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07-0305 Permit Pkg 090407~i ~' L-' ~,. ~I :. C~ :`~ ---., '' ~ a® ~'~~ m.... :_ ~_ ha`w` ~~~: ,y W Q ~ G. a ~ a O /D ~ V W Z Q ~ U_ LL m H I ~ ~ U J J ~ a O W F-' ~ V W N '~ Q rn c v .~ m a~ a~'i ZQ N N c c 3 3 00 .Q 7 Z c ~o a~ E Z E N a rn c .~ m co E a~ 0 0 N N_ (0 .~ N ~ C N u~i o ~ c`o U c U Q Z U' iii c o a~ :-. ~ U ~ _U Q. O ~ ~, U O c ~ ~ N c ~ ~ ~ Q ~ DO a~ c~ L d U_ ~ U ~ C ~ O ~ U U N m ~o~, -c U ~ N rn~ N c N ~_~.>_ U C m O ~ ~ w C ~ ~~U _~ o ~ ~ °' rn '~ o t ~ti w. ~ ~3 ?~ c U ~ ~ ~ ~ N •Q ~ of E ~ ~ U Q ~ C O ~ 'N ~ U ~~ao ~ ~- UUQ ~~ ~~ I- r _~.. _~.9 ~~'~X F '~y' ~.: z°~"a °..: City ~r Yelm Community Development Departmetrt Building Division Phone: (360) 458-8407 Fax: (360) 4583144 Applicant: Name: Sound Buitt Homes, Irrc. Address: P.O. Box 73790 Property Information: Site Address: 16619 91st Ave. SE Assessor Parcel No. 635400073 Contractor Information: Name: Sound Built (tomes, Irrc. Address: P.O. Box 73780 Contractor License No: SUNRIH1005f~d Project Information: Project: Mountain Sunrise, Division dl Description of Work: Plan 1555, lot 73 Sq. Ft. per floor: {1st} 1379 (2nd) 936 Heat Type (Electric, Gas, Other}: GAS Fees: ttem Building Permit 100-SOOk Buildirxd Plan Review Mechanical Permit Plumbing PermR Sewer Inspection Water ERU Water Meter (SFD) Consumer Dep Traffic Facilities Charge State Building Fee Fire District Impact Fee Sewer ERU (LID) TOTAL FEES: applicant's Affadavit City: Puyallup Subdiv~ion: Mountain Sunrise, Div. U Contact: Dye, Kelli Cily: Puyallup Expires: 09/27t~06270 (3rd) 0 Garage 472 Phone: 253-848-0820 State: WA Zip 98373 Lot: 73 Phone: 25348-0820 State: WA Zip: 98373 Business License: Basement 0 Item Fee Base Amt Unit Fee Unit Rate kkkr. Units Unit Desc 1,642.23 993.75 648.48 5.6000 1158000 $1,000 1,067.00 0.00 0.00 0.0000 0.0000 78.25 0.00 0.00 0.0000 0.0000 118.00 20.00 98.00 7.0000 14.0000 Facture 145.00 0.00 145.00 145.0000 1;0000 ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU 300.00 300.00 0.00 0.0000 0.0000 90.00 40.00 0.00 0.0000 0.0000 757.50 0.00 757.50 750.0000 1.0100 Pik PM Trip 4.50 4.50 0.00 0.0000 0.0000 601.99 0.00 601.99 0.2160 2,787.0000 square foot 2,927.00 0.00 2,927.00 2,927.0000 1.0000 ERU 59,231.47 I certify that I have read and examined the information contair~d within the applicat~ and Iotow the same to be true and correct. 1 also certify that the proposed structure is in confforrn'tty with aii applicable City of Yelm regulations inciudi those governing zoning and land subdivision, and in addition, all covenants, easements and n ~~of record. If applying as a contractor, I father certify tt~at I am currently regi~ered in the`S e o ashington. ,..~ Signature p / ~~ Date Firm .~/~/L/1~I~~/G- ~/YI / ~^ ~/~.~_ Permit No: BLD-07-0305-YL Issue Date: 09/04/2007 (Work must be started within 180 days) Receipt No: ~ ~~ '73 # Sets of Prirrts: Final MspectDotr: Date: S 2 ~ By: r.. ` :.., O Z t- a w V w c~ w ,~ o~~~~ ~7 7 7 ~ N n a ;J Q CO d ~ ~^ ~~c ~o 1./ ~= `µ1E f i~¢ ~ z ~~' c~ z ~ H Z A '~ w fs7 ~a U W x v r ~r z~ O N ~ ~ Q M p r z ~ vm w to ~ ~, a r ~ m E ~ W ~ c~ Q ~ ~ o O~ Cq m U z H c+7 r tJ] ~"7 W o0 ~, ~o ox~~ I.L H ~ oar --{ M w~r0+ w CQ ~C ,a 2 Z ~ ~ O O ] v~aw w E z w c~ r a a a a 0 A w z 0 E a H x E Q W a A z a x 0 E A z Q W 0 x H W z H ~I zi Q. H A' W W Q a~ a~ 01 ~ a, .--1 ~ ~o ~o ,.,~ 1 E IH w plan #1555 CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: 16619 91st Avenue sE SUbdIVISIOn: Mountain Sunrise Parcel #: 63540007300 LOt #: 73 Zoning; Residential x New Construction Re-Model / Re-Roof /Addition Home Occupation Sign Plumbing Mechanical Mobile /Manufactured Home Placement Other Project Description/Scope of Work: crew, wood framed, single family residence. Project Value: Slso,47s.oo Building Area (sq. ft) 1St Floor 1379 2"d Floor 935 Garage 47z Deck o Basement o Carport o Patio loo # Bedrooms 5 # Bathrooms? ~ 5 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 xomes, lnc. ADDRESS po Box 73790 EMAIL CITY pul'a~di2 STATE wA ZIP 98373 TELEPHONE 253-a4a-oazo ARCHITECT/ENGINEER Gerry slick Designs LICENSE # ADDRESS 1944 Pacific Avenue Suite 307 EMAIL CITY Tacoma STATE wA ZIP 9a4oz TELEPHONE 253-573-1562 GENERAL CONTRACTOR same as owner TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # SOUNDBH075BM EXP DATES/osCITY LICENSE # PLUMBING CONTRACTOR Rick the number TELEPHONE 253-847-7239 ADDRESS po Box 79z EMAIL CITY Graham STATE wA ZIP 98338 FAX CONTRACTOR'S LICENSE # Rlcxpc7o3zRN EXP DATES/OeCITY LICENSE # MECHANICAL CONTRACTOR sound xeatincr TELEPHONE 253-875-3350 ADDRESS 5526 la4th street E, suite A EMAIL CITY puvallup STATE wA ZIP 98375 F/.~( 253-875-0285 CONTRACTOR'S LICENSE # SOUNDHAO66BM EXP DATEa/o7CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 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. ~ (,=.11' I Il (~(,~L 7/ 5/ 0 7 Applica 's Signature Date Owner /Contractor /Owner's AgentY-C'ontractor'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 Auenu.e West (360) 458-3835 PO Box 479 (360) 458-3144 FAX Yelm, WA 98597 www.ei.yelm.wa.us o m ~ C N Om O I , O~ ~ I ~ ti O ` O I v CD ti O m _ . N u7 r- D O I v r ~~ ~ U ~ J O 1 MC ~ O ~ I ~ O N ` ~ C'') O O O I ~ p ~ o~S O st ^- I N _ ~ 7 w CO O O u7 O ^ I f• ~ C''1 ~ \ C'') N (D ~ O p ti ~L ~ 0 \ ~ ~vm ~ ~ rn 'C'07 \ O O ¢ \ I ~ C' 7 V7 O ~ I ~ p G~07 ~~ I ~m~ O ~~ .. O ~ I ~ -- ~N O J ~ .. ~ ~ •• y !~ U O C /J I 1 ~ J ~ I ~ y 1 pY d ~ + J Y I U +', I Q1 fn CD ~ . Z y I O J ~G U 1 ,~ ~•'~ I U ++ ~ J L N +~ 1 t0 N ~ ~ ~ ~ ~ I y ~ I C ~ O i Z ~ I ~~~ ~ p ~ Z 3 ~ Z3 b O ~ ~N U I O U OL U I w ~ ~ 0 fU O¢ U I 1-+t I ~--~ ~ fl C~ ~~ N I Z O Q 3 ~ O /- ~ ^ F- Q U ~ ~0 ~ C"~7 N Q = ¢S N ~ U N I ~ y N H,~ ttZ ~ cJ7 ~ ~ ~ F-- i N Od w - c'7 O '""' ~-+ ~ ~, ~. j ~.~ C 7 I J ~ F-+ I OZ O z ` ~ Z ~ Y C~ w t+ Z ~ ~ O O rno z rn+' o ~ ~ ~~ o rn N o ~ m v ~ ++ ~~ o +-~ n ~v c n a ¢ o n I ~ G I _ _ ( ~r _ _ ~ 1 d d U t y U y I U 47 i J CJ7 T y U ~n U c-' U I O U V ~ ~ y I, ~ ° N v I y c-' r- y I ~- c: y oc -- z ~ s o ~ ~ ~ ~ ~ ~ ~ •- F- z~ - ~ ._ oa cn 0 ~,; _~, ` h~ Cit f Y l ' ~` J ~, y o e m ~~ ~ ~. , ~. Community Development Department '.,~: Building Division Phone: (360) 458-8407 Fax: (360)458-3144 Permit Fees Schedule Permit No: BLD-07-0305-YL Applicant: Name: Sound Built Homes, Inc. Phone: 253.848-0820 Address: P.O. Box 73790 City: Puyallup State: WA Zip 98373 Project Information: Project: Mountain Sunrise, Division II Description of Work: Plan 1555, lot 73 Site Address: 16619 91st Ave. SE Assessor Parcel No. 63540007300 Fees: Item ------------------------- Acct Code -- Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k ------------ 032 001-322-10-00 ----------- 1,642.23 ----------- 993.75 ----------- 648.48 ----------- 5.6000 ---------- 115.8000 ------------- $1,000 Building Plan Review 100 001-345-83-00 1,067.00 0.00 0.00 0.0000 0.0000 Mechanical Permit 032 001-322-10-00 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 032 001-322-10-00 118.00 20.00 98.00 7.0000 14.0000 Fixture Sewer Inspection 805 412-343-80-00 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 715401-343-80-02 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 712 401-343-80-01 300.00 300.00 0.00 0.0000 0.0000 Consumer Dep 740 402-389-00-00 90.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 420 120-345-85-00 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 Fire District Impact Fee 105 001-345-85-00 601.99 0.00 601.99 0.2160 2,787.0000 square foot Sewer ERU (LID) 802 412-343-50-01 2,927.00 0.00 2,927.00 2,927.0000 1.0000 ERU TOTAL FEES: $9,231.47 O 6'x8-Yz' STEP TA K (5' MINIMUM FROM F00 ~ G/PORCH) I ~ 31 \ ' U ~ I ~ ~ ~~ / ~~ ~ ~~ ~ ~ ~ i i .~ ,~ ~ ' i~ o 1 .. N ~ I ~~ , ~~ , ~~ __ C^NTACT INF^ KELLI; C253) 848-0820 N^TE~ 1, MAINTAIN 10' BETWEEN STRUCTURES 2. RO^F RUN^FF T^ BE TIGHTLINED T^ DRYWELL 3, DRIVEWAY APPROACH TO BE BR^^M FINISHED 9~gT ~ VE S.E. _ %_~ c,S°' S7g. S148~' ~~ 40.00' ~ -' 9' 1$. ~-- _ ... '~'ununEs ~ a .' : ~ .. ~ EASEMENT I Or ~- `~ ' 1 ~ j N PLAN # ~ 1 ~ N 1555q_2CAR 'm is'~ ~ ' o tt, ~ _ , z ~ ~ L _ _ ~ ~ ~ _ r _ 25' BSBL - - ~ ~ ~; ,~,~~~ ~s~ss1~~ ~~ lu k ~ 49.28' ~~\ ~ ~ ~~ ~ ~ F os / ~ FO ~o ~ oo so 00 `~~o _ '~~'i ~: tv ~ ~ r) / I f .mom mss' C . _ • SOUNDBUILT HOMES, INC. P.O. Hl1X 73790 PUYALLUP, WA 98373 PHA (253) 848-0820 FAX. <253) 539-0514 MOUNTAIN SUNRISE, LOT 73 CITY OF YELM 16619 91ST AVE SE YELM, WA PARCEL q SCALE+ 1'=30' DATE+ OS-21-07 ., 6'x8-Y2' STEP TA K (5' MINIMUM FROM F00 ~ G/PORCH) I ' U : l ~~~ ~~ i ~ i i I ~ ~t I ~ r f, 1 ~ ~' r~ ~ r ,~ ~ -- , 3 - 9~gT'4 VE S. _ _~/C~wi /_~ ' L 1 '" ` 40.00~~ 4_ . . 18' ~~ 7~ ~ ~ a: ~ . ~;~ -L.--~ o ~~ o 0 10' UT/L1 f EASEMENT icn: 1 ' o j ~ PLAN # m o l 1555A-2 ~ ~m z ~ CAR ~~ 15 ,o ,, ~~. . ,, / ~ - - r 2s esei - - ~ r 1 s s14s'~ ' 64.87' I I ~ i \ `, ~ \ / ~ ~ _ _ ~ , _.~_ ~ ~ C^NTACT INF^ KELLI~ (253) 848-0820 N^TE: i. MAINTAIN 10' BETWEEN STRUCTURES 2. R^^F RUN^FF T^ BE TIGHTLINED T^ DRYWELL 3. DRIVEWAY APPR^ACH TO BE BR^^M FINISHED AEG ~~~~(.~ ~ ZDDI APR VED c-- ...,,,~ • SOUNDBUILT HOMES, INC. P.^. BOX 73790 PUYALLUP, WA 98373 PHA C253> 848-0820 FAX: C253) 539-0514 MOUNTAIN SUNRISE, LOT 73 CITY OF YELM 16619 91ST AVE SE YELM, WA tCEL # SCALE: 1'=30' DATE: 08-21-07 CITY OF YELM INSPECTION LOG PROJECT Mt. Sunrise, lot 73 PERMIT NUMBER 07-0305 ADDRESS 16619 91St Ave SE SET BACKS Date: 9-26-07 Corrections UNDER FLOOR ® Corrections DRY WELL ®_ Corrections 10-11-07 FOOTING REBAR _ _®Date:_9-26-07 WALL REBAR ®Date: 04-07 Footing ^ 12" ®16" Other Wall ^ 6" ®8" Other Required vents_ Corrections COMBINED FRAME/ EXTERIOR SHEAR WALL INSPECTION Hold downs ® 12-10-07 Shear Nailing ® 12-10-07 Frame ® 1-14-08 Gas/Propane _ ® 12-28-07 Plumbing ® 12-28-07 Mechanical _ ~ _ 12-28-07 Corrections: _UG-plumbing 10-9-07 INSULATION ®Gas ^Electric ^Other Foam and Seal ^Vapor barrier ^PVA Corrections: 1-14-08 SHEET ROCK/SHEAR WALL NAIL Corrections: 1-17-08 FINAL ®Sewer Final ®Electrical ^ Civil Final ®Address ®Insulation ^ Site Drainage ^Landscape Final ®C of O ^ Sidewalk 10- Correections: 5-12-08 ~~'p~ THE pA ,.®,.. a ~i YE LM 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 PERMIT NO. ~~~-5~~i1'Fd` ~ violations of the City of Yelm and/or State laws governing same: `~Yc>v~~ ~~~ ~~ ~S / ~ ~S Z 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 Z ~ ~7 spector 4 ~~ THE p~ w ,~ ~~, City of Yelm a ~' Community Development Department 105 Yelm Avenue West -P.O. Box 479 Yelm, WA 98597 YE LM """s"'"°T°" (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: ~o i^. Z vyt ~A- ~ ~~~~,~' . zT ~,~.~ i~ mss f~e ~ ~e ~c o ~' Gv~ w ,'l/ ~-,/-~ ~ ~ ~'o PERMIT NO. ~ ~ ~'h ~ 7~ ~;. p ~c~ a~o~s ~~, ~" Vh~;T 1o v'. ~ ~ v,`se o~i~e /'~v d" /'~a-i . 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 9 ~G d spector FROM :YELM SEWER DEPT. FAX N0. :360-458-f3166 May. E1 ='008 08:1EAM P1 ~° f~~ FAX T~~S~.ISSYUI~I ~~~ N CITY OF YE~M ~' "~°'r'~ P.U. BUX 479 - 931 NP RUA~ N~, yE~~, VIA 98597 360-458-811 ~'AX 360-X58-81 b6 TU : G-~ -~ ~rl~N ~~ AX#: rrom: ~}~pY DATI/: 5 -- J ~ ~ ~- I7,AGBS: ~ , irzcludir~g this Laver sheet ~ub~ect: }~Qu~~ ~)Nf1C., yy, j Sl~i~~tSL~ CUNIIVIE~JTS: L. c~ r `7~3~ 1 ~(~!d } 9' ~ ~ s r ~p~~, ~ . 5, ~ . D 3 -331 ~.~~c~ *"` if~you do ilol receive all copies or any copy is not le~ibic, please call (_i6~) 458-aai t ~s soon as possible. MAY-01-2006 16:16 Cir,y of Yelrn Public Works 360 456 6417 P.01/01 City of Yelm Public Works Department 901 Rhoton Road P.O. Box 479 1'elm, WA 98597 (3G0) -158-890G Fax: (3G0) 958-841; DATE: ~~~~ DEVELOPMCt'JT: BUILDER'S N.,~ME: LOT #; ~'~ COMMENTS: NEW HOME FINAL ADDRESS: ~ I ~~ ~, o --, (,~ ce, r ~- ~----.~ INSPECTED Li'~!: Date: ~~ ~ - d o John ivcy o Edward'.3mith (~ Tim Rari~:k ~;,-"/ TOTAL P.01 JAN-9-2008 00:34 FROM:SECaA ENGINEERS 360-886-1016 Ta:12535390514 P.1 SEGA Engineers Structural & Civil Consulting Engineers January 9, 2006 , M T>nes (~ ~~ wary ~~ To: Building Official ~k+ ~ _ City of Yelm ~ ~ ": , From: Greg Thesenvitz, PE R~;,~ ~ t `~ Principal '~~,vnL~', .3~. ~=~~"~!~ Re: Soundbuiit Homes Residen is ro~ec . Plan No. 1555 Mountain Sunrise, Lot 73. ' ,_., r SEGA Engineers has provided structural engineering including lateral loads analysis, shear wall design, and framing calculations for the subject project. We have been asked to review two as-built conditions. The interior column at the garage has been eliminated. The single floor beam has a span of about 22.5 feet and we recgmm~nd using a 5'/8 x 15 glu-lam beam. • The approved plans at bedroom #4 show,13/4" Ivl joists below the window trimmer studs. The wall above is .non-beading' as it is below a parallel girder truss and the use of regular floor joist is acceptable. Please address any questions to SEGA Engineers. Cc: Kelli Dye, Soundbuiit Homes File 95-147 r~~~., 22939 SE 292°d Alace Black Diamond, Washington 98010 (360) 886-1017 STRUCTURAL CALCULATIONS FOR THE SOUNDBUiLT HOMES RESIDENTIAL PROJECT Plan No. 1555A August 1, 2007 . ` ~~' ~,• ~1`~i~S+L, • ,a ,r ~~t; . '~.. 4 ". C r ~ ~~`y~ ~.• .....»5 Job No.: 95-1 `~'"` ° ~' Location: Yetm shington SEGA En ineers Stiniettual & Civil Consulting Engineers 22939 $E 292nd PL {360) 886-1017 Black Diamond, WA 98010 Copyright 2007, SEGA Enginecrs STATEMENT ~F WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing review for a two story wood framed single family residence. The roof framing is manufactured trusses, the boor framing is wood I joists, and the foundation is typical concrete strip footings with a crawl space. The attached calculations are to be used as a `basic' submittal for several potential building sites. The cover sheet should have an original signature in blue ink over the seal. Application and use for individual lots orsub-divisions shall be specifically identified by separate letter for each location. The contractor assumes all responsibility and liability for sites not expressly reviewed and approved. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers for this submittal. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE SEGA Engineers SEGA En ineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project GSDG 1555A Job No. 95-147 By: GAT Checked Date: 07/23/07 Sht i Design Criteria International Building Code (lBC), 2006 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Design Wind Speed 85 mph Exposure B Importance Factor 1.0 Seismic Design Category D Sas 1.00 Importance Factor 1.0 Response Factor 6.5 Soil Allowable Bearing 1,500 psf r~,,.,.;otir~nm ~Fre Grainoorc SEGA Engineers ~ Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 LOADS ROOF DL Roofing {Comp) '/2' OSS 2x @24" Insulation s/e' GWB Misc. LL FLOOR DL LL DECKS DL LL WALLS DL Snow, Pf Reduction, Cs 8112 pitch = 34 deg Total Roof Load Flooring 3Iq' Plywood 11'/B' TJI @ 16" oc 5/g" GWS Misc. Residential Total Fioor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding '/2' Plywood 2x6@16"oc Insul '/Z' GWS Project GSDG 1555A Job No. 95-147 By: GAT Checked Date:07/23!07 Sht 1 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf 0.95 {115% Load Duration) 38.0 psf 0.5 psf 2.3 2.8 2.8 1.5 9.9 psf 40 psf 49.9 psf 4.3 psf 2.8 1.5 8.6 40 psf 48.6 psf 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA, Ern lileers~ PROJECT ~.~ ~~ ~~ IS 5 ~ /~ Str/ uctural & Civil Consulting Engineers . JOB NO. ~ ~~ . ~.~ -S FIGURED $Y ~ ~ j 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE ~~~p7 SxEETZ OF ~ ~ G ~~~ ~,~ ~~ =E~~- 1 ~ " ~ ~ + Z l ~S c~ ~~~ r (oc~`~= ~ ~ 75fpLr G, ~`~/Ft ~ ! ~~-~ ? /~~ rat ~r~~ '`~a`'s ~L~,E~ l" ~ l ~fi ~ Z 4 ~ 3F1~?, ~-d 3~ 4 ~ ; ~~~ f - ~ ~/ ~ L. L I (" ~ ~ M1 ~ l z ~ 5~ K r~ ~ :. 3!~- ~~ V T ~~ ~~~~~ o ':112 e.. ~ , ~, '~ c" ~ ` ~ ~Pz '' ~t l `i"' ~ i. '~f,3~(z,f~~ ~ S 1/= 3~~"~j~r~" ?, ~E~ ~.~ - ~~ Copyright 2007, SEGA Engineers SEGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Baack Diamond, WA 98010 LATERAL LOADS - SEISMIC Maximum Base Shear, V = F Sos W R Project GSDG 1555A Job No. 95-147 By: GAT Checked Date: 07/23/07 Sht. ~ Eq. 12.14-11 where, F = 1.1 Two-Story Building Sos =1.00 Ss = 1.5 Fa = 1.00 {Table 11.4-1, S6 > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroot= (44ft) {33ft) (16 psf)+ (2) (44ft+ 33ft) (4.0ft) (9.5psf) = 29k1p5 WFloa = (44ft) (32 ft) (14 psf) + (2) (44ft + 32 ft) (8.5 ft) (9.5 psf) = 32 kips W total = 6- 1 Design Base Shear , V = (.169) (61 kip) = 10.3 kiP E _ (1.0_0) (10 kip) = 7.4 kip 1.4 WIND Design Wind Pressure, p6 = A K~, tw Ps3o where, A= 1.00 0-15ft = 1.00 20 ft 1.00 25 ft = 1.00 30 ft Kz, = 1.00 Iw = 1.00 Pso = 10.4 psf Po_15 = (1.00) (1.00) (10.4 psf) _ PZO = (1.00) (1.00) (10.4 psf) P25 = (1.00) (1.00) (10.4 psf) _ P~ _ { 1.00) (1.00) (10.4 psf) _ Eq. 6-1, Sect. 6.4.2.1 Exposure B 85 mph 10.40 psf 10.40 psf 10.40 psf 10.40 psf Design Base Shear: (W+nd) Vf~,= (44ft) (10ft) (10.4 psf) + (44ft) (5ft) (10.4 psf) + (44ft) (5ft) (10.4 psf) + (44ft) (2ft} (10.4 psf) Via= (32ft} (10ft} (10.4 psf) + (34ft) (5ft) (10.4 psf) + (28ft) (5ft) (10.4 psf} + (6ft} (2ft} (10.4 psf) Figure 6-2 Section 6.5.7 Section 6.5.5 Figure 6-2 = 10.1 kips = 6,7 kips Therefore, Wrnd Loads Gov@m for Lateral Design -Front /Back Seismic Loads Govern for Lateral Design -Side /Side Copyright 2007, SEGA Engincers SEGA En ineers Project GSDG 1555A Structural & Civil Consulting Engineers Job No. 95-147 By: GAT 22939 SE 292nd PL {360) 886-1017 BIack Diamond, WA 98010 Checked Date: 07/23/07 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 7.4 k Fx = wx V (12.14-12) W Fromm _ (29.1) (7.4 k} = 3.5 kip ( 61.1 ) Fn~~ _ (32.0) (7.4 k) = 3.9 kip (6i.1 ) Fx = 7.4 kip Copyright 2007, SEGA Engineers SEGA Engineers PROJECT ~-~ Structural & Civil Consulting Engineers ~ S~ ~ ~ ~ `' " JOB N0. ~. S ~ ~ c~-~ FIGURED BY ~ ~ T 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE ~~Z3~,;~ SHEET ~F .S fit r ~. l i-~~zL-- ~IG ~ ~ ~ fif ~f _ ~ ~~Z. ~64 ~~ ~~~~_ + ~~ ! r 1 2" ~'= a,zs' fay Z~ R~a~= ~~~ Zl ~ ~,4 >i' l` 33"'~ ~z~ ~_ ~4 ~`; S ~ ~ a _ ~~, Srr L~ Copyright 2007, SEGA Engineers SEGA En ineers PROTECT ~ ~, (~ 1 S S s ~ Structural & Civil Consulting Engineers JOB N0. (,~ S -- ~ ~~ 7 FIGURED BY ~,~ ~ ?2939 SB ?92nd Place • Black Diamond, Washington 98010 / (360) 886-1017 • Faz (360) 886-1016 CHECKED BY DATE ~fZ~/v7SHEET~ QF ~E~G~F ^-- ~ +~. L~-. ~ -/~/ l .r' 7 ~~ ~ `/71 Z~ `'~~ '~ ~ ry r ! ~ ~ ! Gc ~=L' a o,~' '~ J~ M~,,~~~~ S hl ~ 1 N 64LL 4_ ~, `Zo~/% U~= t~7~C ~= 3'~-3'~3•~''y3-S'~ 3 Y3'- /~'~' JJ h / ~,~ ~' Il7~d /Jy~ = `L r~yJL - 331` o~`= v ~'. ti car ~ '~. ~ 5' { ~ y ~z~~ sntn ~ ~r r -~~ Copyright 2007, SEGA Engineers SEGA En ineers PROJECT GS~~ ~,~ /S~ j~. Structural & Civil Consulting Engineers JOB NO. t,~'S - ~ ~,,.~ FIGURED BY ~.~, ~ ~ 22939 SE 292nd Place • Biack Diamond, Washington 98010 7 (3b0} 886-1017 • Fax (360} 886-1016 CHECKED BY DAT~7~'~f o~ SHEET 'j OF '7 o 3-GAR OPTION A = 163 5Q FT Copyright 2007, SEGA Engineers J 2 Cn J IY Q CA N ~ O ~ N .-• 'O • v '~--' a a d t4 a x ~ (h N us ` c°n N ~ M ~ E~a~ ~t 3 q ~ N 11 I I 11 ~ pl ~ ~ ~ m ~ ~ U U U ~ O t*') O _ O _ O _ U •~: ~ ~ ~ C m ~ ~ ~ U ~~ ~ ~~ c r, U U U a U ~ 0 0 " 0 0 Zo v ih o ° ~ :~ ~~`` V ~~`` V ~ N ~ to z 0~0 OHO 0~0 a t- ~. Om ~ O m ` O O Q ~ ~ /rt~ ~ VI ~•~•'• O / A T ~// ~ O ~ / X m ~ ~ ( ~] S. (rj • .., U ~~ ~~ ~ ~~ ~ '~ ~ ~ a a ~ .a a~ rn°= sA~ ~ aoi "' O t0 ~ C N N . 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F ~ ° U `~ - N 7 < N~~ ~ N R ~~~m (a ~ s ° O 'O ,~"' x O O M mcg N q C 3 x O N C U a~ L O _O tU ~ C ~~ N~ -"~0~~ C p 3~ V~ °~ ° • O U coa° ~ .-. rn s o~m 3~° O -av~ ~ E o;c o N 3 oU ~ Q~~ 0 oro 2 3 v i ~ ~ _ am y O e- N _ ~ _ ~ Z '3 ~r o~ 1 ~~ ~; =j - ~; m'I ~ ~ . . . ~~~~~ ,~ .~ ~e R4Zf -- -- - - - - ----- - J---7 ~ Q '' ' i -- ---r -- - --- - i ~ i ~ ~ -_~ -, __ -- -=- - ~_ vi v ~ ~ ~ i~ ~ ~ -- - __r --ya ---- ~_-____ i - - - -- - -- r ~ i i i i ~ ~/ I ~ ~' ~ _._ - ~-~_ - - ~ --- ~ - ------ - -t-~ - -- - ~ ~ 'I -- -- ~_ - - - -- -- -t - - - - - C-- ~ '~ ~ ~i II i ' I~-~~_ ~ --_.- _._- =_ - _-,{_ - -~--_ _ ------ - ~ -- _ I __ , II F_ ___-__ __ _- -_ -= - -- i ., i i - - - ti ~ i i ~ - - - -- - ~~ - ~_-~ -_ - -- -- I~ ~~ -- - - _ _ _ - i i_ i i ~ - -- _ ..- i ~ i ~ -. - r- -_= - -- -_. -- - I ~ ~ i ~ !~ --t- - - - - - - - ~ i~ ~ ii _ _ - - ~- - _- i I i - - - -- i I -- - --_ - _ __ -. - - - - .. I ~ ~ - - - - ;i .I~~ _ . __ - _ - r-- ' --t - - - - e e e e e W o e j s ~ A 4~~ ~1 L a ~ a ~g ` u ~ ~ s ~ ~ rn 8° e e - ~ ~ ~ e o o a o 0 o e C7 ~ - - ° s W Z ~ : ~e:1 ~i9 ~ ' R ' a i d b ~ O ~ ~ 1 °~ ~ ~ a ~ ~ ~ ~ p~ a m ~ j g ^ g ~ ~ '~ ~- a Job Truss Truss Type 1555A A GABLE The Truss Co., Sumner WA /Eugene OR, DNL -1-3-0 6-1-0 ~.. - -- _ f _ ----- ---- 1-3-0 6-1-0 3x5 = Page 1 of 10 Qty Ply Soundbuilt Homes I RMW i1 1 ' Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:15 2007 Page 1 12-2-0 6-1-0 1-3-0 2x4 II 7 ~ n ii 1 12-2-0 12-2-0 Plate Offsets (X,Y): [2:0-2-9,0-1-8], [7:0-2-8,Edge], [12:0-2-9,0-1-8] LOADING(psf) SPACING 3-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.22 TCDL 6.0 Lumber Increase 1.15 BC 0.05 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 BCDL 7.0 Code IRC2006/1'PI2002 (Matrix) DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 13 n/r 120 MT20 185/148 Vert(TL) -0.01 13 n/r 90 Horz(TL) 0.00 12 n/a n/a Weight: 58 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 6-0-0 oc bracing BOT CHORD 2 X 4 HF No.2 (Switched from sheeted: Spacing > 2-0-0). Except: OTHERS 2 X 4 HF/SPF Stud/STD 6-0-0 oc bracing: 2-7, 7-12 10-0-0 oc bracing: 1-2, 12-13 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 2=288/12-2-0, 12=288/12-2-0, 18=106/12-2-0, 17=106/12-2-0, 1 9=1 1 811 2-2-0, 20=160/12-2-0, 21=182/12-2-0, 16=118/12-2-0, 1 5=1 6 011 2-2-0, 14=182/12-2-0 Max Grav2=288(LC 1), 12=268(LC 1), 18=106(LC 1), 17=106(LC 1), 19=120(LC 3), 20=161(LC 3), 21=182(LC 3), 16=120(LC 4), 15=161(LC 4), 14=182(LC 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-89/36, 3-4=-62120, 4-5=-60/21, 5~=-42/1, 6-7=-52/0, 7-8=-52/0, 8-9=-42/1, 9-10=-60/21, 10-11=-62Y20, 11-12=-89/36, 12-13=0166 BOT CHORD 2-21=0/18, 20-21=0/18, 19-20=0/18, 18-19=0/18, 17-18=0/18, 16-17=0/18, 15-16=0/18, 14-15=0/18, 12-14=0/18 WEBS 6-18=-84/0, 8-17=-8410, 5-19=-102/0, 4-20=-129/0, 3-21=-160/0, 9-16=-102/0, 10-15=-129!0, 11-14=-160/0 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) This truss is designed for a creep factor of 1.25, 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. 10) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard Scale = 1:29.0 v Ir S <1`, ~~ ~ ~;x amt.= ', ;~ ,j J.'. f 1 std - ~_t- 06/29/2007 ~YAARNINC! - ~'ERIFI' DESIGN PARAMETERS AND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 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 ANSIRPI 1 Quality Criteria,DS6.89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Ddve, Madison, WI 53719 th~TRUSSc'o. ShfCd. Job 1555A Truss Al The Truss Co., Sumner WA /Eugene OR, DNL Page 2 of 10 Truss Type Oty ' Ply Soundbuilt Homes / RMW GIRDER 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:15 2007 Page 1 3-4-7 6-1-0 8-9-9 12-2-0 ~ - ---- 1--------- ~ ---- I 3-4-7 2-8-9 2-8-9 3-4-7 4x6 I I Scale = 1:26.6 3 to 3X/ II IUXIU - JX/ II 3-4-7 i-- -- _ ------ -_ +- 6-1-0 ------__- -- 8-9-9 12-2-0 ~ -~- -~ 3-4-7 2-8-9 2-8-9 3-4-7 Plate Offsets (X,Y): [1:0-3-8,0-2-8],[2:0-0-12,0-2-0],[3:0-2-8,0-2-0],[4:0-0- 12,0-2-0],[50-3-8,0-2- 8],[6:0-4-8,0-1-8],[8:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.09 6-7 >999 360 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.16 6-7 >902 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Ho2(TL) 0.04 5 n/a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight: 601b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purtins. BOT CHORD 2 X 6 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 `Except` W2 2 X 4 HF/SPF Stud/STD, W4 2 X 4 HF/SPF Stud/STD WEDGE Left: 2 X 4 HFSPF Stud/STD, Right 2 X 4 HFSPF SWd/STD REACTIONS (Ib/size) 1=4139/0-5-8, 5=4139/0-5-8 Max Uplift1=-55(LC 3), 5=-55(LC 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-5370/87, 2-3=-3789/95, 3-4=-3789/95, 4-5=-5370!87 BOT CHORD 1-8=-33/4356, 7-8=-33/4356, 6-7=-33/4356, 5-6=-33/4356 WEBS 2-8=0/1811, 2-7=-1584/59, 3-7=-52/3920, 4-7=-1585/59, 4-6=0/1611 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-05; 85mph; h=25ft, TCDL=4.Spsf; BCDL=4.2psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ;end vertical left antl right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurcent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib Uplift at joint 1 and 55 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss is designed for a creep factor of 1.25, 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. 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Trusses intersecting along bottom chord at 24" o.c. to be connected with Simpson HUS26/l ply/2x6 (SYP/DF 1.15Dn 1.33Up) or equivalent. This connection supports a maximum download of 1945 Ib and a maximum uplift of 15501b. Follow Simpson installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66,3-5=-66,1-5=-641(F=-627) l._ ! ',`t Jt 06/29/2007 ~~'ARNING! -VERIFY DESIGN PA RA D7 ETERS AND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 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 ANSIITPI 1 Quality Criteria,DS6.89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 •~ .:'~` p,7 1 theTRUS5co. frac: Job Truss Truss Type Oty 1555A B GABLE 1 The Truss Co.. Sumner WA /Eugene OR, DNL ~1-3_-~f-- ----- 6-0-0 - -------1------- 1-3-0 6-0-0 3x5 2x4 II 7 ~ ~ ~~ d Plate Offsets (X,Y): (2:0-2-9,0-1-8j, [7:0-2-S,Edge], [12:0-2-9,0-1-8] LOADING(psf) SPACING 3-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.22 TCDL 8.0 Lumber Increase 1.15 BC 0.05 BCLL 0.0 Rep Stress Incr NO WB 0.04 BCDL 7.0 Code IRC2006fTP12002 (Matrix) 1 z-o-o 12-0-0 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 13 n/r 120 MT20 185/148 Vert(TL) -0.01 13 n/r 90 Horz(TL) 0.00 12 n/a n/a Weight:571b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 6-0-0 oc bracing BOT CHORD 2 X 4 HF No.2 (Switched from sheeted: Spacing > 2-0-0). Except: OTHERS 2 X 4 HF/SPF Stud/STD 6-0-0 oc bracing: 2-7, 7-12 10-0-0 oc bracing: 1-2, 12-13 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 2=285/12-0-0, 12=285/12-0-0, 18=106/12-0-0, 17=106/12-0-0, 19=117/12-0-0, 20=164/12-0-0, 2 1=1 7 211 2-0-0, 16=117/12-0-0, 15=164/12-0-0, 14=172/12-0-0 Max Grav2=285(LC 1), 12=285(LC 1), 18=106(LC 1), 17=106(LC 1), 19=120(LC 3), 20=165(LC 3), 21=172(LC 3), 16=120(LC 4), 15=165(LC 4), 14=172(LC 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD t-2=0/66, 2-3=-88/33, 3-4=-61!21, 4-5=-60/21, S-G=-42/1, 6-7=-52/0, 7-8=-52/0, 8-9=-42/1, 9-10=-GO/21, 10-11=-61/21, 11-12=-88/33, 12-13=0/66 BOT CHORD 2-21=0/18,20-21=0/18,19-20=0/18,18-19=0/18,17-18=0/18,16-17=0/18,15-16=0/18,14-15=0/18,12-14=0/18 WEBS 6-18=-84/0, 8-17=-84/0, 5-19=-102/0, 4-20=-131/0, 3-21=-153/0, 9-16=-102/0, 10-15=-131/0, 11-14=-153/0 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-tOd nails. 9) This truss is designed for a creep factor of 1.25, 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. 10) Designed for 85 mph exposure B wind against face of studs- If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard lr ;,'' ~~~ r ~> >~ ~ ',l "j. ,: ~~ ~,j ~~ osy2sy2oo7 ! WARNING! - Y'ERIFY' DESIGN PARAMETERS AND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 erector. Additonal 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 ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Ply Soundbuilt Homes / RMW Page 3 of 10 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:16 2007 Page 1 12-0-0 13-3-0 --- i 6-0-0 1-3-0 Scale = 1:28.6 ~I'i~?'TRU~SCO. I1+7G. Job Truss Truss Type .Qty 1555A C STUDDED TRUSS 1 The Truss Ca., Sumner WA /Eugene OR, DNL 1-3-0 6-10-2 11-6-0 16-1-14 -~---- --- f------ ~ 1-3-0 6-10-2 4-7-14 4-7-14 3x5 4x4 = 3x5 J 3x5 ~i 5 6 3x5 ~1 [q 0 F -- - - --~ ~---- - - 8-6-1 5-11-14 8-6-1 Plate Offsets (X,Y). [2:0-5-0,0-0-2], [4:0-2-4,0-1-8], [5:0-2-0,0-1-12], [6:0-2-0,0-1-8j, [8:0-1-4,0-2-0], [16:0-2-8,0-0-4], [24:0-1-12,0-1-0], (30:0-1-12,0-1-0], [38:0-1-12,0-1-0], [39:0-1-12,0-1-0] LOADING(psf) SPACING 2-0-0 CSI ', DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 '.. Vert(LL) -0.11 2-19 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 ', Vert(TL) -0.23 2-19 >614 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 ~~., Ho2(TL) 0.01 8 n!a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weigh[: 1791b LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 Stud/STD WEBS 1 Row at midpt 5-15 OTHERS 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 2=727/0-5-8, 15=1251/11-5-8, 1 8=1 6211 1-5-8, 17=-39/11-5-8, 14=12/11-5-8, 13=16/11-5-8, 12=33/11-5-8, 11=-34/11-5-8, 10=144/11-5-8, 8=407/11-5-8 Max Upliftl8=-12(LC 2), 17=-39(LC 1), 11=-34(LC 1) Max Grav2=727(LC 1), 15=1251(LC 1), 18=162(LC 1), 17=76(LC 2), 14=36(LC 2), 13=46(LC 2), 12=49(LC 2), 11=31(LC 2), 10=144(LC 1), 8=407(LC 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-41=-800/0, 3-41=-575/0, 3-4=-647/0, 4-5=-388/0, 5-G=0/185, 6-7=-79/170, 7-8=-317/50, 8-9=0/44 BOT CHORD 2-19=0/570, 19-40=0/191, 18-40=0/191, 17-18=0/191, 16-17=01191, 15-16=0/191, 14-15=0/127, 13-14=0/127, 12-13=0/127, 11-12=0/127, 10-11=0/127, 8-10=0/127 WEBS 3-1 9=-46 010, 5-19=0/601, 5-15=-741/0, 7-15=-571/0 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable studs spaced at 1-4-0 oc. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-G-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 18, 39 Ib uplift at joint 17 and 34 Ib uplift at joint 11. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss is designed for a creep factor of 1.25, 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. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 1 1/2" deep notch 12) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard 1) Regular Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:2-40=-14,16-40=-54,8-16=-14,1-41=-66,5-41=-99(F=-33), 5-8=-99(F=-33),8-9=-66 Scale = 1:51.7 ' ~" 1 I r~Y f~ 1 l tj .~ 1 06/29/2007 ! WARNING:-VERIFY' DESIGN PARAMETERS AND READ ALL NOTE50N THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 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 ANSIRPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofra Drive, Madison, WI 53719 Ply Soundbuilt Homes / RMW Page 4 of 10 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:17 2007 Page 1 23-0-0 24-3-( -~ 6-10-2 1-3-0 theTR'43SSc©. frrc. 3x4 = 5x5 = 3x4 = Page 5 of 10 Job Truss Truss Type Oty Ply Soundbuilt Homes / RMW 1555A C1 GIRDER 1 2 Job Reference (optional) The Truss Co_ Sumner WA I Eugene OR, DNL 6.500 s Mar 8 2007 MiTek IndusMes, Inc. Fri Jun 29 08:38:17 2007 Page 1 4-1-4 7-9-10 11-6-0 15-2-6 18-10-12 23-0-0 1-_ -- - -- -- i --- - -- -f- -- --- ~-- r -- ~ 4-1-4 3-8-6 3-8-6 3-8-6 3-8-6 4-1-4 4x6 I I Scale: 1/4"=1' 4 ~[ 5x12 .~ ~` t.' t {~ ~! I ~7~ , - ~ 4-1-4 7-9-10 _ ~ 11-6-0 15-2-6 18-10-12 23-0-0 ~- - - t ----- -- r-_ _ - ~ -- --- --- ~ -~ -, 4-1-4 3-8-6 3-8-6 3-8-6 3-8-6 4-1-4 Plate Offsets (X,Y): [1:0-3-12,0-2-4], [2:0-1-12,0-1-8], [3:0-0-12,0-2-0], [4:0-2-12,0-2-0], [5:0-0-12,0-2-0], [6:0-1-12,0-1-8], [7:0-3-12,0-2-4], [8:0-3-8,0-1-8], [9:0-2-0,0-3-4], [12:0-2-0,0-3-4], [13:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.18 9-11 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.51 '. Vert(TL) -0.31 9-11 >866 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.08 7 n/a n/a BCDL 7.0 Code IRC2006lfP12002 (Matrix) Weight:2661b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc pudins. BOT CHORD 2 X 6 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD'Except' W3 2 X 4 HF No.2, WS 2 X 4 HF No.2, W7 2 X 4 HF No.2 WEDGE Left: 2 X 6 HF No.2, Right: 2 X 6 HF No.2 REACTIONS (Ib/size) 1=7968/0-5-8, 7=7968/0-5-8 Max Uplittl=-90(LC 3), 7=-90(LC 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-117421151,2-3=-9494/162, 3-4=-7263/174,4-5=-7263/174,5-G=-9494/162,6-7=-11742/151 BOT CHORD 1-13=-8119600,12-13=-81/9600, 11-12=-23/7836,10-11=-23!7836,9-10=-23!7836,8-9=-81/9600,7-8=-81/9600 WEBS 2-13=0/2463,2-12=-2191/71, 3-12=-8/3571,3-11=-3121/90,4-11=-119/7666,5-11=-3121/90,5-9=-8/3571,6-9=-2191/71,6-8=0/2463 NOTES (11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 1 and 90 Ib uplift at joint 7. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) This truss is designed for a creep factor of 1.25, 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) Trusses intersecting along bottom chord at 24" o.c. to be connected with Simpson HUS26/2ply/2x6 (SYP/DF 1.15Dn 1.33Up) or equivalent. This connection supports a maximum download of 29501b and a maximum uplift of 15501b. Follow Simpson installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-4=-G6, 4-7=-66,1-7=-641(F=-G27) YY'ARNING: - Y'ERIFY" DESIGN PARA6IETERS AND READ ALL NOTES ON THIS'FRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 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 ANSIlTPI 1 Quality Criteria,DSe-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI 53719 n Iq 0 06/29/2007 thoTRUS5co.lrrc:. 13 12 11 10 9 8 5x12 J 3x5 I I 5x5 = 8x8 -= 5x6 = 5x5 = 3x5 I I Page 6 of 10 Job Truss Truss Type Qty Ply Soundbuilt Homes I RMW 1555A D GABLE 2 1 Job Reference (optional) The Truss Co., Sumner WA /Eugene OR, DNL 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:18 2007 Page 1 -2-6-0 ~ 16-0-0 32-0-0 ~ 2-6-0 16-0-0 16-0-0 Scale = 1:55.7 3x5 = 6.0012 ~c M vi 0 1 3x5 = 32-0-0 Plate Offsets (X,Y): [2'.0-2-10,0-1-8], [15:0-2-S,Edge], [27:0-2-10,0-1-8] LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.00 1 n/r 120 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.05 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.13 Holz(TL) 0.00 27 n/a n/a BCDL 7.0 Code IRC2006lTPI2002 (Matrix) Weight: 1971b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 6-0-0 oc bracing BOT CHORD 2 X 4 HF No.2 (Switched from sheeted: Spacing > 2-0-0). Except: OTHERS 2 X 4 HF/SPF Stud/STD 6-0-0 oc bracing: 2-15, 15-27 10-0-0 oc bracing: 1-2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 15 REACTIONS (Ib/size) 2=540/32-0-0, 27=136/32-0-0, 40=113/32-0-0, 39=1 1 313 2-0-0, 41=118/32-0-0, 42=163/32-0-0, 43=160/32-0-0, 44=160/32-0-0, 45=160!32-0-0, 46=159/32-0-0, 47=163/32-0-0, 48=146/32-0-0,49=214/32-0-0, 50=70/32-0-0, 38=118/32-0-0,36=163132-0-0,35=160!32-0-0,34=160/32-0-0, 33=160/32-0-0, 32=161/32-0-0, 31=157/32-0-0,30=175732-0-0, 29=92/32-0-0, 28=325/32-0-0 Max Grav2=540(LC 1), 27=136(LC 1), 40=113(LC 1), 39=113(LC 1), 41=120(LC 3), 42=164(LC 3), 43=160(LC 1), 44=160(LC 1), 45=160(LC 3), 46=159(LC 1), 47=163(LC 1), 48=146(LC 1), 49=214(LC 3), 50=142(LC 2), 38=120(LC 4), 36=164(LC 4), 35=160(LC 1), 34=160(LC 1), 33=160(LC 4), 32=161(LC 1), 31=157(LC 1), 30=175(LC 1), 29=92(LC 4), 28=325(LC 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/108, 2-3=-102/12, 3-4=-38/26, 4-5=-43/21, 5-6=-42/22, 6-7=-42/22, 7-8=-42/22, 8-9=-42/0, 9-10=-13/22, 10-11=-42/22, 11-12=-42/22, 12-13=-43/21, 13-14=-28/5, 14-15=-40/0, 15-16=-40/0, 16-17=-28/4, 17-18=X3/20, 18-19=-42/21, 19-20=-42/21, 20-21=-42/21, 21-22=-42/21, 22-23=-42/21, 23-24=-43/21, 24-25=-39/24, 25-26=-58/5, 26-27=-69/56 BOT CHORD 2-50=0/11, 49-50=0/11, 48-49=0/11. 47-48=0/11, 46-47=0/11, 45-46=0/11, 44-45=0/11, 43-44=0/11, 42-43=0/11, 41-42=0/11, 40-41=0/11, 39-40=0/11,38-39=0/11,37-38=0/11,36-37=0/11,35-36=0/11.34-35=0/11,33-34=0/11,32-33=0111,31-32=0/11,30-31=0/11,29-30=0/11, 28-29=0/11, 27-28=0/11 WEBS 14-40=-92/0, 16-39=-92/0, 13-41=-101/0, 12-42=-135/0, 11-43=-133/0, 10-44=-132/0, 8-45=-132/0, 7~6=-132/0, 6-47=-132/0, 5-48=-130/0, 4-49=-142/0, 3-50=-126/0, 17-38=-101/0, 18-36=-135/0, 19-35=-133/0, 20-34=-132/0, 21-33=-132/0, 22-32=-132/0, 23-31=-131!0, 24-30=-140/0, 25-29=-90/0, 26-28=-242/0 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Couni Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/iPl 1. 9) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) This truss is designed for a creep factor of 1.25, 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) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard i \ ati y ~ i ~F~~ J.,,_.~: ;~ti _ s i ~__ ~_~_ ~ ".,,r„,~ 06/29/2007 ! WARNING! -VERIFY DESIGN PAR.4METERS.4ND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use vrith Mitek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 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 ANSIRPI 1 Quality Criteria,DS6.89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI 53719 thtvTR'ETSSco crrc~. Page 7 of 10 Job Truss Truss Type Qty Ply Soundbuilt Homes / RMW 1555A D1 SCISSORS 6 1 Job Reference (optional) The Truss Co., Sumner WA /Eugene OR, DNL 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:19 2007 Page 1 -2-6-0 5-11-12 11-0-15 i6-0-0 20-11-1 26-0-4 32-0-0 2-6-0 5-11-12 5-1-3 4-11-1 4-11-1 5-1-3 5-11-12 Scale = 1:56.6 4x4 I! ~~ 6 I it ~~ 0 1 I-- - _ 8-8-8 ~_ 16-0-0 233-8 I 32-0-0 8-8-8 7-3-8 7-3-8 8-8-8 Plate Offsets (X,Y): [2:0-0-10,Edge], [9.0-0-1QEdge] , LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 ', Vert(LL) -0.50 11-12 >764 360 MT20 1851148 TCDL 8.0 Lumber Increase 1.15 BC 0.79 ', Vert(TL) -0.88 11-12 >428 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.62 9 n/a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight: 1161b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD'Except' WC2X4HFNo.2 REACTIONS (Ib/size) 9=1254/0-5-8, 2=1450/0-5-8 Max Horz2=56(LC 3) Max Uplift9=-190(LC 3), 2=-307(LC 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-4073/559, 3-4=-3704/459, 4-5=-3629/476, 5-0=-2771/376, 6-7=-2770/375, 7-8=-3781/531, 8-9=-4183/638 BOT CHORD 2-12=-445/3624,11-12=-310/3158,10-11=-331/3188,9-10=-529/3743 WEBS 6-11=-227/2087,3-12=-305/146, 5-12=0/429,5-11=-712/185,7-11=-743/208,7-10=-36/444,8-10=-350/179 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=4.8psf; BCDL=42psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 9 and 307 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 9) This truss is designed for a creep factor of 1.25, which is usetl to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ! R'ARNING! -VERIFY' DESIGN PARAMETERS AND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 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 ANSIRPI 1 duality Criteria,DSB•89 and BCSI t Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ff x ~ \T\~ ~,~ I i ~~~ ~ - ! t ~ ~~ 06/29/2007 th~TRU5Sco iNC:. Job 1555A Truss D2 The Truss Co., Sumner WA /Eugene OR, DNL Page 8 of 10 Truss Type Qty Ply Soundbuilt Homes / RMW SCISSORS 4 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:19 2007 Page 1 ~ -2-6-0 5-11.12 _________ }. _________ 11-0_15 _~ 16-0-0 i___20-11-1 26-0_4__ 32-0-0 ~ 0-0 ---~---- - I J~ 2-6-0 5-11-12 5-1-3 4-11-1 4-11-1 5-1-3 5-it-12 2-0-0 Scale = 1:58.5 4x4 I I 6 d', 0 1 ~ 888 8-8-8 Plate Offsets (X,Y): [2:0-2-5,0-0-13], [10:0-2-5,0-0-13] LOADING(psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2006(fP12002 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF/SPF Stud/STD `Except' WC2X4HFNo.2 REACTIONS (Ib/size) 2=1444/0-5-8, 10=1406/0-5-8 Max Horz2=12(LC 3) Max Uplift2=-304(LC 3), 10=-280(LC 3) 16-0-0 7-3-8 7-3-8 8-8-8 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.58 Vert(LL) -0.52 13-14 >733 360 MT20 185/148 BC 0.86 Vert(TL) -0.93 13-14 >408 240 WB 0.44 Horz(TL) 0.67 10 n/a n/a (Matrix) '~ Weight:1191b BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-4052/501, 3-4=-3683/400, 4-5=-3608/417, 5-6=-2750/314, 6-7=-2749/313, 7-8=-3633/436, 8-9=-3709/419, 9-10=-4089/528, 10-11=0/56 BOT CHORD 2-14=-346!3607, 13-14=-209/3139, 12-13=-217/3149, 10-12=-377/3647 WEBS 6-13=-173/2070,3-14=-304/147,5-14=0/429,5-13=-713/187,7-13=-723/195,7-12=-8/434,9-12=-320/159 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 Ib uplift at joint 2 and 280 Ib uplift at joint 10. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) This truss is designed for a creep factor of 1.25, 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. LOAD CASE(S) Standard 0 0 M c~ 1Io t ?,: ~ 1 `~ '~ .. ;~ ~~ _ li...~ 06/29/2007 WARNING! -VERIFY' DESIGN PARAMETERS AND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabdcation, quality control, storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB•89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 t11t.`I"RU~~iC C3. I IiJG`. Job Truss Truss Type 1555A D3 SCISSORS The Truss Co., Sumner WA /Eugene OR, DNL ~_ -2-6-0 5 11-12 11-0-15 -~-___-__ __ _._.__I_ ..-.__....------ 2-6-0 5-11-12 5-1-3 Page 9 of 10 Qty Ply Soundbuilt Homes / RMW 1 1 Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:20 2007 Page 1 16-0-0 20-11-1 _~ 26-0-4 32-0-0 4-11-1 4-11-1 5-1-3 5-11-12 4x4 it 6 0 1 Zx9 !I 8-8-8 16-0-0 11-2-0 23-3-8 ~ - - ~---_.----. ___.------------------------~- -------------- ---I- -r 8-8-8 7-3-8 7-3-8 8-8-8 Plate Offsets (X,Y): [2:0-0-10,Edgej, [9:0-2-2,0-1-0], [9:0-0-10,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L!d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.50 11-12 >764 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.88 11-12 >428 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.62 9 n/a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight 1331b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purtins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or t0-0-0 oc bracing. WEBS 2 X 4 HF/SPF Stud/STD'Excepl' WC2X4HFNo.2 OTHERS 2 X 4 HF/SPF Stud/STD'Except' FA1 2 X 4 HF No.2 REACTIONS (Ib/size) 9=1254/0-5-8, 2=1450/0-5-8 Max Horz2=56(LC 3) Max Uplift9=-190(LC 3), 2=-307(LC 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-4073/559, 3-4=-3704/459, 4-5=-3629/476, 5-6=-2771/376, 6-7=-2770/375, 7-8=-3781/531, 8-9=-4183/638 BOT CHORD 2-12=-44513624,11-12=-310/3158,10-11=-331/3188,9-10=-529/3743 WEBS 6-11=-227/2087, 3-12=-305/146, 5-1 2=0142 9, 5-11=-712/185, 7-11=-743/208, 7-10=-36/444, 8-10=-350/179 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; h=25ft; TCDL=4.Spsf; BCDL=4.2psf; Category 11: Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designetl fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 9 and 307 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlrPI 1. 9) This truss is designed for a creep factor of 1.25, 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. LOAD CASE(S) Standard WARNING! -VERIFY DESIGN PARAMETERS AND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 erector. Additonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcation, quality control, storage delivery erection and bracing consult ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoirio Drive, Madison, WI 53719 Scale = 1:56.6 0 0 M [4 0 Jr ' 1 ~-~~ f~ ~,~ r" ~ f tp, iAes e l ~~ ~/~.t iY" ` . ~w~R ~~~ 06/29/2007 Job Truss 1555A D4 The Truss Co., Sumner WA /Eugene OR, DNL '2-6-0_-x ----8-0-0 2-6-0 8-0-0 M 0 3x4 == 3x7 = 3x4 = ~ _ 10-8-0 21-4-0 32-0-0 10-8-0 10-8-0 10-8-0 Plate Offsets (X,Y): [2:0-1-0,0-0-2], [7:0-1-0,0-0-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.68 8-10 >558 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.87 8-10 >436 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 ' ~ Horz(TL) 0.10 7 n/a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) ', Weight: 1151b LUMBER TOP CHO BRACING RD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF No.2'Except` W1 2 X 4 HF/SPF StudlSTD, W4 2 X 4 HF/SPF Stud/STD REACTIONS (Ib/size) 7=1364/0-5-8, 2=1559/0-5-8 Max Horz 2=59(LC 3) Max Uplift7=-190(LC 3), 2=-307(LC 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-3=-2481/344, 3-4=-2190/323, 4-5=-2072/354, 5-6=-2221/377, 6-7=-2515/369 BOT CHORD 2-10=-226/2102, 10-11=-83/1425, 9-11=-83/1425, 9-12=-83/1425, 8-12=-83/1425, 7-8=-254/2140 WEBS 3-10=-470!187, 5-10=-66/808, 5-8=-101/853,6-8=-492/202 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd- ASCE 7-05; 85mph; h=25tt; TCDL=4.Spsf; BCDL=4.2psf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss ischosen for quality 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 7 and 307 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIliPI 1. 8) This truss is designed for a creep factor of 1.25, 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. LOAD CASE(S) Standard W'.4RNINC: -VERIFY' DESIGN PARAD7ETERS.4ND READ 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 for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building 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 erector. Additonal 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 ANSIITPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Page 10 of 10 Truss Type Oty Ply Soundbuilt Homes / RMW FINK 10 1 _ Job Reference (optional) 6.500 s Mar 8 2007 MiTek Industries, Inc. Fri Jun 29 08:38:21 2007 Page 1 _+__ 16-0.0 ~ 24-0-0 __ 32-0-0 8-0-0 8-0-0 8-0-0 Scale = 1:55.8 4x7 = 6.00 ~ 12 5 <~ ~ '~~iP+~`~ ltl- ? .`~\ ~ f ~j' : '~ 1 1 06/29/2007 th~~TRUSSco trac. [4 0