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20050539 Permit Pkg 052206s~ ~~ ~. , U W Q ~ 0. ' ~.. ~ ~ ® a a A 1.1. O ,.. Q O V Z Q ~ U_ LL m H ~ U J J w a O Z V W N E 3 Z C (0 f0 ~_ ~? ~ a N ~ Q U_ W ~U ~ ~ U ~ °o U N (0 _ '+.. -~ r ~ O T -~ U ~ N rn~ N ,~_ N ~ ~ Y U C m ~ O O >N .~ ~ ~ > a~ ~ U ~ o~ ~ °' rn ~ c ~~o ~ ~~ .3 ~ ~ U O ti ~ ~ N .Q ~ - >+ ai ~~~ U a ~ .~ ~ ~ 'N ~ U ~ ~ o ~ ~- UUQ 7 N N ~ L ~ F" e ~ It~ ~~ ~~ ~ ®~ k, ~!~~ . sn it n any ~ .~ ,~ ~ ` ;ms's 1. - . 1~..:,~ ~> ..; ~y~ r':. ~~`"r! N I . ~ iri cn ~ to Z . ~ C O .. ~ N ~ _ E N U ~.-. "6 (B U _ Z Q c _ U C C "6 ~ (6 ~ '~ m ~ ~ m ~ Q f~ m p . Applicant: City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit No: BLD-05-0539-YL Issue Date: 05/22/2006 (Work must be started within 180 days) Receipt No: 42195 Name: Johnson Custom Homes Phone: 360-273-6666 Address: 18741 Nutmeg St. SW City: Rochester State: WA Zip 98579 Rroperty Information: Site Address: Assessor Parcel No. Subdivision: Tahoma Valley Lot: 10 Contractor Information: Name: Johnson Custom Homes Contact: Johnson, John Phone: 360-273-6666 Address: 18741 Nutmeg St. SW City: Rochester State: WA Zip: 98579 Contractor License No: JOHNSCH97liDC Expires: 03/03/0762 Business License: Project lnfo~aton: Project: Terra Valley Demo Home Description of Work: 2250 SFR Sq. Ft. perfloor: (1st) 956 (2nd) 1294 (3rd) 0 Garage 576 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 ----------- 1,631.03 ----------- 993.75 ---------- 637.28 ---------- 5.6000 ----------- 113.8000 ------------- $1,000 Building Plan Review 1,060.16 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 125.00 20.00 105.00 7.0000 15.0000 Fixture Sewer ERU 5,569.00 0.00 5,569.00 5,569.0000 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 Fire District Impact Fee 610.42 0.00 610.42 0.2160 2,826.0000 square foot State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: 311,870.86 Applicant's Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and re ions of record. If applying as a contractor, I futher certify that I am currently registered in the tate of Washington. _ Si nature Date g ~~~0~~~-- S~2 Z~DIo Firm ~~~G~ r n~yi~ OFFICIAL USE ONLY -' Sets of Prints: Final Inspection: By= _ _ CITY OF YELM .~.. R .. DENTIAL BUILDING PERMIT APPLICA V FORM Project Address: 9 Q 7 5£ f-r~-~tr r $~f. Parcel #:r~ ~ rI ntQ 3~ C~ Oy U l ~`1 ,__. ~ `'® Subdivision: t"~rr V ~ •~ Lot#:-TD Zoning; F~e 2 ~V ~+a Q~ New Construction Re-Model / Re-Roof /Addition u Home Occupation Sign ~ Z446 u Plumbing u Mechanical u Mobile /Manufactured Home Placement u Other Project Description/Scope of Work: 3 .B~ S~ FR ~ YjZa~f L I-~Om~ Project Value: f~D , (~ a~ Building Area (sq. ft) 1~' Floor. 9S~o 2"d Floor 1 ~r Garage ~7~o Deck~O _ Basement Carport Patio '7a # Bedrooms .3 # Bathrooms ..3 Heating: GAS/OTHER r ELEC RIT C Circle One) Are there any environmentally sensitive areas located on the parcel? ~l/,~ _ If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: Ta a,c r Wiz' ADDR SS (03 $f EMAIL rCa H r ~.ow.e w, CITY STATE l.~ ZIP O TELEPHONE -- - 7 ARCHITECT/ENGINEER LICENSE # ADDRESS EMAIL CITY STATE ZIP TELEPHONE GENERAL CONTRA'~(TOR TELEPHONE '3(00-373-(O~G.` ADDR SS 874 N' Sw EMAIL ('arde;.Etw N e~cas~.na~~ CITY e4~e er STA E wt4 ZIP9SS74 FAX 3 7 ~-1S3 CONTRACTOR'S LICENSE #~DNNSfNg7~DC EXP DATE CITY LICENSE # PLUMBING CONTRACTOR w~ V TELEPHONE 31x0• fs~(o • l ~ ~3 ADDRESSS~a'7 `d~o~Ir. 1-tthr Nu- EMAIL ~/~ CITY M Y STATE~ZIPSt~s'D~_FAX !~- - 4 CONTRA TOR'S LICENSE # EXP DATEt ~GCITY LICENSE # MECHANICAL CONTRACTOR (cJ TELEPHONE 31e0- 7~8' CITYC,'i~rl~.c.{,~s STATE~_ZIP, ~Jt3S~ 7: FAX C~,O/NTRACTOR'S LICENSE #NOQ~a-1C r~''7~CfEXP DATE (CITY LICENSE # 7 ~Cf Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. ~ vG Appl' ant's Signature Date er /Contractor ner'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 105 Yelm Auenue Weat (360) 45&3835 PO Box 479 (360) 45&3144 FAX Yelm, WA 98597 www.ci.yelm.ma.ua ~oF T~ CITY OF YELM . YePm, WA 98597 RECEIPT No. 360-458-8403 4 219 5 RE~FW'E~LEVEN THOUSAND EIGHT HUNDRED SEVENTY DOLLARS & 86 CENTS RECEIVED FROM JOHNSON CUSTOH HONES 18741 NETNEG ST SW ROCHESTER. 11A 98579 BLD-05-0539-YL SITE: TERRA VALLEY OEHO HOME DATE REC. NO. 05/22/06 42195 BUDGETARY AMOUNT REF. NO. 11,870.86 CHECK 1003 DIANA , W/ERU1500, M/HTR300, W/DEP40, TRAFF757.50, S/DEP50. FIRE610.42, ST4.50 Cis, of Yelm Pql J hermit Fees Schedule Community Development Department MAr i 2 L permit No: BLD-05-0539-YL Building Division ti /f!! Phorro: (380) 458-8407 CITY OF YELIW Fax: (360) 458-3144 ~~~~ Name: Johnson Custom Homes Phone: 380-273-6886 Address: 18741 Nutmeg St. SW City: Rochester State: WA Zip 98579 project i~fprtni~tion: Project: Terra Valley Demo Home Description of Work: 2250 SFR Site Address: Assessor Parcel No. 2~ r sA ~ . ... _ Item Acct Code Item Fee Base Amt Unft Fee Unit Rate No. Units Unft Desc Building Permit 100-500k 032 001-322-10-00 1,631.03 993.75 637.28 5.6000 113.8000 31,000 Building Plan Review 100 001-345-83-00 1,060.16 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 032 001-322.10-00 125.00 20.00 105.00 7.0000 15.0000 Fixture Sewer ERU 802 412-343-50-01 5,569.00 0.00 5,569.00 5,569.0000 1.0000 ERU Sewer Inspection 805 412-343-80-00 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 715 401-343-80-02 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 Water Deposit 740 402-389-00-00 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 420120-345-85-00 757.50 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 Fire District Impact Fee 105 001-345-85-00 610.42 0.00 610.42 0.2160 2,826.0000 square foot State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: 311,870.86 :~:~~~~ ~ con-~n-~ vrvi ~ v ERLING BIRKLAND FACILITIES 8Z CAPITAL PROJECTS DIRECTOR 360.458.6128 FAX: 360.458.6434 401 COATES AvE. N W PO Box 476 YELM, WA 98597-0476 ebirklandC~ycs.wednet.edu iUVi' October 24, 2007 City of Yelm Community Development PO Box 479 Yelm, WA 98597 RE: SUB OS-0305-YL; Parce121724340000, 14947 Longmire Street SE Dear Sirs: Lot No. 10 in the above subdivision is not subject to mitigation fee because of an exciting dwelling on the property prior to the subdivision. Please contact me at 360-458-6128 with any questions. Thank you, -- _ Erli g Brand Facilities Director YELM COMMVNITY SCHOOLS IS AN EOVAL OPPORTUNITY EMPLOYER AND FOLLOWS TITLE IX REQUIREMENTS. 7-~~-` - -____ - _ DO -' _____ -+ --_ --- _ i -_ -__ -- ______\\ 4i 99.99' \\\ ~ ~ "a •SS , I O ~ O O R ~ ~ 1 , ,~ ~o ~2v DOSED 3 8D '~~ •~-~ ~ ' I~o,r,n ~ ~3r3 sg~~ .~ p `~ I ~ - I O ~ ~, p to o 9 1^ ~ ~ o j•w(~3~J ~ L- J L~ ~ i 'i ~.IJ~'TE~"- ~ _~ 00.00' j ~ m 7 BLDG SETB ~ m ~ O wl ~ - ~ ~i Q ~~~ nt ~~ ~' ,•,_, ~,,~ ~~ r ._.~__ ~~ TR1 ~NC~' Nvwi~' S gyp,-~n~s~ C~(,~sT~m f-tvmEs ~. oT ~ v /h o ~ £ 1. I$ d m ~ ~ ~H N J u~NsvN TFI~~f~ U~}LL~'( 31~p • a'73-(oGLb ~o~ ~ .~ ,~ ~ C<°~~t=,L.~ 3 coo - a 3 9- 7 3 v~ ~~ 1 ~i7 ~3 O ~ O ~- H ~ ~ OZ ~ O W Z _ J ~ Z o w °' Q O p°z ~ ~ a ~ p w w m ~' ..~ ..9Z I O I 2 W I~ g~ Qp I w 0 ~ o I ~ I c? ~ I ~ I N W J a U PRECISE ENGINEERING, INC. Centralia, WA 98531 (360)736-1137 „_.. FAX (360) 807-8893 Job: Date: By: Sheet: Page of Retain Pro 6.0, 2s-sep-loos, ~c~lsss-zoos Cantilevered Retaining Wall Design c«,e: lsc 2000 Criteria Retained Height Wall height above soil Slope Behind Wal Height of Soil over Toe Soil Density Wind on Stem Soil Data = 2.67 ft Allow Soil Bearing = 1,500.0 psf = 0 00 ft Equivalent Fluid Pressure Method . Heel Active Pressure - 38.0 psf/ft = 0.00:1 Toe Active Pressure = 38.0 psf/ft = 0.00 in Passive Pressure = 350.0 psf/ft = 110.00 pcf Water height over heel = 0.0 ft Footing~~Soil Frictior = 0.400 = 0.0 psf Soil height to ignore for passive pressure = 0.00 in Design Summary --` Total Bearing Load = 891 Ibs ...resultant ecc. = 4.16 in Soil Pressure @ Toe = 909 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,272 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 3.17 OK Sliding = 2.17 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 220.0 Ibs less 100% Passive Force= - 121.5 Ibs less 100% Friction Force= - 356.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results ~ Tce Heel Factored Pressure = 1,272 0 psf Mu' :Upward = 0 0 ft~ Mu' :Downward = 0 0 ft~ Mu: Design = 0 205 ft-# Actual 1-Way Shear = 0.00 2.08 psi Allow 1-Way Shear = 0.00 76.03 psi Toe Reinforcing = # 7 @ 18.00 in Heel Reinforcing = # 6 @ 14.00 in Key Reinforcing = None Spec'd Stem Construction Design height ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data tti/FB + fa/Fa = Total Force @ Section Ibs = Moment....Actual ft-# _ Moment.....Allowable = Shear.....Actual psi = Shear.....Allowable psi = 0.109 230.3 204.9 1,875.7 6.4 76.0 Lap Splice if Above in = 34.88 Lap Splice if Below in = 6.00 Wall Weight = 75.0 Rebar Depth 'd' in = 3.00 Masonry Data fm psi = FS psi = Solid Grouting = Speciallnspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 2,000.0 Fy psi = 60,000.0 Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Footing Dimensions 8~ Strengths Toe Width = 0.00 ft Heel Width = 2.00 Total Footing Widtt = 2.00 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in ~p Stem Stem OK 0.00 Concrete 6.00 # 4 16.00 Center ~-- Retain Pro 6.0, 23-see-zooz, (c)1989-2002 Cantilevered Retaining Wall Design code: iec zooo Summa of Overturnin 8~ Resistin Forces 8~ Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Heel Active Pressure = 233.2 1.17 272.3 Toe Active Pressure = -13.2 0.28 -3.7 Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 220.0 O.T.M. = 268.7 ResistinglOverturning Ratio = 3.17 Vertical Loads used for Soil Pressure = 890.8 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 440.6 1.25 550.7 0.00 200.3 0.25 50.1 250.0 1.00 250.0 890.8 Ibs R.M.= 850.8 6.in Conc w/ #4 @ 16.in o/c 5s 2'-8" 2'-8" ~~ ~" t _ ~ ~ ~ ~ ~ 1 O" --- Designer select #6 14.in 2 -~" @ all horiz. reinf. @ Heel See Appendix A 2'-0" Pp= 121.53# 908.81 psf 233.19# 07/03/2008 17:27 FAX 360a0o2808 6URNETT_r,ENTEp, ~ U02/o03 BACKFLOW PREVENTION ASSE~IVIBLY TEST REPaRT , , ~~.,.. - ~~ IQ ACCOUNT# • ~ ~ PERMIT # - ~ DETECTOR METER READING _ ' . ~ ~ ~ ~ OLD ASSEMBLY SERIAL NUM9ER NAME.OF PREMISE I Ge, (` Commer~lal ^ Residential SERVICE ADDRESS / U l D3 'I"~/~'~ V*A~ 1e~ S~~ S ~ _ __ _ CITY ~~'_.~ M ZIP'S 9~ CUSTOMER'S NAME PRINTED ~~ s PHONE ( ) LOCA`flbN OF ASSEMBLY CAL ~-~ 5 I PE OF HAZARD ISOLATED TY _ _ ~ r~ ~ '~t.~ DCVA~ RPBA 0 PVBA p OTHER NEW INSTALLATION EXISTING^ REPLACEMENT ~] LINE PRESSURE ~~ PSI MAKE= OF ASSEMBLY i"e1~cu MODEL ~_ SERIAL NO. NA ~3 ~(5q SIZE ~_ uA111"/OTI/1~1. A_-_.!__J _:~:~..... ..I_...... ..e......,~~,... .,.,,~n~e,~~ Vsac(~l Nnl-I PROPER INSTALLATION' YASSZi NOI'I /'11R vnr nv..n 4 v ~ w~•. nvy~+ncv .........,..... -.. DCVA 1 RPBA a"r --r---°-~- r ~ - DCVA I RPBA RPBA PVBA 1 S BA INITIAL CHECK VALVE NO. 1 CHECK VALVE N0.2 AIR INLET TEST OPENED AT PSID . LEAKEp ^ LEAKED ^ OPENED AT PSID CLOSED TIGHT ~ CLOSED TIGHT ~ #1 CHECK PSID P OT PASSED ~ EN DID N O FAILED ^ ~' g PSID Z• ~ PSID AIR GAP OK? N REPLACE PA P E PART C EAN REP ART CHECK VALV NEW PARTS ^ ~ O ^ ~ ~ HELD AT PSID AND p O ^ ^ ^ O LEAKED REPAIRS ^ p ^ p p O CLEANED [] ^ p p p a a REPAIRED ^ TEsT CLOSED TIGHT CLOSED TIGHT OPENED AT PSID AIR INLET PSID AFTER REPAIRS PSID PSID #7 CHECK PSID CHK VALVE PSID REMARKS: TESTER'S SIGNATURE: CERT. NO. ~~~~ 3 ~ DATE ~ -~ " O~ I CERTIFY THE ABOVE REPORT TO 9E TRUE. TESTER'S NAME PRINTED:/ ~-YZ. ~- << ~ ~ ~~-v~ TESTER'S PHONE (•Z.53) 2~ L ~5 8 3~i REPAIRf=D BY: LIC. NO. DATE I CERTIFY THE ABOVE REPORT TO BE TRUE. FINAL TEST BY: CERT. NO. DATE I CERTIFY THE ABOVE REPORT TO BE TRUE. CUSTOMER'S SIGNATURE: DATE NOTE: Owner or authorized agent signature Is require on lest report- ' CALIBRATION DATE ~ / ~S /~ GAUGE SERIAL # ~ I O Z-1'"'1 Z`I SERVICE RESTORED YES[] NO^ 'Test In accordance with performance ouulned In 8ackflow Prevention Assemblies Field Test ProCeCUre Approved for use In Washington State -July 1898' ILLEGIBLE OR INCOMPLETE FORMS WILL NOT BE ACCEPTED ASSEMBLIES MUST HAVE TEST PORT PLUGS IN AREAS SUBJECT Tp FLOODING WHITQ COPY (PUBLIC WORKS) YELLOW COPY (CUSTOMER} PINK COPY (TESTER) MiTek Industries, Inc. Re: LOTX 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Armstrong Lumber Co.. Pages or sheets covered by this seal: 819897303 thru 819897340 My license renewal date for the state of Washington is December 19, 2006. `il: [7iJ~f t~ }~t, .~ v ,-. ~ /~~~ GI. ~~ ~~~`, -= " January 30,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. o ~.~.. r 1 9-0-0 4-0-0 2-0-0 0 0 _ _ _ - W, __ _ CGE _ ~ ~~ ~ C c C CC C CC CC ... C B3G ~ ., Ewa _ ,' (Q _ 3 B /I nn rn rn ,. V1 V~ VI ~ B3 % ~ 4 N ~ -. _ f ~I i 0 g 3 m' i N ,:: B3 U~ i ~ B 3 .r E 1 ~ O I ~~ a l g 3 ' 1- ~- E-3 ~ - T ::: B3 I ~ E 1 ; __ ~_L „ ,{ ~ '`~ d~ B2 r ~ E 1 ~ i ~ i ~. % ~_ ; _ B 2 ; E 7 8 - _ ~ 0 I B2 '~ E2Q ~ ~ lt~i ~ B2 E1 ~ ~ rrrtrt N I~ ~ ~ V r • °: k : - a ' V B 2 `~, E 1 6 __- ,- B2 E ~ 4, , _: T B1 \ E1 2, ; ~ ~~ _ ..._ ~_ ~_ ~ _ ~ _ _ ~_ B ~ ~ ` _, B 1 ~ _ ~ E !_ ._ B ~ \ .~~~ i ~ N _ ~, ~ ~ --J _...... B 1 K3 4 ,- ,--~ B I _K3 - '~' ~' ~~ p ;~ K 3 ~.-- ~ -1 ~ : _ _ _ ~T-- ~~ BGE K2` fn ~ r; N. ~'} ~ fP' r ~ 0 ~ ~ ~ T N 0 0 r 0 0 N r 22-0-0 ~ O-O-O ~ 12-0-0 ~ ~ ~ i ~ ~ 24-0-0 s-o-o N Armstron abr. 2709 Auburn Way N. Name: Truss transferred from Layout Auburn,WA. 98002 Address: J°b' ~0 i X Telephone: 2.53 833-6666 "'°'°°°''°°'~~~006b~a~wmuk~~r°drLOi%~ _ _ Scale: 1 : 96 _ D eat :_1 27 2006 Drawn By: Job Truss Truss Type ty Ply 819897303 LOTX AH1 TRIPLE HOWE 1 q J Job Reference (optional) r~rmscrong wmoer wrnpany, r~uuuni, vve. now 5-9-1 10-4-0 14-11-0 19-6-0 24-1-0 28-8-0 33-2-15 39-0-0 5-9-1 47-0 4-7-0 4-7-0 47-0 47-0 4-7-0 5-9-1 Scale = 1:66.7 6x6 MII20 I I 6 M d 5-9-1 10-4-0 14-11-0 19-6-0 24-1-0 28-8-0 33-2-15 39-0-0 5-9-1 47-0 4-7-0 4-7-0 4-7-0 4-7-0 47-0 6-9-1 ffsets /X.YY 11:0-5-5.0-1-14L l1:1-2-12.0-2-O1. l11:1-2-12.0-2-01. 111:0-5-5.0-1-141. 113:0-3-8.0-4-01. 114:0-4-0.0-6-01. 116:0-4-0.0-6-O1. l17:0-3-8,0-4-O1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.45 15-16 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.92 15-16 >504 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 7621b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2 X 8 DF 1950E 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud *Except* 6-152X4HFNo.2 SLIDER Left 2 X 6 HF 1650E 1.5E 4-9-11, Right 2 X 6 HF 1650E 1.5E 4-9-11 REACTIONS (Ib/size) 1=12579/0-5-8, 11=12579/0-5-8 Max Upliftl=-1980(load case 3), 11=-1980(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-27108/4270, 2-3=-23885/3792, 3-4=-23795/3801, 4-5=-20116/3236, 5-6=-16491/2699, 6-7=-16491/2699, 7-8=-20116/3236, 8-9=-23795/3801, 9-10=-23885/3792, 10-11=-27108/4270 BOT CHORD 1-18=-3890/24921, 17-18=-3890/24921, 16-17=-3404/22029, 15-16=-2819/18505, 14-15=-2819/18505, 13-14=-3404/22029, 12-13=-3890/24921,11-12=-3890/24921 WEBS 2-18=-349/2595, 4-17=-650/4377, 5-16=-860/5647, 6-15=-1950/12235, 7-14=-860/5647, 8-13=-650/4377, 10-12=-349/2595, 2-17=-3281/547, 4-16=-48201799, 5-15=-5569/921, 7-15=-5569/921, 8-14=-48201799, 10-13=-3281/547 NOTES 1) 3-ply truss to be connected together with 10d Common(.148"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 8 - 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 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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 nonconcurrent 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 is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 39-0-0; 24-0-0 from 0-0-0 to 39-0-0 LOAD CASE(S) Standard Continued on page 2 ~F:,~<}N<~.t~ ~~ 1.tRE~Ci`,w ~~ ~. ~' EXPIRES; 72-19-06 January 30,2006 ® WARNDYG - VerlJy design parameters and READ NOTES ON THIS AND INCLUDED ~7'ER REFERENCE PAGE M77-7473 BEFORE USE. 7777 Greenback Lane m Suite 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 4x8 MII20= 18 17 16 15 14 13 12 4x6 MII20= 8x12 MII20 % 3x8 MII20 I I 8x8 MII20= 8x8 MII20= 8x8 MII20= 8x8 MII20= 8x8 MII20= 3x8 MII20 I I 8x12 MII20~ Job Truss Truss Type Qty Ply 819897303 LOTX AH1 TRIPLE HOWE ~ q 3 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-589(F=-116, B=-452), 1-6=-84, 8-11=-64 ti.zuu s uw i s muo mi ~ ek mausmes, mc. rn van a uso:« <uuo rage ~ ® WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ~~® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com oneni is res nsibili of buildin desi ner-not truss desi ner. Bracin shown Cilrus Heights, CA, 95670 PP tv 9 P P P P P Po tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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, consul} AN51/TPn Qualify Criteria, DSB-89 and BCSI7 BuIlding Component M iTekm Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job Truss truss Type Qry Ply " 819897304 LOTX AHCR ROOF TRUSS 2 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 ~1 2x4 MII20 = v I~ 0 Scale = 1:46.8 Io LOADING(psf) SPACING 0-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 2 >999 360 MII20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 36 Ib 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 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=224/1-2-5, 10=1/1-2-5, 9=-1210-5-8, 3=423/0-5-8, 6=205/0-5-8, 4=287/0-5-8, 8=109/0-5-8, 7=142/0-5-8 Max Horz2=63(load case 3) Max Uplifl2=-59(load case 3), 9=-12(Ioad case 1), 3=-129(load case 3), 6=-68(load case 3), 4=-95(load case 3), 8=-42(load case 3), 7=-52(load case 3) Max Grav2=224(Ioad case 1), 10=3(load case 2), 9=4(load case 3), 3=423(load case 1), 6=205(load case 1), 4=287(load case 1), 8=109(load case 1), 7=142(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/9, 2-3=-78/95, 3-4=-68/51, 4-5=-52/0, 5-6=-38/42, 6-7=-31123, 7-8=-28/23, 8-9=-16/2 BOT CHORD 2-10=0/0 NOTES 1) Wind: ASCE 7-02; S5mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Beveled plate or shim required to provide full bearing surface with Vuss chord at joint(s) 9, 3, 6, 4, 8, 7. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-11, 2-10=-3 Trapezoidal Loads (plf) Vert: 2=-110(F=-99)-to-9=-21(F=-10) ~„~:.17C}NC YLr ^.`'t~t ~ of 4/,fir j v;: 'j, ~. ~`S1C?h',~1 t- ~ Ni> EXPIRES: 12-19-06 January 30,2006 ® WARNING - Verj(y design parameters aM READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE DDI-7493 BEFORE USE. 7777 Greenback Lane ~~® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of deli n aramenters and ro er incor oration of com onent is res onsibili of buildin deli ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP iY 9 P P P P P P iY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is }he responsibillity 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 AN51/TPII QualBy Cdterla, DSB-89 and BCSII BuIlding Component M iTek~ Satefy Informaflon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 6.200 5 Jul 13 2005 MiTek Intluslnes, Inc. hn Jan Z/ iZ:3b:ZZ 2uoti Nage 1 6-9-4 10-9-4 15-2-12 18-2-12 22-2-12 23-5-2 6-9-4 40-0 4-5-8 3-0-0 4-0-0 1-2-69 Job Truss Truss Type Qty Ply 819897305 LOTX B FINK 1 1 -- - -- -- ---- Job Reference (optional) - ,vrnrsnuny wnmei wnipany, rauuui, vva. aoouc ~.-~----•,~---~~•~••-••.~ -1-0-p 6-1-10 12-0-0 17-10-6 24-0-0 26-0-p n 1-0.0 6-1-10 510-6 5-10-6 6-1-10 1-0.0 4x6 M1120 4 "~i 0 M 7 I~ 0 Scale = 1:86.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.09 2-10 >999 360 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.24 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud PLATES GRIP MI 120 185/148 Weight: 115 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1067/0-5-8, 6=1067/0-5-8 Max Uplift2=-128(load case 3), 6=-128(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-1173/131, 3-4=-1037/262, 4-5=-1037/262, 5-6=-1173/131, 6-7=0/47 BOT CHORD 2-10=01726, 9-10=0/490, 8-9=0/490, 6-8=0/726 WEBS 3-10=-313/207, 4-10=-128/497, 4-8=-128/497, 5-8=-313/207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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 is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - ver{)y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffif--7473 BEFORE USE. 7777 Greenback Lane ~ Design valid for use only with Mi(ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com onent is res nsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP tY 9 P P P P P Po tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII QualHy Crlteda, DSB-89 and BCSII Building Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. lu a a 3x6 M1120- 3x6 M1120= 3x6 M1120= 8-1-1 15-10.15 24-0-0 8-1-1 7-9-13 8-1-1 EXPIRES: 12-19-06 January 30,2006 Job Truss truss Type ty Ply 819897306 LOTX B1 FINK 7 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 72:35:24 2006 Page 7 -p-0-p 6-1-10 12-0-0 17-10.6 23-6-8 1-0-0 6-1-10 5-10-6 4x6 M1120 5-10-6 5-8-2 a 11zo II IV 3x6 M1120= 3x6 M1120= 3x6 M1120= 6x6 M1120\\ 6x6 MII20 \\ 8-1-1 { 15-10-15 23-6-8 8-1-1 7-9-13 7-7-9 I 0 Scale = 1:89.4 LOADING (psf) SPACING 2-0-0 TCLL 25.0 Plateslncrease 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2003/TPI2002 CSI DEFL in (loc) I/deft L/d TC 0.35 Vert(LL) -0.08 2-10 >999 360 BC 0.41 Vert(TL) -0.23 2-10 >999 180 WB 0.43 Horz(TL) 0.03 7 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD WEBS 2 X 4 HF Stud SLIDER Right 2 X 8 HF No.2 4-0-0 REACTIONS (Ib/size) 2=1060/0-5-8, 7=977/0-5-8 Max Horz2=36(load case 3) Max Uplift2=-129(Ioad case 3), 7=-87(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-1164/132, 3-4=-1026/263, 4-5=-9961262, 5-6=-902/134, 6-7=-1112/114 BOT CHORD 2-10=-0/719, 9-10=0/483, 8-9=0/483, 7-8=-0/696 WEBS 3-10=-310/206, 4-10=-127/499, 4-8=-128/454, 5-8=-294/205 PLATES GRIP MII20 185/148 Weight: 122 Ib Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; SSmph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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 is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard ® WARNING - Ver{fy design pnrameters and READ NOTES ON TNIS AND INCLUDED ffiITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ~® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of }he building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 QualNy Cdterla, DSB-89 and BCSII BuIlding Component M iT@~Cm $alety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ExPiRES: i2-~s-as January 30,2006 Job Truss Truss Type ty Ply 819897307 LOTX B2 FINK 6 1 Job Reference (optional) 6-1-10 12-0-0 17-10.6 23-6-8 6-1-10 510-6 4x6 MII20 11510-6 58-2 Scale = 1:88.1 ut 0 3x6 MII20= 9 8 7 4x10 MII20 I I 3x6 MII20= 3x6 MII20= 3x6 MII20= 6x6 MII20\\ 6x6 MI120 \\ 8-1-1 15-10.15 23-6-8 8-1-1 7-9-13 7-7-9 3 ~o 0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.36 Vert(LL) -0.08 1-9 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.24 1-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 1201b LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud SLIDER Right 2 X 8 HF No.2 4-0-0 REACTIONS (Ib/size) 1=97910-5-8, 6=979/0-5-8 Max Uplift1=-89(load case 3), 6=-89(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1143/137, 2-3=-1034/270, 3-4=-998/265, 4-5=-904/136, 5-6=-1114/116 BOT CHORD 1-9=-6/726, 8-9=0/485, 7-8=0/485, 6-7=-21698 WEBS 2-9=-315/210, 3-9=-135/510, 3-7=-127/454, 4-7=-294/206 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category ll; 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 is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verjfy design yarameters and READ NOTES ON TffiS AND INCLUDED MITER REFERENCE PACE Dttt-473 BEFORE USE. 7777 Greenback Lane Design valid for use only wish M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/rPll Quality Criteda, DSB-69 and BCSII Building Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. EXPIRES: 12-19-06 January 30,2006 Job Truss truss Type Qry Ply 819897308 LOTX B3 SCISSORS 7 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:24 2006 Page 1 -1-0-p 6-0.15 12-0-0 17-11-1 23-6-8 1-40 6-0-15 5-11-1 4x6 M1120 5-11-1 5-7-7 1 1.5x4 MII20 I ~ G~ ~ 6.00 12 4x6 M1120 i 3x8 MI120 \\ 4x8 M1120 I I 3x6 MII200 6-0.15 12-0-0 17-11-1 23-6-8 i i 6-0.15 5-11-1 5-11-1 5-7-7 V m IO r(V 0 Scale = 1:87.9 0-2-11.Edae1.12:0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.12 8-9 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.27 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.31 7 n/a n/a BCDL 10.0 Code IRC2003lfP12002 (Matrix) Weight: 1051b LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud WEDGE Left: 2 X 4 HF Stud SLIDER Right 2 X 4 HF Stud 3-9-2 REACTIONS (Ib/size) 7=972/Mechanical, 2=1054/0-5-8 Max Horz2=37(load case 3) Max Uplift7=-86(load case 3), 2=-128(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-2088/125, 3-4=-1453/62, 4-5=-1440/60, 5-6=-1853/127, 6-7=-1969/107 BOT CHORD 2-10=-14/1532, 9-10=-11/1523, 8-9=-9/1424, 7-8=-13/1411 WEBS 4-9=0/1461, 3-10=0/251, 5-8=0/211, 3-9=-443/204, 5-9=-364/203 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffiH-7473 BEFORE USE. I! I! c~reenDack Lane ~~~ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor ration of com orient is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP fY 9 P P P Po P P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Crtlerla, DSB-89 and BCSII Bullding Component M iTekm Safety Informaiton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type Qty Ply R19897309~ LOTX B3GE SCISSORS 1 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek IntlusMes, Inc. hn Jan Z/ 12:35:25 ZOUti rage 'I -1-0-0 6-0.15 12-0-0 17-11-1 23-6-8 n 1-0.0 6-0.15 511-1 4x6 M1120 1 S11 1 S7 7 ~' O 4x6 M1120 i 3x8 M 1120 \\ 4x8 MII20 I 3x6 MII20\~ 50-15 12-0-0 17-11-1 23-6-8 6-0.15 511-1 511-1 57-7 Scale = 1:87.9 Plate Offsets (X.YI: f2:0-2-11.Edael. 12:0-1-8.Edae1. 17:0-3-O.Edael. 117:0-1-8.0-0-121. 120:0-1-8.0-0-121 LOADING (psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud WEDGE Left: 2 X 4 HF Stud SLIDER Right 2 X 4 HF Stud 3-9-2 e m I~ r r~ O N O CSI DEFL in (loc) I/dell Ud PLATES GRIP TC 0.36 Vert(LL) -0.12 8-9 >999 360 MII20 185/148 BC 0.41 Vert(TL) -0.27 8-9 >999 180 WB 0.55 Horz(TL) 0.31 7 n/a n/a (Matrix) Weight: 136 I b BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=972/Mechanical, 2=1054/0-5-8 Max Horz2=37(load case 3) Max Uplift7=-86(load case 3), 2=-128(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-2088/125, 3-4=-1453/62, 4-5=-1440/60, 5-6=-1853/127, 6-7=-1969/107 BOT CHORD 2-10=-14/1532, 9-10=-11/1523, 8-9=-9/1424, 7-8=-13/1411 WEBS 4-9=0/1461, 3-10=0/251, 5-8=0/211, 3-9=-443/204, 5-9=-364/203 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 MI120 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable studs spaced at1-4-0 oc. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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. LOAD CASE(S) Standard WARNING - Vertjg design parameters and READ NOTES ON TNIS AND INCLUDED NUTEE REFERENCE PAGE ffiII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wish M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of deli n aramenters and ro er incor oration of com onent is res nsibilit of buildin deli ner -not truss deli ner. Bracin shown Citrus Heights, CA, 95610 PP N 9 P P P P P Po Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. EXPIRES: 72-19-06 January 30,2006 Job Truss truss Type Qiy Ply 819897310 LOTX BGE FINK 1 1 Job Reference_ optional Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:25 2006 Page 7 -1-0-p 3-1-10 6-0-0 8-10-6 12-0-0 24-0-0 2,5-0-p 1-0-0 3-1-10 2-10-6 2-10-6 31.10 12-0-0 1-0.0 4x6 M1120= u;I 0 8 1~~ 0 Scale = 1:86.0 Plate Offset~X Y): [2:0-4-6 0-1-8] (18:0-4-6 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 0.09 Vert(LL) 0.01 29 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 29-30 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 18 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 1951b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud 10-0-0 oc bracing: 2-30,29-30,28-29. WEBS 1 Row at midpt 9-28, 10-27, 8-31, 11-26 JOINTS 1 Brace at Jt(s): 32 REACTIONS (Ib/size) 2=540/0-5-8, 2 8=6 5411 2-5-8, 27=67/12-5-8, 26=119/12-5-8, 25=110/12-5-8, 24=113/12-5-8, 23=112/12-5-8, 22=111/12-5-8, 21=118/12-5-8, 20=91/12-5-8, 18=105/12-5-8 Max Uplift2=-52(load case 3), 27=-12(load case 3), 26=-52(load case 3), 25=-46(load case 3), 24=-44(load case 3), 23=-45(load case 3), 22=-43(load case 3), 21=-53(load case 3), 20=-24(load case 3), 18=-2(load case 4) Max Grav2=540(load case 1), 28=654(load case 1), 27=80(load case 5), 26=120(load case 5), 25=110(load case 5), 24=113(load case 1), 23=112(load case 5), 22=111(load case 1), 21=118(load case 1), 20=91(load case 1), 18=129(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-518/12, 3-4=441/74, 4-5=-20/67, 5-6=0/72, 6-7=0/97, 7-8=0/115, 8-9=0/134, 9-10=-16/134, 10-11=-17/114, 11-12=-17/74, 12-13=-17!75, 13-14=-48175, 14-15=-97175, 15-16=-145/74, 16-17=-197/76, 17-18=-243/71, 18-19=0/43 BOT CHORD 2-30=0/303, 29-30=0/209, 28-29=0/320, 27-28=-39/225, 26-27=-39/225, 25-26=-39/225, 24-25=-39/225, 23-24=-39/225, 22-23=-39/225, 21-22=-39/225, 20-21=-39/225, 18-20=-39/225 WEBS 4-34=-374/143, 33-34=-418/158, 32-33=-459/185, 31-32=-486/209, 28-31=-526/220, 9-28=-178/0, 10-27=-83/16, 8-31=-55/15, 3-30=-121/95, 29-32=-124/89, 4-30=-52/204, 4-29=-43/199, 11-26=-86/68, 12-25=-86159, 1 3-24=-8 515 8, 14-23=-85/58, 15-22=-85/57, 16-21=-88/62, 17-20=-77153, 7-32=-111/85, 6-33=-58/39, 5-34=-71/25 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) All plates are 1.5x4 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) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verj(y design parameters aM READ NOTES ON THf3 AND INCLUDED ffiTER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of deli n aramenters and ro er incor oration of com onent is res onsibili of buildin desi net-not truss deli net. Bracin shown ~ Citrus Heights, CA, 95610 PP tY 9 P P P P P P CY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII (Zuallty Criteda, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ~, ou ca m u co co cw co cc n cu 3x6 M1120= 3x6 M1120= 6x6 M1120= 6x6 M1120 // 3x6 M1120= 41-1 7-10-15 24-0-0 41-1 3-9-13 16-1-1 EXPIRES: 12-19-a6 January 30,2006 Job Truss truss Type Qty Ply R1989737i LOTX C SCISSORS 3 1 Job Reference (OptlOnal) _ _ Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 2 ~1-0-q 49-15 9-6-0 14-2-1 19-0-0 20-0-0 iT 1-0-0 49-15 48-1 4-8-1 49-15 1-0-0 4x6 M1120= M~pp ",31 O 9-6-0 19-0-0 9-6-0 9-6-0 v a M 7 (~ O 2006 Page i Scale = 1:70.7 LOADING(psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IRC2003/TPI2002 CSI DEFL in (loc) I/deft L/d TC 0.33 Vert(LL) -0.15 6-8 >999 360 BC 0.60 Vert(TL) -0.41 6-8 >546 180 WB 0.46 Horz(TL) 0.19 6 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD WEBS 2 X 4 HF Stud WEDGE Left: 2 X 4 HF Stud, Right: 2 X 4 HF Stud REACTIONS (Ib/size) 2=857/0-5-8, 6=857/0-5-8 Max UpIif12=-109(load case 3), 6=-109(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-1529177, 3-4=-1191/0, 4-5=-1191/0, 5-6=-1529/77, 6-7=0/44 BOT CHORD 2-8=0/1156, 6-8=0/1156 WEBS 4-8=0/1216.3-8=-263/190.5-8=-263/190 PLATES GRIP MI120 185/148 Weight: 79 Ib Structural wood sheathing directly applied or 5-5-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 6) 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. LOAD CASE(S) Standard WARNING - Ver(fj design parameters and READ NOTES ON TN79 AND INCLUDED ~7'ER REFERENCE PAGE E777--7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of corn onent is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP tY 9 P P p P P P N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safafy Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4x6 MII20 i 4x6 MII20~ 3x8 MII20 \\ 3x8 MII20 // EXPIRES: 12-19-06 January 30,2006 Job Truss truss Type Qry Ply 879897372 LOTX CGE GABLE 1 t Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 73 2005 MiTek Industries, Inc. Fri Jan 27 12:35:26 2006 Page 1 ,1-0-0 s-s-o 1s-o-o 20-0-0 ~~-o-0 9-s-o 9-s-o 1-0-0 6x8 MII20~i Scale = 1:68.8 10 M `~' 0 3x6 MII20= 19-0-0 M 1~ 0 _Plate Offsets (X Y): [2:0-4-6 0-1-8] [10:0-3-8 Edge] [17:0-4-6 0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 18 n/r 180 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 18 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 134 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud WEBS 1 Row at midpt 9-25, 11-24 REACTIONS (Ib/size) 2=157/19-0-0, 17=164/19-0-0, 31=88/19-0-0, 30=118/19-0-0, 29=111/19-0-0, 28=112/19-0-0, 27=113/19-0-0, 26=110/19-0-0, 25=83/19-0-0, 24=104/19-0-0, 23=114/19-0-0, 22=112/19-0-0, 21=112/19-0-0, 20=112/19-0-0, 19=114/19-0-0 Max Uplift31=20(load case 3), 30=-53(Ioad case 3), 29=-43(load case 3), 28=-45(load case 3), 27=-53(load case 3), 26=-27(load case 3), 23=-56(toad case 3), 22=-46(load case 3), 21=-43(load case 3), 20=-51(load case 3), 19=-32(load case 3) Max Grav2=157(load case 1), 17=164(load case 1), 31=88(load case 4), 30=118(load case 4), 29=111(load case 4), 28=112(load case 1), 27=113(load case 4), 26=113(load case 4), 25=141(load case 3), 24=107(load case 5), 23=114(load case 5), 22=112(load case 1), 21=112(load case 5), 20=112(load case 5), 19=114(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-154/10, 3-4=-110/17, 4-5=-59/15, 5-6=-55/15, 6-7=-55/46, 7-8=-56/100, 8-9=-5 511 3 7, 9-10=-35/48, 10-11=-51/124, 11-12=-57/115, 12-13=-55/59, 13-14=-55/14, 14-15=-55114, 15-16=-97/13, 16-17=-150/18, 17-18=0143 BOT CHORD 2-31=0/164, 30-31=0/164, 29-30=0/164, 28-29=0/164, 27-28=0/164, 26-27=0/164, 25-26=0/164, 24-25=0/164, 23-24=0/164, 22-23=0/164, 21-22=0/164, 20-21=0/164, 19-20=0/164, 17-19=0/164 WEBS 3-31=-75/51, 4-30=-87/61, 5-29=-85/57, 6-28=-85/58, 7-27=-87/66, 8-26=-86/40, 9-25=-128/0, 11-24=-80/1, 12-23=-88/69, 13-22=-85159, 14-21=-85/58, 15-20=-84/59, 16-19=-90/60 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 MII20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Ver{ji~ design parameters aM READ NOTES ON THIS AND INCLUDED MITfiR REFfiRENCE PAGE bII1-7473 BEFORE USE. 7777 Greenback Lane ~~® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95670 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Qua1Ny Crlteda, D58-89 and BC511 Butldtng Component MiTek® Saleiy Informaifon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Jl :SU L`J Lt5 L/ Lti Lb L4 G3 LL Ll LU l`J EXPIRES: 72-19-06 January 30,2006 Job Truss truss Type Qty Ply 819897313 LOTX D COMMON t t - Job Reference (optional) nrmstrong wmoer company, Huoum, vva. aauuz -1-0-0 6-0-0 1-0-0 GO-0 4x6 MII20= o.~w s,,e~ .o Iwo rv~~ ~ eR ~nwsu~ w. rn,,a~~ ~r ~~.~~.~~ wvv cay~ 6-0-0 1-0-0 3 ~1 Scale = 1:45.5 ~~ 0 1.5x4 M1120 I s-ao s~o-o Plate Offsets (X Y)' f2'0-6-2 0-0-101 f4 0-6-2 0-0-10] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.03 2-6 >999 360 MI120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.07 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 44 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=563/0-5-8, 4=563/0-5-8 Max Uplift2=-92(load case 3), 4=-92(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-518!72, 3-4=-518/72, 4-5=0/47 BOT CHORD 2-6=0/275, 4-6=0/275 WEBS 3-6=01271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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 toads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Vertfj design parameters and READ NOTES ON THIS AND INCLUDED ffiTTER REFERENCE PAGE MD'-7473 BEFORE USE. 7777 Greenback Lane ~~® Design valid for use only with MTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Suite 109 A licabilit of desi n aramenters and ro er incor oration of corn onent is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP Y 9 P P P P P P N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of }he overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlieda, DSB-89 and BCSII Bullding Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897314 LOTX DGE GABLE 1 1 Job Reference (optional) nrmscrong ~umuer wrnpany, rsuuuni, vve. novv~ -1-0-0 6-0.0 12-0-0 13-0-0 r i 1-0.0 6-0-0 1.5x4 M1120 I I 6-0.0 1-0-0 4x6 MII20- 1.5x4 MI120 I 3 1.5x4 MII20 m 1.5x4 MII20 II Scale = 1:52.7 1.5x4 MII20 I I "1~\ 12.00 12 \\1p1~~1.5x4 MII20 II 1.5x4 MII20 I 1.5x4 MII20 II ~{ 4 01 2 5 to 3x6 MII20-_ 1.5x4 MII20 I I 6 1.5x4 MII20 I I 3x6 MII20- 1.5x4 MII20 I 1.5x4 MII20 1.5x4 MII20 I 1.5x4 MII20 I 1.5x4 MII20 I I 1.5x4 MII20 I I 6-0.0 1.5x4 MII20 12.0-0 i s-o-o s-ao LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.03 2-6 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight: 74 Ib LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 2=563/0-5-8, 4=563/0-5-8 Max Uplift2=-92(load case 3), 4=-92(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-518172, 3-4=-518/72, 4-5=0/47 BOT CHORD 2-6=0/275, 4-6=0/275 WEBS 3-6=0/271 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~' ~, ' %IS'I.1:RF~`~ w ~O~':''wl.i~' EXPIRES: 12-19-06 January 30,2006 ® WARNBVG - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor ration of com onent is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP N 9 P P P Po P P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/IPI7 QualHy Crlfeda, DSB-99 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss russType Qt Ply 819897315 LOTX ~ E10 ~ JACK ~ 2 1 i - Job Reference (optional) r~rmscrong ~umoer s.ornpany, r~uuuni, vva. now< Scale = 1:25.3 M I°° 0 41-8 3-11-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.20 2-4 >468 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 2-4 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 181b LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=104/Mechanical, 2=286/0-5-8, 4=77/Mechanical Max Horz2=161(load case 3) Max Uplift3=-93(load case 3) Max Grav3=104(load case 1), 2=286(load case 1), 4=154(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0147, 2-3=-96!59 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® IAARNWG - Ver(/y design parameters anA READ NOTES ON THIS AND INCLUDED DDTER REFERENCE PAGE VIII-7473 BEFYIRE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabilit of desi n aramenfers and ro er incor oration of com onent is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP Y 9 P P P P P P fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII QualHy Crlterla, DSB-89 and BCSII Butlding Component M iTek® Safety Inlormatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. -1-0-0 4-1-8 8-1-0 1-0.0 41-8 311-8 EXPIRES: 72-19-p6 January 30,2006 Job Truss (Truss Type Qty Ply R 1989731 E _OTX E72 JACK 2 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:27 2006 Page 1 Scale = 1:29.1 411-8 31-8 ~, IW 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.25 Vert(LL) -0.20 2-4 >468 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 2-4 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 20 Ib LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=133/Mechanical, 2=310/0-5-8, 4=77/Mechanical Max Horz2=187(load case 3) Max Uplift3=-118(load case 3) Max Grav3=133(load case 1), 2=310(load case 1), 4=154(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-113/76 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard WARNING - Ver{fy design parameters and READ NOTES ON THIS AND INCLUDED DffTER REFERENCE PACE Mf7-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wish MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Criteda, DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1-0-0 4-11-8 &1-0 1-0-0 4-11-6 _ 3-1-8 EXPIRES; 12-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897317 LOTX E14 JACK 2 1 Job Reference (optional) r~imm~uny ~uiiiuei wiiiNaiiy, nuuuiii, vva. awvc l 5-9-6 ., 238 5-16 2-3-8 r:, I~ 0 Scale = 1:32.7 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.20 1-3 >468 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 1-3 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IRC2003ITPI2002 (Matrix) Weight: 19 Ib LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E REACTIONS (Ib/size) 1=248/0-5-8, 2=171/Mechanical, 3=77/Mechanical Max Horz1=170(load case 3) Max Uplift2=-148(load case 3) Max Grav1=248(load case 1), 2=171(load case 1), 3=154(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-137/99 BOT CHORD 1-3=0/0 BRACING _ TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); cantilever lek and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - VerjJy design parameters and READ NOTES ON TH79 AND INCLUDED ffiTER REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com onent is res onsibili of buildin desi ner -not truss deli ner. Bracin shown Citrus Heights, CA, 95610 PP N 9 P P P P P P N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/rPll QualMy Cdlerla, DSB-89 and BCSII Bullding Component M iTek® Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 2x4 MII20 = EXPIRES; 12-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897318 LOTX E16 JACK 2 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:28 2006 Page 1 E-7-8 Scale = 1:36.4 M I~ 0 2x4 M1120= E-7-8 1-5-6 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.56 TCDL 7.0 Lumber Increase 1.15 BC 0.52 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E REACTIONS (Ib/size) 1=278/Mechanical, 2=200/Mechanical, 3=78/Mechanical Max Horz1=192(load case 3) Max Uplift2=-166(load case 3) Max Grav1=278(load case 1), 2=200(load case 1), 3=156(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-153/115 BOT CHORD 1-3=0/0 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.21 1-3 >453 360 MII20 185/148 Vert(TL) -0.52 1-3 >181 180 Horz(TL) -0.00 2 n/a n/a Weight: 21 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE 114F7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com onent is res nsibilit of buildin desi ner -not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP fY 9 P P P P P Po Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 6-7-6 ~ 1-58 EXPIRES; 72-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897319 LOTX E18 JACK 2 1 Job Reference (optional) ,Yllnanullg ~~In~el ~~InNdny, ~~~~In, ~~d. yo~UL Scale = 1:42.8 Offsets(X.YI: f1:0-2-6.0-1-O1.f4:0-2-1 7-5-8 7-5-8 $-1-Q 7-5-8 3 0.7-8 a7-a O.LUV S JUI IJ GUUJ IVII I CR IfIVU51nC5, InU. rrl Jdn L! IL.JV.LO LUVO ratJC I I~ a LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 25.0 Plateslncrease 1.15 TC 0.18 Vert(LL) -0.01 4-5 >999 360 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=317/Mechanical, 3=93/Mechanical, 4=199/Mechanical Max Horz1=214(load case 3) Max Uplift3=-72(load case 3), 4=-63(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-337/0, 2-3=-103/49 BOT CHORD 1-5=-100/202, 4-5=-1 0 012 0 2 WEBS 2-5=01196, 2-4=-260/128 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Ver{j~ design parameters and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE 6III-7473 BEFORE USE. 7777 Greenback Lane ~~® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, s}orage, delivery, erection and bracing, consult ANSI/iPn Quality Crllerla, DSB-89 and BCSII Bu1lding Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. PLATES GRIP M1120 185/148 Weight: 32 Ib 2x4 M1120= 5 4 1.5x4 MII20 I 4x6 MII20= EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897320 LOTX E2 JACK 2 1 Job Reference (optional) riiuauuuy ~wiivei wu,Neiiy, ruvuu,, vva. aowc 1-ao as-a - 1-z-a 0 1~ Scale = 1:10.1 Plate Offsets fX.YI: 12:0-6-2.0-0-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 4 n/r 180 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 4 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 6 Ib LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E REACTIONS (Ib/size) 2=124/0-5-8, 3=27/Mechanical Max Horz2=66(load case 3) Max Uplift2=-92(load case 3) Max Grav2=124(load case 1), 3=103(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-10/78 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 0-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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) Refer to girder(s) for truss to truss connections. 6) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~~;L~c~NC- y-G; (a15'1'EtZE~C'~``' . 1<>~';'1L~'~' EXPIRES: 12.19-06 January 30,2006 ® WARMNG - Verb design parameters ¢nd READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE ffiL7473 BEFORE USE. 7777 Greenback Lane ~® Design valid for use only with Iv1Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com onent is res nsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP ty 9 P P P P P Po tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing io insure stability during construction is the responsibillity 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 ANSI/TPII Qualfly Crtlerla, DSB-89 and BCSI7 BuIlding Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 0-9-8 49-8 Job Truss Truss Type ty Ply 819897321 LOTX E20 JACK 1 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:29 2006 Page 1 40-4 8-0-11 &1-0 4o-a 40-7 o-as 1.5x4 MII20 II M 0 3x6 MII20= 6-x11 e-1-o 6-x11 0-0-5 0 IM 0 Scale = 1:55.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.19 1-5 >481 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.48 1-5 >192 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 381b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD WEBS REACTIONS (Ib/size) 1=321/Mechanical, 5=325/Mechanical Max Horz1=16(load case 3) Max Upliftl=-32(load case 3), 5=-46(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-260/71, 2-3=-109/97, 3-4=-3/0, 3-5=-98/0 BOT CHORD 1-5=-11/146 WEBS 2-5=-209/168 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-5 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 2) This truss has been designed fora 10.0 psf bottom chord live Toad 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Va j/y Qesign pa/ameters and READ NOTES ON THIS AND WCL[7DED ffiTER REFERENCE PAGE NII-7473 BEFORE US6. 7777 Greenback Lane QO Design valid for use only vdth M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of corn onent is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP tY 9 P P P P P P tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing fo insure stability during construction is the responsibillity 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 AN51/TPII QualBy Crllerla, DSB-89 and BCSII Bullding Component MiTek® Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 2x4 M1120= 5 EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type ty Ply 819897322 LOTX E4 JACK 2 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 1-0-0 1-7-8 1-0-0 1-7-B 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:29 2006 Page 1 s-s-8 Srala=1~1d7 0 I~ 1-7-8 8-1-0 1-7-a nr5-9 a_, LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.02 5-6 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 28 Ib LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 6 HF 1650E 1.5E WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=397/0-5-8, 5=241/Mechanical Max Horz2=99(load case 3) Max UpIif12=-57(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-62010, 3-4=-17/0 BOT CHORD 2-6=-2/399, 5-6=-2/399 WEBS 3-6=0/450, 3-5=405!2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 6) Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 8-1-0 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-64, 2-5=-59(F=-39) ® WARNING - Verrfij design parameters and READ NOTES ON THIS AND INCLUDED RrITER REFERENCE PAGE ffiQ-7473 BBFYIRE USE. 7777 Greenback Lane ~~~ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Cdfeda, DSB-89 and BCSII BuIlding Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. EXPIRES: 12-19-06 January 30,2006 Job Truss truss Type Qty Ply LOTX E6 JACK 2 i R 19897323 Job Reference (optional) ~I-U-U 2-5-8 8-1-0 1-0.0 2-5-8 5-7-8 Scale = 1:17.7 I~ 0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.20 2-4 >468 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 2-4 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003lTPI2002 (Matrix) Weight: 151b LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=40/Mechanical, 2=244/0-5-8, 4=77/Mechanical Max Horz2=111(load case 3) Max Uplift3=-40(load case 3), 2=-10(load case 3) Max Grav3=40(load case 1), 2=244(load case 1), 4=154(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-67/20 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; Category II; Exp 8; 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. 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) Refer to girder(s) for truss to truss connections. 5) 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. LOAD CASE(S) Standard ® WARNING - Verjfg design parameters and READ NOTES ON THIS AND INCLUDED BDTER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane ~ Desi n valid for vse on with M7ek connectors. This desi n is based onl u Suite 109 9 IY g y pon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII QualBy Criteria, DSB-89 and BCSIt Building Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 2-5-8 8-1-0 2-5-8 5.7_g ~XPIRE5:12-19-06 January 30,2006 Job Truss Truss Type ty Ply 819897324 LOTX E8 JACK 2 1 '. Job Reference o tional „rrn~rr~~~y ~~rn~rr ~~~~~Pa~~y.,,~~~~~~, ..a. ~o~~~ Scale = 1:21.5 I~ 0 3-3-8 4-9-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.20 2-4 >468 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.49 2-4 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 17 Ib LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=74/Mechanical, 2=263/0-5-8, 4=77/Mechanical Max Horz2=136(load case 3) Max Uplift3=-68(load case 3) Max Grav3=74(load case 1), 2=263(load case 1), 4=154(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-80/41 BOT CHORD 2-4=010 NOTES 1) Wind: ASCE 7-02; SSmph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 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) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Ver((g Resign parameters and READ NOTES ON THIS AND INCLUDED ffilfER REFERENCE PAGE Mff-7473 BEFORE USE. 7777 Greenback lane r_r_v Design valid for vse only with Mifek connectors. chit design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor ration of com onent is res nsibili of buildin desi ner-not buss desi ner. 8racin shown Cilrus Heights, CA, 95610 PP ty 9 P P P Po P Po ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 6 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII ~ualNy CrIlerla, DSB-89 and BCSII BuIlding Component M iTQk® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. -1-0-0 3-3-8 8-1-0 r- ~ 1-0-0 3-3-8 4-9-8 EXPIRES: 72-19-06 January 30,2006 Job Truss Truss Type Qty ply Rt9897325 LOTX GGE GABLE 1 1 I Job Reference~tionaq Armstrong Lumber Company, Aubum, Wa. 98002 2-4-13 5-4-4 4x6 MII20= LOADING (psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 HF 1650E 1.5E BOT CHORD 2 X 4 HF 1650E 1.5E OTHERS 2 X 4 HF Stud 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:30 2006 Page t 5-4-4 2-4-13 Scale = 1:25.1 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.39 Vert(LL) -0.07 9 n/r 180 MII20 185/148 BC 0.13 Vert(TL) -0.09 9 nJr 80 WB 0.02 Horz(TL) 0.00 8 n/a n/a (Matrix) Weight: 41 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=340/10-8-8, 8=340/10-8-8, 14=75/10-8-8, 13=140/10-8-8, 12=95/10-8-8, 11=136/10-8-8, 10=80/10-8-8 Max Uplift2=-186(load case 3), 8=-185(load case 3), 13=-69(load case 3), 11=-67(load case 3) Max Grav2=340(load case 1), 8=340(load case 1), 14=114(load case 2), 13=141(load case 4), 12=95(load case 1), 11=138(load case 5), 10=117(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/52, 2-3=-56/30, 3-4=-20/46, 4-5=-22/70, 5-6=-22/70, 6-7=-21/47, 7-8=-57/30, 8-9=0/52 BOT CHORD 2-14=0/52, 13-14=0/52, 12-13=0/52, 11-12=0/52, 10-11=0/52, 8-10=0/52 WEBS 3-14=-88/27.4-13=-93/50.5-12=-80/0.6-11=-91/49.7-10=-91/29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI L LOAD CASE(S) Standard WARNING - Ver{/)/ design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ffiH-7473 BEFORE USE. 7777 Greenback Lane ~~~ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII QualBy Crlferla, DSB-89 and BCSII Bulldtng Component MiTek` Salety Inlormatton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897326 LOTX GIR COMMON 1 n L Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 5-4-4 4x6 MII20= 6.200 s dui 73 zuu5 mu elc maustnes, mc. rn don 2r trsasu zuuo rage i 10-8-8 5-4-4 Scale = 1:19.5 a I~ 3x6 MII20= 3x6 MII20= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.24 Vert(LL) -0.04 1-4 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.08 1-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 57 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=1036/0-5-8, 3=1036/0-5-8 Max Uplift1=-215(load case 3), 3=-215(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1553/330, 2-3=-1553/330 BOT CHORD 1-4=-256/1383, 3-4=-256/1383 WEBS 2-4=-109/829 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 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 7-02; 85mph; h=2571; TCDL=4.2psf; BCDL=S.Opsf; 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 nonconcurrent 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 is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 8-1-0 from 0-0-0 to 10-8-8 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-64, 2-3=-64, 1-3=-138(F=-118) WARNING - VerjjYj design parameters and READ NOTE$ ON THIS AND INCLUDED MITER' REFERENCE PAGE ffi(I-7473 BEFORE USE. 7777 Greenback Lane ~~~ Suite 109 ter shown and is for an individual buildin com onent. Design valid for use only wish Mitek connectors. This design is based only upon pars me s 9 P Citrus Heights, CA, 95670 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component M iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. EXPIRES: 12-19-06 January 30,2006 Job Truss truss Type Qty Ply 819897327 LOTX HGE GABLE 1 1 n...,~o-,..,,. i ,,.,,~,e, r,.,....~.,,, e.. w...., rnr., ounno Job Reference (optional) ~~---~~e --•••--• --•••r-•v. • •---••~~ • ----- o.~w s aw w cuw rvu i eR uruusnies, inc. rn van a icso:a i ~uuo rage i -1-0-0 &0.0 12-0-0 13-0-0 1-0.0 6-0.0 1.5x4 M1120 60.0 1-0.0 - 3x6 MII20= Scale = 1:52.7 1.5x4 MI120 I I 7 1.5x4 MII20 I I 1.5x4 MII20 I I 6 8 1.5x4 M1120 I I 1.5x4 M1120 12.00 12 5 9 1.5x4 MII20 I 1.5x4 MII20 I I 4 10 3 11 01 2 12 Id 21 20 19 18 17 16 15 143x6 MII20- 3x6 MII20= 1.5x4 MII20 I I 1.5x4 MII20 I I 1.5x4 MII20 II 1.5x4 MII20 I I 1.5x4 MII20 1.5x4 MII20 11.5x4 MII20 I 1.5x4 MII20 12-0-0 Plate Offsets (X Y): [2:0-4-6 0-1-8] [7:0-3-0 Edge] [12:0-4-6 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 0.07 Vert(LL) -0.00 13 n/r 180 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 13 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 681b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 2=156/12-0-0, 12=156/12-0-0, 21=88/12-0-0, 20=118/12-0-0, 19=113/12-0-0, 18=93/12-0-0, 17=93/12-0-0, 16=113112-0-0, 15=118/12-0-0, 14=88/12-0-0 Max Uplift2l=-21(load case 3), 20=-57(load case 3), 19=-57(load case 3), 16=-57(load case 3), 15=-57(load case 3), 14=-21(load case 3) Max Grav2=156(load case 1), 12=156(load case 1), 21=88(load case 4), 20=118(load case 1), 19=115(load case 4), 18=93(Ioad case 1), 17=93(load case 1), 16=115(load case 5), 15=118(load case 1), 14=88(load case 5) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-100/11, 3-4=-55!17, 4-5=-53/16, 5-6=-55/65, 6-7=-42/53, 7-8=X2/53, 8-9=-55/65, 9-10=-53/16, 10-11=-55/17 11-12=-100/11, 12-13=0/43 BOT CHORD 2-21=0/129, 20-21=0/129, 19-20=0/129, 18-19=0/129, 17-18=0/129, 16-17=0/129, 15-16=0/129, 14-15=0/129, 12-14=0/129 WEBS 3-2 1=-7 515 2, 4-20=-87/65, 5-19=-89/71, 6-18=-67/0, 8-17=-6710, 9-1 6=-8 917 1, 10-15=-87/65, 11-14=-75/52 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Ver((JI design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mff--7493 BEFORE USE. 7777 Greenback Lane Desi n valid for use on with MTek connectors. This desi n is based onl u Suite 109 g ly g y pon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII CZuallty Crlterla, DSB-89 and BCSII Building Component M iTek` Salefy Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719. EXPIRES: 12-19-QB January 30,2006 Job Truss truss Type Qty Ply 819897328 LOTX K1 COMMON 1 1 Job Reference (optional) r,~uou uny ~ui~we~ wniNaiiy, r,uuuni, vva. aovuc o.~uu s uui is ~uuu mi i ert inauaui ~~. ru uan ~r i~.ou.~ i cuuo raye i i 1 Sao 10-0-0 1z-a6 sao sao z-o-s 4x6 MII20= Scale = 1:47.1 2 ~ 5-0.0 10-0-0 sao sao LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.01 5-6 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 53 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 7=392/0-5-8, 5=564/0-5-8 Max Horz7=-91(load case 3) Max Uplift7=-43(load case 3), 5=-124(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-344/79, 2-3=-349/84, 3-4=0/99, 1-7=-342/64, 3-5=-517/149 BOT CHORD 6-7=0/106, 5-6=0181 WEBS 2-6=0/163, 1-6=0/96, 3-6=0/170 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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 CGUnt Method when this truss is chosen for quality assurance inspection. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® 19ARNING - 9erify design parameters aM READ NOTES ON THtS AND INCLUDED ffiTER REFERENCE PACE MII-7473 BEFORE USE. 7777 Greenback Lane ~~® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor ration of com onent is res onsibili of buildin deli ner-not truss deli ner. Bracin shown Citrus Heights, CA, 95610 PP ty 9 P P P Po P P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Crtteda, DSB-89 and BCSI7 Butldtng Component M iTekm Satety Intormatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r o 0 1.5x4 MII20 I I 3x8 MII20= 1.5x4 MII20 II EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type ty Ply R1969732s LOTX K2 COMMON 2 1 Job Reference (optional) Nrmstrong wmoer company, Nuoum, vva. asuuz 5-0.0 6r so-o o.[uu s uw i s [uuo mi i erc mausmes, mc, rn van a icooa< <uvo rage i s-ao z-o-6 5-0-0 Scale = 1:47.1 LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.50 TCDL 7.0 Lumber Increase 1.15 BC 0.14 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) 4x6 MII20= 2 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 5-6 >999 360 MI120 185/148 Vert(TL) -0.02 5-6 >999 180 Horz(TL) 0.00 5 n/a n/a Weight: 53 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 7=392/Mechanical, 5=564/0-5-8 Max Horz7=-91(load case 3) Max Uplift7=-43(load case 3), 5=-124(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-344/79, 2-3=-349/84, 3-4=0/99, 1-7=-342/64, 3-5=-517/149 BOT CHORD 6-7=0/106, 5-6=0/81 WEBS 2-6=0/163, 1-6=0/96, 3-6=0/170 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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) Refer to girder(s) for truss to truss connections. 6) 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. LOAD CASE(S) Standard ® WARNING - Ver(/J design parameters and NERD NOTES ON THIS AND INCLUDED ffiTER REFERENCE PAGE ffiI--7473 BEFORE USE. 7777 Greenback Lane ~® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Cilrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality con}rol, storage, delivery, erection and bracing, consult ANSI/TPII Qua1By Crlterla, DSB-89 and BCSII Bullding Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r o a 1.5x4 MII20 I I 3x8 MII20= 1.5x4 MI120 II - EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type ty Ply R1s8s7330 LOTX K3 COMMON 3 1 Job Reference (optional) v,rmstrong wmoer company, Huoum, vva. aauu< o.au s um io <uuu mi i erc mausnies, inc. rn um. <r ~<.o.,.o< <wo rayo 3-a0 Fi-0-0 10-0-8 3-ao 5-0-o z-as 4x6 MII20= Scale = 1:47.1 2 12.00 3xf LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 5-6 >999 360 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Iblsize) 7=304/0-3-8, 5=484/0-5-8 Max Horz7=-97(load case 3) Max Uplift7=-37(load case 3), 5=-119(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-177185, 2-3=-257/76, 3-4=0/99, 1-7=-290/43, 3-5=-444/139 BOT CHORD 6-7=-0/145, 5-6=0/21 WEBS 2-6=-41/93, 1-6=0/141, 3-6=0/166 PLATES GRIP MI120 185/148 Weight: 50 Ib Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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 is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard T:;u WARNING - Ver{Jy design parameters and READ NOTES ON TAIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ~ Design valid for use onh/ with MiTek connectors. This design is based only upon parameters shovan, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com onent is res nsibilit of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP N 9 P P P P P Po Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing fo insure stability during construction is the responsibillity of fhe erector. Additional permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII QualBy Crilerla, DSB-89 and BCSI7 Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. / b J 1.5x4 M1120 3x8 M1120= 1.5x4 M1120 I I EXPIRES: 12-19-06 January 30,2006 Job Truss Truss Type ty Ply 819897331 LOTX KGE GABLE 1 1 Job Reference (optional) Nrmsrrong ~umoer tympany, Nuoum, vva. aouve ~2-0-8 5-40 10-0-0 2-0-8 5-0-0 4x6 M1120= 5-0-0 1.5x4 MII20 II 1.5x4 M 1120 I I 3 1.5x4 MII20 I I 1.5x4 MII20 I I 12.00 12 1.5x4 MII20 I I 1.5x4 MII20 I I 4x6 M 1120 // 4 1.Sx I D I 5 I 111 1.5x4 M1120 I I l.ax4 MIILV I I g 1.5x4 MII20 I 7 1.5x4 MII20 I I 6 1.5x4 MII20 I I 3x8 MII20= 1.5x4 MII20 II 1.5x4 MII20 I I 1.5x4 MII20 I I 1.5x4 MII20 I I 1.5x4 MII20 I 1.5x4 MII20 I I 5-0-0 10-0-0 1.5x4 MII?r0 I I 5-0-0 5-40 o.tvu s uur to ~uu~ mr I erc invusnr ru. rrl ran cr i~.o~.o< <vvo raye i 12-0-6 z-aa 4x6 MII200 Scale = 1:54.1 Plate Offsets (X,Y): 17:0-2-0,0-0-0~, 19:0-1-10,0-0-12), f21:0-1-10,0-0-12~ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.01 6-7 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 851b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 8=548/0-5-8, 6=548/0-5-8 Max Uplift8=-120(load case 3), 6=-120(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99, 2-3=-333/81, 3-4=-333/81, 4-5=0/99, 2-8=-502/146, 4-6=-502/146 BOT CHORD 7-8=0/79, 6-7=0/79 WEBS 3-7=-5/160, 2-7=0/155, 4-7=0/155 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~, ^4, i> ~<)?~,r,A L Z,T~ 1 EXPIRES: 12-19-46 January 30,2006 WARNING - Ver(fy design parameters and READ NOTES ON TNtS AND INCLUDED MITER REFERENCE PAGE BIII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 709 A licabili of desi n aramenters and ro er incor oration of com onenf is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP iY 9 P P P P P P fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall shuciure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt QualBy Criteria, DSB-89 and BCSIt BuIlding Component M iTek~ Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply LOTX M4 SPECIAL 5 1 819897332 Armslrnnn I umher r D h rnr onnm Job Reference (optionap 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:33 2006 Page 1 irinc~ „ LX4 MIILU- ~~ Scale: 1 "=1' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 3-5 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 3-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 5=92/0-5-8, 1=48/0-3-8, 3=245/0-5-8 Max Horz1=-68(load case 3) Max Uplifts=-21(load case 3), 1=-3(load case 3), 3=-144(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 2-5=-71/32, 1-2=-15/61, 2-3=-49/56, 3-4=0/36 BOT CHORD 3-5=0/14 Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 5) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNDYO - Ver{(y design Da*ometers and READ NOTES ON THIS AND INCLUDED DIITER REFERENCE PAGE ffiI-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is fhe responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII QualNy Crlterla, DSB-89 and BCSII Building Component M iTekm Safety Inlormalton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1-6-0 2-6-0 ~_rin EXPIRES; 72-19-06 January 30,2006 M4GE ~ SPECIAL 6.200 s 1-6-0 2-6-0 1-6-0 to 2-6-0 819897333 Scale: 1 "=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.00 3-5 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 3-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 5=92/0-5-8, 1=4810-3-8, 3=245/0-5-8 Max Horz 1=-68(load case 3) Max Uplift5=-21(load case 3), 1=-3(load case 3), 3=-144(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 2-5=-71/32, 1-2=-15/61, 2-3=-49/56, 3-4=0/36 BOT CHORD 3-5=0/14 Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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- 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) This truss has been designed fora 10.0 psf bottom chord live load 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) Gable studs spaced at 1-4-0 oc. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 7) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~~;E-~c)~~c~ ~' ~, ~~ ;~1. tC"C> EXPIRES: 12-19-06 January 30,2006 ~,_,. ~1~ ® WARNING - Ver(jij design parameters and READ NOTES ON THIS AND INCLUDED A[IT&R REFERENCE PAGE Of17-9473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com onent is res nsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP fY 9 P P P P P Po fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/rPll Quality Crlleda, DSB-89 and BCSII Bullding Component MiTek® Safety Inlormatlon available from Truss Plate Insti}ute, 583 D'Onofrio Drive, Madison, WI 53719. 1.5x4 M1120 I I 2x4 M1120= Job Truss Truss Type Qty Ply 819897334 LOTX M6 SPECIAL 11 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:33 2006 Page 1 6-0-0 1-6-0 1.5x4 M1120 Scale = 1:18.7 1 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.37 TCDL 7.0 Lumber Increase 1.15 BC 0.27 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) DEFL in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.06 2-4 >999 360 MII20 185/148 Vert(TL) -0.14 2-4 >482 180 Horz(TL) 0.00 2 n/a n/a Weight: 19 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 4=219/0-3-8, 2=364/0-5-8 Max Horz4=-60(load case 3) Max Uplift4=-57(load case 3), 2=-137(load case 3) FORCES (Ib) -Maximum CompressionlMaximum Tension TOP CHORD 1-4=-163/85, 1-2=-79151, 2-3=0/36 BOT CHORD 2-4=-0/94 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-D oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 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) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Verf/y design parameters and READ NOTE3 ON THIS AND INCLUDED MITER REFERENCE PAOE MB-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with lvLTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabilit of deli n aramenters and ro er incor oration of com onent is res onsibili of buildin desi ner-not truss desi ner. Bracin shown Citrus Heights, CA, 95610 PP Y 9 P P P P P P tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII QualMy Cdteda, DSB-89 and BCSI7 Building Component MiTek® Saleiy Inlormatton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1.5x4 MII20 I I 2x4 MII20= EXPIRES; 12-19-06 January 30,2006 Job Truss Truss Type Qry Ply 819897335 ~ LOTX M6GE GABLE 1 1 JOb Reference (ootionall Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:33 2006 Page i s-o-o 7-s-o s-ao 1-s-o 1.5x4 MII20 Scale = 1:16.7 1 Io LOADING (psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IRC2003/TPI2002 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.43 Vert(LL) -0.06 2-4 >999 360 MI120 185/148 BC 0.30 Vert(TL) -0.14 2-4 >482 180 WB 0.00 Horz(TL) 0.00 2 n/a n/a (Matrix) Weight: 23 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 4=219/0-3-8, 2=364/0-5-8 Max Horz4=-60(load case 3) Max Uplift4=-57(load case 3), 2=-137(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-4=-163/85, 1-2=-79/51, 2-3=0/36 BOT CHORD 2-4=-0/94 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) This truss has been designed fora 10.0 psf bottom chord live load 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) Gable studs spaced at 1-4-0 oc. 6) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~~~~t H~~,~; G J j. ~ , ' w~' EXPIRES: 12-19-06 January 30,2006 ® WARNING - verjpy design parameters and READ NOTES ON THIS AND INCLUDED MTER REF&RENCE PAGE SfI67473 BBFYIRE USE. 7777 Greenback Lane ~® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII QualHy Cdterla, DSB•89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 1.5xa Mllzu i I 2x4 MII20= Job Truss Truss Type Qty Ply 819897336 LOTX MGIR I SPECIAL 1 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 6.200 s Jul i3 2005 MiTek Industries, Inc. Fri Jan 27 12:35:34 2006 Page 1 2-9-14 3-2-2 1.5x4 M1120 Scale = 1:18.6 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.01 4 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2003lTPI2002 (Matrix) Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 6 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 5=69210-3-8, 3=692/0-5-8 Max Horz5=-30(load case 3) Max Uplift5=-196(load case 3), 3=-183(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-5=-71/26, 1-2=-38/21, 2-3=-935/242 BOT CHORD 4-5=-195/836, 3-4=-1 9 518 36 WEBS 2-5=-926/287, 2-4=-101/552 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; SSmph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 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) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSIlfPI 1. 5) Girder carries tie-in span(s): 10-0-0 from 0-0-0 to 6-0-0 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-5=-182(F=-162) ® WARNING - Ver(/J/ design parameters and READ NOTES ON THIS AND INCLUDED ffiTER REFERENCE PACE b[H--7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Addi}ional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Cdierla, DSB-89 and BCSII BuIlding Component MiTek@ Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4x6 MII20= ~^' ~V 3x6 MI120= EXPIRES; 72-19-06 January 30,2006 Job Truss Truss Type Qty Ply Risas7337 LOTX MGIRi SPECIAL 1 1 Job Reference (optional) ~umoer i,ompany, Nuoum, vva. aauu[ 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:34 2006 Page 1 2-9-14 3-2-2 1.5x4 M1120 I I Scale = 1:18.6 1 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) 0.01 4 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 023 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2003lTPI2002 (Matrix) Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD BOT CHORD 2 X 6 HF 1650E 1.5E WEBS 2 X 4 HF Stud BOT CHORD REACTIONS (Ib/size) 5=69210-3-8, 3=692/0-5-8 Max Horz 5=-30(load case 3) Max Uplift5=-196(load case 3), 3=-183(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-5=-71/26, 1-2=-38/21, 2-3=-935/242 BOT CHORD 4-5=-195!836, 3-4=-195/836 WEBS 2-5=-926!287, 2-4=-101/552 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 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) 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. 5) Girder carries tie-in span(s): 10-0-0 from 0-0-0 to 6-0-0 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-64, 3-5=-182(F=-162) ® WARNING - Ver(fg design parameters and READ NOTES ON THIS AND INCLUDED BOTER REFERENCE PAfIE 8Q7-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suile 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95670 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII Quality Crlterla, DSB-89 and BCSII Building Component M iTekm Saleiy Informailon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _.... __ , 4x6 MII20= 3x6 MII20= ~XPIRES:12-19-06 January 30,2006 Job Truss Truss Type Qty Ply 819897338 LOTX S2 JACK 2 1 Job Reference (optional) iy ~mnuer wrnpany„vuoum, vva. a 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:34 2006 Page 1 Scale = 1:15.1 0 4-0.0 0-9-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.41 Vert(LL) -0.01 2-5 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=20/Mechanical, 2=382/0-5-8, 5=35/0-5-8, 3=79/0-1-8 Max Horz2=126(load case 3) Max Uplift4=-12(load case 3), 2=-169(load case 3), 3=-49(load case 3) Max Grav4=20(load case 1), 2=382(load case 1), 5=71(load case 2), 3=79(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-77/15, 3-4=-7/6 BOT CHORD 2-5=0/0 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This Vuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSIliPI 1. LOAD CASE(S) Standard ® WARNING - Ver~jij design parameters aM READ NOTE3 ON TNIS AND INCLUDED MITER REFERENCE PAGE MB-7473 BEFORE U3E. 7777 Greenback Lane Design valid for vse only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPII qualNy Cdieda, DSB-69 and BCSII BuIlding Component MiTek® Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719. 2-4-13 4-0.0 0.7 ~EXPIRES:12-19-OB January 30,2006 Job Truss fmss Type Qty Ply 819897339 LOTX S4 JACK 2 i Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 -2-4-13 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jan 27 12:35:35 2006 Page 1 Scale: 1 /2"=1' 0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.01 2-6 >999 360 MII20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 201b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=51/Mechanical, 2=380/0-5-8, 6=35/0-5-8, 3=179/0-5-8, 4=179/0-5-8 Max Horz2=209(load case 3) Max Uplifts=-32(load case 3), 2=-127(load case 3), 3=-118(load case 3), 4=-112(load case 3) Max Gravy=51(load case 1), 2=380(load case 1), 6=71(load case 2), 3=179(load case 1), 4=179(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-133/12, 3-4=-72/39, 4-5=-17!16 BOT CHORD 2-6=0/0 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=5.Opsf; 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. 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) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s) 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNDYG - Ver{(y design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PACE MIF7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity 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 ANSI/TPI7 Qualify Criferfa, DSB-89 and BCSII Bulldtng Component M iTeAm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 2-4-13 40-0 40.0 1-7-1 F ExPi~~s:i2-is-a~ January 30,2006 Job Truss truss Type Qty Ply 819897340 LOTX S6 JACK 2 1 Job Reference (optional) Armstrong Lumber Company, Aubum, Wa. 98002 s dw 13 NUD MI I eK 1f1OU5IDe5, IOG. rn Jan [, 14-4-10 ~ euvo raye i Scale = 1:33.4 o. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.01 2-7 >999 360 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 2-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 261b LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD SVuctural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 X 4 HF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=76IMechanical, 2=380/0-5-8, 7=35/0-5-8, 3=179/0-5-8, 4=256/0-5-8, 5=204/0-5-8 Max Horz2=292(load case 3) Max Uplifl6=-48(load case 3), 2=-88(load case 3), 3=-123(load case 3), 4=-161(load case 3), 5=-128(load case 3) Max Grav6=76(load case 1), 2=380(load case 1), 7=71(load case 2), 3=179(load case 1), 4=256(load case 1), 5=204(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53, 2-3=-225/12, 3-4=-162/39, 4-5=-87/39, 5-6=-25/23 BOT CHORD 2-7=0/0 NOTES 1) Wind: ASCE 7-02; 85mph; h=25ft; TCDL=4.2psf; BCDL=S.Opsf; 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. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This Vuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSIfTPI 1. LOAD CASE(S) Standard ® WARMN6 - Ver(Jij design yarameters and READ NOTES ON THIS AND IIYCLtIDED d!(TEE REFERENCE PAGE b1II-7473 BEfY1RE USE. 7777 Greenback Lane ~~ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of desi n aramenters and ro er incor oration of com oneni is res onsibili of buildin desi ner -not truss deli ner. Bracin shown Citrus Heights, CA, 95610 PP >Y 9 P P P P P P fY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the erector. Additional permanent bracing of the overall sfructure is the responsibility of the building designer. For general guidance regarding to brication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Qua1By Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 2-4-13 4-0.0 4-0.0 40.0 2-410 6 E?(PIRES: 12-19-06 January 30,2006 w~ D~ W r y (~ N Z p. rn D ~ ~~ ~ moo, ;N D ~ ~ ~ ~ ~ ~ .. .o -a ~. ~ x m ~ tD ~~ Z rn J O ~ W ~ rn Q p I( w O o~ c W~ fl Q p D ~~ A\- ~Qaa~moa n oa ~ O O m~°_~~nc~ z 3co ~ ~ ~ z N (pQ,OnQO~Q CQCQ ~,O~Q ~ O~C~°DC3D ~~' O(D3 Q~OT o~_ QD~oC~ D ~ a 3 ~~`^ cQO Q~~~'CD Z ~ O m o°Q-~Q~~• c~ooo° Q~x•m ~?~~ ~c ~Q3 ooN ~~N.Q~ O O 3 ~^ t~~'°~O~' Np~cQ ~~ CD~`~ 7 (DO•~ ~ Q CDOp~~ D ~~oQOa~ ~ ~o• oQ3 0o N~Q Qa-~Q~. _, m ~ °.~Q ~ m~•~ ~ ~ 3 0 0 ~0 0 • Qo~S~_• QQ~~ .moo ~o~• =t oc~ c~ 3~Q~• O ~=7~ ~ ~ cQ Q ~ N ~~ 3 3`•~ 3 F " ~ QO " ~ c Z Q O ~ Q ~• mgt °~ ~o.~~ ~~~ floes c ~ m o ~ ~. C ~ C ~ ~- Q ~ ~ Q ~ 3 ~ X ° ~ Q ~ ~ 7 Q ~ Q ~ ~ ~ 3 ~G ~ ~ O w n w0 n c= = A O TOP CHORD (~ p7 O O 30 ~OZ ~ ci-a ~ Z 3 ~ O D Z mp ~Zt~ii m A H p D C fp y ~ D = m ~. ~ p, m O ~p r^~ n ~~ ~' ~ A io ~ A ~ ' z ~° O w ~ y m N m po ~ ~ ~O .p `D 1 N H ~ V O n , Y o~ ~o o~ m D ~ ~ ~ w2-~ _ ~ P N W n m 7Do j O ~ N d ~• N ~ ~ N N ~ m Z C (~ rn ~ N /~~^ O W A D ~ D m O O Ni ~ Y \V ~ a w .o ~ O i o p ~ `y,~ ~ `~" V' O W P O W m N °; ~ 3 /T~ ~m ry ® ® w W O ~ m ~~ ~ y -~.. ~ N n Z Z m ~ (n O H p -~ m ~. rt N O ~ pn P W36 W ~ V A V Z ti ~ 7 W ~ m ~ V N ~ y ~ ~ ~p ~n ~~ ~'' D W ~ ~ v ~ ~ N OH ~ m N ~ C4-5 .p TOP CHORD ® U Cn A W N ~ ~ N ~ V U Cn A W N ~ v T n> o ~ C~ o w ~ ~ ~ ~, -o n (~ c c ~^ c p ' ~ Q Q_ -n ~^ Z Q: y ~ ~ S ~ ~ O -O C ~- N 3 3 O O n 3 C p ~+ ~O O ~ Q~ (DQ OQ Q~,Q ~~ Q~ p(D C'1~Q ~ -cDp Q(D QQ ~ 7m7~ o o<<~ ~_ ~~ cQO ~•mm ~.~ ~~~ 3m oo ~~ ~~-a m ~mc~n 3m ~°• ~ "" V, E'~ Q. Q ~ O ~ 3 3 Q ~ ~ vc, Q. (D p ~ ~.; = ~ (D O ~ "' N Q ~ ~' O Q x Q ~ O ~ o0 0 °o ~~, ~Q m~ xm ~~ Q ~ m ~m~ m~ °~ ~ p Q Q° ~ m°- ~3 ~,° m~ goo rn~ m~ ~~ ono ~_ ~~~ QQ XQ ~ ~ ~ ~ Q ~ 7 N O -* .Q Q O Q~ ~ Q 7 Q_O ~~ cQ Qp O N O O O 3 Q~ N C N O N ~~ ~ ~ ~ ~ N ~ QO ~~ ~ ~ c Q 6 Q~ ~ N ~ y a Q n ~ a ~'~ O~ ~ Q ~~ ° c mo ~° ~~ °~n ~a m °m m?3 ° Q~~ Q° cQ p O Q o~ ~ ~o ~~ oo cg Q-~c o- Q~ °N Q~Q ~ ~m~ a~ ° c '< Q3 o g° ~Q o3 ~o ~~•Q ~~ •3 °~• won ~° ~N.~ ~~ ~~ ~ Q. ~~ Q~ Q ~H QQ Cp100 ~(N~D W ~.N DQO ~ O~ QQ Q~ C ~ /i.~i '^ ~• (D (D ~ ~ O CAD (D ~ Q- O ~ ~ Z (Q ~ CD 3 C c\n Q N (Q "~ ~ ,~ ~ ~, -« ~ C ~ V Q N O N N Q -p 3 ~. p ~~ Q_ Q~ O n D Q v~ "' Q. ~~ p-CQ (D ~ N Q ~~ ~ ~ ~' N O ~~ N Q N~ ~~ N 6 ~ Q Q ~ ~ O fl 0 ~ N ~ ~ O (Q ~ Q a m ~ mQ a Qa ~a ~~ QQ o.~ ~o °°n 3 ~s aQ •°_3 ~ ~ 3 ~ cn --. Q ~ ~ Q Q_ n ~ n ~ Q Q_ N ~ /O~ ~ O ~ O Q `•~ ~ n ~^ C Q ~ O O Q ~ ~ ~ w~ - O fl ~ fl- O p. ~' ~ 6 ~ ~ Q < n ~ V ~ ~ n Q ~ '^ N 6 O ~ ~ cn O Q~ O N ~ ~ cD O ~ O ~ TO'd 'I1f1.01. °~T"~a City of Yelm Public Works Department 901 Rhoton Road P.O. Box 479 ..AEMINQTO.. Yelm, WA 98597 (360) 458-5406 Fax: (360) 45S-841? G~1 - / NEW ROME FINAL DATE: / I Z ~ (G 7 DEVELOPMENT: ~Q~, ` ~ ~ ~ S ~ ~ ~J' ~t~~,~ ~~~,~ BUILDER'S NAME: ' ~ ~ lr1 ~LCn r n /r:~ r, r1 .~ ,t LOT #; ~_ COMMENTS: ADDRESS: I ~, ~ ~'~ ~ ~ S~~ INSPE TED BY: Date: John Ivey Edward Smith o Tim Rarick i0iT0'd LTi~B B9i~ 09E s~ao~ ~tTgnd wta~, to fiz?;~ 90~9T LOOZ-9Z-d3S FROhI :YELM SEWER DEPT. ~' ~~ YHE p~ ~q ~~ 4 ~ YELM WwJMINO~nN FAX N0. :360-458-f3166 Sep. c6 2007 02:12PM P1 ~A.~ TRAN~IV~ISSXON CITY OF YEI~M P.O: BOX 479 -- 931 NP ROAD NE Y~~LM, ~'o~A 98597 ~,,~ ~,~~; ~ 360-458-84 I 1 . ;~ ~ ~` ,- ~'~~ ~, ". FAX 360-458-8166 ~, FAX.# From: ~~~ D ;' D,AT~: q~~~ --0'-7 PAGES: 1 ,including this Cover sheet Subject: '~-~ec~SC ~~N~L- ~~~'!'-fZia UALL~cu COMMENTS: 1- ~~`i 1 ~;. 10 ~ ~~"3 ~~22~~ ~ V~r-1.s~' ~' ~. 5. C \ ~~ '~' ~ ~ ~L '~ ** if you ~o not receive all c<~pies ar any copy is not lcgibte, P1eASe call (360) 458-R4] 1 3S Snnp $5 pOSSt~~C. CITY OF YELM INSPECTION LOG PROJECT lot 10 Demo PERMIT NUMBER OS-0539 ADDRESS lot 10 SET BACKS Date: 6/6/6 Corrections UNDER FLOOR ® Corrections 6/9/06 DRY WELL ~ Corrections ~~ Dryer-e-~~ ~~~6/G~ FOOTING REBAR _ _®Date:_6/6/6 WALL REBAR Date: 6/8/06 Footing ^ 12" ®16" Other Wall ^ 6" ®8" Other Required vents_ Corrections COMBINED FRAME/ EXTERIOR SHEAR WALL INSPECTION Hold downs ® Shear Nailing ® _ Frame ® 7/6/06 Gas/Propan.e ® 7/6/6 Plumbing ® 7!6/06 Mechanical _ ®_ 7/6!6 Corrections: INSULATION ®Gas ^Electric ^Other ®Foam and Seal ^Vapor barrier ^PVA Corrections: 7/6/6 SHEET ROCK/SHEAR WALL NAIL Corrections: 7/7/06 FINAL Sewer Final ['Electrical Address ~f `Insulation Corr-rections:_ dl ~e w ~~ r y .S~v~l~/ V2~ c,lv-~ ^ Civil Final. ^Landscape Final ~.C of O ^ Site Drainage ^ Sidewalk // wig ~ may-- l~ ~-ra-.s~ ~S~ ~s's~ es ~~~~° ~ i ~~~T THE ~°~ ,~. a ~~ YE LM WASN N6TON 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. ~ ~ / violations of the City of Yelm and/or State laws governing same: S'eo~ l ovv~ ~~~ G~(~ 1" ~~ ~~~r~ .A ~t~/a. f , a7' f /~~m~ try (~tioo~ 1~eb f,`,~. (~ h C~ ems- `%{"~ ~L . ~ ~' f' (JGr cP` j- r n /~~G v i~ ~i'tJ'v ~~, '~1 ~ T O -'' ~v~,. ~'rv U I^~ ~ ~~ ~e /~~~ ~~ L~ ~/~ y ~~ ~(JUS~ t ~/ ~~ Y~v~~,S'S C.c.-,~. -f -ems ,~ '1' 7 ~-t ~e m ~ ~ sp-c.Es l~ tai ma'y' e ~ /~c~-~ . r4 t'ern~t ,~-~ ez,,.°~ C~ / U Gv a l l !O~' 7-~S~ ec~ ~v~i ~ ~ ~-~ ~~ -F~. d ~ ~~ /r1 i S~ -su~~e i ~~ ~ t~~--~~~~ ~ U',~-~'.~- ~S e ~~ ~-i ~i ~~-r s ~~~.~ ve b -P~e n Sc>/v-~~D. 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 (360) 458-8407. ~" DO NOT REMOVE THIS TAG DATE ~ 2 G~'" nspector 5 ^ ~~ .^ ~S. +~±u `~.. .~~, _~ ,~"i `~ ~`~'~ s " ~ ~ r3, ..~ ._ r ~~, :.r. ±~~' 'fff.. i . ,rr ~ ~a ^. i ~, ~ Mi.d f~ '' :SFr ~a ~edL.l~Y9,''`{~'~G@~t~`, K~ ~ .,mss _ ~ t ,~k,~~~:~"~:_ -~ _ Pik " .~^ ,.-..