 16 >628 360 MT20 185!148 TCDL 6.0 Lumber Increase 1-t5 BC 0.92 VeA(TL) -1.25 16 >333 240 j BCLL 0.0 Rep Stress Inu YES WB 0.65 ~ Horz(TL) 0-59 11 Na n/a BCDL 7.0 Code IRC2008/TPt2002 (Matrix) i Weight: 1501b LUMBER BRACING TOP CHORp 2 X 4 HF No.2 TOP CHORD SWctural wood sheathing directly applied or 1-10-6 oc purlins. BOT CHORp 2 X 4 HF No.2'Except' BOT CHORD Rigid ceiling dreedy applied or2-2-0 oc bracing. Except: B3 2 X 4 HF 1650F 1.5E 10-0-0 oc bracing: 15-17, fi-15 WEBS 2 X 4 HF/SPF StudBTD'Except' JOINTS 1 Brace al Jt(s): 15 W722X4HF Nc.2 REACTIONS (iblsize) 2=1 54 510.3.8, tt=1555lD5-8 Max Horz2=80(LC 5) - Max Upliit2=-175(LC 5). 11=-t75(LC B) FORCES (Ib) -Maximum CanpressionlMaximum Tension TOP CHORD t-2=0149, 2-3=-29881202, 3-0=-2 45 111 7 1, 4-5=-23351188, 5{=-3561!160, 6-7=3552lt64, 7-8=-0552!196, &9=-5046!250, 310=5075241, 10-11=S259J302, t 1-12=0147 BOTCHORD 1 5-1 7=0121 0, 6-15=-08!2385, 1 4-1 5=-5713 918, 13-14=-12814681, tt-13=-210!4824, 2-20=-t 8112664, 1920=-161/2664, 18-19=-181/2684, 17-16=£l18, 16-17=0A WEBS 3-201216, 3-78=-543!67, 5-76=-1050160, 5-15=0l1D75, 7.15=-736r151, 7-1 4=-561586, 8-14=508!125, 8-13/225, 10-13=-120194, 1518=-1178577 NOTES (10) 1) Unbalanced root live bads have been considered for This design. 2) VMnd: ASCE 7-05; 85mph; h=25f1; TCDL=4.epsf; BCDL=4.2psf; Category II; Exp 8; enclosed; MWFRS gable end zone, can918ver let! and right exposed ;end vertical left and right exposed; Lumber DOL-1.33 plate gdp pOL=1.33. 3) This truss has been designed fora 10.0 psi bottom chore live load noncancurrent wish any aher live loads. 4) This truss requires plate inspection per the Tooth Count Method when [Ms truss is chosen for quality assurance inspection. 5)' This truss has been designed for a Ilve load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will 6t between the nottom chord and any other members. 6) Bearing al jaint(sy 11 considers parallel to grain value using ANSIrtPI 1 angle to grain formula. Building designer should verify capa~ty of bearing 5udece. 7) Provide mechanical connection {by others) of truss to beanrg plate capable of withstanding 175 Ib uplift al pint 2 and 175 Ib uplift al pint i 1. B) This truss is designed rn accordance with the 2006 International Residential Code settlers 8502.11.1 and 8802.10.2 and referenced standard ANSI(fPl 1. 9) TMs Wss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer shall verity that this parameter Sts with the intended use of this component, 10) All dimensions are given in Feet-inches-sixteenths (FF-II-SS) }armaL LOAD CASE(S) Standard '4 2I¢ 0 ',t,. ,,, 'S.'.1'k77F 4f ~` i; ~,. w .. ~ ~. ~p~~, .,, -~nty:`,1~ 08!0212007 I Wr\RNINGf -VERIFY DESIGN P.\RANIETF-RS AND RED\D ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is br an individual building component to be tlt5laNed and boded verlicagy. AppficabiNty of design parameters and proper urcorporagon of component Is responsiblliy of buid{rlg designer. Bracing shown is for lateral support of individual weD members only. Addllional temporary bracing b insure stabBity during consVUCBon is the lesponsblity of ll~ erector. Addttional permanent bracing of the overag structure Is the respOnslDtlity Of the buikting designer. For general guidance regarding fabricatbn, quNity control, storage delivery erecDOn and bracing catsull ANSIffPI 1 duality Criteria,DS&89 and BCSI 18uilding Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drina, Madison, WI 53719 jEf Gi"~ii%''r r s .03 ::cii:.rr.<. th~TRUSSco t1ac. 3x8 = 20 19 16 77 76 <?"L'r qxa 2x4 II 3x5 = 4x10 = 2x4 II Job Truss S224A B3 The Truss Co., Sumner WA 1 Eugene OR, DNL , •2-0-0 5-2=9 2-QO 5-2-9 Truss Type SG SSORS 9-0~.__---~- 13-10-15 ( 17-&0 3-9-10 4-10-12 3-7-1 4x4 II 5.00 12 7 0 0 3ta ~fi-ll-4 i 11-9-8 17-8-0 23-2-10 28-0-12 35-0.0 6-11-4 4-10-2 S-B-fO 5$-10 410-2 B-11-4 Plate Offsets (X Y)' [2:0-2-1,Edge), [120-2-t,Edge] LOAgNG(psp SPAGNG 2-0-0 CSI DEFL in (toc) Udell Ud ~ PLATES GRIP TCLL 25.0 Poales Increase 1.15 TC 0.75 Ved(LL) -0.77 18 >538 380 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC O.B9 Verl(TL) -1.36 16-17 >304 240 ! BCLL 0.0 Rep Stress Incr VES V4B 0.50 Horz(TL) 0,83 12 rile Na ~ BCDL 7.0 Code IRC2i)Ofi/TP12002 (Matrix) Weight: 132 b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-3 ac purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling dredly applied or 10-0-0 oc txacing. WEBS 2 X 4 HFISPF Stud5TD'Except' WC2X4HFNo.2 REACTIONS (Iblsize) 2=1529105-8, 12=152910-5-8 Max Horz2=-79(LC 6) Max Uplilt2=-168(LC 5), 12=-188(LC 6) FORCES (Ib) -Maximum CornpressionlMaximum Tension TOP CHORD 1-2=D147, 2-3=-5 1 4 714 30. 3-0=~956l375, 4.5=-4927!384, 5$=-4419!341, 6-7=-34531222, 7-8=-3453!227, 8-9--4419!262, 9-1 a~927l311, 10-1 1=-09561301, 11-12=-51471360, 12-13=0147 BOT CHORD 2-18=470!4720, 17-16=,74214558, 16-17=-203/3825. 15-16=-119/3825. 14-15=-18814558, 12-14=-264/4720 WEBS 7-1fi=12512392. 3-18=-128186, 518=0!247, 5-17=-5111120. 8-17=-55!558, 8-18=-728/154, &16=-728!155. 8-15=-56!558, 9-1 5=-51 111 22, 9.14=01247, 11-14=128191 NOTES (70} 1) unbalanced roof live loads nave been considered For This design 2) Wind: ASCE 7-05; 85mph; h=25tt; TCDL=4.Bpsf, BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; eanlitever left and right exposed :end vertical left and right exposed; Lumber DOL=1,33 p191e grip DOL=1.33, 3) This Truss has been designed far a 10,0 psf bottom chbrtl live bad nonconcurtenl with any other live loads. 4) Tfrs Truss requires plate inspection per the Tooth Count Method when lltis Truss is chosen for quaNty assurance Inspedlon. 5) `This Truss has been designed for a live loatl of ZO.Opsf on the bottom chord in ell areas where a rectangle 3-8-0 tall by 2-0-D wide will lit between The bottom chord and any other members. 6} Bearing at)dnl(s) 2. 12 considers parallel to grain value using ANSI/TP! 1 angle to grain formula. Building designer should vedry capacity oT bearing surface. 7) Provide mecharvcal connection (by others) of truss to bearing plate capable of wibrstanding 188 b uplift at joint 2 arM 1661b uplift el join) 12. 8) This Truss is designed in accordance with the 2006 Intemelional Residential Code sections R502. T 1.1 and R602.10.2 and referenced standard ANSIIfPI 1. 9) This Truss is designed for a creep factor of 1.25, which is used to calculate the totai load deflection, Tha building designer shah verity that this parameter fits with the intended use of this component. 10} All dimensions are given in feet-inches-sixtaanms (FF-II-SS) formal LOAD CASE(S) Standard ~ti~1; ~ ~ t-}. ?^~ 1. S: ~ c/y ~~ t a ~1. 1'1 :\ w X fg;f}k' : 12r ; QtQJ 08!0212007 t NARKING:-VERIFY DESIGN P4RIMETERS AND RE 1b ILL NOTES ON THIS TRUSS bR 1W-1NG NOTES BEFORE USE Design valid la use with Miiek comeclors. This design is based aNy upon pararnelers slxwm, and is fa an individual buNding mrrponenl to be inslaNed and boded vertically. Applicability of design parameters and proper incwpmration of component is respOnsibNily of building designer. Brachig shown is fa Fateral support of individual web members oMy. Additional temporary bracing to insure sl~itity doing construction is the responsibNlty of the erector. Additional permanent bracing of the overall structure is the IesponsibNity of the !wilding tlesigner. Far general guidance regantbg fabricatbn, gli~iry control, storage deNvLay er~tbn and bracng coruuft ANSIfTPI 1 Quality Criteria,0S8.89 and SCSI 7 Buil~ng Component Safety Information available from Truss Plate Institute, 593 D'Onofrb Drive, Madison, WI 53719 Page 7 Gf 14 '~Oly ,Ply ;SoundbuiltHomes ! RWM1V 7 I 1 , .Job Reference (optional) 6.600 s Mar 6 2007 MiTek Industries, Inc. Thu Aug o2 10:15:382007 Pege 1 21-1-1 25-ti-12 29-9-7 35-0-0 F 37-0-0 ~ 3-7-1 4-f0-12 3-9.10 5-2-9 2-0-0 Scale = 1'825 ,~`ii .j e+'~ t• ,.7 theTRUSSco, rNC. Page 8 of 14 JoD Truss TfU59 Type '~Dty I, Piy 'Soundburb HOmes I RWIMY 1224A B4 STUDDED TRUSS .1 1 - '~ Job Reference (optional} The Truss Co., Svmner WA /Eugene OR, DNL 8.500 s Mar 13 2007 MiTek Industries, Inc. Thu Aug 02 10:15:39 2007 Page 1 F 2-~ _ 6-6.5 ~ 124.6 _ 17-8.0 22-7-10 ~ 28-5-11 35.0.0 37-0-0 ~~ 2-0-D 6-6-5 5-10-2 5-1-10 5-1-10 510-2 6-6-5 Z-0-O Scale = 1:61.5 4x4 = 5.00 ~12 6 8_11-0 ~ 17-6-0. _,.. 26-1-0 __~ _ 3S~U-O 8-11-0 8-7-0 &7-0 8-11-0 Plate OHSets (X,Y): (2:0.1-i D.0-0.2], [10:0-1-10,0.0-2] LOADING(psf} SPACING 2-0-0 CSI ~ DEFL in (loc) Ildefl L!d PLATES GRIP TCLL 25.0 Plates increase 1 i5 TC 0.48 ~' Vert(LL) 11.35 14-15 >999 380 MT20 185/148 7CDL 8.0 Lumber Increase 1.15 BC 0,74 I Vert(TL) -0.58 i4-15 >709 240 BCLL 0.0 Rap Stress Incr YES Vv6 077 ! Horz(TL) 0.17 f 0 rVa nla BCDL 7.0 Code IRC2008JTPI2002 (MaMx) I WeiOhL 194 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directry applied or 2-9-8 oc purlins. BOT CHORD 2 X 4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFlSPF StudiSTD , OTHERS 2 X 4 HF15PF StudlSTD REACTIONS (Ib/size) 2=1 609105-8, 10=1809!0-5-8 Max Horz2=80{LC 5) Msx Uplift2=-166(LC 5), 10=-188(LC 6) FORCES (Ib) -Maximum CompressidnlMaximum Tension TOP CHORD 1-2=0150. 23=-3113246. 3-4=-2832/212, 4.5=-2755!227, 5-6=2001/188, 6-7=-2D01/188, 7-8=-2755!227, &9=-2832!212, 9.10=•3113!246, 10.11=0150 BOT CHORD 2-15=-22412779, 15.51=-132!2257, 5152=-132!2257, 14-52=-132!2257, 13-14=-712257, 13-53=-7112257, 5354=-71!2257, 12-54=-71!2257, 10-12=-14412779 WEBS 3-15=-357!123. 5-15=•15!524. 5-14=-891/140, 8-14=-68/1155, 7.14=-6911140, 7-12=-15!524, 9-12=J571123 NOTES (t 1) 1) Unbalanced roof live loads have been considered for this design. 2) Truss designed for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurten! with any other live loads. 4) All plates are 2x4 MT20 unless oihelwise indicated, 5} Thls buss requires plate inspecbon per the Tooth Count MelhCd when this truss is chosen for quality assurance inspection 6) Gable studs spaced a12-0-0 oc. 7) `This truss has been designed For a live toed of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 fall by 2-0-0 wide will frt between fife bottom chord and any ocher merttbers. 8) Provide mechanical connecllon (by others} or truss to beaMg plate capable of withstanding 186 Ib uplir at joint 2 aM 1881b uplift at jdnt 10. 9) This truss is designed in accordance with the 20061memational Resldentiel Code sections R502.11.1 and R802.10.2 and referenced stentlard ANSIliPI 1. 10) This buss is designed tar a creep }actor of t25, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11) All dimensions are given m (eat-Inches-sixteenths (FF-II-SS) formal LOAD CASE(S) Standard ;• ,~. •X,1 ~ yr, ~ t,i -;' ~ ~.s 1. r. p~ r4 ... 337 • V 11~ I W 4RNINC' - VERI Fti' DESIGN P4RAMETERS AND READ \I L NOTES ON THISTRUSS DRAWING VOTES IIEFORE USE. Design valid for use with Mltek connectors. This design is based only upon parameters sftowlt, and is for an individual building component to bo instated and k>aded vertically. Applicability o1 design parameters and proper Incorporatlon oT component is responsihltry of building designer. Bracing shown is For lateral suppOR of individual web members only. Additional temporary bracng td irtstre stability dtxtng consWClion Is the tespatsiblNry of the erector Additional permanent bracing of the overaN slmdure is the responsihNtry of the buihTing designer. For general guidance regadirrg Tabdcatlon, gnatry control, storage delivery erection and bracng cansuk ARSIfTP11 Quality Criterta,DSB•89 and SCSI i Bullring Component Safety Information avatalrle from Truss Plate Instbute, 583 D'Onofrb Drive. Madison, WI 53719 ,..eji gyp=" J :_" ~'w~'~ ~: ,;<.t; theTRUSSco_ tr1c~. 4%O = 1J ~l 7L 1Y 1.> » ~v ,c env - 3%4 =' 3x8 = 3~t5 = 3x4 = Page 9 of 14 Job Truss Truss Type Ory ,Ply :Soundhuilt Homes ! RWIMY 7224A B5 MOD. Ol1FFN ~6 S ! ! ~ ~ Job Reference (optional The Truss Co., Sumner WA /Eugene OR, DNL 8.500 s Mar 82007 MiTek Industries, Inc. Thu Aug 02 10:15:402007 Page 1 6-try _-. -_~_ 12-4-6 17-6-0 22.7-10 26-5-11 ~ 35-QO 37-0-0 2-0-0 6-6-5 5-10-2 5-1-10 5-1-10 5-10-2 66-5 2-0-0 Scale = 1:61 5 4x4 = 5.00 12 8 9-11-0 - 8-7-0 8-7-0 8.11-0 Plate Offsets (X,Y): (2:0.1.10,0.0-2j. [10:0-1-10,0-0-2J ~ _ LOADING (psq SPACING 211-0 CSI DEFL in Qoc} Udefl ud ; PLATES GRIP TCLL 250 Plateslncrease 1.15 TC 0.49 ~. Ven(LL) -0.3514-15 >99g 360 MT20 185!148 TCDL B.0 Lumber Increase 1.15 BC 0.74 Vert{TL) -0.56 14-15 >709 240 ' BCLL 8.0 Rep Stress Incr YES WB 077 Horz(TL) 0.17 10 rile Ne ' BCDL 7.0 Code IRC2006/iP12002 (Matrix) ~ Weight: 1371b LUMBER BRACING TOP CHORD 2 X 4 HF Na.2 TOP CHORD Structural wood shealtling directly applied or 2-9-B oc purlins. BOT CHORD 2 X 4 HF Nd,2 BOT CHORD Rigid ceiling directly applied or 10-0.o oc bracing WEBS 2 X 4 HFlSPF StudlSTD REACTIONS (Ib/size) 2=160910-5-8, 10=160910-5-8 Max Horz2=60(LC 5) Max Vplift2=-169(LC 5), 10=-196(LC 6) FORCES (Ib) -Maximum CompressionlMaximumTansion TOP CHORD 1-2=0150. 2-3=11 1 31249, 34=-2632!212, 4-5=-2755227, 5~=-2001/198, B-7=,2081/198, 7-9=-2755!227, 8-9=-2932/212, 9-10=-31131246, 10-11=0150 BOT CHORD 2-15=-22412779, 15.19=-132!2257, 1 6-1 7=-1 32122 57, 14-17=-13272257, 13-14=-7112257, 13.16=-712257, 18-19=712257, 12-19=-71!2257, 10-12=-144!2779 WEBS 3-15=-357!123, 5-15=-15!524, 5-14=691!140, 6-14=19!1155, 7-14=b911140, 7-12=-15!524, 9-f2=357f123 NOTES (9} 1) Vnhetanced roof Ilve loatls have been wnsidemd for this design. 2) Wind ASCE 7-05; BSmph; h=25ft; TGDL=4,6psf; BCDL=4.2psf, Calegdry II; Exp B: enclosetl; MWFRS gable end zone; cantilever leff and right exposed ;end vertical left and rrght exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3} TMs truss has been designed fora 10.0 psf bollam chord five load noriconcument with any other live loads. 4) This Truss requires plate inspection per the Tooth Count Molhod when this buss rs chosen Tor quelily assurance inspection. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 217-0 wide will Ti[ between the bottom chord end ary other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wilhs[en6ng 1 BB Ib uplift at joint 2 and 1 BB Ib uplift at joint 10. 7) Tttis truss is designed in ecwrdence with the 2006 International Residenliet Cotle sections 850211.1 end 8902.102 end referenced standard ANSIlTPI 1. 6) This truss is designed for a creep lector of 1 25, which is used to calculate the total bed deflection. The budding designer shall verity that this parameter TUS with the intended use of This component 9) All dimensions are given in Taet-inches-sixleenlhs (FF-II-55) Tormat. LOAD CASE(S) Standard ",~,'. } 1tq 0 Y ~ . ~ ~ 1 ~ _ _ ~* ~ } ~ ,-J ~.i t. JS~:;r% .W yY,fy:fYT 121141ii$~ 08/02/2007 ! WARNING: -VERIFY DESIGN PAR.AAIETERS AND READ ALL NOT ON THIS TRUSS DRAWING NOTE BEFORE USE. Design valid far use with Mitek connectors. This design is based only upon parameters shown, and is for an Individual Willing component to be lrstailed and loaded vertically. Appficabi6ly of design parameters and proper incorporation of component is responsibililyr of buidltg designer. &acirg shown is far lateral support of indivllual web members only, Additional temporary bracing to insure slahlNly tluring consluctbn Is Lhe responsiWlity of the erector. Additbnal pennanenl bracing of the overall structure is the responsibility of the building designer. Far general gtidance regarding fabrlcatlon, quality control, storage delivery erectbn ant bracing coruult ANSIITPI 1 Quality CriterSa,DS&89 and SCSI 1 Building Component Safety Information avalable Imm Truss Pl~e Institute, 563 D'Onofrio Drive, Madison, IA9 53719 -r* }•a::r tY1GTRUSSCO. INC. 9x0 -. lp lb 1/ 10 13 ltl le 1Z 9]IO = 3x4 -= 3x6 = 3x5 = 3x4 = Jab Truss 1224A B6 Truss Type GABLE The Truss Co_. Svmner WA / Eugene OR, DNL -2-0-0 2.0.0 17-6-0 5.00 12 ~1 Plate Offsets (X Y): [8:D-1-2,0-1-eJ. (1fi.0-2-$Etlge]. (24:0.1-2,0-1-BJ. (420-2-8,0-0-4J 01y ;Ply !1 i I 3x5 = ~a 16 17 _ 35-0-0 Soun~uill Homes I RWlMY Page 10 of 14 ;Job Reference (optional) 8.500 s Mer 8 2007 MiTek IrMusMes. Inc. Tnu Aug 02 10:15:42 2007 Page 1 17-6-0 3~i 2-0.o Scale = 1:61.5 tl¢ LOADING(psf) SPAGNG 3-0-o CSi DEFL in floc) Iltlefl Ud PLATES GRIP TCLL 25.D Plates Increase 1.15 TC 0.54 Vert(LL) -0.06 31 n/r t20 l MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.08 31 n!r 90 BCLL D a Rep Stress Irfcr NO WB 0.11 Horz(TL) 0.D1 30 n/0. N0. BCOL 70 Code IRC2006/TPI2D02 (Matrix) ~ WeigM:2031b LUMBER I TOP CHORD 2 X 4 HF Na2 TOP CIHORD 8-0-0 oc bracing BOT CHORD 2 X 4 HF No.2 (Switched from sheeted: Spacing > 2-0-0). ExcepL• OTHERS 2 X 4 HF/SPF SIUd15T0 6-D-0 oc bracing. 2.16, 16-30 10-0-0 x bracing. t-2, 30.31 BOT CHORD Rigid ceiling directly applied or 100 oc bracing. JOINTS 1 Brace at Jt(s)~ 16 REACTIONS (Iblsize) 2=4351354)-0. 30=435!35-0-0, 45=115!35-0-0, 44=115!35-0-0, 46=11&35-0-0, 47=163135-0-0, 48=160/A5-0-0, 49=16Df35-0-0, 50=160135-0.0, 51=160/d5-0-0. 52=16Q/35-0-0. 53=181135-0-0, 54=159!35-0-0, 55=159135-0.0, 58=188/35-0-0, 43=118135-0.D, 41 =163!35-0-0, 40=180fd5-0.0, 39=16D/35-0A, 38=180135.0-0, 37=160/35-0-0, 36=180!35-0-0, 35=161135-0-0,34=159135-0-0,33=159135-0-0,32=188135-0-0 Max Horz2=-120(LC 6) Max Upiifl2=-102{LC 5). 3~-123(LC 6), 48=-22(LC 5).47=-35(LC 5}, 48=-28(LC 5), 49=-28(LC 5), 50=-29(LC 5), 51=29(LC 5), 52=-28(LC 5), 53=•31(LC 5), 54=-21(LC 5), 55=57(LC 5), 43=-22(LC 8), 41=-37(LC 6), 40=28(LC 8), 39=•28(LC 6).38--29(LC 6), 37=-29(LC 6), 38=-28(LC 8), 35=31(LC 6), 34=-21(LC 8). 33=-57(LC 8}, 32=-1(LC 5) Max Grav2=435{LC 1), 30=435(LC 1).45=115(LC 1), 44=115(LC 1), 46=12D(LC 9), 47=164(i.C 9), 48=160(LC 1), 49=180(LC 1), 50=160(LC 9), 51=160(LC 1), 52=160(LC 9), 53=181(LC 1), 54=159(LC 1), 55=159(LC 9), 56=188(LC 9), 43=720(LC 10), 41=184(LC 10), 40=180(LC 1), 39=160(LC 1), 38=160(LC 10), 37=160(LC 1), 36=180(LC 10), 36=181{LC 1), 34=159(LC 1), 33=159(LC 10),32=189(LC 10) FORCES (Ibj -Maximum CompressionlMaximum Tension TOP CHORD 1-2=DP3, 2-3=-124!36, 3.4=-9Dl52, 4-5=-64!68, 5-6=-39186, 6-7=-341103. 7b=-34!114, 6-9=-9!120, 9.10=-34N 38, 10.11-341155, 11-12=34!172, 12-13=-351189, 13-14=-35209, 1 4-1 5--2 28 20, 15-16=33!196, 16.17=-33!194, t7-18=-22!215, 1 8-1 9=-3511 98, 19.20=•35/170, 20.21=-34!148, 21-22=-34!121. 22.23=-34!98, 23-24=-9171, 24-25=-34!65, 25-26=34!50, 26-27=3513 3, 27.28=-33/11, 28.29=df1115, 29-3~-7BrJ8, 3031=0/73 BpT CHORD 2.58=01137, 55-56=01137, 54-55=0!137, 5354=01137, 52-53=011 37, 51-521137, 50-51=07137, 4950=01137, 489=-01137, 47-08--01137, 4647=D1137, 45-46=0!137, 44-45=01137, 43-04=07137, 42~d3--01137, 4i~2=0/137, 40-41=0/137, 3940=0!137, 38-391137, 37-36=07137, 36-37=0!137, 35-3 6=011 37, 34-35-01137, 3334=01137, 32-33=0!137, 30-32=01137 WEBS 15-45=-9410, 17-44=-94/0, 1448=-101!33, 1347=-135153, 1248=-133/45, 11-09=•132/45, 105.132!45, 9-5 1=-1 3 214 5, 7.52=-132!45, 6-53=-132!46, 5-54=-135145, 4-55=-118!49, 3-58=-1 85148, 18.43=•101/33. 19-01--135154, 2P40=-133!45, 21-39=-132/45, 22-38=•132/45, 23-37=-132145, 25-38=-132145, 2835=-132/46, 2734=-135!45, 2&33=-116149, 29.32=-185!45 NOTES (12) 1) Unbalanced root live bads have peen considered for this design. 2) Wald: ASCE 7.05; 65mph~, h=2511: TCDL=4.Bpsf; 9CDL=4.2pst Category II; Exp 8; enclosed; MWFRS gable end zone; rantiiever left and right exposed ;end vertical left and right exposeq Lumber DOL=133 plate grip DOL=1.33. 3) This Vuss has peen designed fora 10.0 psF bottom chord live load nonconcumenl with any other live loads. 4) All ptales ere 2x4 MT20 unless otherwise Indicated. 5) This Truss requires plate inspection per the Tooth Count Method wharf this truss Ls chosen for quality essuranee inspection. 6) Gable requires continuous bottom chord Dearing. 7)' This Truss has been designed ror a live load of 20.Opsf on the bottom chord in ell areas where a raclengle 3~G•0 tap by 2.0-0 wide will Tit between the bottom chord and any other members. 8) Provide mechanical connectlon {by others) of truss to bearing plate capable of wilhslantling 102 Ib uplift at joirft 2, 123 Ib uplift at joint 30, 22 Ib uplift at jdnt 48, 35 Ib uplift al joint 47, 28 Ib uplift 0.i )oirn 48, 28 b uplft at joint 49, 291b uplpt et Jont 50, 29 fb uplip al joint 51, 28 Ib uplift al joint 52, 31 Ib upliR at Joint 53. 21 D uplift at joint 5d, 57 Ib upllfl al jdnt 55. 22 Ib uplift at join) 43, 37 Ib upFN at joinl4l, 281b uplift at join 40. 28 Ib upptt at joint 39, 291b uplift al pint 38, 29 Ib 1{1111( et Jdnl 37, 28 Ib uplft at tom/ 36, 31 Ib uplift al joint 35, 21 Ib upfip at janl 34, 57 Ib uplift al pint 33 and 7 tb uplift at joint 32- 9) This Truss is designed in accoMence with the 2006 Inlemational Residenfiel Code secllons 8502.11.1 and 8802.70.2 end relerencetl standard ANSI(rPl 1. 10) Design assumes 4x2 (pat orientation) pudins at oc spacing indicated, fastened to truss TC w/2-1Od nails. 11) Tnls truss is designed for a creep factor of 1.25, which is used to calculate dfe total load deflection. The building designer shall verify That this parameter Ms with the intended use o} ibis component. 12) All tllmensions ere given in feel-inches-sixteenths (FF-II-SS) formal. LOAD CASE(S) Standard 1WARNfNGr-VERIFYDESI NP1 1M T RSANDR 0.D1 NOTES NTHtSTRUeSDRAW7NGNOT cBEFOR USE. Design vafd for use with Milek connectors. Thjs doslgn is based only upon parameters shown, end's fa an indiv~ual bulldog canporlent to De irslalled 0.M boded vedicdlly, AppBcabilily of design parameters and proper irroorporalion of component is responsiDilly of blilding designer. Bracing shown is far lateral suppod of individual web members only. AddiBonal temporary bracing to insure stability during corfslructron is the resporslDdity of the erector. AddiDoflal permanent bracing of 81e overall structure is the responsibiliy of the building designer. For general guidance regarding fabdcation, quality contra) srora3e delivery erection and bracing consutl ANSIItPI 1 Quality Criteria,DS6.89 and BCSI 1 Building Component Safety Information available from Truss Piste IrtstiDlte, 583 D'Onofdo Drive, Madisbn, Wt 53719 08!02/2007 kheTRVSSca, tJac. 3x3 - 70 ~ 74 7J JL Jl 5V 40. 9ti qr 4b V q4 93 4L 9l 4V stf Jtl Jr 3C :f~ 34 3J 3L J%J = 5x5 = Job Truss 1224A HRt The Truss Ca.. Sumner WA f Eugene OR. DNL Page 11 of 14 Truss Type qty ~ Ply SounobuiR Homes 1 RWIMY HIP RAFTER .2 ~ 1 ; _~ Job Reference (opdonan ~~ 6.500 s Mar ~8 2007 MiTek lndusides. Inc. Thu Auq 02 10:15:432007 Paqe 1 1.7 ~i~ H a-o-tz sa-2 LOA DING(psq SPACING 2-0-0 CSI ~ bEFL in (loc) Ildefl L!d I PLATES GRIP TCLL 25,0 Plates Increase 1.15 TC 0.61 Ven(LL) -0.04 2 7 >999 360 i TCDL 8.0 Lumoerlncreese 1.15 BC 0,00 Ven(TL) -0.05 2-3 >999 240 BCLL D.0 Rep Suess loon NO WB 0,00 '~ Horz(TL) -0.00 3 Ma rife ~ BCDL 7 a Code IRC2006lfP12002 (Matrix) Weight: 101b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Slrucluret wood sheathing directly applietl or 5-7-2 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ibfsize) 3=124IMecharnral, 2=42610-4-75 Max Horz2=78iLC 3) Max Uplilt3=-2B(LC 3), 2=-154(LC 3) FORCES (Ib) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=0155, 2-3=-66!25 NOTES (8) i) Wnd: ASCE 7-0$ 85mph; h=25R; TCDL=4.Bpst, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable erw zone; taMiiever IeR and right exposed ;and vertical left entl right exposetl; Lumber DOL=1.33 plate grip OOL=1.33. 2)' This truss has been designetl for a live loatl of 20.Ops! on the bottom chortl in all areas where a rectangle 3.6A tall by 2-0-0 wide will fit behvaen the bottom chord antl any other members. 3) Refer to girder(s) for truss to truss conneGions. 4) Provitle mechanical connection (hy others} of truss to bearing plate Capable of withstanding 28 Ib upiiR al joint 3 and 154 m upliR alJoinl2. 5) Beveled plate or shim feQURed to provide full hearing surface with truss Chord a[ joint(s) 2. 6) TNS buss is designed in aCCOrtlanca with the 2006 Intamattonai Residential Code secllons R502.11.1 and R802.10.2 and referenced stantlartl ANSIfrPI 1. i) TMs Truss is designed for a creep factor of 1.25, which is used to calculate lha total Idad deflection- The building designer Shall verity that this parameterfits wdh the intended use of This component. 8) All dimensions are given in feet-inches-sixteemhs (FF-II-SS) formal. LOAD CASE(S) Standard I~t~ ~. 1. '. .. ~j f 'F. L' - 08/02/2407 I WARNINGr-VERIFY DESIGN PARAIN TL'RS \NU READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE Design valid fa use with Milek connectors. This design iS based Doty upon parameters shown, and is for an individual bui(tlinq mmponent t0 be in,Valled and loaded vemically. Appgcahilily of design parameters and proper incorporation of compalerll is responslMlity of but7ding designer. Bracing shown is fix Valera! slgpod of individual ureb members dnty. Additional temporary bracklg to insure sfabiiity dudng ransttuclion Is the respons~ility of fhe erecbr. Atltlttbnal permanent bracing of the overall slruolure 'is the responsepity of the building designer. For general guidance regarding fabrication, quaity contra, storage delivery e2Ctpn and bracing rutsuk ANSgTPI 1 (htality Criterla,DSB-&9 and SCSI i Bulldog Component Safety Information avaXabie from Truss Plate Institute, 5B3 D'Onohio Drive, Manson, WI 59719 - v cs>: theTRUSSco. ttac 2-9-15 5-7-2 Job Truss 1224A J22 The Truss Co., Sumner WA! Eugene OR, DNL Page 12 of 1a Truss Type ~Oly !Ply SoundbuillHomes ! RWMIY JACK 12 1 i Jab Rekrence (optioned 6.500 s Mar 8 2007 MiTek Industdes, Inc. Thu Aug 02 10:15:43 2007 Page 1 Scale = 1:8.5 1 i-11-11 0-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in {loc) IIdeO Ud ~ PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 VeA(LL) -0.00 2 >999 360 it MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.08 VeA(TL) -0.00 2< >999 240 I BCLL 0.0 Rep Stress Incr YES 1MB 0.00 Horz(TL) -0,00 3 nla rile I BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight 71D LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-/ 1 oc pudins. BOT CHORD 2 X 4 HF15PF StudlSTD BOi CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (IbJsize) 2=28110-3.8, 4=1310-5-8, 3=-7/Mechanical Max Hd22=54(LC 5) Max Uplifl2=-100(LC 5), 3=-7(LC 1) Max Grav2=281(LC 1). 4=33(LC 2), 3=15(LC 5) FORCES (Ib)-Maximum Corr~ressionlMaximumTension TOP CHORD 1-2=0149, 2-3=-5415 BOTCHORD 2.4=0b NOTES (9) 1) Wn8 ASCE 7-05: BSmph: h=25ft; TCDL=4 8psf, BCDL=4.2psf; Category II', Exp B; enclosed; M WFRS gabla end zone: cantilever left and rlghl exposetl ;end vertical left and right exposed: Lumber DOL=f.33 plate grip ODL=1.33. 2) THs truss nos been designed for a 10.0 psi bottom chord live load nonconwrrent with any other live loads. 3} This truss requires plate inspection per the Tooth Count Method when This buss is chosen for quality assurance inspection. 4 } 'TMs buss has been designed for a live load of 20.Opsf on the Dotlom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members. 5) Refer to girder(s) for Wss to truss conneUicns. 8) Provitle mechanical connection (by others) of truss to Dearing pate capable of withstanding 1001b uplift al joint 2 and 7 Ib uplift al joint 3. 7) This truss Is designed in accordance with the 2006 Intema4onel ResidaMial Coda sections R502.1 f.1 and RB02.10.2 and referenced standard ANSIRPI 1. B) This truss is designed for a creep factor of 7.25, which is used to calalale the total load deflection. The building designer shall verify that this parameter fRs with the intendatl use of Ibis component. 9) All dimensions are given in Teet-inches-sixleemns (FF-lI-SS) format. LOAD CASE(S) Standard ! WARNING! - V GRI Fl' DESIGN 1'.4 RAMETERS AND READ .4LL NOTCS OM "fH IS TRUSS DRAWING MOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an IndiuWual binding componek to De inslaned and loaded vert~aly. Applicability of design parameters and proper incorporation of compdnent Ls responsilinity OF bunding designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to Itistire stability during construclbn is the lesponsibfnry of the erecar. Additional p6nnanent txacing of die overall stmclure is the responsibidty of the building designer. For general guidance regarding fabdcatbn, quality control, storage denvery erection and Drafting consuk AHSUTPI 1 Quality Criteria,DSB~89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Orafrb Drive, Madison, 4M 53719 ti ~~ -~ ~e~~, ~- j` :~ ,..• tj ,o ,tgrti~ ~: oa~o2r2oo7 l ~~' .tc< - theTRtlSSco. tNC. Job Truss 1224A J42 The Truss Co.. Sumner WA 1 Eugene OR. DNL PBge 13 of 14 Truss Type ay ~ ,Ply Soundbuilt Homes ! R W1MY JACK 2 1~ ~. Job Reference {optional) 8.50d s Mar 6 2007 MiTek Intlustries, Ina Thu Aug 02 10:15:43 2007 Pege 1 9.5 ~m `? 5 7-11-11 2-0-5 LOADING(ps~ SPAC{NG 2-QO CSI ~ DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25,0 Plates Increase 1,15 TC D.33 Vert(LL) -0.02 2.4 >999 36D MTZO 1651148 TCDL 8.0 Lumber increase 1.15 eC 034 VeA(TL) -0.03 2-0 >999 24D BCLL 0.0 Rep Stress Incr YES VVB 0-00 ~ Horz(TL) -0.00 3 nla Ne BCDL 7.0 Cotle IRC2006lTPIZDDZ (Matrix) i Weight: 101b COMBER BRACING TOP CHORD Z X 4 HF No.2 TOP CHORD Structural woad sheathing directly applied or 1-i 1-11 oc punins. ROT CHORD 2 X 4 HFlSPF SludfSTD ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (IDlsize) 2=2 9510-3-8. 4=271Mechanicel, 3=-71Mechenical Max Horz2=54(LC 5) Max Upliil2=-92(LC 5). 3=-7(LC t) Max Grav2=295(LC 1), 4~6(LC 2). 3=15(LC 5) FORCES (Ih) -Maximum CompressionlMaximum Tension TOP CHORD 1.2-0149, 2-3=-5415 BOT CHORD 2-4=010 NOTES (10) 11 Wind: ASCE 7-05: B5mph; h=25R; TCDL=4.Bpsf, BCDL=4.2psF, Category 0; Exp B: enclosetl; MWFRS gable entl zone; cantirever left and rght exposed ;end vertical IeR and right exposed; Lumber DOL=1.33 plate gdp DOL=1.33. 2) This truss has been designed fora 10.0 psf Doltom chord live loco rgrlCOncurcenl with any ether live loads. 3) TMs truss requires plate inspeGion per the Tooth Count Method when this Iruss is chosen for quality assurance inspeQion, 4) • This truss has been designed for a live loatl o120.Opsf on the bodom chord in all areas where a rectangle 3-6-0 tat by 2.0-0 wide will fit between the bolfom chord and any other members. 5) Refer to girtler(s) for truss to truss connections. 6) Refer to geder(s) for truss to truss connectrons. 7) Provide mechanical connectlon (by others) of trans to bearing pale capahle of withstanding 92 1D up1iR al joirri 2 and 7 ID upliR at john 3. B) This truss is designed in accordanea with fhe 2006 Intemalionel ResidenDal Cotle sections R502.11.1 and R802.10.2 end referenced standard ANSIRPI 1. 9) This truss is designed for a creep factor of 1.25, Which is used to calculate the total load deflection. The Duilding designer shell verify that this parameter fits wph the intended use of This component. 10} All dimensions are given in feel-inches-sixteenths (FF-II-SS) format. LOAD CASE(S) Stantlard I ~{'ARNINC!-VERIFY DESIGN PARAAIETFRS AND READALL NOTES ON THI TRI~SS DRAWING NOTES BEFORE USE. Design valid for tfse with Mitek connectors. This design is based Doty Ikon parameters shown, and is for an individual building component to De ktslalled and loaded vertically. Appi~ability of design parameters and proper incorporalarf of component Is responsit>illTy of blrild{ng desgner. BraCRlg shown is for lateral suppoA of indaidual web mernDers only. Addlltonal temporary bracing to insure slabilry during cOnslruction is the responsiDifly of the erector. AadiDOnal pemunenl Orating of the overall structure is the responsibility of the buid'mg designer. Far general guidance regarding fabrlcatian, quality cdnird, storage delivery erection and Dracing consult ANSIIiPI 1 Quatiry CAteria,DS&89 and BCSI 18uilding Component Safety Information available Irom Truss Plate Institute, 583 D'Onofrlo DrWe, Madison, N1153719 ~~- _.~ `x~1`"~-.~ `~. {'-wit * ~. ~• !.i ,c tali t - `i' 155 ~Zr.:J~ S1.y„`i ~'~r`. lrf~'ti.~i,t~' 08!02/2007 ~'~. } S:" ;~ ,..+ theTRVS3co, fNC. ~_n_n 1_41_ti 3 ~_n_5 Job Truss 1224A J44 The Truss Co„ Sumner WA / Eugene OR. DNL 1 Truss type JACK ION 10 4-0-0 LOA DING (psi} SPACING 2-0-0 CSI ~ DEFL in (bc) I/deft LM PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 ( Vert(LL) -0 Ot 2-4 >999 360 MT20 185li48 TCDL 8.0 Lumber Increase 1.15 BC 0.32 , Vert(TL) -0.03 2~ >999 240 BCLL 0.0 Rep Stress Incr YES VvH 0.00 Horz(TL) -0.00 3 nfa n!a HCDL 7.0 Cotle IRC2008/rP12002 (Matrix) Weight: 12 ID LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SN~ctural wood sltealhing directly applied or 4.0-0 oc pudins. BOT CHORD 2 X 4 HF/5PF StutllSTD BOT CHORD Rfgitl ceiling difecly applied or 10-0-0oc bracing. REACTIONS (Ib/size) 3=85lMechanical, 2=33310-3-6. 4=27lMeehanical Max Horz2=77(LC 5} Max Uplift3=-23(LC 5j, 2=-91(LC 5) Max Grav3=85(LC 1}, 2-333(LC 1). 4=84(LC 2) FORCES {Ib)-Maximum Compression/MawmumTension TOP CHORD 1-2=0149, 2-3=b7/24 BOT CHORD 2-4=010 NOTES (10) 11 Vyind ASCE 7-05; B5mph; f~25ft; TCDL=4.6psT; BCDL=4.2psf, Category II: Exp B; enclosed; MWFRS gable end zone; cantileverleft and right exposed ,end vertical left end right exposed', Lumber DOL=1.33 plate grip pOL~1.33, 2) This Iruss has been designed fore 10.0 psf bottom chord live load norK;oncumenl with any other IWe loads. 3) This Iruss squires plate inspection per the Tooth Count Method when leis truss is cttOSen for quality assurance inspecdan, 4)' This truss has been designed for a live Iced of 20 Opsf on Ne bottom chord in all areas where a rectangle 3.6.0 tell by Z-0-0 wide will fit between the bottom chord and any other merroers. 5) Refer Io girder(s) for truss to truss conneclans. 6) Refer to girder(s) For Inns to truss wnneclions. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib upiR et joint 3 and 91 Ib upBR at font 2. 8) This truss is designed in eccortlanre wRh the 2006 Inlemational Residential Code sections R502.1 L1 end R602.10.2 and rcterenred standard ANSIlTPI 1. 9) This truss is designed for a Creep factor of 1 25, which is usetl to calculate the total load deflection. The buiding designer shell verify Ihet this parameter fits wit the intended use of this component. 10) All dimensions are gven infeel-inches-sixteenths {FF-II-55) format. LOAD CA5E(S} Standard Scale = 1' 12.2 08/02/2007 1 W ARNINC' -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE Design valid for use with Milek connectors. This design is based only upon parameters shown, and Is for an individual buiding cromponertt to be erstaAed and loaded veAicaRy. Applicability of design parameters and proper incorporation of compbrtent is responsilwllly of buildng designer. Bracing shoym is for lateral support d individual web members onry. Additional temporary bracing to insure stability during construction is the respOnslb'lily of the erector. Additronal permanent bracing of rite overaN structwe is the responsibility of the building designer. For general guidance regarding fabrication, quality control, srorage delivery erection and bracing cansull ANSIRPI 1 l]uality Criteria,DSB-gg and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Orwfrb Dove, Madison, WI 53719 Ply $OUntlbr111tHDn1e5 ! RWlMV Page 14 of 14 1 Job Reference (oplionaq 6.500 s Mer B 2007 MiTek Indusldes, Inc. Thu Aug 02 10:15:44 2007 Page 1 `iii. .r ° ~- '-k1 theTRUSScO [NC:.