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20050051 Permit Pkg 031605cn ~~ cn ~~ D~ ~~ av~ v N~ ~ a ~. ~~~ ~. ~ ~.~ N ~ ~ ~~~ Q~~ ~~~ °3~ N~ ~ n ~ m vv ~W ~_.°' .a ~~ ~~ ~. ~~~ ~o Q ~^ O l J o=o ~~Q ~~ ~~ ~~ ~~ ~~ v~ 0o Cn D c ~ ~ ~ ~ ~ o ~ c O n ~' ~ ~ m n Q n ~ o ~ 0 ~ ~ 00 ~ ~ ~ m m ~ n i 5' ~ ~ ~' ~ cQ D Z ~° m a°1 Q ~ ~ ~ ~ m ~ ~ z ~ c m r 0 ~ ~ m n o ~ ~ ~ o ~ ~ m ~ z ~ o o ~ Q ~ ~ ~ ~ ~ ~ X W ~ __ ~ -- D m ~ ~ - D ~ = r ~ ~ ~ ~ ~ N~ m n ~, c m _ C7 r D ~ ~ Z m ~ 0 0 o ~ Z ~ ~ m ` ~ ~ z z n -~ N O ~...~ City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant; Name: Soundbuilt Address: P.O. Box 73790 Property Information;. Site Address: 9148 Mountain Sunrise St. SE Assessor Parcel No. Contractor Information Name: Applicant Address: Contractor License No: Project lrtformation~ Project: Mountain Sunrise Description of Work: 2088, elevation B Demo City: Puyallup Subdivision: Mountain Sunrise Contact: City: Expires: Phone: 253-848-0820 State: WA Zip 98373 Lot: 44 Phone: State: Zip: 98373 Business License: Sq. Ft. per floor: (1st) 1134 (2nd) 928 (3rd) 0 Garage 430 Basement 0 Heat Type (Electric, Gas, Other): GAS Fees: Item Item Fee Base Amt Unit Fee Unit Rate --------- No. Units ----------- Unit Desc ------------- --------------------------- Building Permit 100-500k ----------- 1,243.51 ----------- 993.75 ----------- 249.76 5.6000 44.6000 $1,000 Building Plan Review 808.29 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 118.00 20.00 98.00 7.0000 14.0000 Fixture Sewer ERU 5,417.00 0.00 5,417.00 5,417.0000 1.0000 ERU 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 Water Deposit 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $10,462.05 Applicant's Affadavit: pFFIC1AL llSE ONLY 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 # Sets of Prints: Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered in the State of Washington. Final Inspection: i 4 ~ Date: Signature Date • ~ ~ ~S 0 By: Firm Permit No: BLD-05-0051-YL Issue Date: 03/16/2005 (Work must be started within 180 days) Receipt No: 35908 a~ F THFp~ CITY OF Y~LM P.O. Box 479 Yelm, WA 98597 I, 360-458-8403 RECEIPT No. ~ ~ 9 0 8 REC~E~I~/F~gEN THOUSAND FOUR HUNDRED SIXTY TWO DOLLARS & 05 CENTS RECEIVED FROM SOUNDBUILT HOMES INC PO BOX 73790 PUYALLUP, WA 98373 BLD-05-0051-YL SITE: 9148 MTN SUNRISE ST SE DATE REC. NO. AMOUNT REF. NO. 03/16/05 35908 10,462.05 CHECK 39447 MISCELLANEOUS RECEIPT JANINE BLDGPRMT1243.51, PLNREV808.29, MECHPRMT78.25. PLMBPRMT118, S/ERU5417, S/INS14 W/ERU1500, W/MTR300, W/DEP40, TRAFF757.50, S/DEP50, STFEE4.50 PAID ~ ~35 1c~~ City of Yelm MAR 1 6 2005 Community Development Departmgnl>~ OF YELM Building Division (; Phone: (360) 458-8407 Fax: (380) 458-3144 Permit Fees Schedule Permit No: BLD-05-0051-YL Applicant: Name: Soundbuilt Phone: 253-848-0820 Address: P.O. Box 73790 City: Puyallup State: WA Zip 98373 Project Information: Project: Mountain Sunrise Description of Work: 2088, elevation B Demo Site Address: 9148 Mountain Sunrise St. SE Assessor Parcel No. 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 ----------- 1,243.51 ----------- 993.75 ----------- 249.76 5.6000 44.6000 $1,000 Building Plan Review 100 001-345-83-00 808.29 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 ERU 802 412-343-50-01 5,417.00 0.00 5,417.00 5,417.0000 1.0000 ERU Sewer Inspection 805 412-343-80-00 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 712 401-343-80-01 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 Water Deposit 740 402-389-00-00 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 420 120-344-85-00 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 742 402-389-01-00 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $10,462.05 Yelm School District ATTN: SUSAN CROP PO BOX 476 YELM, l~A 98597 360-458-1900 Sold to: 16822 SOUND BUILT HOMES SBH HOMES SOUND BUILT PO BOX 73790 PUYALLUP WA 98373-0790 # 5821 12 03/21/05 Reg #1 Salesperson SUSAN Item # 2900/MITIGATION MITIGATION/CAPITAL PROJECTS 1 @ 1,711.00 1,711.00 CK #39504 FOR MOUNTAIN SUNRISE DEVELOPME NT LOT 44 Item # 2900/MITIGATION MITIGATION/CAPITAL PROJECTS 1 ~ 0.00 0.00 04-008 #02-8329Y SubTotal 1,711.00 Total Due 1,711.00 Check 1,711.00 Thank you. PLEASE KEEP THIS RECEIPT!!! ~~ ~~ 4 MOUNTAIN SUNRISE LOT 4 NOTE: CITY OF YELM 1. ROOF RUNOFF TO BE CONNECTED TO THE 64301200~0~ ~ jQ ROOF DRAIN SYSTEM ZOWE. ~ 2. SILT FENCING TO 8E INSTALLED PER CITY REQUIREMENTS. I I I I BUILDING SETBACK LINE (TIPICAL) N 89 31 'S7" W 1 D0.00' 2 --- ° ` - r---- ~ _ -- - -- ; ~ 42' O ~ ° ~ ~ ~' DRIVE~AY ~ ~. ° ~ I ~ I I ~~o ~' w .~ ~- I ` w I NEW BUILDING ~ I , I ~• Q o 9' ~ ADDRESS TO ~ I I ' ~ ~ ~. ~ I ~~ ~ ~ a I ~ ~~ ~n I BE DETERMINED I ~' ~ J ' ~ `~" r~ o I ` ~ 25 ~ ~ ~ ~ ~ w ~. ~ Z I '~ ~+ ~ ~ GARAGE LT. I ~' I I ~: a ~. ~ I `~ ~, ~ ~ v ~~=' I ~ 38' o ro cy I ~... I I~.~~ I l `. Cry N ~ O L ~ ------- _~ ~ Z -- ----- _ - _ `~~ 10' PR/Vq a 9.00' EAS MEN V nES • SOUNDBUILT HOMES, INC. N 8931'57' W 66.98' 77?7??7777777 (51' PUBLIC ROAD) _~ ~ ~ ~y SCALE: 1 "=20' ...~.~ _.: ,~_,~.... _,,,~.,.,_.~Y~.,...:.._.,~ 0 10 20 40 .. -_ ~~~ CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: Subdivision:/MO~n./~/IV ~.~~N,~,!5~: Parcel #:,~+7 ~ 4/ ~C%`~/~; ~~ ?/ 7~,j~)/~? Lot #:~ Zoning; ~d New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile I Manufactured Home Placement ^ Other cc /. Project Description/Scope of Work: w~C ~11~% ~._Jllll ~ ll- ~fir'I7~1/Li l~~Sl' l~.dL~~i-~/1/~/r,~ C ~~' ,f Project Value: I~7 ~•5~ l `1~~~ Deck Building Area (sq. ft) 1~` Floor 2"d Floor ~~~ Garage Basement Carport Patio # Bedrooms /~ # Bathrooms ~•~ Fieating:~IOTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? ~- If yes, a completed environmental checklist must accompany permit application. BUILDING OWNS NAME: ~ `~d/l. ~ 'flL' ADD SS tab- ~ X37 ~~~ EMAIL CITY i iii>l1~ _STATE~ZIP ~~7 TELEPHONE ~ 7 "" ~ ` ARCHITECT/ENG ER ~ iC.. LICENSE # ADDRESS l 1-,-,• ~ '. EMAIL _ _ CITY- ~C"`I'/I1/~ STATE ' ZIP l TELEPHONE ~?_~ GENERAL CONTF~tA~OR "" ~ ~ TELEPHONE. ADDRE_ SS, ~ ' -' EMAIL _ _ _ CITY _m I /~- i t_,' _cir_~FAXy. ~' CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # PLUMBING CONTRACTOR! _ ELEPHONE ~'jJ~-N=~`~= /« ~' ADDRFrSS 9 ~U7 `% ~°" .5 -~ ~ EMAIL CITYf"U~,~rfc`:':=°~~ STATE ZIP `' 1l>1 FAX t~h 3-~'~ = e~`~ ~: CONTRACTOR'S LICENSE U EXP DATE_CITY LICENSE # MECHANICAL CONTRACTOR ` ND ri TELEPHONE ~ 7. = ~ h ADDR~S S5a ' l ~'y r=i` ~ t=_ ~~ ~ ` EMAIL CITY cYtc ~~~~1Ia h STATE ZIP~?~'37~ FAX ~ _ 7 ~ _ J CONTRACTOR'S LICENSE #~:L~UN~/-{fj EXP DATE_CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above information is correct and that the constnrction 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. A f.~pli s gnatu Date Owner I Con ractor I Owner's Agent !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 Received 105 Yelm Avenue West (360) 458-3835 4 ZU05 PO Box 479 (360) 458-3144 FAX Yelm, WA 98597 wcow.ci.yelm.wa.us .~ IF-i 7'11'' r=f 1 i'=t Ik f '-r 1~'==IF_L6 i i ~ I ~_ --- i ~~, I ~ i~ , i ~i I' i. 7-6-0 04 64 B3 62 I 1 B1 I -!_ B I A 20-0=0 27-6-0 Job Truss Truss Type Qty Ply SoundbuiR Homes / RMW 20686 A GABLE ~ 1 Job Reference o liana! fhe Truss co, Sumner Wa ! tugene yr ~. ~~~ ~ ,.y ~~ ~~~~ ••,, • °^ ,,,~~~°. .~. ...~.. °~.. °~ ~~ ~~.~~ ~-°~ ...y~ . -1-6-0 10-0-0 20-0-0 21-6-0 1-6-0 10-0-0 10-0-0 1-6-0 3x5 MII20= Scale = 1:52.9 M 20-0-0 zo-o-o 9Io Plate Offsets (X Yp [2'0-3-1 0-1-8) [100-Z-a loge! 1~6 'u-3-i t+-~-ul - LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 19 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 19 Nr 90 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 18 n/a n/a BCDL 7.0 Code IRC2003ffP12002 (Matrix) Weight: 137 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=224/20-0-0, 18=224/20-0-0, 27=68/20.0-0, 26=68/20-0-0, 28=79/20-0-0, 29=109/20-0-0, 30=107/20-0.0, 31=105!20-0-0, 32=114/20-0.0, 33=93/20-0-0, 25=79/20-0-0, 24=109/20-0-0, 23=107/20.0-0, 22=105/20-0-0, 21=114/20-0-0, 20=93/20-0-0 Max Grav 2=224(load case 1), 18=224(load case 1), 27=68(load case 1), 26=68(load case 1), 28=80(load case 3) 29=110(load case 3), 30=107(load case 1), 31=105(load case 3), 32=114(load case 3), 33=93(Ioad case 3), 25=80(load case 4), 24=110(load case 4), 23=107(load case 1), 22=105(load case 4), 21=114(load case 4), 20=93(load case 4) _ ~ b FORCES (Ib) -Maximum CompressioNMaximum Tension ASS TOP CHORD 1-2=0/61, 2-3=-71/22, 3-4=-45/17, 4-5=-45/18, 5-6=-45/18, 6-7=-45/18, 7-8=-46/16, 8-9=-32/1, 9-10=-38/0, 10-11=-38/0, 11-12=-32/1, 12-13=X16/16, 13-14=-45/18, 14-15=-45/18, 15-16=-45/18, 16-17=-45!17, ~ ~ ,~ 17-18=-71/22, 18-19=0/61 ,L ~3 BOT CHORD 2-33=0/13, 32-33=0/13, 31-32=0/13, 30-31=0/13, 29-30=0/13, 28-29=0/13, 27-28=0113, 26-27=0/13, ~ ' 25-26=0/13, 24-25=0/13, 23-24=0/13, 22-23=0/13, 21-22=0/13, 20-21=0/13, 18-20=0/13 WEBS 9-27=-54/0, 11-26=-5410, 8-28=-67/0, 7-29=-91/0, 6-30=-88/0; 5-31=-88/0, 4-32=-87/0, 3-33=-93/0, 12-25=-6710 "~ 1 13-24=-91/0, 14-23=-88/0, 15-22=-88/0, 16-21=-87/0, 17-20=-93/0 +~~. 19969 NOTES (9-10) ~S '~ I 1) Unbalanced roof live loads have been considered for this design. l~jO ~~ 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. NAL 3) Allplates are 2x4 MII20 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 requires continuous bottom chord bearing. EXPIRES ~ . 2 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and ~ q ~ ® ~ ! oo~ referenced standard ANSIlTPI 1. ,F~ 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. A WARNING -VERIFY DESIGN PARAM~'fERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MlTek connectors. this design is based only upon parameters shown, and is for on individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional Temporary bracing to insure sTObility during construction is the responslbiliTy 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 ~___._ _ _ ___ .. ....r ~., ..__~~. ~.__-._.,, nco on n.,.,....., c..e.-~r~.,e.,.. nn,-I uIR_ol unnrlPnn Inctnllinn nnri Rrnrinn Racnmmr?nrintinn nvnilnhle from Tnia Plate Institute. a theTRUSSco. Job Truss Truss Type Qty Py Soundbuik Homes / RMW 20688 A GABLE 1 1 Job Reference o tional .... :.... r,...., r..., n~ ~o•o~~~a Dona o~..e o The Truss C,o, Sumner wa ~ tugene ter ... ..... .. ...y ~., ~................._.... 9) All dimensions given infeet-inches-sixteenths (FFIISS) format. 10) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mfrek 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 -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of The erector. Additional permanent bracing of the overall structure is the responsibility oT The building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and theTRUSSco. .. ..... .... .. ..~...__~_.~ ~co o~ o.,...:..,, cro.-sue,,.;..., .,,..~ u:a.oi Hnnrilrnn Instnllinn and 8racina Recommendation available from Truss Plate Institute. Job Truss Truss Type Qty Ply Soundbuitt Homes / RMW 20688 B STUDDED TRUSS 1 1 Job Reference o tional .._ r..~ ~.,.., r..., nz ~z•oz~nn ~nn~ pnr,o ~ The Truss I;o, Sumner Wa /Eugene Or o. wv s'+uy ~~ ~~~~ ~~~~ , ~~ ,,,.,,,~ T1-6-r~ 7-0-7 13-9-0 , gv'0-~nt5z~~ i 27-6-0 29-0-0 r- 1-6-0 7-0-7 6-8-9 3x5 M1120~ 6.g.g 7-0-7 1-6-0 3x5 MI120ii Scale = 1:69.4 3x4 MI120 II 4x5 MII20 I I 3x5 MII20ii 5x5 MII20= 3x5 MII20~i 3x5 MII20~ 3x1~1~ A7~i 6 3x5 MI120ii 5 7 3x5 MII20= 1120 II 3x5 MII20~~ 5x6 MI120~i B 3x6 MII20~i 42 9 3x6 MII20~i 4 3 x II 10 3x6 MII20~i 4 112 I I 3x6 MI120ii `~ 2 ~1 0 5x6 M1120= 16 15 14 13 3x4 MI120= 3x5 MI120= 3x6 5x6 M1120= 3x4 MII20= 7-6-0 9-3-5 18-2-11 27-G-0 7-6-0 1-9-5 8-11-0 9-3-5 11 ~ 12 I~ o Plate Offsets (X,Y): [ 2:0-1-8,0-2-8], [3:0-1-11,0-2-0], [3:0-Z-8,0-0-OJ, [5:0.1-8;o-1-sI, [6:0-1-12,0-1-8), [7:0-1-8,0-1-8], [8:0-1-12,0-1-8), [11:0-6-3,0-0-14], [16:U-0-5 0 2 O] [17.0 2 0 0-1-12] [18'0-3-4 0-1-1] [19'0-3-0 0-1-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.1611-13 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.70 Vert(TL) -0.3311-13 >716 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.05 11 Na Na BCDL 7.0 Code IRC20037TPI2002 (Matrix) Weight: 224 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. 16-17 2 X 6 HF No.2, 17-18 2 X 6 HF No.2, 18-19 2 X 6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-192X6HFNo.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=1498/0-5-8,11=1317/0-3-8, 16=205/0-3-8 Max Grav2=1498(load case 1), 11=1317(load case 1), 16=208(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/97, 2-3=-1749/0, 3-4=-1503/0, 4-5=-1285/0, 5-6=-1075/0, 6-7=-1074/0, 7-8=-1275/0, 8-42=1289/0, 9-42=1312/0, 9-10=-1440/0,10-11=-1609/0, 11-12=0/63 BOT CHORD 2-16=0/1188, 15-16=0/1188, 14-15=0!776, 13-14=0!776, 11-13=0/1120 WEBS 3-15=-612/0, 6-15=0/577, 6-13=0!572, 10-13=-400/0 NOTES (9-11) 1) Unbalanced roof live loads have been considered for this design. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are 2x4 MII20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2003 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) All dimensions given infeet-inches-sixteenths (FFIISS) format. 10) 1 1/2"deep notching permitted at stacked top chords. 11) Designed for 85 mph exposure B wind against face of studs. tt stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mnek connectors. This design is bused onry upon parameters shown, and is for an individual building component to be installed and looded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not Truss designer. Bracing shown is for laterol support of individual web members only. Additional temporary brocing to insure stobility during construction is the responsibility of The erector. Additional permanent brocing of The overall structure is the responsibility of The building designer. For generol guidonce regarding fobricaTion, quality control, storage, delivery, erection and theTRUSSco. r ........... ......~~ At /lM-AA Ll~ ~„cn, cr.,~.r.,,~ nsa-eo arncinn Soerification. and HIB-91 Hondlina Instollina and Brocinp Recommendation available from Truss Plate Institute. _ ____ ____ _,~-- _-~ EXPIRES 08/20/06 ~QQ~ Job ~ Truss Truss Type Qty Py Soundbuitt Homes ! RMW 20688 B STUDDED TRUSS 1 1 Job Reference o tionai c .,nn ., n.... ~G 7nnA ~tiTo4 In,f„efrioc Inn Ann _lan n~ ~Z~7~•d'1 ~nn5 Panr? 7 The Truss Co, Sumner wa 1 tugene yr LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-11=-14, 1-6=-99, 6-8=-99, 8-42=-99, 12-42=-66 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component To be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the 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 the V r117eo. bracing. consult 9ST-88 9uality Standard. DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, & BUiI.DIlQG SUPPLY INC. Job (cuss rr~~~ ,yY~ -, 20686 B1 FINK 1 1 Job Reference o liana/ The Truss Co. Sumner Wa /Eugene Or 6.100 s Aug 25 2004 MiTek Industries, Inc. Mon Jan 03 13:23:42 2005 Page 1 ~-F~ 7-0-7 139-0 20-5-9 , 27-6-0 _ 29-0-Q 1-6-0 7-0-7 ~ 9 4x5 MII20- ~ 9 7-0-7 1-6-0 10.00 12 .;I. 0 3x4 MII20= 7-0.0 X3-5 18-2-11 27-6-0 7-0.p 1-9-5 8-11-6 9-35 Scale = 1:77.4 LOADING (psf) SPACING 2-0-0 CSI 52 0 DEFL in 16 Vert(LL) -0 (lac) I/deft Ud 8-10 >999 360 PLATES GRIP MII20 185/148 TCLL 25.0 0 TCDL 8 Plates Increase Lumber Increase 1.15 1.15 . TC BC 0.58 . Vert(TL) -0.33 8-10 >712 240 . BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0-04 8 Na Na Weight: 122 Ib BCDL 7.0 Code IRC2003/TPI2002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. TOP CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=1047/0-5-8, 8=1136/0.3-8, 13=210/0-3-8 Max Uplift2=-163(load case 3), 8=-159(Ioad case 3) Max Grav2=1047(load case 1), 8=1136(load case 1),13=223(load case 2) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/65, 2-3=-1211!164, 3-4=-1033/229, 4-5=-888/267, 5-6=-1007/266, 6-7=-1154/229, 7-8=-1329/163, 8-9=0/63 BOT CHORD 2-13=0/809, 12-13=0/809, 11-12=0/578, 10-11=0/578, 8-10=0/907 WEBS 3-12=-374/188, 5-12=-110/346, 5-10=-109!558, 7-10=-388/190 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 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 Toad 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 2 and 159 Ib uplift at joint 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) 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. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard IAN 0 3 200 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component to be installed and loaded vedically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure sTObility 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 yy„ e~*~CCO bracing. consult QST-88 9ualiry Standard. DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, g grrp.DING SUPPLY INC. Ia 0 _1 r~ ~~ ~~~ 19969 S '~c-sr~ `rjUNAL W (EXPIRES 08./20!06 _-_J.1 3x4 MII20= 3x5 MII20= Job Truss Truss Type Qty Ply Soundbuitt Homes / RMW 20686 B2 FINK 1 1 Job Reference o liana! the Truss Co, Sumner Wa! Eugene Or 6.100 s Aug 25 2004 MI IeK Industnes, tnc. Mon pan u3 is:zs:vs zuva rage i I 7-0-7 13-9-0 20-5-9 27-6-0 29-0-Q 7-0.7 6-8-9 6-8-9 7-0-7 1-6-0 4x5 MII20= Scale =1:77.4 m 0 3x8 I 7-6.0 ~9-3-ST 18-2-11 _1 _ 27-6-0 7-6-0 1-9-5 &11-6 9-3-5 rn I~ 0 LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.52 TCDL 8.0 Lumber Increase 1.15 BC 0.63 BCLL 0.0 Rep Stress Incr YES WB 0.35 BCDL 7.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD DEFL in (lac) I/deft Ud PLATES GRIP Vert(LL) -0.16 6-8 >999 360 MII20 185/148 Vert(TL) -0.33 6-8 >713 240 Horz(TL) 0.04 6 n/a n/a Weight: 119 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=910!0.5-8, 6=1132/0-3-8, 11=236!0-3-8 Max Horz 1=-47(load case 3) Max Upliftl=-95(load case 3), 6=-156(load case 3), 11=-16(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1201!156, 2-3=-1025/261, 3-4=-1002/263, 4-5=-1149/225, 5-6=-1324/160, 6-7=0/63 BOT CHORD 1-11=0/805, 10-11=0/805, 9-10=0/573,.8-9=0/573, 6-8=0/903 WEBS 2-10=-382/194, 3-10=-105/338, 3-8=-110/558, 5-8=-388/190 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.Spsf; BCDL=4.2psf; Category II; F~cp 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- s) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 951b uplift at joint 1, 1561b uplift at joint 6 and 16 Ib uplift at joins 11. 6) This truss is designed in accordance with the 20031ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) 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. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard `~ ANAL EXPIRES 08/20/Ob SAN 0 3 200 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only wFth Mnek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vedicofly. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the 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 theTRUSSco bracing, consult QST~B Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instilute, _____ .. _. .. .. .... ___._ . &BiIII.DING SUPPLY INC. 3x4 M1120= 3x5 M1120= 3x4 MII20= Job Truss Truss Type Qty Ply Soundbuitt Homes ! RMW ' 20688 63 FINK 1 1 Job Reference o tional .. n.... ~S 7nnA \AiTn4 Inri„eTriae Inr Mnn .ran na 13'23:44 2005 Paae 1 fhe Truss Co, Sumner Wa /Eugene Ur u. , vv a r.~y , q~ 1115 11-8-8 18-5-1 25-5-8 26-11-$ 4-11-15 6-8-9 6-8-9 7-0-7 1-6-0 4x5 MI120 I I 2x4 Scale = 1:77.4 M I~ 0 3x4 M1120= 3x4 M1120= 3x5 M1120= 3x4 MII20= 5-5.8 7-2-13 1 6-2-3 25-5-8 5-5.8 1-9-5 8-11-6 9-3-5 Plate Offsets X Y : 2:0-1$ 0.1-8 6:0-5-3 0-0-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.16 6-8 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.33 6-8 >707 240 0 BCLL 0 Rep Stress Incr YES WB 0.61 Horz(fL) 0.03 6 n/a n!a . BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 124 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD 'Except BOT CHORD 2-12 2 X 4 HF 1650E 1.5E REACTIONS (Ib/size) 6=1097/0-3-8, 12=926/0-5-8,11=99/0-3-8 Max Horz 12=-53(load case 3) Max Uplift6=-152(load case 3), 12=-96(load case 3), 11=-2(load case 3) Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-154/108, 2-3=-908/242, 3-4=-835/256, 4-5=-1093!218, 5-6=-1269/153, 6-7=0/63, 1-12=-177/89 BOT CHORD 11-12=0/641, 10-11=0/641,9-10=0/535, 8-9=0/535, 6-8=0!861 WEBS 2-10=-197/162, 3-10=-84/246, 3-8=-107/554, 5-8=-387/189, 2-12=-931/43 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 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 nonconcun-ent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 Ib uplift at joint 6, 96 Ib uplift at joint 12 and 2 Ib uplift at joint 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7) 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. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard !~ y ~rt- 19969 ~SS'~ctS~ IDNAL EXPIRES 08/20/06 ~~~ o ~ zao~ A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek 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 -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and iy~ eRrA*~~CO bracing, consuM 9ST-88 Qualify Standard. DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, t&iBlU~l~i~GV~7~7Y INC. ~.,.. .~.,._ _~._ ..___ .._..,-,... ,en c~no 12 n iu ~ Job Truss Truss Type Qty Ply SoundbuiR Ho es / RMW 20686 64 FINK 5 1 Job Reference o liana/ no ~a-nom-ec onnr; o~..e ~ The Truss Co, Sumner Wa /Eugene Or O. I VV 5 HUg LJ LVVY rvll l GA 11,UUJY~GJ, ,,,... ,.,.,,, ~ 6-5-0 13-1-9 20-2-0 z1-8-Q r 6-5-0 6-8-9 7-0-7 1-6-0 4x5 MII20= 1 4x: rr Ia 0 scale = t:n.a tv a o 2x4 MI120 I I 3x5 M1120= 3x4 MII20= 3x4 MII20= 1-11-5 10-10-11 20-2-0 1-11-5 &11-G 9-3-5 Plate Offsets (X Y)• [1'0 1 12 0 1-8] [2'0-2-8 0-1-8] [5.0-5-3 0-0-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.16 5-7 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.33 5-7 >714 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 5 n/a n/a BCDL 7.0 Code IRC2003(fP12002 (Matrix) Weight: 107 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2 X 4 HF No.2 except end verticals. WEBS 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-9, 1-10 REACTIONS (Ib/size) 10=791/0-5-8, 5=908/0-3-8 Max Horz 10=-61(load case 3) Max Uplifll0=-78(load case 3), 5=-130(load case 3) FORCES (Ib) -Maximum CompressionlMaximum Tension TOP CHORD 1-2=-326/188, 2-3=-580/223, 3-4=-804/186, 4-5=-978/119, 5-6=0/63,1-10=-775/90 BOT CHORD 9-10=0/128, 8-9=0/311, 7-8=0/311, 5-7=0/641 WEBS 1-9=0/474, 2-9=-421!0, 2-7=-108/554, 4-7=-391/192 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.Spsf, BCDL=4.2psf; Category II; Exp B; enclosed; GC 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 10 and 130 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) 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. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard JAN a 3 20D5 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and u 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 -not Truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conshucrion is the responsibility of The erector. Additional permanent ~f*~~ bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol, storage, delivery, erection and the 1 i~ V r7veo. bracing, consult 9ST-88 Qualify Standard, DSB-89 Brocing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. coy n~n.s.:,, n.;.,e nn..,i~..,.. wi sa7to & BUII.DII7G SUPPLY INC. (EXPIRES 08L2U/Ub ~ Job Truss Truss Type Qty Ply Soundbuitt Homes / RMW 20686 C GABLE 1 1 Job Reference o tional I ne I cuss t;o, aumner wa r tugene yr 1-6-0 5-6-0 2x4 MII2011 2x4 M112011 5 10.00 12 2x4M112011 4 3 2 0 ~. ~ °° ~ .,uy <., <°°+ ~„~, ~ ~~ ,,,..°~°, ~,,. ,.,..,, .,°„ .,.. ,.,.~.,.~, ~,,.,., ~ may.. , 11-0-0 , 12-6-0 _ , 5-6-0 1-6-0 4x4 MII20= 6 2x4 MII20 I I 7 2x4 MII20 I I 8 2x4 MII20 II 9 10 ~ Io 3x5 MII20= 1O " '°' '~ ~~ 3x5 MII20= 2x4 MII20 11 2x4 M1120 112x4 MII20 112x4 MII20 112x4 MII20 112x4 MII20 112x4 MII20 I I 11-0-0 Scale = 1:34.0 Plate Offsets (X Y)• [2.0-3-1 0-1-81 110:0-3-1 0-1-8) LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 11 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.02 11 Nr 90 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 10 Na Na BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 551b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=223/11-0.0, 10=223/11-0-0, 15=87/11-0.0, 16=101/11-0-0, 17=124/11-0-0,18=48/11-0.0, 14=101/11-0.0, 13=124/11-0-0, 12=48/11-0-0 Max Grav2=223(load case 1), 10=223(ioad case 1), 15=87(load case 1), 16=105(load case 3), 17=124(load case 1), 18=62(load case 2), 14=105(load case 4), 13=124(load case 1), 12=62(load case 2) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/61, 2-3=-66/6, 3-4=-43/20, 4-5=-47/16, 5-6=-46/15, 6-7=-46/15, 7-8=-47/16, 8-9=-43/20, 9-10=-66/6, 10-11=0/61 BOT CHORD 2-18=0/14, 17-18=0/14, 16-17=0/14, 15-16=0/14, 14-15=0114, 13-14=0/14,12-13=0/14, 10-12=0/14 WEBS 6-15=-67/0, 5-16=-8910, 4-17=-94/0, 3-18=-66/0, 7-14=-89/0, 8-13=94/0, 9-12=-66/0 N ~L H/,~, NOTES (8-9) ~ ~ 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. h :u, 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. Q - 6)This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and vt1 19969 referenced standard ANSIlfPI 1. 't~s ~FG`157'ERF'O 7) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer S shall verify that this parameter fits with the intended use of this component. TONAL 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. 9) 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. EXPIRES 08/20/06 LOAD CASE(S) Standard SAN 0 ~ ~0~~ A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parometers shown, and is for an individual building component to be installed and boded vertically. Applicability of design porameters and proper incorporation of component is responsibility of buikding designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrication, quolity control, storage, delivery, erection and theTRU$$co bracing, consult QST-88 Quality Stondord, DSB-89 Brocing Specffication, and HIB-91 Handling Installing and Brocing Recommendation avoilable from Truss Plate Institute, -,... _. .. _ . .. .. ......,~.,. . & BDII.DING SITPPLY IIJC. Job Truss Truss Type Qty Py Soundbuitt Homes / RMW 20688 C1 GIRDER 1 1 Job Reference o tional ..:r,.~ r ..........:..~ r.... gyn..., r~~ nz ~z~rz•dn Dons pans ~ The Truss Co. Sumner Wa /Eugene Or 3-0-2 5-6-0 7-11-14 11-0-0 3-0-2 2-5-14 4x4 MII20 II 2-5-14 3-0-2 o. r vv a r~uy w cwY ,.,, , o~ ,, ,.,~. 3-0-2 5-6-0 7-11-14 11-0-0 3-0-2 2514 2-5-14 3-0-2 Sple =1:30.1 lO LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 7-8 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.09 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.03 5 n/a Na BCDL 7.0 Code IRC2003/TP12002 (Matrix) Weight: 55 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 HF No.2 WEBS 2 X 4 HFSPF StudlSTD "Except' 3-7 2 X 4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 1=2730/0.5-8, 5=2730/0.5-8 Max Uplift1=332(load case 3), 5=-332(load case 3) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=-3120/391, 2-3=-2163/313, 3-4=-2163/313, 4-5=-3120/391 BOT CHORD 1-8=-251/2293, 7-8=-251/2293, 6-7=-251/2293, 5-6=-251/2293 WEBS 2-8=-125!1180, 2-7=-9321160, 3-7=-344/2519, 4-7=-932/160, 4-6=-125/1180 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; GC 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 Ib uplift at joint 1 and 332 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) 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. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. 9) Trusses intersecting along bottom chord at 24" o.c. to be connected with USP THD26/l ply/2x6(ref.HUS26) (HF/SPF 1.15Dn 1.33Up) or equivalent- This connection supports a maximum download of 1085 Ib and a maximum uplift of 13151b. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard '~ ~j W ~ r ,f~ ~v~ 19969 .~'~ ~~, ~i° G sloNA~ ~~' EXPIRES 08!20/06 ~~~ ~ ~ 700 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for. use only with MITek connectors. fits design is based only upon parameters shown, and is for an individual building component To be installed and looded vertically. Applicability of design paromeTers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing To insure stability during construction is the responsibility of the erector. Additional permanent r~~~~+~ bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and the i i~ V ~7.7co. bracing, consult QST-88 Quality Standard DSB-89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation mailable from Truss Plate Institute, & BUII.DING SUPPLY INC. 5x6 M1120/ 3x6 M1120 I I 8x8 M1120= 3x6 M1120 I I 5x6 M1120~ Job Truss Truss Type Qry Py Soundbuitt Homes / RMW 20686 Ct GIRDER ~ ~ Job Reference o tional ,.,n _ n.... ~c onne ^.tTi.L In.l„clro~ Inr nMn ran na ~3~93•dR 9nh5 Pane 7 1 he I Hiss t;o, Jumner wa r tugene yr 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=-452 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is hosed 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 -not truss designer. Bracing shown is for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent ~r~*~~ bracing of the overall structure is The responsibility of the building designer. For general guidance regarding fabrication, qualih/ control, storage, delivery, erection and thei i~Vr7r7eo. bracing, consult QST-88 9ualiTy Standard. DSB-89 Bracing Specrfication, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, & BSTII.DING SUPPLY INC. Job Truss Truss Type Qty Ply Soundb Homes / RMW 20686 D GABLE 1 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or 6.100 s Aug 25 2004 MTek Industries, Inc. Mon Jan 03 13:23:50 2005 Page 1 _1.10..0 113-0 11-3-0 11-3-0 1-10-0 3x5 MII20= lLr r20= 22-6-0 LOADING (pst] SPACING 2-0-0 CSI 27 TC 0 DEFL in Vert(LL) -0.00 TCLL 25.0 Plates Increase 0 Lumber Increase TCDL 8 1.15 1.15 . BC 0.10 Verl(TL) -0.01 . BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 BCDL 7.0 Code IRC2003/TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 BOT CHORD OTHERS 2 X 4 HFSPF Stud/STD (loc) I/deft Ud PLATES GRIP 1 Nr 120 MI120 '185!148 1 Nr 90 20 Na Na Weight: 138 Ib Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=267/22-6-0, 20=70/22-6-0, 29=72/22-6-0, 28=72!22-6-0, 30=78/22-6-0, 31=109/22-6-0, 32=106/22-6-0, 33=108/22-6-0, 34=101!22-6-0, 35=129/22-6-0, 36=51/22-6-0, 27=77/22-6-0, 26=109/22-6-0, 25=107/22-6-0, 24=106!22-6-0, 23=110/22-6-0, 22=90/22-6-0, 21=158/22-6-0 Max Grav 31--~1101(load case 3)232=1016(load case 1)933=108(load case 3), 34(1101(0 d case 3)735~129(load3) case 3), 36=73(load case 2), 27=79(Ioad case 4), 26=110(load case 4), 25=107(load case 1), 24=106(load case 4), 23=110(load case 4), 22=90(load case 4), 21=158(load case 4) FORCES (Ib) -Maximum ComprpssioNMaximum Tension TOP CHORD 1-2=0/65, 2-3=-67/11, 3-4=-35/19, 4-5=-39/16, 5-6=-38/16, 6-7=-38/16, 7-8=-38/16, 8-9=-39/15, 9-10=-27/2, 10-11=-34/0, 11-12=-34/0, 12-13=-26/2, 13-14=-38/15, 14-15=-37/16, 15-16=-37/16, 16-17=-37/16, 17-18=-36/17, 18-19=-42/12,19-20=-47/30 BOT CHORD 2-36=0111, 35-36=0111, 34-35=0/11, 33-34=0/11, 32-33=0/11, 31-32=0/11, 30-31=0/11, 29-30=0/11, 28-29=0/11, 27-28=0111, 26-27=0/11, 25-26=0/11, 24-25=0/11, 23-24=0/11, 22-23=0/11, 21-22=0/11, 20-21=0/11 WEBS 10-29=-57/0, 12-28=-57/0, 9-30=-67/0, 8-31=-90/0, 7-32=-88/0, 6-33=-88/0, 5-34=-87/0, 4-35=-94/0, 3-36=-73/0 13-27=-67/0, 14-26=-90/0, 15-25=-88/0, 16-24=-88/0, 17-23=-90/0,18-22=-78/0, 19-21=-119/0 NOTES (9-10) 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) All plates are 2x4 MII20 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 requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2003 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. Sgle = 1:49.7 v~ W 19969 V ,~~ ~G NAL ~ EXPIREppSpA,,0812oU1®ry6 ~d!-il~d ~ ~ l ~~~ A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid foruse only with MITek connectors. This design is based only upon parameters shown, and is for an individuol building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporory 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 generol guidance regarding fobricotion, quality control. storage, delivery, erection and bracing, consult QST-88 9uality, Standard, DSB-89 Bracing Specification, and HIB-91 Hondling InsTOlling and Brocing Recommendation available from Truss Plate Institute, theTRUSSco. & BUII.DING SUPPLY INC. Job Truss Truss Type Qty Pty Soundbuilt Homes / RMW 20688 D GABLE 1 1 Job Reference o tional c enn .. n.,., os oMA ~ATe4 Inrine}rinc Inc Mnn .lan D3 1323'50 2005 Paae 2 the I cuss C:o; Sumner wa r tugene vl 9) All dimensions given infeet-inches-sixteenths (FFIISS) format. 10) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is ttie responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and jy~e~*~.CCO. bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, & BTTILDIIJG SITPPLY INC. Job Truss Truss Tye Qty Ply SoundbuiR Homes / RMW 20686 D1 FINK 8 1 Job Reference o fional ~ ,nn ~ n.,,, ~~ Anna MTak Industries. Inc_ Mon Jan 03 13:23:52 2005 Page 1 The Truss Co, Sumner wa / tugene yr _1_10-0 5-9-15 11-30 1 -1 22-6-0 1-10-0 5-9-15 5-5-1 5-5-1 5-9-15 Sple = 1:49.7 4x4 MI120= 120= 7-10-7 14-7-9 22-6-0 7-10-7 6-9-2 7-10-7 Plate Offsets X Y : 2:0-2-9 0-1-8 4:0-2-0 0-1-12 6:0-2-9 0-1-8 LOADING (psf) SPACING 2-0-0 1 15 CSI TC 0 35 DEFL in (Ioc) Udefl L/d Vert(LL) -0.10 2-9 >999 360 PLATES GRIP MI120 185/148 TCLL 25.0 0 TCDL 8 . Plates Increase Lumber Increase 1.15 . BC 0.41 Vert(TL) -0.21 6-7 >999 240 . BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 6 n/a n/a Weight: 89 fb BCDL 7.0 Code IRC2003lfP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc pudins. TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=1024/0-5-8, 6=875/0-5-8 Max Horz2=47(load case 3) Max Uplift2=-154(load case 3), 6=-84(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67, 2-3=-1258/137, 3-4=-1077/178, 4-5=-1097/191, 5-6=-1276/148 BOT CHORD 2-9=-45/948, 8-9=0/654, 7-8=0/654, 6-7=-59/970 0 WEBS 3-9=-306/119, 4-9=-42/408, 4-7=-65/441, 5-7=-323/129 ~. r Sys NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 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 and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ~ b 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcun-ent with any other live loads. ti i i G ~ on. nspec ty assurance 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qual thers) of truss to bearing plate capable of withstanding 154 Ib uplift at joint 2 and 84 Ib b ti / Q on ( y o 5) Provide mechanical connec ~1 19969 uplift atjoint 6. 6 This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and ) ~ ~~~~D tS ~ referenced standard ANSIffPI 1. 7) This truss is designed for a creep factor of 1.25, which is used to calculate the total load deflection. The building designer SIO T+ NAL shall verify that this parameter fits with the intended use of this component. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. ~ EJLPIRE.S LOAD CASE(S) Standard Q p pf ~lr ~ ~0~~ A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek 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 -not truss designer. Bracing shown is for lateral support of individual web members only. AddBional 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 yy~er~~*~CCO bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, &LLB1~Da~iLGV r~l~Y INC. Job Truss Truss Type Qty Ply Soundbuitt Homes / RMW 20688 D2 FINK 11 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or 6.100 s Aug 25 2004 MTek Industries, Inc. Mon Jan 03 13:23:53 2005 Page 1 -1-10-0 + 5-9-15 11-3-0 16-8-1 , 22-6-0 ~ 24-4-01 r , 1-10-0 5-9-15 5-5-1 5-5-1 5-9-15 1-10-0 Sgle = 1:50.9 4x4 MII20= n ~I 0 1 7-1a7 14-7-9 22-6-0 ~-1a~ s-s-z ~-1a~ n I~ 0 LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.34 TCDL 8.0 Lumber Increase 1.15 BC 0.35 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 7.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF StudJSTD REACTIONS (Ib/size) 2=1018/0-5-8, 6=1018/0-5-8 Max Uplift2=-150(load case 3), 6=-150(load case 3) DEFL in (loc) 1/deft Ud PLATES GRIP Vert(LL) -0.10 2-10 >999 360 MII20 185!148 Vert(TL) -0.19 2-10 >999 240 Horz(TL) 0.04 6 n/a n/a Weight: 92 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/67, 2-3=-1248!130, 3~=-1067/171, 4-5=-1067/171, 5-6=-1248/130, 6-7=0/67 BOT CHORD 2-10=0/939, 9-10=0/645, 8-9=0/645, 6-8=0/939 WEBS 3-10=-306/118, 4-10=-44!409, 4-8=-44/409, 5-8=-306/118 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; C-C Exlerior(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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 Ib uplift at joint 2 and 150 Ib uplift at joint 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 7) 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. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard b~ a ~ w O~~ i 9469 9 ,~ tr ~CISI'E~-4' sj~NAL ~~ EXPIRES 08/20/06 JAIL ~b ~ 2005 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is bored only upon parameters shown, and is for on individual building component to be installed and loaded verticolly. Applicobility of design parameters and proper incorporation of component is responsibility of building designer -not Truss designer. Brocing shown is for lateral support of individuol web members only. Additional temporary bracing To insure stability during construction is the responsibility of the erector. Additionol permanent bracing of the overall structure is The responsibility of the building designer. For general guidance regarding fabrkation, quality control, storage, delivery, erection and theTRU$$co bracing, consult 9ST-88 9uality STandord. DSB-89 Brocing Specification. and HI8-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, . & BUBDING SUPPLY INC. 583 D'Onofrio Drive, Madison. WI 53719. 3x4 MII20= 3x5 MII20= 3x4 MII20= Job Truss Truss Type Qry Py Soundbuift Homes / RMW 20686 D3 GABLE 1 1 Job Reference o tional •~ • • ~~~ ~-~• -•~• • •• ••-• • • ~ • ~..y~, ~~ ~~ o. r V V 5 rlug La [uuv MI I eK Ir1aUSUleS, mC. MOn Jan U3 13:23:66 21305 Page 1 -1-10-0 I 11-3-0 __ 22-6-0 24-4-0 1-10-0 11-3-0 11~-0 1-10-0 Scale = 1:50.9 3x5 MII20= n I~ 1~ JXJ MIIN= 22-6-0 22-6-0 Plate Offsets (X,Y): [2:0-2-9,0-1-S1.f11:0-2-8,Edge] [20:0-2-9 0-1-8] [29:0-2-8 0-3-0] LOADING (psf) SPACING 2-a0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.03 21 n/r 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.04 21 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 20 Na Na BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 141 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 1 a0-0 oc bracing. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=267/22-6-0, 20=266/22-6-0, 30=73/22-6-0, 29=73/22-6-0, 31=78/22-6-0, 32=109/22-6-0, 33=106!22-6-0, 34=108/22-6-0, 35=101/22-0, 36=129/22-6-0, 37=51/22-6-0, 28=77/22-6-0, 27=109/22-6-0, 26=106/22-6-0, 25=108/22-6-0, 24=101/22-6-0, 23=129/22-6-0, 22=51/22-6-0 Max Grav2=267(load case 1), 20=266(Ioad case 1), 30=73(load case 1), 29=73(load case 1), 31=79(load case 3) 32=110(load case 3), 33=106(load case 1), 34=108(load case 3), 35=101(load case 3), 36=129(load case 3), 37=73(load case 2), 28=79(load case 4), 27=110(load case 4), 26=106(load case 1), 25=108(load case 4), 24=101(load case 4), 23=129(load case 4), 22=73(load case 2) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/65,2-3=66/11, 3-4=35/19, 4-5=-38/16, 5-6=-37/16, 6-7=-37!16, 7-8=-38/16, 8-9=-39/15, 9-10=-26/2, 10-11=-33/0, 11-12=-33/0, 12-13=-25/3, 13-14=-38/15, 14-15=-37/17,15-16=-37/17, 16-17=-37/17, 17-18=-37/16, 18-19=-34/20,19-20=-65/12, 2x21=0/65 BOT CHORD 2-37=0/11, 36-37=0/11, 35-36=0/11,34-35=0/11, 33-34=0/11, 32-33=0/11, 31-32=0111, 30-31=0/11, 29-30=0/11, 28-29=0/10, 27-28=0110, 26-27=0/10, 25-26=0/10, 24-25=0/10, 23-24=0/10, 22-23=0/10, 2a22=a1o WEBS 10-30=-57/0, 12-29=-58/0, 9-31=-67/0, 8-32=-9010, 7-33=-88/0, 6-34=-88/0, 5-35=-87/0, 4-36=-94/0, 3-37=73/0 13-28=-67/0, 14-27=-90J0, 15-26=-88/0, 16-25=-88/0, 17-24=-87/0, 18-23=-94/0, 19-22=-73/0 NOTES (9-10) 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) All plates are 2x4 MII20 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 requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2003 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 125, 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. A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. r` ~ / ~ b - ~ts's ~F'CISf'F%S lONAl ~ EXPIRES 08/2dl06 ~l Design valid for use only with Mfiek 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 -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing Toinsure stability during construction is the responsibility of the erector. Additional permanent bracing of The overall shucture is the responsibility of The building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 9ST-88 9uolity Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. theTRUSSco. & SUU.DING SUPPLY INC. Job Truss Truss Type , Qty Ply Soundbuitt Homes / RMW 20686 D3 GABLE 1 1 Job Reference o tional The Truss Lo, Sumner Wa /Eugene Ur o.~ uu s Hug zo cuuv rvrr r eK mausmes, mc. man .ran us r s:co:oa cu~o raye c 9) All dimensions given infeet-inches-sixteenths (FFIISS) format. 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 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component To be installed and loaded vedically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of The erector. Additional permoneni bracing of the overall structure is the responsibility of The building designer. For general guidance regarding fabrication, quality conhol, storage, delivery, erection and theTRUS$co bracing, consult 9ST-88 9uolity Standard, DSB-89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, . & BUB.DIIJG SUPPLY IIQC. 583 D'Onofrio Drive, Madison. WI 53719.