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BLD-05-0399CITY OF YELM INSPECTION LOG PROJECT ~- r ~ 5~ PER'~91T'\U?~1IIER ~~~ ~ 35rc~ ADDRESS~~~j~ ~ r --~~E,~ ~«,~J ~l. SL` SET B.~CtiS Date: Front Z-O Rear ~-} z,. SideFlan}:inc iJ $ Side ~ FOOTI:~'G ~ ' ,/~ J l 6' other requit ~~'ALL .~ ~ ' 0 other ed ~~ents ) fl FOOTIIC REB.aR Date: ~~'.aLL REB.~R Date: (~nnimr ntc CO:~iBI\ED FR-~~lE/ E\TER10R SHE.aR «',aLL I\SPECT101 Hold do~~~ns ~ Shear :~'ailine ~ _ Frar~e ~'~~~ Gas'Pmpane~ Plurll,inc ~ ~uotuog~ ~,~ ?~9echanical ~ ,-2_~ ~ ~,~ Comments ~'~~ ° ~~ ~'~~ 11SL~L.~T101' ~ Gas Electric ~ Other ..,~ Foam an3 Seal ~ Vapor h~an-ier = p~'..~ 3-z-Uw - fat Comments SIIEET ROCti;'SHE.aR \1'.-ALL ~,a1L Comments OTHER Comments F 11',~ I_, Se~~ er Final ~ Electrical J Cis it Final ~ Landscape Final ~_~ C cf 0 .-~d~iress '~ Insulation ~ Site Drainaee ~' Side~~alk Comments- ,~ s~~ ~ / O /~ H U Z Z W Q a Q U a O ~ ~ W Z ~.. ~ U_ /~/~ ~ W ' W ~ U W -~ ~- a LL. 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J'9C7~t' ~ 7 '"`3Y t lY v; itC7 City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: Sound Built Homes, Inc. Address: P.O. Box 73790 City: Puyallup Property Information: Site Address: 16535 Rainier View Dr. SE Assessor Parcel No. 63540005200 Subdivision: Mountain Sunrise, Div. I Lot: 52 Contractor Information: Name: Sound Built Homes, Inc. Contact: Dye, Kelli Phone: 253-848-0820 Address: P.O. Box 73790 City: Puyallup State: WA Zip: 98373 Contractor License No: SOUNDBH0756M Expires: 09/10/07253 Business License: Project Information: Project: Mountain Sunrise, Division I Description of Work: Plan 1855, lot 52 Sq. Ft. per floor: (1st) 906 (2nd) 949 (3rd) 0 Heat Type (Electric, Gas, Other): GAS Fees: Item ------------------------ Item Fee Base Amt Unit Fee Unit Rate --- Building Permit 100-500k ----------- 1,382.50 ----------- 993.75 ----------- 388.75 ----------- 5.6000 Building Plan Review 584.10 0.00 0.00 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 Plumbing Permit 118.00 20.00 98.00 7.0000 Sewer Inspection 145.00 0.00 145.00 145.0000 Water ERU 1,500.00 0.00 1,500.00 1,500.0000 Water Meter (SFD) 300.00 300.00 0.00 0.0000 Water Deposit 40.00 40.00 0.00 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 Sewer Deposit 50.00 50.00 0.00 0.0000 State Building Fee 4.50 4.50 0.00 0.0000 Sewer ERU (LID) 2,769.00 0.00 2,769.00 2,769.0000 Fire District Impact Fee 481.25 0.00 481.25 0.2160 TOTAL FEES: $8,210.10 Applicant's Affadavit: Basement 0 No. Units Unit Desc ----------- ------------- 69.4200 $1,000 0.0000 0.0000 14.0000 Fixture 1.0000 ERU 1.0000 ERU 0.0000 0.0000 1.0100 Peak PM Trip 0.0000 0.0000 1.0000 ERU 2,228.0000 square foot I certify that I have read and examined the information contained within the application and know the same OFFICIAL IJSE ONLY to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of # Sets of Prints:, Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered in the St of Washing+ton. ~ s~ Final Inspection: Signature .vim ~ Date ~' • ~ ~r• ~„+~ Date: Firm By. Permit No: BLD-05-0399-YL Issue Date: 11/16/2005 (Work must be started within 180 days) Receipt No: 39279 Garage 373 Phone: 253-848-0820 State: WA Zip 98373 Yelm Community Schools PO Box 476 Yelm, WA 98597 Clerk: Croy Terminal: 1 Receipt: 10712 Manual Receipt: NSOUNDBUILT NMITIGATIONS SOUNDBUILT, HOMES 11/16/2005 2:44 PM oty Item Price 1 CPF2900 3422.00 MITIGATION MOUNTAIN SUNRISE DEVELOPEMENT LOTS 52 & 54 Subtotal: 3422.00 Tax: 0.00 Total: 3422.00 Check 3422.00 43369 Amount Due: 0.00 ~~ ~~ 6'x8-Y' STEP TANK (5' MINIMUM FROM FOOTING/PORCH) Nss,,~ 1 8~, S SAO' { i. ... _ ..~ ,. C^NTACT INFO KELLI~ C253) 848-0820 N^TE~ 1. MAINTAIN 10' BETWEEN STRUCTURES 2. R^^F RUN^FF T^ BE TIGHTLINED T^ DRYWELL 3. DRIVEWAY APPROACH T^ BE BR^^M FINISHED \ ~~%,, ~~ \ ~ r ~~ ss\C/ /~~1/ \ ~ O,Q ... .s,'~. ~. Sc~ ~~ THFp~ OF C _. ,~ d~ YEL M . _ P.O. Box 479 Yelm, WA 98597 RECEIPT NO 3 9 2 8 0 z 360-458-8403 . RECEIVED ~:i~-YETf„ '7' '"'f'lit yfrf L'TT TJ~~r.r~..~ ~ fix...-s T~' 'n ~i~~ ~~ ~t~~`mn ~ ~? '' ,. ~ . ~. RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. ,~ „ ~~t1uTJ~~Rl~iur~ t~V?:E ii+~'. ~~,~~(i!2~ ~~~~~;'~ , %~ ~G4.6L C::~'C'I~: ~~=''~i F'':~' -s-~-1~ii _ , '.; , P~Y~LLUD 44A ~+037 B'v'fii:~TAR z' ._ - _ .. 1 ._.. ~. .~ _ . J ~ P ? ._ i: l 4 1 ..J ._ .~ r - t ~ - 1 : '. - . r ~. _ '..l 1 •1 G i.+^. TJT ~ ~ /} 1 .*+ T ? !1 ,':1 r'J?'n~?~~.,~~:AF~ ~?._', ~~~+L~::='~'~ ,~~=-~_.__ ,~~r..,~f...,, .,_ '~~+, ,w:_r.::~yST48i.'S QW~f T~P~ CITY OF YELM Po. Box a79 RECEIPT No. 3 9 2 7 9 Yelm, WA 98597 L 360-458-8403 RECEIVED E~v'rt _.,Ov.~AivD ~ i'rC >ii„~~:;~~D ..Ei~ I`~~ LLFRS :~c iG.: ~' ?+~S _ t. RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. ti'r`•tTliuTi'~u ~if'i' r:'~~ZiLU ~ii~. ~.ii i0 ~~ 3'~~7~ ~ _i~?. i~ Ci:w.':: 433 %~' .G. n^vX 7~'yG3 :JJ^ -`~^ _:~ ~~~~ tea. _ r, ..eAy '~ ~ _ - - , , f f T / . ~ _ _ • , _ _ ....1 L _ ~ _ _ , L ~ v r. _, _ _ , C~ _ , U T _ u 1' • r C , _.+ ' f n a -. iw .. :~ _ . _ _ , _ .- w_ •. , v _ CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: /~~ 3,j /~ ~~ttL~~ LJ , ~ Parcel #: ~ y.30%aZ d p/(~} <~a.7173301D(~ Su/bdivision: ~,/~6ELot #:~ Zoning; ~7 l~ New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign ^ Plumbing ^ Mechanical ~ ~ / ^ Mobile /Manufactured Home Placement ^ Other Project Descript~/Scoppe of Wonrk: In/n~r~ rrQ~~ ~t~; ~~nl~lE F~-mttci ~[D~7f/~ /1 ~ ~J/~~~ Project Value. ~0 ~~, -~y~ Building Area (sq. ft) 1~ Floor 2"d Floor Garage ~ Deck Basement Carport Patio # Bedrooms # Bathroomsr~~ Heating~~OTHER or ELECTRIC (Circle One} Are there any environmentally sensitive areas located on the parcel? If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME:S~OliN J~illLlr 0 - ~' ADDRESS ~ b- L~DX ~3'7r7L3 EMAIL E tL 6•C'dtv~. CITY~uyr1-itu17 STATEN/y~' ZIP~TELEPHONE d- ~l D a- ARCHITECT/EPJGiNEER ~sc'r~- ~a~ LICENSE # ADDRESS ~ " EMAIL CITY~~sg STATE~~ZIP TELEPHON G.,ENERAL CONTRACTOR kYy/lEffS (')W/U'~° - TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE #~SDUN'i~r~fCj7SI~ EXP DATE CITY~LICENSE # _J_ ` V W PLUMBINGCQ~~T~ACTO cK //!E urnbQ.r'1~L.• aTELEPHONE~j3® ~7-.'IyZ3J ADDR SS ~~ ~~~.~-~~~_-~- EMAIL __ _ CITY ~ STATE[/-1 - ZIP~_FAX< CONTRACTOR'S LICENSE #,~/C,~P~.?~1~~N JCP DATE_CITY LICENSE # TELEPHON EMAIL CITY S LICENSE EXP DATE_CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above infomration is correct and that the con§truction 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. ~~ Applii:arXt's Signature Owner I Contractor I C Date circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Avenue West (360) 458-3835 PO Box 479 (360) 458-3144 FAX Ye1m, WA 98597 www.ciyelm.wa.us CASC.~-DE RESIDENTIAL ~cSIGN, INC. 102 S. 26T" St. Tacoma, WA 98402 253.284.3170 FAX 253.284.3183 www. cascaderd. com October 28, 2005 Attn: City of Yelm Building Department This letter is to confirm our acknowledgement that Sound Built Homes, Inc is presenting Cascade Residential Design Inc. plan #1855A/2 to the City of Yelm for the purpose of establishing our Base plan for use within the City of Yelm. Each subsequent submittal of this plan to the City of Yelm for building permit must be accompanied by asite-specific authorization letter provided by Cascade Residential Design, Inc. and signed by the engineer of record. 4.ni f - ,. ... Sincerely, Mark Myers, P.E. Project Engineer ~~~. ~~ ~~ ~_ r~,+~is~~=;~~ ~~~5 v7 11/10/2005 15:68 25,5390514 SOUNDBUIL-BIOMES 11/10/2005 7.4:27 ~ ,Z8431~3 cAs RES Nb... TDM CASCADE RESIDENTIAL RESIGN INC. 102 South 26'" Street ' Tacoma, WA 98402 Ph. 253.284.3170 Fax 253.254.3183 November 10, 2005 Sound Built Homes P,O. f3ox 73790 Puyallup, WA 98373 Attn: Kelli & Mary Ref: Plan 1 S55Al2 Thls letter is in response to your request to use 19.2" on center joists for the above r®ferenced plan. PAGE 62 FAGS 02/02 The Upper Floor may be framed with 11 7/8" TJI 210 joists (or equivalent) at 19.2" on center, The Lower Floor may be' framed with 9'/z" TJI 110 joists (or equivalent) at 19.2" on center. If you have any questions, please give us a call. Sincerely, Mark Myers, P.E. >E IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. PROJECT: Plan 1855A/2 October 28, 2005 2003 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B SOIL SITE CLASS D SEISMIC DESIGN CATEGORI' D,/D, 102 S. 26`'' St. Tacoma, WA 98402 Phone 253.284-3170 Fax 253.284-3183 Residential Design,lnc. LATERAL ANALYSIS & BEAM CALCULATIONS EXPIRES JL1NE 5, 2007 Cascade Residential Design, Inc. 1855A-2.mcd 102 South 26th St. Tacoma, wA 98402 PROJECT :Plan 1855A/2 5/11/2004 Tel. (253) 28a-3170 Designer: Binh Tran Fax. (253) 284-3183 DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 12 PSF Total 40 PSF (Reducible) 100 PSF WOODS : WOOD TYPE: JOISTS OR RAFTERS 2X.----------------------------------------------------------HF#2 BEAMS OR HEADERS 4X - 6X OR LARGER-------------------------------DF#2 LEDGERS AND TOP PLATES----------------------------------------------------HF#2 STUDS 2X4 OR 2X6-------------------------------------------------------------------HF#2 POSTS 4X4-------------------------------------------------------------------------------------------H F#2 4X6-------------------------------------------------------------------------------------------H F#2 6X6-------------------------------------------------------------------------------------------H F#2 GLUED-LAMINATED (GLB) BEAM & HEADER. Fb=2,400 PSI, Fv=165 PSI, Fc (Perp) =650 PSI, E=1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER. Fb=2,900 PSI, Fv=290 PSI, Fc (Perp) =2,900 PSI, E=2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER Fb=2,600 PSI, Fv=285 PSI, Pc (Perp) =2,510 PSI, E=1,900,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ENGINEERED I-JOISTS IF AN ENGINEERED I-JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERSEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I-JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. Plan 1855A/2 cascade R®side+ntial Design, Inc. 1855A-2.mcd 102 South 26th St. Tacoma, WA 98402 PROJECT :Plan 1855A/2 5/11/2004 del. (253) 284-3170 Designer: Binh Tran ~ax. (253) 284-3183 LATERAL ANALYSIS BASED ON 2003 INTERNATIONAL BUILDING CODE BY LOCAL JURISDICTION. SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2003 IBC CHAPTER 16 SECTION 1615 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Desian Data: --Site Class D (Assumed) Ig := 1.0 For Seismic Use Group I occupancy (Table 1604.5) R := 6.5 Light -Framed Wood Walls Shear Panels (Table 1617.6.2) Ss := 1.25 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short-Period (Assumed) S1 :_ .4 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1-Second Period (Assumed) Fa := 1.0 Site Coefficient based on Site Class & SS (Table 1615.1.2(1)) F~ := 1.6 Site Coefficient based on Site Class & St (Table 1615.1.2(2}) W Seismic Weight of Structure (Units = LB.) wX Seismic Weight of Structure at Level x (LB.) Equation 16-38 Sms := Ss•Fa Sms = 1.3 Equation 16-39 Smi := S1•Fv Smi = 0.6 2 SDS = 0.8 Equation 16-40 SpS := 3 •Sms Equation 16-41 SD1 := 3 •Sml SD1 = 0.4 C 1.2• SDSI Equation 16-56 V := R J W Seismic Base Shear V = 0.154 W 1.2•SDS Equation 16-57 FX := R wX Vertical Shear Distribution FX = 0.154 wX (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force/resistance. Lines of force/resistance will be investigated for both wind and seismic lateral loads. ~ Plan 1855A/2 Cascade Residential Design, Inc. 1855A-2.mcd 102 South 2sth st. Tacoma, w,4 ss4o2 PROJECT :Plan 1855A/2 5/11/2004' Tel. (253) 284-3170 Designer: Binh Tran Fax. (253) 284-3183 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7-02 SECTION 6.5.3 ENCLOSED LOW-RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 85 mph WIND SPEED Equation 6-18 p=gh[(GCpt) - (GCp;)] Mean Roof Height h := 23, ft qh =Velocity Pressure Evaluated at mean Roof Height h GCpt =External Pressure Coefficients per Figure 6-10 GCp; =Internal Pressure Coefficients per Figure 6-5 Kh :_ .70 Velocity Pressure Exposure Coefficients at h (Table 6-3) Kd := 0.85 Wind Directionality Factor (Table 6-4). KZt := 1.0 Topographic Factor Coefficients (Figure 6-4). v := 85 Wind Speed per Hours (Figure 6-1). I := 1.0 Important Factor (Table 6-1 ). Equation 6-15 qh := 0.00256•Kg•KZt•Kd•v2•I qh = 11 GCp;~, :_ .18 +/- Internal Pressure Coefficients Windward Surface (Figure 6-5) GCp;I :_ .18 +/- Internal Pressure Coefficients Leeward Surface (Figure 6-5) GCp := GCpiW - GCp~I GCp = 0 GCpfW :_ .80 External Pressure Coefficients Windward Surface (Conservatively taken from Figure 6-10) GCpfl :_ -.64 External Pressure Coefficients Leeward Surface (Conservatively taken from Figure 6-10) GCpp := GCp, -GCpfl GCpf = 1.4 Equation 6-18 p := gh•~GCpf- GCp;~•psf p = 15.81bft 2 Plan 1855A/2 ~ e5 RIC~Nt ~LEY,~tION ~o~ t ~~ ~,~I~'. ~ t5 _L.I ~, ~~ 0 ~s wz ~ ~• `~ W ; wz~ P. Jo FRONT ELEY,4TION I I ~, , Lam' ~L~Y~4tION ~~4i~ ELEY,4TION `~ ~~ I~PPER FLOOR PL~4N ~~ ~~ , T _~ .__...~._ ... n..~Po~..~ _.;._~_~.. ~._~.__ ~~._.._.._ w ._ ___ ~ -~f. I ~~~ Cascade Residential Design, Inc. 1855A-2.mcd 102 south 26th St. Tacoma, WA 98402 PROJECT :Plan 1855A/2 5/11/2004 Tel. (253) 284-3170 Designer: Binh Tran Fax. (253) 284-3183 WALL AA: Wind loads per foot: W2 := p•8•ft Distance between shear wall: L2 := 32•ft Wall Length: Laa :_ (8.5)•ft W2•L2•.5 Check wind force vaa := vaa = 238.61bft 1 CONTROLS Laa Check Seismic: Rf := 15•psf•35•ft• 3~ •ft Wa := 10•psf•35•ft•5•ft WZ := Rf + Wa WZ = 1015016 .7V•WZ -1 Seismic Force: Eaa := Eaa = 128.61bft Laa Overturning Moment on Wall: Plate Height: Pt := 8.1•ft Laa := 8.5•ft OTM := vaa•Laa•Pt OTM = 16430.61bft Shear Wall Dead Load Resisting: Rf :_ .6.15•psf• 15•ft•Laa Wa :_ .6.10•psf•Pt•Laa W := Rf + Wa W = 1560.616 DLRM := W Laa DLRM = 6632.5 lb ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFaa := HDFaa = 1152.716 --aa Base Plate Nailing Spacing (2001 NDS Table 11 N) 16d" Common Nails, 1 1/2" Side Member Thickness. Z := l22•lb CD := 1.33 Z' := Z•CD Z' = 162.316 Per Nail _ Z' Bp. vaa Bp=0.7ft Shear Wall Summary: Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force: Holdown Tvoes: vaa = 238.61bft 1 8d nails @ 6" D.G. Eaa = 128.61bft 1 Bp = 0.7ft HDFaa = 1152.716 Simpson Straps Capacity = 242 plf MST37. 16d @ 8" o.c. ~` Plan 1855A/2 Casca~3e Res=dential Design, inc. 102 south 26th St. Tacoma, WA 98402 PROJECT :Plan 1855A/2 Tel. (253) 284-3170 Fax. (253) 284-3183 1855A-2.mcd 5/17/2004 Designer; Binh Tran WALL BB: Wind loads per foot: W2 = 126.81b ft-1 Distance between shear wall: L2 := 32•ft Wall Length Check wind force Check Seismic: Rf := 15•psf•35•ft• ~2•f W2•L2•.5 vbb :_ Lbb vbb = 150.31b ft 1 CONTROLS Wa:= 10•psf•35•ft•5•ft WZ := ltf + Wa WZ = 10150 lb .7•V•WZ -1 Seismic Force: Ebb ~= Ebb = 8116 ft Lbb Overturning Moment on Wall: Plate Height: Pt := 8.1•ft Lbb:= 6.5•ft OTM := vbb•Lbb•Pt OTM = 7911 Ibft Shear Wall Dead Load Resisting: 1Zf :_ .6.15•psf•17•ft•Lbb Wa:= .6.10•psf•Pt•Lbb W:=Rf+Wa W=1310.41b DLRM := W Lbb DLRM = 4258.81b ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFbb := HDFbb = 561.91b Lbb Base Plate Nailing Spacing {2001 NDS Table 11 N) 16d" Common Nails, 1 1/2" Side Member Thickness. Z := 122•lb CD := 1.33 Z' := Z•CD Z' = 162.3Ib Per Nail _ Z' Bp • vbb Bp = 1.1 ft Shear Wall SummaN: Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force: vbb = 150.31bft 1 8d nails @ 6" O.C. Ebb = gl lb8 1 Bp = 1.1 ft HDFbb = 561.91b Capacity. = 242 plf 16d @ 12" o.c. Holdown Tvoes: No Holdown Plan 1855A/2 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 Lcc:= (16)•ft W2•L1~.5 vcc :_ Lcc WALL CC: Wind loads per foot: W2 = 126.81bft,1 Distance between shear wall: L1 := 35•ft Wall Length Check wind force Check Seismic: 35•fl Ytf := 15•psf•33•ft•- 2 1855A-2.mcd PROJECT :Plan 1855A/2 5/17/2004 Designer: Binh Tran vcc = 138.716 ft 1 CONTROLS Wa:= 10•psf•33•ft•5•ft WZ := Rf + Wa WZ = 10312.5 (b .7V• WZ -1 Seismic Force: Ecc := Ecc = 69.4 lb ft Lcc Overturning Moment on Wall: Plate Height: Pt := 8.1•ft Lcc := 16•ft OTM := vcc•Lcc•Pt OTM = 17970.91bft Shear Wall Dead Load Resisting: Rf:= .6.15•psf•2•ft•Lcc Wa:= .6.10•psf•Pt•Lcc W := Rf + Wa W = 1065.616 DLRM := W Lcc DLRM = 8524.816 ft 2 Holdown Force & Net Uplift: OTM - DLRM HDFcc := HDFcc = 590.416 Lcc Base Plate Nailing Spacing (2001 NDS Table 11 N) 16d" Common Nails, 1 1/2" Side Member Thickness. Z := 122•]6 CD := 1.33 Z' := Z•CD Z' = 162.316 Per Nail _ Z' Bp • vcc Bp = 1.2 ft Shear Wall Summary: Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force: vcc = 138.71bft 1 8d nails @ 6" O.C. Ecc = 69.41bft 1 Bp = 1.2ft HDFcc = 590.416 Capacity = 242 plf 16d @ 12" o.c. Holdown Types: No Holdown. C/ Plan 1855A/2 e r Cascade Residential Design, Inc. 1855A-2.mcd 102 south 26th St. Tacoma, WA 98402 PROJECT :Plan 1855A/2 5/11/2004, Tei. (253> 2s4-31~o Designer: Binh Tran Fax. (253) 284-3183 WALL DD: Wind loads per foot: W2 = 126.81bft 1 Distance between shear wall: L1 := 35•ft Wall Length: Ldd :_ (28)•ft W2•L1•.5 Check wind force vdd := Ldd vdd - 79.21bft 1 CONTROLS Check Seismic: 35•ft Rf := l5•psf•32•ft• Wa := 10•psf•32•ft•5•ft 2 WZ := Rf + Wa WZ = 1000016 .7•V•WZ -1 Seismic Force: Edd := Ldd Edd = 38.Slbft Overturning Moment on Wall: Plate Height: Pt := 8.1•ft Ldd := 28•ft OTM := vdd•Ldd•Pt OTM = 17970.91bft Shear Wall Dead Load Resisting: Rf :_ .6.15•psf•2•ft•Ldd Wa :_ .6.10•psf•Pt•Ldd W := Rf + Wa W = 1864.816 DLRM := W Lad DLRM = 26107.216 ft 2 Holdown Force & Net Uplift: HDFdd := OTM -DLRM HDFdd = -290.6 Ib Ldd Base Plate Nailing Spacing 12001 NDS Table 11N) 16d" Common Nails, 1 1/2" Side Member Thickness. Z := 122.16 CD := 1.33 Z' := Z•CD Z' = 162.316 Per Nail _ Z' Bp. vdd Bp=2ft Shear Wall Summary: Wind force: Nailing Type: Seismic Force: B.P. Nailing Spacing Holdown Force: Holdown Types: vdd = 79.21bft 1 8d nails @ 6" O.C. Edd = 38.Slbft 1 Bp = 2ft HDFdd = -290.616 No Holdown. Capacity = 242. plf 16d @ 24" o.c. ~}~ Plan 1855A/2 x ~ ~ c - ~ ~~ ~~~ . ~,/ i\//~ V ~ I t. ,. ._, ``' I ix' f ~~, ~ ,~ ~~ .. ~. ~~- 4 n~ l~ ._ ~~ `~ _. FAMILY RM. 2-GAR GARAGE MAIN FLOD~' PLAN --5 ~- NOOK KITCHEN DINING !~S 4 LIVING RM. ~I ~.~ ,r~ ~~~ 1' 4 .% rr cz~ ,~ ~f~ ~~ ~~ ._ P -~s ^l ~ ,<~ ~; ~_, Cascade Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 1855A-2. mcd PROJECT :Plan 1855A/2 5/17/2004 Designer: Binh Tran WALL A: Wind loads per foot: Wl := W2 + p• 10•ft Distance between shear wall: L3 := 33•ft LS := 21ft Wall Length: La :_ (5 + 6 + 5 + 4.5)•ft Check wind force va := va.= 146.116 ft . CONTROLS La Check Seismic: 21 21 Rf := 15•psf•35•ft•-•ft Wa:= 10•psf•35•ft•13•ft Fl := 12•psf•35•ft•-•ft 2 2 WZ := Rf + Wa + Fl WZ = 14472.5 Ib .7•V•WZ -1 Seismic Force: Ea := Ea = 761b ft La Overturning Moment on Wall: Plate Height: Pt := 9.1•ft La:= 4.5•ft OTM := va•La Pt OTM = 59831bft Shear Wall Dead Load Resisting: Rf :_ .6.15•psf•15•ft•La Wa:= .6.10•psf•Pt•2•La F1 := .6.12•psf•7•ft•La W := Rf + Wa + Fl W = 1325.71b La DLRM := W - DLRM = 2982.8 lb ft 2 Holdown Force & Net Uplift: OTM -DLRM HDFa := HDFa = 666.71b La Anchor Bolt Spacing (2001 NDS Table 11 E) 518" Dia. Bolt 8~ 1 1/2" Plate Thickness. As := 830•Ib CD := 1.33 Zg := As•CD ZB = 1103.91b As := ZB As = 7.6 ft Per Bolt va Shear Wall Summary: Base Plate Nailing Spacing (2001 NDS Table 11 N 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N = 162.31b Z'N B ._ _ Per Naii p va Bp=1.lft Wind force: Nailing Type: Seismic Force: A.B. Spacing B.P. Nailing Spacing Holdown Force: va = 146.1 Ibft 1 8d nails @ 6" O.C. Ea = 761bft 1 As = 7.6ft Bp = 1.1 ft HDFa = 666.71b Capacity = 242 plf 5/8" A.B. 16d @ 12" o.c. Holdown Tvoes: @ 48" o.c. No Holdown -~ Plan 1855A/2 vaaa.cuc r~cs^uc^^ua^ vca^y.., ...v. 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 1855A-2. mcd PROJECT :Plan 1855A/2 5/17/2004 Designer: Binh Tran WALL B: Wind loads per foot: W 1 = 285.31b ft 1 W3 := p• l Oft W3 = 158.5 lb ft 1 Distance between shear wall: L4 := 12•ft L6 := 7.Sft Wall Length: Lb :_ (3.75 + 3)•ft ~W1•L4 + W3•L6~•.5 -1 Check wind force vb := vb = 341.61b ft Lb Check Seismic: 19.5 Rf := 15•psf•35•ft•-•ft Wa:= 10•psf•35•ft•5•ft 2 WZ := Rf + Wa + Fl WZ = 9388.81b .7•V•WZ -1 Seismic Force: Eb := Eb = 149.8 lb ft Lb Overturning Moment on Wall: Plate Height: Pt := 9.1•ft Lb := 3•ft OTM:= vb•Lb•Pt OTM=9325.716ft Shear Wall Dead Load Resisting: Rf :_ .6.15•psf•5•ft•Lb Wa:= .6.10•psf•Pt•Lb W := Rf + Wa W = 298.81b Lb DLRM := W - DLRM = 448.21b ft 2 Holdown Force & Net Uplift: HDFb := OTM - DLRM HDFb = 2959.21b Lb Anchor Bolt Spacina (2001 NDS Table 11 E 5/8" Dia. Bolt 8~ 1 1/2" Plate Thickness. As := 830•lb CD := 1.33 Zg := As•CD ZB = 1103.91b As := ZB As = 3.2 ft Per Bolt vb Shear Wall Summary: Wind force: Nailing Type: Seismic Force: vb = 341.61bft 1 8d nails @ 4" O.C. Eb = 149.81bft 1 Capacity = 353 plf F1 := 12•psf•35•ft• 12•ft 2 Base Plate Nailing Spacing _(2001 NDS Table 11 N CONTROLS 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N = 162.31b B .= Z~N Per Nail p vb Bp=O.Sft A. B. Spacing As = 3.2 ft 5/8" A.B. @ 36" o.c. B.P. Nailing Sgacing Bp = 0.5 ft 16d @ 6" o.c. Holdown Force: HDFb = 2959.21b Holdown Tvges: Simpson STHD10RJ. Plan 1855A/2 ~~ Cascade Residential Deslgn, Inc. 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 PROJECT :Plan_1855A/2 5/12/2004 Designer: Binh Tran WALL C: Wind loads per foot: W 1 = 285.31bft 1 Distance between shear wall: L1 := 35•ft Wall Length: Lc :_ (14+ 19)•ft W1•L4•.5 vc = 86.41bft 1 Check wind force vc := Lc Check Seismic: Rf := 15•psf•40•ft•32 •ft Wa:= 10•psf•40•ft•13•ft Fl := 12•psf•40•ft•32 •ft WZ := Rf + Wa + Fl WZ = 241001b .7•V•WZ E 78.61bft 1 Seismic Force: Ec := Lc c Overturning Moment on Wall: Plate Height: Pt := 9.1•ft Lc := 14•ft OTM := vc•Lc•Pt OTM = 11012.51bft Shear Wall Dead Load Resisting: Rf :_ .6.15•psf•5•ft•Lc Wa :_ .6.10•psf•Pt•2•Lc Fl := 12•psf•1.3•ft•Lc W := Rf + Wa + Fl W = 2377.2 lb Lc DLRM := W • 2 DLRM = 16640.41b ft Holdown Force & Net Uplift: OTM -DLRM HDFc = -4021b HDFc :_ Lc Anchor Bolt Spacina (2001 NDS Table 11 E) 518" Dia. Bolt S 1 1/2" Plate Thickness. As := 830•lb CD := 1.33 Zg := As•Cp Zg = 1103.91b ZB Per Bolt As:=- As= 12.8ft vc Shear Wall Summary: Wind force: Nailing Type: Seismic Force: vc = 86.41bft 1 8d nails @ 6" O.C. Ec = 78.616 ft 1 Capacity = 242 plf Base Plate Nailina Spacina (2001 NDS Table 11 N1 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122•Ib CD := 1.33 Z'N := ZN•CD Z'N = 162.31b Z'N Per Nail Bp • vc Bp = 1.9 ft A.B. Spacing B.P. Nailing Spacing Holdown Force: As = 12.8 ft Bp = 1.9 ft HDFc = -4021b 5/8" A.B. 16d @ 24" o.c. Holdown Tvges: @ 48" o.c. No Holdown. Plan 1855A/2 Cascade Residential Design, Inc. 1855A-2.mcd ioz south 2stn st. Tacoma, wA saao2 PROJECT :Plan 1855A/2 5/11/2004 Tel. (253) 284-3170 Designer: Binh Tran Fax. (253) 284-3183 WALL D: Wind loads per foot: W1 = 285.31bft 1 Distance between shear wall: L1 := 35•ft Wall Length: Ld :_ (14 + 14)•ft W1•L1•.5 Check wind force vd :_ Ld Check Seismic: vd = 178.316 ft 1 CONTROLS Rf := 15•psf•33•ft• ~ •ft Wa := 10•psf•33•ft•13•ft F1 := 12•psf•33•ft• ~ •ft WZ := Rf + Wa + Fl WZ = 19882.5 lb .7•V•WZ Seismic Force: Ed := Ld Ed = 76.Slbft-1 Overturning Moment on Wall: Plate Height: Pt := 9.1•ft Ld := 14•ft OTM := vd•Ld•Pt OTM = 22713.21bft Shear Wall Dead Load Resistin4: Rf :_ .6.15•psf•2•ft•Ld Wa :_ .6•]0•psf•Pt•2•Ld Fl :_ .6.12•psf•1.3•ft•Ld W := Rf + Wa + Fl W = 1911.5 lb L DLRM := W• a DLRM = 13382.91bft 2 Holdown Force & Net Uplift: HDFd := OTM -DLRM HDFd = 666.5 lb --u Anchor Bolt Spacina (2001 NDS Table 11 E1 5/8" Dia. Bolt 8~ 2 1/2" Plate Thickness. As := 1040.16 Cp := 1.33 ZB := As•CD Zg = 1383.216 As := ZB As = 7.8 ft Per Bolt vd Shear Wall Summary: Wind force: Nailino Tvpe: Seismic Force: vd = 178.31bft 1 8d nails @ 6" O.C. Ed = 76.5 lbft-1 Capacity = 242 plf Base Plate Nailing Spacing (2.001 NDS Table 11N 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122.16 CD := 1.33 Z'N := ZN•CD Z'N = 162.316 ZEN Bp ._ _ Per Nail vd Bp=0.9ft A.B. Soacinct B.P. Nailing Soacino _Holdown Force: As = 7.8 ft Bp = 0.9 ft HDFd = 666.5 lb 518" A.B. 16d @ 12" o.c. Holdown Tvoes: @ 48" o.c. No Holdown. fly Plan 1855A/2 Cascade Residential Desi~.., Inc. 102 South 26th 5t. Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 1855A-2. mcd PROJECT :Plan 1855A/2 5/18/2004 Designer: Binh Tran WALL E: Wind loads per foot: Wl = 285.316 ft 1 Distance between shear wall: LS := 21•ft L4 := 128 Wall Length: Le :_ (7 + 4)•ft Check wind force ve := ve = 427.91b ft 1 CONTROLS Le Check Seismic: Rf:= 15•psf•20•ft•35ft Wa:= 10•psf•35•ft•15•ft Fl := 12•psf•35•ft•33•ft 2 WZ := Rf + Wa + Fl WZ = 226801b .7•V•WZ -1 Seismic Force: Ee := Ee = 2221b ft Le Overturning Moment on Wall: Plate Height: Pt := 9.1•ft Le := 4•ft OTM := ve•Le Pt OTM = 15574.81bft Shear Wall Dead Load Resisting: Rf := 15•psf•20•ft•Le Wa:= .6.10•psf•2Pt•Le Fl := .6.12•psf•3.5•ft•Le W := Rf + Wa + FI W = 1737.61b Le DLRM := W- DLRM = 3475.21b ft 2 Holdown Force & Net Uplift: HDFe := OTM -DLRM HDFe = 3024.91b Le Anchor Bolt Spacing (2001 NDS Table 11 EI 5/8" Dia. Bolt 8~ 1 1/2" Plate Thickness. As := 830•Ib Cp := 1.33 ZB := As•CD Zg = 1103.91b As := ZB As = 2.6 ft Per Bolt ve Shear Wall Summary: Wind force: Nailing Tyge: .Seismic Force: ve = 427.91b ft 1 8d nails @ 3" O.C. Ee = 222 lb ft 1 Capacity - 456 plf Base Plate Nailing Sgacinq (2001 NDS Table 11 N 16d Common Nails, 1 1/2" Plate Thickness. ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.31b B := Z~N Per Nail p ve Bp=0.4ft A.B. Spacing B.P. Nailing Sgacinq Holdown Force: As = 2.6 ft Bp = 0.4 ft HDFe = 3024.91b 5/8" A.B. 16d @ 2" o.c. Holdown Tvges: @ 15" o.c. STAGGERED Simpson STHD14RJ Plan 1855A/2 Cascatde Residential Design, Inc. 102 South 26th St. Tacoma, WA 98402 Tel. (253) 284-3170 Fax. (253) 284-3183 1855A-2. mcd PROJECT :Plan 1855A/2 517/2004 Designer: Binh Tran WALL F: Wind loads per foot: W3 = 158.5 Ib ft 1 Distance between shear wall: L4 := 12•ft L6 := 7.Sft Number of Restraint Panels: Lf := 2 Check wind force of := of = 772.61b CONTROLS Lf Check Seismic: 19.5 Rf := 15•psf• 19•ft• 2 •ft Wa:= 10•psf•19•ft•5•ft WZ := Rf + Wa WZ = 3728.81b .7• V• WZ Seismic Force: Ef := Ef = 200.81b Lf Note: See Garage Restraint Panel for Nailing Spacing and Holdown Types, Sheet S1. `? Plan 1855A12 apa TE CNN IC flI 1 0 Pi CS woos ~ssocrnnor~ ~~ Form No. TT-074A Page 1 of 3 DESIGN VALUES FOR APA'S PORTAL FRAME IN ENGINEERED APPLICATIONS A Portal Frame Design Building officials, builders, and design professionals have approached APA through the years for advice on providing wall bracing that is narrower than 48 in., particularly for wall segments adjacent to garage doors. In reality, 48-in.-wide segments have not been frequently constructed next to garage door openings, desp;te the fact that model codes have been prescribing such segments for more than 30 years.. In an attempt to provide a design that provides adequate strength for use as bracing in conventional light frame construction, a portal frame design was developed as shown in F figure 1. Engineered Design Use While the APA portal frame design was envisioned primarily for use as bracing in conventional light frame construction, it can also be used in engineered applications. The portal frame is not actually a narrow shear wall because it transfers shear by means of a moment resisting frame. The extended header is integral in the function of the portal frame, thus the effective frame width is more than just the wall segment, but includes the header length which extends beyond the w all segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not technical) y apply to the wall segment of the APA portal frame. Monotonic and cyclic testing has been conducted on the APA portal frame design (APA, 2002 and 2003). Recommended design values for engineered use of the portal frames are provided in Table 1. Design values were derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The design value derivation procedure used ensures that the code (IBC) drift limit and an adequate safety factor are maintained. For seismic design, APA recommends using the Design Coefficients and Factors from Table 1617.6 of the International Building Code (IBC) for light frame walls with shear panels -wood structural panels (System 1.K.). Since design values are based on testing done with the portal frame attached to a rigid test frame, these design values should be limited to portal frames constructed on similar rigid base foundations, such as that provided by a concrete foundation, stem wall or slab. 7011 South 19th Street • Tacoma, 1NA 98411-0700 Telephone: (253) 565-6600 • Fax Number: (253) 565-7265 N N ~ o ~ m ~ 0 c w ~ W J rn~ cry ~ °o `~ . • ~ y d X Z 3 ~d ~~ m D (O UNi ~o ~ r ~o N ~ rn w x~ m op ~ X r ~ ~--. O r D O DZ z p ~ z ~ a ~ ~ ~ 3 z z c i 2 N z ~ N c3 (~ z ~ C ~~ c Z v G o W ~ m r c= N p .i..~ ~ 2 2 ~ ~' D~ r(~ n n u -~ °' Qm DZ C orn ~ ~ ~ O m m N m o 0 o ~ m Z y~ N c O m D O D ~ 0 m m N ~ < D D-i ~ f!7 Z m O m 2 0 T Z = o m 3 ~ T ~ zm Go aim o .i C m i C o c o Z ~ ~ ,.,{ O ~ m o y z A ° p D o N 0 aro ~' m Z ~ O ~ rn v ~ ~ m ~ Z ~ --~ v m m o N ~ O °° "i ~ x m y r y ~ m z ? "~ ~ n= -yi °o O T~ c~o ni :""~: 7 '.1 . .i .. .. ~ O :.~ ,~,.^,~T+ 3 N ~ Z c. ~ G7 m C w 'V x ~ rt ~ C TX p rt ~ O m m~ m 7 z~ v ~ m2 0 ~ o ~~ ~ ~ $ ~ D (%1 nm r ~ D~ m~ ~' ~ ~ ~D Q D p= ~ m m~ n ~m ~ ~ O o ~ D -w r d n 3 y ~ N 7 O C y ~D ,.~ . ~Q .1 . . 7 m N -{ = ~ _ T ~ p'n v ~ O~ ~ <o? ~ ~ G~~n ~ D = mo ~ ~ S S' (~ v n o o = m tn c ~ ~- m a Z= Q p m v m z y D o mz° p~ D O rn ppXOm~-imaZ room "'~ r C ~ y ~ D~ m 2 C~~~ p~~ n z O D D zmr c~iiz~'iv~~in~~O~m~m / . ~.~._ I I.~~ tnnsnw ~' m ~ n m ~O mz D 1~ 2 A N < O °o .i m z m m v ~ ~ A F ~~4 . . riJ.. ,~ , ~ - --- a w y ~ N x 4t p 2 rt ~ T Z iim~ oc zo p nC~t~iio mT ~ m r ° y m m o ~ = o 0 ~ m ~ .Z1 a Z 0 0 A d rD W O W Form No. TT-074A Page 2 of 3 Table 1. Recommended allowable design values for APA portal frame used on a .:.~.ie~! hocn fnnnrlatinna' b, ~' d ~. ~~..+W.,.. Min. . Max. Ultimate ASD Allowable Desi n Values Load Width Height Shear Shear Stiffness Deflection Factor in. ft Strength Ib Win. in. 8 2780 1000 3.1 0.32 2.8 16 10 2180 600 1.5 0.4 3.6 8 4720 1700 5.3 0.32 2.8 24 10 3630 1000 2.9 0.34 3.6 a. Design values are based on use of Douglas-fir or southern pine framing. ror otner species of framing use the specific gravity adjustment factor = [1-(0.5-SG)], where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1. b. For construction as shown in Figure 1. c. Values are for a single portal frame. For multiple portal frames allowable design values can be multiplied by number of frames (e.g., two = 2x, three = 3x, etc). d. Interpolation of design values between 8 ft and 10 ft heights is permitted. References APA, 2003. Cyclic Evaluation of APA Sturd-I-Frame for Engineered Design. APA Report T2002-46. APA -The Engineered Wood Association. Tacoma, WA. APA, 2003. Cyclic Evaluation of APA Sturd-I-Frame with 10-ft Height and Lumber Header. APA Report T2003-11. APA'-The Engineered Wood Association. Tacoma, WA. IBC, 2000. International Building Code. International Code Council. Falls Church, VA. Technical Services Division November 2003 © 2003, APA-The Engineered Wood Association Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. Consult your local jurisdiction or design professional to assure ~mpliance with code, construction, and performance requirements. 7011 South 19th Street • Tacoma, WA 98411-0700 Telephone: (253) 565-6600 • Fax Number: (253) 565-7265 .~~ ~ ~~4F i~?~41'''i(1~ fi'LAN CASCADE Resideniial Design, Inc. 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I F - --- _i -_. i _ -_ _ } __._1 -. I - -- _--_-_ _ _ _ ~ ~ ~- -- - ~ .-..__ - --- II _-1 _- ~ - ___-. _.. ~ -- ---- -._~ i ~ - f ---1 ~ ____- _ _ ~ _ --- --+ ~ --~_ -__~ _ I ~ i - ~ -- - fi t --_-}-_--_ _.. __ -__-____ - ~ f - ~ --. f Job Name ~ ~~ ~ t ~ ~~^~y~ ~ per"" Location ~,r~'~ ~ I+~•~r ~ ~1 Technical Representative Job Number a Sheet of By I:a ~' I~~~ ~'"~' Date ~- ~~~ ascade Residential Design, Inc. Title : .lob # 102 South 26th Street Dsgnr: Date: 2:05PM, 17 MAY 04 Description ~~ ~~~ Tacoma, WA 98402 Tel: 253-284-3170 Scope ~~SI{~~fltl2~ ~QSlgtt,>nt. Fax: 253-284-3183 Rev: 580000 - User: KW-0605873, Ver 5.8.0, 1-Dec-2003 Page 1 (c)1983-2003ENERCALC Engineering Software Genera Timber Beam 1855x2. eow: Celaulelfam Description .Beam 1. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 5.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi ~ull Length Uniform Loads ~ Center DL 240.00 #/ft LL 400.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 5.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0.534 ; ~ Maximum Moment 2.0 k-ft Maximum Shear'` 1.5 1.7 k Allowable 3.7 k-ft Allowable 5.8 k Max. Positive Moment 2.00 k-ft at 2.500 ft Shear: @ Left .1.60 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.60 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.014 in Max. M allow 3.74 Reactions... @ Right O.000in fb 480.85 psi fv 51.60 psi Left DL 0.60 k Max 1.60 k Fb 900.00 psi Fv 180.00 psi Right DL 0.60 k Max 1.60 k Deflections ............r,....... ~ ...................... Deflection -0.009 in -0.024 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 6,566.3 2,462.36 Right Cantilever... Camber (using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.014 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 1599.999 Max Moment Sxx Reo'd Allowable fb @ Center 2.00 k-ft 26.67 in3 900.00 psi @ Left Support 0.00 k-ft 0.00 in3 900.00 psi @ Right Support 0.00 k-ft 0.00 in3 900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.67 k 1.67 k Area Required 9.280 in2 9.280 in2 Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 1.60 k Bearing Length Req'd 0.731 in Max. Right Reaction 1.60 k Bearing Length Req'd 0.731 in .scade Residential Design, Inc. Title : .lob # 102 South 26th Street Dagnr: Date: 2:05PM, 17 MAY 04 ~~ (~:AL~~ Tacoma, WA 98402 Description Tel: 253-284-3170 Scope ~~iit~8itti~~ QESR~ii, 4ftt. Fax: 253-284-3183 Rev: 580000 -- -- User: KW-0605873, Ver5.8.0, t-Dec-2003 Genera Timber Beam _ 7g66a~7,aow;Caaoulalla~a~ (c)1983-2003 ENERCALC Enyinexinp Software Description Beam 2. rGeneral Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 4x10 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 60.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 6.OOft, Beam Wi Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support dth = 3.500in x Depth = 9.25in, Ends are Pin-Pin 0.192 : 1 0.7 k-ft Maximum Shear " 1.: 3.7 k-ft Allowable 0.72 k-ft at 3.000 ft Shear: 0.00 k-ft at 0.000 ft 0.00 k-ft Camber: 0.00 k-ft Max. M allow 3.74 Reactions... fb 173.11 psi fv 16.55 psi Left DL Fb 900.00 psi Fv 180.00 psi Right DL Deflections Beam Design OK i 0.5 k 5.8 k @ Left 0.48 k @ Right 0.48 k @ Left 0.000 in @ Center 0.007 in @ Right 0.000 in 0.18 k Max 0.48 k 0.18 k Max 0.48 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.005 in -0.013 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Dell 0.0 0.0 ...Length/Deft 15,199.8 5,699.91 Right Cantilever... Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.007 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs - - -_- -- - --- Bending Analysis Ck 34.195 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 480.000 Max Moment Sxx Read Allowable fb @ Center 0.72 k-ft 9.60 in3 900.00 psi @ Left Support 0.00 k-ft 0.00 in3 900.00 psi @ Right Support 0.00 k-ft 0.00 in3 900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.54 k 0.54 k Area Required 2.976 in2 2.976 in2 Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 0.48 k Bearing Length Req'd 0.219 in Max. Right Reaction 0.48 k Bearing Length Req'd 0.219 in Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 Rey: saoooo Page 1 User: KW-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam rd~oaa-~m3 FNERCAt_C Emineerina Software 1855a-2.ecw:Calcuiations Description Beam 3. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 5.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 0.800 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi E 1,300.0 ksi LFull Length Uniform Loads Center DL 60.00 #/ft LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary ~ Beam Design OK Span= 5.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0.177: 1 Maximum Moment 0.5 k-ft Maximum Shear * 1.5 0.4 k Allowable 2.8 k-ft Allowable 3.9 k Max. Positive Moment 0.50 k-ft at 2.500 ft Shear: @ Left 0.40 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.004 in Max. M allow 2.83 Reactions... @ Right 0.000 in fb 120.21 psi fv 12.90 psi Left DL 0.15 k Max 0.40 k Fb 680.00 psi Fv 120.00 psi Right DL 0.15 k Max 0.40 k Deflections Center Span... Dead Load Total Load Left cantilever... ueaa Loaa I oral Loaa Deflection -0.003 in -0.007 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ...Length/Dell 21,340.5 8,002.68 Right Cantilever... Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.004 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 35.460 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 400.000 Max Moment Sxx Read Allowable fb @ Center 0.50 k-ft 8.82 in3 680.00 psi @ Left Support 0.00 k-ft 0.00 in3 680.00 psi @ Right Support 0.00 k-ft 0.00 in3 680.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.42 k 0.42 k Area Required 3.480 in2 3.480 in2 Fv: Allowable 120.00 psi 120.00 psi Bearing @ Supports Max. Left Reaction 0.40 k Bearing Length Req'd 0.282 in Max. Right Reaction 0.40 k Bearing Length Req'd 0.282 in ~~ dr'" ~ %' Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 Rev: 580000 User: KW-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 1855a-2.ecw:Calculations Description Beam 4. ~erleral InfOrmatlon Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x12 Center Span 16.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,700.0 ksi trapezoidal Loads #1 DL @ Left 158.00 #/ft LL @ Left 263.00 #/ft Start Loc 0.000 ft DL @ Right 158.00 #/ft LL @ Right 263.00 #/ft End Loc 6.000 ft #2 DL @ Left 68.00 #/ft LL @ Left 113.00 #/ft Start Loc 6.000 ft DL @ Right 68.00 #/ft LL @ Right 113.00 #/ft End Loc 16.000 ft Beam Design OK Span= 16.OOft, Beam V1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support lidth = 3.125in x Depth = 12.in, Ends are Pin-Pin 0.544 ; 1 8.2 k-ft Maximum Shear * 1.E 15.0 k-ft Allowable 8.15 k-ft at 6.528 ft Shear: 0.00 k-ft at 0.000 ft 0.00 k-ft Camber: 0.00 k-ft Max. M allow 15.00 Reactions... fb 1,304.55 psi fv 88.55 psi Left DL Fb 2,400.00 psi Fv 240.00 psi Right DL Deflections 3.3 k 9.0 k @ Left 2.62 k @ Right 1.72 k @ Left O.000in @ Center 0.277 in @ Right O.000in 0.98 k Max 2.62 k 0.65 k Max 1.72 k Center Span... Dead Load Total Load Left cantilever... ueaa Loaa Total Load Deflection -0.184 in -0.491 in Deflection 0.000 in 0.000 in ...Location 7.744 ft 7.744 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,041.5 391.06 Right Cantilever... Camber (using 1.5 " D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center 0.277 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in tress Calcs --- ----- - ---- - _ _~ Bending Analysis Ck 21.584 Le 0.000 ft Sxx 75.000 in3 Area 37.500 in2 Cv 1.000 Rb 0.000 CI 2617.999 Max Moment Sxx Reg'd Allowable fb @ Center 8.15 k-ft 40.77 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.32 k 2.32 k Area Required 13.836 in2 9.651 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 2.62 k Bearing Length Req'd 1.289 in Max. Right Reaction 1.72 k Bearing Length Req'd 0.846 in ~~ ~ ~~ (.:~ .~~` _ ..~ rr~. ~~~ ~~ ~'j!~ 1~0 UP~R FLOOR ~R~4~IINC~ PL~E .~ :. CASC~E Residential Design, Inc. 102 Soutrl 26th St. • Tacor7ia, WA 98402 253.284.3170 • 2.53.284.3 183 fax email casradeu~ix.netcoi~i corn - - E --~ _ ----i L. .- ' _ ~ __ --- .• ~ -~ ~ - -I ~ -.~ ~ ---~ ~ _ -~ T _ ~ _ y --- ' ~ ~ ~ -- - r ~ I -~ -- ~ i rt ~ --- ~ ---~ - - - I - a _ - ~-I --~ rI ~ -+ - t --- 1 ~ ~ --- - ~--- -~ --- --- ~ ~ ro.. « - w I ~ A .. 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General Timber Beam Job # Date: 3:34PM, 11 MAY 04 Page 1 [General InfOrmatlOn Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined' Section Name 5.125x9.0 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft ' Beam Depth 9.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,700.0 ksi trapezoidal Loads ~ #1 DL @ Left 96.00 #/ft LL @ Left 320.00 #/ft Start Loc 0.000 ft DL @ Right 96.00 #/ft LL @ Right 320.00 #/ft End Loc 2.000 ft #2 DL @ Left 388.00 #/ft LL @ Left 663.00 #/ft Start Loc 2.000 ft DL @ Right 388.00 #/ft LL @ Right - - 663.00 #/ft End Loc 6.000 ft - Point Loads Live LoadM Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 6.OOft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin-Pin Max Stress Ratio 0 .734 : 1 Maximum Moment 10.2 k-ft Maximum Shear * 1.5 7.a k Allowable 13.8 k-ft Allowable 11.1 k Max. Positive Moment 10.15 k-ft at 2.016 ft Shear: @ Left 5.49 k Max. Negative Moment -0.00 k-ft at 6.000 ft @ Right 4.64 k Max @ Left Support 0.00 k-ft Camber: @ Left O.000in Max @ Right Support 0.00 k-ft @ Center 0.122 in @ Right O.000in Max. M allow 13.84 Reactions... fb 1,760.46 psi fv 168.62 psi Left DL 4.08 k Max 5.49k Fb 2,400.00 psi Fv 240.00 psi Right DL 2.77 k Max 4.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.113 in Deflection 0.000 in 0.000 in ...Location 2.808 ft 2.880 ft ...Length/Deft 0.0 0.0 ...Length/Deft 881.9 635.32 Right Cantilever... Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.122 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in <~° ~"` Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 Rev: 580000 Page 2 User: KVN-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software 1855a-2.ecw:Calculations Description Beam 5. Stress Calcs Bending Analysis Ck 21.584 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 5494.666 Max Moment Sxx Rep'd Allowable fb @ Center 10.15 k-ft 50.75 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.78 k 5.79 k Area Required 32.407 in2 24.121 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 5.49 k Bearing Length Req'd 1.649 in Max. Right Reaction 4.64 k Bearing Length Req'd 1.393 in Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 Rev: 580U(J~ User: KN/-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Ergiieering Soflwere 1855.2.ww:Cakuhtiorfr Description Beam 6. General InfOrmatlOn Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 224.00 #/ft LL 490.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary ~ Beam Design OK Span= S.OOft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.947: 1 Maximum Moment 5.7 k-ft Ma ximum Shear " 1.5 3.5 k Allowable 6.0 k-ft Allowable 8.9 k Max. Positive Moment 5.71 k-ft at 4.000 ft Shear: @ Left 2.86 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.86 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.061 in Max. M allow 6.03 Reactions... @ Right 0.000 in fb 828.53 psi fv 66.25 psi Left DL 0.90 k Max 2.86 k Fb 875.00 psi Fv 170.00 psi Right DL 0.90 k Max 2.86 k Deflections ---, ~ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.040 in -0.129 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,375.7 745.31 Right Cantilever... Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.061 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ~ Bending Analysis Ck 31.260 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 2855.999 Max Moment Sxx Reo'd Allowable fb @ Center 5.71 k-ft 78.34 in3 875.00 psi @ Left Support 0.00 k-ft 0.00 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.46 k 3.46 k Area Required 20.362 in2 20.362 in2 Fv: Allowable 170.00 psi 170.00 psi Bearing @ Supports Max. Left Reaction 2.86 k Bearing Length Req'd 0.831 in Max. Right Reaction 2.86 k Bearing Length Req'd 0.831 in ~} r .~ ~~~ A~erharusu Husu~ss TJ-Beam(TM) 6.10 Serial Number: 7003013791 Beam 7. 11 7/8" TJ I® 230 @ 16" o/c User:2 5/11/20043:42:11 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 1.10.3 CONTROLS FOR THE APPLICATION AND LOADS LISTED oMr o Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 427 / 128 / 0 / 555 2 Stud wall 3.50" 2.25" 427 / 128 / 0 / 555 Detail Other A3: Rim Board 1 Ply 1 1/4" x 11 718" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 540 -534 1655 Passed (32%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 540 540 1157 Passed (47%) Bearing 2 under Floor loading Moment (Ft-Lbs) 2105 2105 4015 Passed (52%) MID Span 1 under Floor loading Live Load Defl (in) 0.215 0.390 Passed (U870) MID Span 1 under Floor loading Total Load Defl (in) 0.280 0.779 Passed (U669) MID Span 1 under Floor loading TJPro 43 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED 8 NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling -None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Plan 1855A/2 OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc. 102 South 26th Street Tacoma, WA 98402 Phone:(253)284-3170 Fax : (253) 284-3183 btran@cascaderd.com Copyright 2003 by Trus Joist, a Weyerhaeuser Business TJI'a~ and TJ-BeamO+ are registered trademarks of Trus Joist. e-I Joist°', Pro° and TJ-Pro° are trademarks of Trus Joist. ~~ Y:\TDM\CASCAUE\COmpany Files\2003 IBC Calcs\SUOndbuilt\1855A-2\Beam 7,.sms ~' Beam 7. ® ~ ~~~ n TJ-8eam(TM) 6.10 Serial Num er: 700301a379 11 7/8 TJ I® 230 @ 16 olc User:2 5111/20043:42:11 PM Paget Engine Version: 1.10.3 CONTROOLS FORITHETAPPLICATION AND LOADS L SITED Load Group: Primary Load Group ^ 15' 7.00" ^ Max. Vertical Reaction Total (lbs) 555 555 Max. Vertical Reaction Live (lbs) 427 427 Selected Bearing Length (in) 2.25 (W) 2.25 (W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 123 -123 Max Shear (lbs) 125 -125 Member Reaction (lbs) 125 125 Support Reaction (lbs) 128 128 Moment (Ft-Lbs) 486 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 534 -534 Max Shear (lbs) 540 -540 Member Reaction (lbs) 540 540 Support Reaction (lbs) 555 555 Moment (Ft-Lbs) 2105 Live Deflection (in) 0.215 Total Deflection (in) 0.280 PROJECT INFORMATION: Plan 1855A/2 OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc 102 South 26th Street Tacoma, WA 98402 Phone:(253)284-3170 Fax :(253)284-3183 btran@cascaderd.com Copyright © 2003 by Trus Joist, a Weyerhaeuser Business TJICN and TJ-Beams are registered trademarks of Trus Joist. e-I Joist°,ProTM and TJ-ProTM are trademarks of Trus Joist. ..~" 7 +Ay Y:\TDM\CASCADE\COmpany Files\2003 IBC Calcs\SUOndbuilt\1855A-2\Beam 7..sms ~~^~"` Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 Rev: 580000 General Timber Beam Page 1 ~ User: Kw-0605873, Ver 5.8.0, 1-Dec-2003 _ _ 1 WG6~J' ~rnr~!`. drxJ~Nnn~ Description Beam 8. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi ~ull Length Uniform Loads Center DL 168.00 #!ft LL 560.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0.389: 1 Maximum Moment 1.5 k-ft Maximum Shear * 1.5 1.3 k Allowable 3.7 k-ft Allowable 5.8 k Max. Positive Moment 1.46 k-ft at 2.000 ft Shear: @ Left 1.46 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.46 k Max @ Left Support 0.00 k-ft Camber: @ Left O.000in Max @ Right Support 0.00 k-ft @ Center 0.004 in Max. M allow 3.74 Reactions... @ Right O.000in fb 350.06 psi fv 41.56 psi Left DL 0.34 k Max 1.46 k Fb 900.00 psi Fv 180.00 psi Right DL 0.34 k Max 1.46 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.011 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 18,321.2 4,227.96 Right Cantilever... Camber (using 1.5 • D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.004 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in l Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 1455.999 Max Moment Sxx Reo'd Allowable fb @ Center 1.46 k-ft 19.41 in3 900.00 psi @ Left Support 0.00 k-ft 0.00 in3 900.00 psi @ Right Support 0.00 k-ft 0.00 in3 900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.35 k 1.35 k Area Required 7.474 in2 7.474 in2 Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 1.46 k Bearing Length Req'd 0.666 in Max. Right Reaction 1.46 k Bearing Length Req'd 0.666 in ~^ .~-~ ~` . Title : Job # Dsgnr: Date: 3:34PM, 11 MAY 04 Description Scope -Rev:: 5eoooo _ User: KW-0605873, Ver5.8.0, 1-Dec-2003 - -- - Page 1 General Timber Beam 1855a-2.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description Beam 9. 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Code Ref: 1997 NDS General InformatlOn , Section Name Prllm: 3.5x11.875 Center Span 12.OOft .....Lu 0.00 ft Lu 0.00 ft ft Beam Width 3.500 in 875 in 11 ..... Left Cantilever Right Cantilever ft .....Lu 0.00 ft Beam Depth Member Type . GluLam Truss Joist -MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Fc Allow 650.0 psi Beam End Fixity Pin-Pin E 2,000.0 ksi Trapezoidal Loads #1 DL @ Left 208.00 #/ft LL @ Left 240.00 #Jft Start Loc 0.000 ft 00 #/ft End Loc 6.000 ft 240 DL @ Right 208.00 #/ft . LL @ Right #2 DL @ Left 125.00 #/ft LL @ Left 102.00 #/ft Start Loc 6.000 ft 12.000 ft End Loc 00 #/ft 102 h DL @ Right 125.00 #/ft __ __ . t LL @ Rig - - -- _-- - Point Loads Dead Load 3,200.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs ...distance 6.000 ft Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft O.000ft Summary Beam Design OK Span= 12.OOft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin Max Stress Ratio 0 789: 1 Maximum Shear * 1.5 5.3 k Maximum Moment 15.7 k-ft 9 k-ft Allowable 12.1 k 19 Allowable . Max. Positive Moment 15.67 k-ft at 6.000 ft Shear: @ Left 3.96 k 000 ft @ Right 3.29 k t 0 Max. Negative Moment 0.00 k-ft . a Max @ Left Support 0.00 k-ft Camber: @ Left O.000in @ Center 0.425 in Max @ Right Support 0.00 k-ft @ Right O.000in Max. M allow 19 88 Reactions... 286.68 psi fb 2 fv 127.27 psi Left DL 2.72 k Max 3.96 k , Fb 2,900.00 psi Fv 290.00 psi Right DL 2.47 k Max 3.29 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total load 000 in 000 in 0 0 Deflection -0.283 in 952 ft 5 . . -0.365 in Deflection 952 ft ...Length/Dell 0.0 0.0 5 ...Location ...Length/Deft . 508.3 . 394.49 Right Cantilever... Camber (using 1.5 * D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center 0.425 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in .: Title : Job # Dsgnr: Date: 3:34PM, 11 MAY 04 Description Scope Rev: 5eoooo Page 2 ' User:xw-0605873,Ver5.8.0,,-oar-2~3 General Timber Beam _ _ ~au~_o ..,....n ~.,~d~u..... Description Beam 9. Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 CI 3956.499 Max Moment Sxx Read Allowable fb @ Center 15.67 k-ft 64.86 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.29 k 4.61 k Area Required 18.240 in2 15.908 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.96 k Bearing Length Req'd 1.739 in Max. Right Reaction 3.29 k Bearing Length Req'd 1.448 in Z~r~ ascade Residential Design, Inc. Title : Job # 102 South 26th Street Dsgnr: Date: 2:14PM, 17 MAY 04 Tacoma, WA 98402 Description ~~„ C,A,~~j Tel: 253-284-3170 Scope ~i~5lt~~itt9~~ ~i'Sigfi,lrlt. Fax: 253-284-3183 Rev: 580000 User Fcw-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983 2003 ENERCALC E inear Sdtware t Description Beam 10. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x16.5 Center Span 19.OOft .....Lu 19.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,700.0 ksi Trapezoidal Loads -y #1 DL @ Left 150.00 #/ft LL @ Left 250.00 #/ft Start Loc 0.000 ft DL @ Right 150.00 #/ft LL @ Right 250.00 #/ft End Loc 6.000 ft #2 DL @ Left 245.00 #/ft LL @ Left 425.00 #/ft Start Loc 6.000 ft DL @ Right 245.00 #/ft LL @ Right 425.00 #/ft End Loc 19.000 ft Point Loads Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 19.OOft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin-Pin Max Stress Ratio 0.956 ; ~ Maximum Moment 40.9 k-ft Ma ximum Shear * 1.5 1o.s k Allowable 42.8 k-ft Allowable 20.3 k Max. Positive Moment 40.91 k-ft at 7.980 ft Shear: @ left 7.81 k Max. Negative Moment -0.00 k-ft at 19.000 ft @ Right 7.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.686 in Max. M allow 42.77 Reactions... @ Right 0.000 in fb 2,111.00 psi fv 128.76 psi Left DL 4.65 k Max 7.g1 k Fb 2,207.16 psi Fv 240.00 psi Right DL 3.53 k Max 7.40 k Deflections .,,....... „r....... _.... _ ................ Deflection -0.457 in -0.804 in Deflection 0.000 in 0.000 in ...Location 9.044 ft 9.272 ft ...Length/Deft 0.0 0.0 ...Length/Deft 498.4 283.73 Right Cantilever... Camber (using 1.5 • D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.686 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ascade Residential Design, Inc. Title : Job # 102 South 26th Street Dsgnr: Date: 2:14PM, 17 MAY 04 /~ A n Tacoma, WA 98402 Description ~j11 ~,,,^,~S]„LFj Tel: 253-284-3170 Scope ~tSla~(itl~~~n+II1t. Fax: 253.284-3183__ Rev: 580000 User: KW-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Enpineeriny Software 1855a-2.scw;Calcul~tlons Description Beam 10. tress Calcs Bending Analysis Ck 21.584 Le 34.891 ft Sxx 232.547 in3 Area 84.563 in2 Cv 0.978 Rb 16.221 CI 0.940 Max Moment Sxx Reo'd Allowable fb @ Center 40.91 k-ft 222.42 in3 2,207.16 psi @ Left Support 0.00 k-ft 0.00 in3 2,348.16 psi @ Right Support 0.00 k-ft 0.00 in3 2,348.16 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.89 k 9.73 k Area Required 45.368 in2 40.546 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 7.81 k Bearing Length Req'd 2.343 in Max. Right Reaction 7.40 k Bearing Length Req'd 2.223 in iscade Residential Design, Inc. Title : .lob # 102 South 26th Street Dsgnr: Date: 2:16PM, 17 MAY 04 Description '''~ q~ ``~~-~~j Tacoma, WA 98402 ~.~.e1`11#J,Li Tel: 253-284-3170. Scope ~tSlti8litl9~ ~3QSi n, tttC. Fax: 253-284-3183 Rev: 580000 User. KW-0605873, Ver5.8.0, t-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 1855a-2. ecw: Calculations Description Beam 11. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x15 Center Span 16.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,700.0 ksi Trapezoidal Loads #1 DL @ Left 423.50 #/ft LL @ Left 732.50 #/ft Start Loc 0.000 ft DL @ Right 423.50 #/ft LL @ Right 732.50 #/ft End Loc 7.000 ft #2 DL @ Left 96.00 #/ft LL @ Left 320.00 #/ft Start Loc 7.000 ft DL @ Right 96.00 #/ft LL @ Right 320.00 #/ft End Loc 14.000 ft #3 DL @ Left 423.50 #/ft LL @ Left 732.50 #!ft Start Loc 14.000 ft DL @ Right 423.50 #/ft LL @ Right 732.50 #/ft End Loc 16.000 ft Point Loads Dead Load 1,900.0 Ibs 1,900.OIbs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 7.000 ft 14.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 16.OOft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin-Pin Max Stress Ratio 0861 : 1 Maximum Moment 33.1 k-ft Maximum Shear'` 1.5 11.1 k Allowable 38.4 k-ft Allowable 18.5 k Max. Positive Moment 33.08 k-ft at 6.976 ft Shear: @ Left 8.77 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 8.34 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.447 in Max. M allow 38.44 Reactions... @ Right 0.000 in fb 2,065.28 psi fv 143.76 psi Left DL 3.91 k Max 8.77 k Fb 2,400.00 psi Fv 240.00 psi Right DL 4.38 k Max 8.34 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.298 in -0.599 in Deflection 0.000 in 0.000 in ...Location 7.808 ft 7.808 ft ...Length/Defl 0.0 0.0 ...Length/Deft 644.4 320.28 Right Cantilever... Camber (using 1.5' D.L. Defl) ... Deflection 0.000 in 0 000 in @ Center 0.447 in ...Length/Deft 0.0 . 0.0 @ Left 0.000 in @ Right 0.000 in scade Residential Design, Inc. Title : Job # 102 South 28th Street Dsgnr: Date: 2:16PM, 17 MAY 04 Description ~~ ~~~ Tacoma, WA 98402 Tel: 253-284-3170 Scope R2ii~2ltil~~ DeSign,lnt. Fax: 253-284-3.183 Rev: 580000 --- User: KW-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2 (c)1983.2D03 ENERCALC Engineering Software 1855a-2.ecw:Catculations Description Beam 11. Stress Calcs Bending Analysis Ck 21.584 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 Cv 1.000 Rb 0.000 CI 8773.622 Max Moment Sxx Read Allowable fb @ Center 33.08 k-ft 165.38 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.05 k 10.41 k Area Required 46.050 in2 43.354 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 8.77 k Bearing Length Req'd 2.634 in Max. Right Reaction 8.34 k Bearing Length Req'd 2.504 in .scade Residential Design, Inc. Title : .lob # 102 South 26th Street Dsgnr: Date: 2:18PM, 17 MAY 04 © A~ ~'(''~~ Tacoma, WA 98402 Description ~1 3, ~.C1.LJ~ Tel: 253-284-3170 Scope ~FStd~iltl~~ ~}e5! n,lftt. Fax: 253-284-3183 Rev: 580000 User: K4V-0605873, Ver5.8.0, 1-Deo-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 1855a-2.ecw:Calculations Description Beam 11A. General InformatlOn Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 7.00 ft .....Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 32.500 pcf E 1,600.0 ksi Full Length Uniform Loads -~ Center DL 126.00 #/ft LL 420.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0789: 1 Maximum Moment 3.4 k-ft Maximum Shear * 1.5 2.3 k Allowable 4.3 k-ft Allowable 6.7 k Max. Positive Moment 3.39 k-ft at 3.500 ft Shear: @ Left 1.94 k Max. Negative Moment 0.00 k-ft at 7.000 ft @ Right 1.94 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.029 in Max. M allow 4.30 Reactions... @ Right 0.000 in fb 814.80 psi fv 70.34 psi Left DL 0.47 k Max 1.94 k Fb 1,033.04 psi Fv 207.00 psi Right DL 0.47 k Max 1.94 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.019 in -0.081 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...LengthlDefl 0.0 0.0 ...Length/Dell 4,308.2 1,037.96 Right Cantilever... Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.029 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ---_ --- --- Bending Analysis Ck 31.887 Le 2.739 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 4.983 CI 0.998 Max Moment Sxx Read Allowable fb @ Center 3.39 k-ft 39.37 in3 1,033.04 psi @ Left Support 0.00 k-ft 0.00 in3 1,035.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,035.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.28 k 2.28 k Area Required 11.002 in2 11.002 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.94 k Bearing Length Req'd 0.885 in Max. Right Reaction 1.94 k Bearing Length Req'd 0.885 in ,..•. , x ao ; ~~rv '4' it l' `a:REEXCD + s "r7+ vENT$ ~~access ~ ,~ 2.,° r ~ , trw a i ~ -P - ~- ~J- ~9- ~ = - V V/1 ~~~~I VI \ ' ~(Yll 1 ~t RrF ~~~ ~ c ~~ ~--- . =yes ~:;. CASC~E Residential Design, Inc. I ~2 Soy ith 26tYi St. • ~ aroma, WA 98902 253.284.3170 • 253.284.3183 fax ernaii: cascade@ix.netcom.com .__ -__. f _- I _ - _.__ -~- ~ .___ - ~ d _. ~ __. _.. ~ __- ~ _-_ ~ j r- a - ~ ~ - ~ ~ - . 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J ~ ~ ~~,{ t Sheet of Technical Representative By _./ ~~ Date Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 RCV. JOVUV~/ User: KW-os05873, Ver5.8.0, 1-0~-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 1855a-2.ecw:Calculations Description Beam 12. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 362.00 #/ft LL 940.00 #lft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio o.sss : 1 Maximum Moment 2.6 k-ft Maximum Shear'' 1.5 2.4 k Allowable 3.7 k-ft AIIOWable 5.8 k Max. Positive Moment 2.60 k-ft at 2.000 ft Shear: @ Left 2.60 k Max. Negative Moment 0.00 k-ft at 4.000 ft @ Right 2.60 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.008 in Max. M allow 3.74 Reactions... @ Right O.000in fb 626.07 psi fv 74.32 psi .Left DL 0.72 k Max 2.60 k Fb 900.00 psi Fv 180.00 psi Right DL 0.72 k Max 2.60 k ~ Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.006 in -0.020 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,502.6 2,364.02 Right Cantilever... Camber (using 1.5 " D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.008 in ...LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in -_.. - --- ~Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 2603.999 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Max Moment Sxx Reo'd 2.60 k-ft 34.72 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 2.41 k 2.41 k 13.367 in2 13.367 in2 180.00 psi 180.00 psi 2.60 k Bearing Length Req'd 2.60 k Bearing Length Req'd Allowable fb 900.00 psi 900.00 psi 900.00 psi 1.190 in 1.190 in .: ~ .~"-. ~ ,~ :3 ;. ~ ~ ®~~ ~- ~~> TJ-Beam(TM) 6.10 Serial Num er: 7003013791 2 5/11/2004 3'42'52 PM Beam )~, 9 1/2" TJI® 230 @ 16" o/c User. Page 1 Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0; ;^ .. 1 ~" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 2.25" 373 / 112 / 0 / 485 2 Stud wall 3.50" 2.25" 373 / 112 / 0 / 485 Detail Other A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ-Strand Rim Board® A3: Rim Board 1 Ply 1 1/4" x 9 1/2" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S !BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 471 -465 1330 Passed (35%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 471 471 1157. Passed (41 %) Bearing 2 under Floor loading Moment (Ft-Lbs) 1599 1599 3175 Passed (50%) MID Span 1 under Floor loading Live Load Defl (in) 0.206 0.340 Passed (U790) MID Span 1 under Floor loading Total Load Defl (in) 0.268 0.679 Passed (U607) MID Span 1 under Floor loading TJPro 40 30 Passed Span1 -Deflection Criteria: STANDARD(LL:Ll480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling -None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.37 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Plan 1855A/2 Copyright C 2003 by Trus Joist, a Weyerhaeuser Business TJIc~ and TJ-Beam1~ are registered trademarks of Trus Joist. ~.# e-I JoistTM, ProTM and TJ-ProTM are trademarks of Trus Joist. y .9 OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc 102 South 26th Street Tacoma, WA 98402 Phone:(253)284-3170 Fax :(253)284-3183 btran@cascaderd.com Y: \TDM\CASCADE\COmpany Files\2003 I8C Calcs\Suondbuilt\1855A-2\Beam 19..sms • ~ Beam 13, ~.~ ~~ ~~- TJ-Beam(TM) 6.10 Serial er: 70030~79~1 9 1 /2" T.11® 230 @ 16" O/C User: 2 5/11/2004 3:42:52 PM Paget Engine Version: 1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 13' 7.00" ^ Max. Vertical Reaction Total (lbs) 485 485 Max. Vertical Reaction Live (lbs) 373 373 Selected Bearing Length (in) 2.25 (W) 2.25 (W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 107 -107 Max Shear (lbs) 109 -109 Member Reaction (lbs) 109 109 Support Reaction (lbs) 112 112 Moment (Ft-Lbs) 369 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 465 -465 Max Shear (lbs) 971 -471 Member Reaction (lbs) 471 471 Support Reaction (lbs) 485 985 Moment (Ft-Lbs) 1599 Live Deflection (in) 0.206 Total Deflection (in) 0.268 PROJECT INFORMATION: Plan 1855A/2 OPERATOR INFORMATION: Binh Tran Cascade Residential Design, Inc 102 South 26th Street Tacoma, WA 98402 Phone:(253)284-3170 Fax :(253)284-3183 btran@cascaderd.com Copyright ~ 2003 by Trus Joist, a Weyerhaeuser Business TJIB' and TJ-Beams are registered trademarks of Trus Joist. e-I JoistTM, ProTM and TJ-ProTM are trademarks of Trus Joist. N`" Y:\TDM\CASCADE\Company Files\2003 IBC Calcs\SUOndbuilt\1855A-2\Beam 19..sms (°~~ Title Dsgnr: Description Scope Job # Date: 3:34PM, 11 MAY 04 User: icw-0605873, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983-4003 ENERCALC Engineering SoRwero 186b~-2,~aw;Colouhtican~ Description Beam 14. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 260.00 #/ft LL 600.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.OOft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin-Pin Max Stress Ratio 0.459 : 1 Maximum Moment 1.7 k-ft Maximum Shear'' 1.5 1.6 k Allowable 3.7 k-ft Allowable 5.8 k Max. Positive Moment 1.72 k-ft at 2.000 ft Shear: @ Left 1.72 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.72 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.006 in Max. M allow 3.74 Reactions... @ Right O.000in fb 413.53 psi fv 49.09 psi Left DL 0.52 k Max 1.72 k Fb 900.00 psi Fv 180.00 psi Right DL 0.52 k Max 1.72 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.013 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Dell 0.0 0.0 ...Length/Defl 11,838.3 3,579.02 Right Cantilever... Camber (using 1.5 " D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - - _ -- Stress Calcs Bending Analysis Ck 34.195 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 1719.999 Max Moment Sxx Read Allowable fb @ Center 1.72 k-ft 22.93 in3 900.00 psi @ Left Support 0.00 k-ft 0.00 in3 900.00 psi @ Right Support 0.00 k-ft 0.00 in3 900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.59 k 1.59 k Area Required 8.829 in2 8.829 in2 Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 1.72 k Bearing Length Req'd 0.786 in Max. Right Reaction 1.72 k Bearing length Req'd 0.786 in Cascade Residential Design, Inc. 1855A-2.mcd 102 South 26th St. Tacoma, WA 98402 PROJECT :Plan 1855A/2 5/11/2004 Tel. (253) 28a-3170 Designer: Binh Tran Fax. (253)284-3183 Maximum Load For 3-2x4 HF#2 Built up Wood Post psf ~= 44 plf := psf•ft Ib := plf•ft H := 9•ft Fc := 1300•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 CFc := 1.1 E' := 1300000•psi 3-2x4 HF#2 Built Up Post Properties F„~ := F~•CD•Cp~ F"~ = 1430 psi Kf := 1 (Kf = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h :_ (3)•1.5•in t := 3.5•in SL := h C := 0.8 KCE := 0.3 A := t•h A = 15.8 in2 3 FCE . KSi E FCg = 677psi I := t12 I = 26.6in4 2 S := Ih S = 11.8 in3 FCE FCE FCE 1+ - 1+ - F"c F"c F"c Cp:- 2C - 2C - C •Kp Cp=0.4 F'c := Cp•F"c F'c = 593 psi Pmax ~= F~c'A Pmax = 93401b (Maximum post Capacity) Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf Pmax 2 Fwidth = S Fwidth = 4.7 ft b USE 3-2x4 HF#2 Post w/24"x24"x10" Ftg. w/ 12)#4 Bars Ea. Way. Plan 1855A/2 ;ascade Residential Design, Inc. 1855A-2.mcd ~2 south 26th st. Tacoma, wa, ss4o2 PROJECT :Plan 1855A/2 5/11/2004 el. (253) 2sa-317o Designer: Binh Tran ax. (253) 284-3183 16. psf ;= ps' plf := psf•ft Ib := plf•ft H := 9•ft Maximum Load For 3-2x6 HF#2 Built up Wood Post 144 Fc := 1300•psi CD := 1 CFb := 1 CM := 1 Ct := 1 CL := 1 Cpc := 1.1 E' := 1300000•psi F"c := Fc•CD•Cpc F"c = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 KCE := 0.3 h KCE E FCE = 677 psi FCE SL2 2 FCE FCE FCE 1+- 1+- p K 2•C 2•C C F'c := Cp•F"c F'c = 593 psi Pmax ~= F~c'A Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf Pmax 2 Fwidth ~= S Fwidth = 7.3 ft b 3-2x6 HF#2 Built Up Post Properties Kf := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) t := 5.5•in A := t•h A = 24.8 in2 3 th 4 I:= I=41.8in 12 I 2 3 - S := S = 18.6 in h Cp = 0.4 Pl„~ = 146781b (Maximum post Capacity) USE 3-2x6 HF#2 Post w/36"x36"x10" Ftg. w/ 14- #4 Bars Ea. Way. ``_ Plan 1855A/2 I Job. Truss Truss Type Qty ry Soundbuitt Homes / RMW - A MONO GABLE 1 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:28 2004 Page 1 -1-6-0 19 2-0 19 1-6-0 19-2-0 0.-,1 -8 4.00 12 Sple = .9 14 13 12 11 Sx5M1120~ 10 9 8 7 6 5 4 3 .n 2 0 3x5 MII20= 19-3-8 19-3-8 Plate Offsets (X,Y): [8:0-2-8 0-1-81 LOADING (psf) TCLL 25.0 SPACING 2-0-0 Plates Increase 1.15 CSI TC 0 18 DEFL in (lac) I/deft Ud Vert(LL) 0 00 1 / 1 PLATES GRIP TCDL 8.0 Lumber Increase 1.15 . BC 0.06 . n r 20 Vert(TL) 0.00 1 n/r 90 MII20 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 16 n/a n/a BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 102 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied ~6-6~t~perfilt~! BOT CHORD 2 X 4 HF No 2 . except end verticals. WEBS 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HFSPF StudlSTD WEBS 1 Row at midpt 15-16 REACTIONS (Ib/size) 16=42/19-3-8, 2=238/19-3-8, 17=104!19-3-8, 18=109/19-3-8, 19=106/19-3-8, 20=107!1&3-8 , 21=105/19-3-8, 22=115/19-3-8, 23=106/19-3-8, 24=98/19-3-8, 25=106/19-3-8, 26=117/19-3-8 , 27=58/19-3-8, 28=219/1 &3-8 FORCES (Ib) -Maximum Compression/Maximum Tension p TOP CHORD 1-2=0/30, 2-3=-43/27, 3-4=-30/0, 4-5=18/10, 5-6=-20/8, 6-7=-20/8, 7-8=-1717, 8-9=-16/16, 9-10=-15/13 , 10-11=-14/13, 11-12=-14/13, 12-13=-14/13, 13-14=-15/13, 14-15=-14/10, 15-16=-34/0 WASp BOT CHORD ~ 2-28=0/6, 27-28=0/6, 26-27=0/6, 25-26=0/6, 24-25=0/6, 23-24=0/6, 22-23=0/1, 21-22=0/1, 20-21=0/1, 19 20 ~ ' - =0/1, 18-19=0/1, 17-18=0/1, 16-17=0/1 ~ ', WEBS 14-17=-86/0, 13-18=-90/0, 12-19=-88/0, 11-20=-88/0, 10-21=-86/0, 9-22=-96/0, 8-23=-88/0, 7-24=-79/0 , 6-25=-88/0, 5-26=-96/0, 4-27=-50/0, 3-28=-177/0 NOTES (7-8) ~ W J . 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 2 All l t ~ ~ ) p a , es are 2x4 MII20 unless otherwise indicated. , 199b9 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection ~f ~C) "9 ~ . ~ ~ 4) Gable requires continuous bottom chord bearing. 5) Gable t d d 1 l~ s u s space at -4-0 oc. NAj.+ 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. 7) All dimensions given in feet-inches-sixteenths (FFIISS) format. EXPIRES ~S/ZDi~ 8) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. ~ ~~ ~ ~ 2004 LOAD CASE(S) Standard A '1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is bused any upon parameters shown, and is for an individual building component to be installed and loaded vertically. AppllCabllity of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The respons(blitty of the erector. Additional permanent bracing of the overall shucture is the responsibility of the building designer For general guidance re ardin fabricatio lit t l . g g n, qua y con ro , storage, delivery, erection and ~~.~+ bracing, consult QST-88 Quality Standard, DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate InsTttuTe ~e~ V ~7rlCO ' , . 583 D Onofrio Drive, Madison, WI 53719. & BUIIDING SUPPLY INC. Job , Truss Truss Type Qty ~ ., Soundbuitt Homes / RMW 66499 Al MONO TRUSS 3 1 Job Reference o liana/ The Truss Co, Sumner Wa /Eugene Or 6.000 s May 192004 MTek Industries Inc Fri Sep 10 14:19:30 2004 P , . age 1 -1-6-0 4-1-6 7-4-15 -0- 13-6-2 19-2-0 19 -8 1-6-0 4-1-6 33-9 0-7-4 5-5-15 5-7-15 0-1-8 4x8 M1120, Sgle = 1:43.8 8 4.00 12 3x10 M1120~ 7 3x4 MI120~ 2x4 MII2011 3x5 MII20~ 6 5 3x4 MII20~ 4 3 ,~ 2 Io 0 6x - 3x6 M1120= 15 14 11 10 9 3x7 M1120= 3x4 MII20 II 3x4 M1120= 4xB MI120= 3x4 M1120 I I 6x8 MII20= 4-1-6 7-4-15 13$2 19-3-& 1 $ 4-t-6 3-3-9 0-7-4 5-5-15 5-9-5 0.0-2 Plate Offsets (X,Y): (7:0-1-10 0-1-8] [8:0.0.14 0.2-0] (1 0.0-1-120-1-8] [12.0-6-0 0-3-4] f13.0 3-12 Edge] (15.0.2 0 0 1 81 LOADING (psf) TCLL 25.0 SPACING 2-0.0 Plates Increase 1.15 CSI TC 0 53 DEFL in (Ioc) I/deft Ud Vert(LL) -0 19 12 >999 PLATES GRIP TCDL 8.0 Lumber Increase 1.15 . BC 0.83 . 360 Vert(TL) -0.36 12-13 >632 240 MII20 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.13 9 n/a n/a BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 96 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied p~.L~G-0c.pua;fi~ BOT CHORD 2 X 4 HF No 2 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF StudlSTD 'Except' WEBS 1 Row at midpt 8-9 7-12 2 X 4 HF No.2 OTHERS 2 X 4 HFSPF Stud/STD See "Web Brace Memo" for required T-Brace condition Design of atl continuous RFACTiONS (Ib/size) 9=751/0.1-8, 2=67s/o-5-8 in is b others l b . rac latera Max Horz2=200(load case 4) g y Max Uplift9=-102(load case 3), 2=-129(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension ~ O TOP CHORD 1-2=0/30, 2-3=-1774/148, 3-4=-2707/297, 4-5=-2665/301, 5-6=-2649/298, 6-7=-2374/319 7-8=-88/40 , , ASS' 8-9=-156/42 BOT CHORD 2-15=-195/1626, 14-15=-24/235, 13-14=0/69, 5-13=0/52, 12-13=-282/2332, 11-12=0/87, 6-12=-601/124 , 10.11=-8/221, 9-10=-64/708 !~a WEBS 3-15=-553/112, 13-15=-184/1496, 3-13=-115/904, 6-13=-43/439 10-12=-64/500 7-12=-252/1757 , , ; 7-10=-4$/135, 7-9=-882/137 ''C ~a NOTES (7) / w 1) Wind: ASCE 7 98 85 h h 2 O - ; mp ; = 5ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; 'er 19969 cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ~~ R~,P`,f~ft,'9 2) Thi t h b s russ as een designed fora 10.0 psi bottom chord live load nonconcun-ent with any other live loads. sl ~'~ 3) This truss requires plate ins ection r th T th C O p pe e oo ount Method when this truss is chosen for quality assurance inspection. NAL 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 5) Provide mechanigl connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 9 and 129 Ib -- uplift at joint 2. S 08/20!06 _ EXPIRE 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. 7) All dimensions given infeet-inches-sixteenths (FFIISS) format. SEP q O 0011 ~7 1" .6 `P LOAD CASE(S) Standard A 1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MfTek connectors. this design is based any upon parameters shown, and is for an individual building component To be installed and loaded vertically. Applicability of design parameters and proper incorporation of com t I ibilit f ponen s respons y o building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobiliry during consfruct(on is The responsibility of The erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and a ~r~ bracing, consult QST-88 Quality Standard, DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing RecommendoTion available from Truss Plate Institute L1'e i i~ V r7aCO ' . , 583 D Onofrio Drlve, Madison, WI 53719. & i9UII.DING SUPPLY iNC. Job ' Truss Truss Type Oty , .y Soundbuitt Homes / RMW 66499 B MONO TRUSS 6 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or -1-6-0 1-6-0 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:31 2004 Page 1 7-4-0 7r5r8 7-4-0 0-1-8 2x4 M1120 II Spie =1:17.4 W 0 3x4 MII20= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.16 2-4 >523 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.33 2-4 >255 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 Na Na BCDL 7.0 Code IRC2003lfP12002 (Matrix) Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD BOT CHORD REACTIONS (Ib/size) 2=411/0-5-8, 4=269/0-1-8 Max Horz 2=81 (load case 4) Max Uplift2=-85(load case 3), 4=-33(load case 3) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/30, 2-3=-81/57, 3-4=-220/62 BOT CHORD 2-4=-14!18 Structural wood sheathing directly applied orP-9.3-ee~pdrfi~ except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; 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) Bearing atjoint(s) 4 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joints} 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2 and 33 Ib uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard o1VAL EXPIRES 08!20106 SEP 1 4 2004 A YUARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an indNiduai building component to be insiolled and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional Temporary bracing to insure stobility during construction is the responsibility of The erector. Additional permanent brocing of The overall structure fs the responsibility of the building designer. For general guidance regarding fobrication, quality control, storage, delNery, erection and t,. *~~ bracing, consult 95T-88 6luality Standard, DS&89 Bracing Specification, and HI&91 Handling Instolling and Bracing Recommendation available from Truss Plate Institute. t~+e~ V r7~7CO. 583 D'Onofrio Drive, Madison, WI 53719. & BUII.D1IiG SUPPLY INC. Job ~ Truss Truss Type Qty r ., Soundbuitt Homes ! RMW 66499 Bt MONO GABLE 1 t Job Reference o tional 'he Truss t;o, Sumner Wa /Eugene Or 1-6-0 6.000 s May 19 2004 MTek Industries, Inc. Fri Sep 10 14:19:32 2004 Page 1 7-4-0 0-1-B 2x4 M1120 I I Scale = 1:17.4 7-5-8 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.00 1 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.00 1 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 Na Na BCDL 7.0 Code IRC2003lfP12002 (Matrix) Weight: 271b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD BOT CHORD OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=240/7-5-8, 7=36/7-5-8, 8=123/7-5-8, 9=4817-5-8, 10=236!7-5-8 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-39/34, 3-4=-2513, 4-5=-9/16, 5-6=-1517, 6-7=-30/0 BOT CHORD 2-10=0/0, 9-10=0/0, 8-9=0/0, 7$=010 WEBS 5-8=-99/0, 4-9=-4710, 3-10=-185/0 Structural wood sheathing directly applied~6-9"B~ee7n~liin~ except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (6-7} 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 6) All dimensions given infeet-inches-sixteenths (FFIISS) format. 7) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indipted above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard '4i ~/'j v ~' Arts 19969 ,~ 9 ~~~~. G ss10NAti~ EXPIRES 08/20/06 SEP 1 0 2004 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an indvidual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing To iruure stability during construction fs the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of The building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and *~~ bracing, consult QST-88 Quality Standard, DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, th@TRUSSCO. 583 D'Onofrio Drive, Madison, WI 53719. & BIBLDING St)PPLY INC. 3x4 M1120= 2x4 MII2011 2x4 MII201) 2x4 M112011 2x4 MI12011 Job, Truss Truss Type Qty . ry Soundbuitt Homes / RMW 66499 C MONO 2 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or 6.000 s May 19 2004 MTek Industries, Inc. Fri Sep 10 14:19:33 2004 Paoe 1 -1-61 1-6-0 4-8-12 9-101 5-1-4 v v M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 25.0 Plates Increase 1.15 TC 0.57 Verf(LL) -0.01 5-6 >999 360 TCDL 8.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code lRC2003lfP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD BOT CHORD REACTIONS (Ib/size) 5=179/0.1-8, 2=288/0-5-8, 6=413/0-5-8 Max Horz 2=106(load case 4) Max UpliftS=-29(load case 3), 2=-72(load case 3), 6=-40(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-79/21, 3-4=97/19, 4-5=-144/41 BOT CHORD 2-6=-30/32, 5-6=-30/32 WEBS 3-6=345/88, 3-5=0/23 PLATES GRIP MII20 185/148 Weight: 37 Ib 0-1-8 3x4 MII2ll I I Scale - 121.6 4 Structural wood sheathing directly applied r~6~9~9~perlh7s! except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.Spsf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; 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 nonconcun'ent 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) Bearing at joint(s) 5 considers parallel to grain value using ANSIlTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others} of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 5, 72 Ib uplift at joint 2 and 40 Ib uplift at joint 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUTPI 1. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard O*'~ 19469 ~ss~ csr~~,s~ ~N~L~ - IEXPtRES 08/2Q/06 SEP ~ 0 2004 WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with Mfiek connectors. This design is based only upon parameters shown, and is for an indNidual building component To be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for IaTerol support of individual web members only. Additionol temporary bracing To Insure stability during construction is The responsibility of The erector. Additional permanent brocing of The overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delNery, erection and *~.~ bracing, consult QST-88 Quolity Standard, DS&89 &acing Specification, and HIB-91 Handling Installing and &acing Recommendation available from Truss Plate Institute, the V r7r7C~. 583 D'Onofrio Drive, Madison, WI 53719. & BUII.DIIJG SUPPLY INC. "" 9x9 MIIN= Job Truss Truss Type (2iy Ply Soundbuik Homes / RMW 66499 C1 STUDDED MONO 1 1 Job Reference o liana! The Truss Co, Sumner Wa /Eugene Or 6.000 s May 19 2004 MTek Industries, Inc. Fri Sep 10 14:19:34 2004 Page i -1-6-0 4-8-12 9-10-0 9-1 -8 1-6-0 4.8-12 5-1-4 0-1 -8 3x4 M1 120 I I Sple -121.6 4 4.00 12 3x8 M1120~ 2x4 MII20 I I 3 ? 3x5 MII20 ~ ° 2 3x4 MI120= 2xq MII20 I I 5 4x10 MII20= 2x4 MII20 I I 4x4 MII20= 4-8-12 9-11-8 4-8-12 5-2-12 Plate Offsets (X,Y): [3:0-2-4,0-1-8] LOADING (psfl SPACING 2-0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.01 5-6 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 42 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied 6r6"9"9~C'[7t711h1a+ BOT CHORD 2 X 4 HF No.2 except end verticals. WEBS 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 5=176/0-1-8, 2=427/0-5-8, 6=483/0-5-8 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-113/37, 3-4=-96!10, 4-5=-138/0 BOT CHORD 2-6=0/39, 5-6=0/39 WEBS 3-G=-414/0, 3-5=-3/9 NOTES (8-10) F AS 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ~ ~ ~ ~ 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable studs spaced at 1-4-0 oc. ' ~ 4) Bearing at joint(s) 5 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 1 t 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. O~ 6 T ) 194b9 his 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. ~ ~ '9 G s G7Si'~ 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). tSl '~ 8) All di i i i f ~ mens ons g ven n eet-inches-sixteenths (FFIISS) format. ~l!'~L 9)1 1/2" deep notching permitted at stacked top chords. 10) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated atwve, see standard "L" bracing detail for suggested bracing method. _ EXPIRES 08/20/fllb LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 $EP 1 0 2004 Uniform Loads (plf) Vert: 1-3=-99(F=-33), 3-4=-66, 2-5=-14 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE Design valid for use only with MfTek connectors. This design is hosed only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing to insure stability during consTructlon is the responsibility of the erector. Additional permanent bracing of the overall structure is The responsibility of The building designer. For general guidance regarding fabricatton, qualify control, storage, delivery, erection and ~ bracing consult QST-88 6lualit Standard DSB-89 &aci ifi ti S d HIB 91 ~* , y , ng ca on, an pec - e Handling Installing and Bracing Recommendation available from Truss Plate Institute, V ~7~7 C0~ ' 583 D Onofrio Drive, Madison, WI 53719. & BAII.DING SITPPLY INC. Job Truss Truss Type Qty t'ry Soundbuitt Homes / RMW 66499 C2 MONO 2 1 Job Reference o liana! The Truss Co, Sumner Wa /Eugene Or 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:35 2004 Paoe 1 _1-6-p 5-q-0 5 1-6-0 5-4-0 0.1-8 2x4 MI120 I I Scale = 1:21.0 X2-12 0.2-12 5-5-8 5-2-12 LOADING (psfl SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.05 4-5 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.09 4-5 >657 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 Na Na BCDL 7.0 Code IRC2003lfP12002 (Matrix) Weight: 26 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF StudlSTD BOT CHORD REACTIONS (Ib/size) 4=189!0.1-8, 5=333/0-5-8 Max Horz 5=101(load case 4) Max Uplift4=-33(load case 4), 5=-70(load case 3) FORCES (Ib} -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/34, 2-3=-59!38, 3-4=-153/38, 2-5=-296/92 BOT CHORD 4-5=89/3 WEBS 2-4=-0(74 Structural wood sheathing directly applied except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES y AS 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; 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) Bearing at joint(s) 4 considers parallel to grain value using ANSIlfPI 1-1995 angle to grain formula. Building designer should %~ verify capacity of bearing surtace. 0 f 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. '~ 199b9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331b uplift at joint 4 and 70 Ib ~~y ~crSQ uplift at joint 5. S 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and ~QNA~ S referenced standard ANSUTPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. LoADC,asE(s) Standard EXPIRES 08J20/06 SEP ~ Q 200 WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use onty with MITek connectors. this design is hosed only upon parameters shown, and is for on individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Add'rtlonal temporary bracing To insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delNery, erection and '~~c bracing, consult QST-86 Quality Standard. DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, the V r7~7CO. 583 D'Onofrio Drive, Madison, WI 53719. & SUII.DWG SUPPLY INC. 3X4 MII20= 2x4 M1120 I I 66499 ~ ~ Co, MONO 1-6-0 city Pay 3 1 6.000 s May 19 4-4-0 4-4-0 Homes 4:1 0.1-8 2x4 MI120 I I Or2-12 4-5-8 o-z-1z a-z-1z LOADING (psf) SPACING 2-0.0 CSI DEFL i TCLL TCDL 25.0 8 0 Plates Increase 1.15 TC 0.24 n Vert(LL) -0.02 (loc) 4-5 Udefl >999 Ud 360 BCLL . 0.0 Lumber Increase Rep Stress Incr 1.15 YES BC 0.16 Vert(TL) -0.04 4-5 >999 240 BCDL 7.0 Code IRC2003/TP12002 WB 0.03 (Matrix) Horz(TL) -0.00 4 Na Na LUMBER TOP CHORD 2 X 4 HF No.2 BRACING BOT CHORD 2 X 4 HF No.2 TOP CHORD WEBS 2 X 4 HFSPF Stud/STD BOT CHORD REACTIONS (Iblsize) 4=145/0-1-8, 5=297/0-5-8 Max Horz 5=90(load case 4) Max Uplift4=-33(load case 4), 5=-68(load case 3) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/34, 2-3=-50/28, 3-4=-116/27, 2-5=-268/86 BOT CHORD 4-5=-79/4 WEBS 2-4=-0/67 Scale = 1:19.3 Y 0 M 0 PLATES GRIP MII20 185!148 Weight: 22 Ib Structural wood sheathing directly applied~x-6-9-g~ee~pyr}ine;• except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; 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) Bearing at joint(s) 4 considers parallel to grain value using ANSUTPI1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 Ib uplift at joint 4 and 68 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard O,.t-~, t~s ~CIS'1'ER l~NAL (EXPIRES 08/20/06 ~ SEP I 0 200 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors. This design is hosed only upon parameters shown, and is for an indivlduai buildi vertically. Applicability of design parameters and proper inco oration of corn n9 component to be installed and loaded - - rP ponent is responsibility of bu7ding designer -not Truss designer. Bracing shown is for ioteral support of individual web members only. Addifional temporary brocing to insure stability during consTrucfion is The responsibility of The erector. Addittonal permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, star bracing, consult 9ST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation availabale fromlTru s plate Instffute, *~.~ 583 D'Onotrio Drive, Madison, WI 53719. ~e'TRUSSCO. & 13UII.DWG SUPPLY INC. 2x4 MII20 I I 3x4 MII20= Job Tnss Truss Type Qty Ply Soundbuitt Homes / RMW 66499 C4 MONO GABLE 1 1 Job Reference o tional ne r runs w, Sumner vva r tugene yr 1-6-0 x.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:37 2004 Page 1 0-1-8 2x4 MII2011 Scale = 1:21.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) 0.00 1 Nr 120 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 1 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 7 n/a Na BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 28 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly appliec~,pr6"9"@~ee.purliaae, BOT CHORD 2 X 4 HF No.2 except end verticals. WEBS 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracng. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 7=28/5-5-8, 11=227/5-5-8, 8=120/5-5-8, 9=121/5-5-8, 10=25/5-5-8 Max Grav7=28(load case 1), 11=227(Ioad case 1), 8=120(load case 1), 9=121(load case 1), 10=51(load case 2) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0134, 2-3=29/0, 3-4=-4/21, 4-5=-11/17, 5-6=-13/10, 6-7=-28/0, 2-11=-209/0 BOT CHORD 10-11=3/0, 9-10=-3/0, 8-9=-3/0, 7-8=-3/0 WEBS 5-8=-93/0, 4-9=-101/0, 3-10=-18/0 NOTES (7-8) 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Non Standard bearing condition. Review required. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) All dimensions given infeet-inches-sixteenths (FFIISS) format. 8) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard OF r -~ W 469 ,(~ ,'~clsr~~°.~~ I~ONAL ~ EXPIRES 08/20/06 SEP 1 0 200 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is hosed only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporory bracing to insure stability during construction is the responsibil'rfy of the erector. Additional permanent bracing of the overall structure is The responsibility of the building designer. For general guidance regarding fobricoilon, quality control, storage, delNery, erection and bracing, consulT QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling InsTalling and Bracing Recommendation available from Truss Plate InsTffute, 583 D'Onofrio Drive, Madison, WI 53719. 5-4-0 5-4-0 5-5-8 5-5-8 theTRUSSco. & BUILDING SITPi?LY IIdC. 2x4 MIr20 II 2x4 MII20 I I 2x4 MII20 I I 2x4 MII20 I1 2x4 MII20 I I Job Truss Truss Type Qty rry Soundbuitt Homes / RMW 66499 D GABLE 1 1 Job Reference o tionai ne I russ va, aumner vva r tugene yr 1-0-7 6-0-0 6-0-0 6.000 5 May 192004 MiTek Industries, Inc. Fri Sep 10 14:19:38 2004 Page 1 6-0-0 1-0-7 Scale = 1:26.2 3x5 MI120= 2x4 M112011 ~..d teu~n II 7 2x4 MII20 II 2x4 MII20 I I 2x4 MI120 I I 12-0-0 ~~ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 13 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 13 Nr 90 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(fL) 0.00 12 Na Na BCDL 7.0 Code IRC2003ffP12002 (Matrix) Weight: 49 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied~6 0 G~c 'p='^:.. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=162/12-0-0, 12=162/12-0-0, 18=74/12-0-0, 17=74/12-0-0, 19=79/12-0-0, 20=103/12-0.0, 21=130/12-0-0, 16=79/12-0-0, 15=103/12-0-0, 14=130112-0-0 Max Grav2=162(load case 1), 12=162(load case 1), 18=74(toad case 1), 17=74(load case 1), 19=81(load case 3), 20=104(load case 3), 21=130(load case 3), 16=81(load case 4), 15=104(load case 4), 14=130(load case 4) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/29, 2-3=-44/21, 3-4=-33/11, 4-5=-31/12, 5-6=-21/1, 6-7=-29/0, 7-8=-29/0, 8-9=-21/1, 9-10=-31/12, 10-11==33/11, 11-12=-44!21, 12-13=0/29 BOT CHORD 2-21=0/10, 20-21=0/10, 19-20=0/10, 18-19=0/10, 17-18=0/10, 16-17=0/10, 15-16=0/10, 14-15=0/10, 12-14=0/10 WEBS 6-18=-60/0, 8-17=-60/0, 5-19=-68/0, 4-20=-85/0, 3-21=-108/0, 9-16=-68/0, 10.15=-85/0, 11-14=-108/0 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at1-4-0 oc. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI I. 7) All dimensions given infeet-inches-sixteenths (FFIISS) format. 8) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard Q Y/ tI%'/~ ~ 19969 ~ss~Qs~ j~NAL EXPIRES 08f20lOb SEP 1 0 2004 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon porameTers shown, and is for an individual building component to be installed and loaded vertically. ApplicobiliTy of design paromeTers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibility of the erector. Additional permanent brocing of The overall structure is The responsibility of the building designer. For general guidance regarding fobricatfon, quality conhol, storage, delivery, erection and yy~ *~ bracing, consult 61ST-88 Quolity Standard, DS&89 Bracing Speciflcofion, and HI&91 Handling Installing and Bracing Recommendation avoilable from Truss Plate Institute, Li ie~ V ~7r7CO. 583 D'Onofrio Drive, Madison, WI 53719. & BUII.DiNG SUPPLY INC. Lltq MIIGU I I Ocq MIILV I I O(4 MIIN II d(4 MIIIU I1 1X4 MIIlU II D(4 MIIZO I I ~ ~ ~~~ Job Truss Truss Type Qty Ply Soundbuitt Homes / RMW 66499 D7 KINGPOST 2 1 Job Reference o tional The Truss Co, Sumner Wa !Eugene Or 6.000 s May 19 2004 MTek Industries, Inc. Fri Sep 10 14:19:40 2004 Page 1 -1-0-7 6-0-0 12-0-0 13..0_7 1-0-7 6-0-0 6-0-0 1-0-7 Scale = 1:23.6 4x6 MII20= 3 6.00 12 2 4 5 6 3x5 M1120 ~ 2x4 M1120 II ~ 3x5 MI120~ 6'0-0 12-0-0 6-0-0 6-0-0 Plate Offsets (X,Y): 12:0-2-100-1-8) f4:0-2-10 0.1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 TCDL 8.0 Plates Increase 1.15 Lumber Increase 1.15 TC 0.36 BC 0.28 Vert(LL) -0.04 2-6 >999 360 Vert(TL) -0.08 2-6 >999 240 MII20 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 4 Na Na BCDL 7.0 Code IRC2003lfP12002 (Matrix) Weight: 361b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied qI,G-9.9~ee~r{ir+e. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=545/0-5-8, 4=545/0-5-8 Max Horz2=49(load case 5) Max Uplift2=72(load case 5), 4=-72(load case 6) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/30, 2-3=-663/49, 3-4=-663/49, 4-5=0/30 BOT CHORD 2-6=-5/517, 4-6=-5/517 WEBS 3-6=0/228 NOTES (7) F ASy 1) Unbalanced roof live loads have been considered for this design. ~ O 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4,2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. b 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcun'ent with any other live loads . W 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 0 1 f W 5 P ) rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 721b uplift at joint 2 and 72 Ib ~ lift i ~ , up at jo nt 4. 19968 ,~ 6) This truss is designed in accordance with the 2003 Intern ti l R id i l ~ ~V a ona es ent a Code sections R502.11.1 and R802.10-2 and ~ `~G7S1'~ f ' re ~ erenced standard ANSI/TPI 1. SjQ ~ 7) All dimensions iv i f t i h g en n ee - nc es-sixteenths (FFIISS) format. NA.L LOAD CASE(S) Standard _ EXPIRES 08/20/06 SEP 1 0 2004 A VI/ARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individuol building component to be installed and boded vertically. Applicability of design parameters and proper incorporafion of component is responsibilily of building designer -not truss designer. Bracing shown Lc for laterol support of individual web members only. Additional temporary bracing To Insure stability during construction is The responsibility of the erector. Addifional permanent brocing of the overall structure Is The responsibility of the buliding designer. For general guidonce regarding fabricotion ualit co t l t d , q y n ro , s orage, elivery, erection and theTRIISSco. bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute ' . 583 D Onofrio Drive, Madison, Wi 53719. & BUII.DING SUPPLY INC. Job. Truss Truss Type Qty Ply SoundbuiR Homes / RMW 66499 D2 GIRDER 1 1 Job Reference o tionai The Truss Co, Sumner Wa !Eugene Or 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:41 2004 Page 1 3-5-4 6-0-0 8-6-12 12-0-0 3-5-4 2-6-12 2-0-12 ~~4 Scale = 121.9 5x6 M1120 I I 3 6.00 12 3x6 MII20 3x6 M1120~ 2 4 1 5 I M o 8 7 g 5x10 M1120 ~ 4x6 MII20 I I 8x8 MII20= 4x6 MII20 I I 5x10 MII20~ 3-5-4 6-0-0 8-fr12 12-0-0 3-5-0 2-6-12 2-12 3_5.4 Plate Offsets (X,Y): [1:0-4-9 0.2-81 [2:0.2-4 0.1-81 [4:0-2-4 0-1-8) [5'0-4-9 0.2-81 [6.0-4-0 0.2-O1 [7-0-4-0 0-4-81 [8.0-4-0 0 2 01 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.11 6-7 >999 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.69 Vert(TL} -0.21 6-7 >653 240 BCLL 0.0 Rep Stress tncr NO WB 0.86 Horz(TL) 0.05 5 n!a n/a BCDL 7.0 Code IRC2003lfP12002 (Matrix) Weight: 551b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly appliedlp~3.8-i-ee~pe-r{ir~c., BOT CHORD 2 X 6 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except 3-7 2 X 4 HF No.2 WEDGE Left: 2 X 4 HFSPF Stud/STD, Right: 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 1=3584/0.5-8, 5=3584/0-5-8 Max Horz 1=-35(load case 6) Max Uplift1=-8(load case 6), 5=-33(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension p TOP CHORD 1-2=-5575/34, 2-3=-4077/53, 3-4=-4077/47, 4-5=-5575/54 WAS BOT CHORD 1-8=0/4907, 7-8=0/4907, 6-7=-18/4907, 5-6=-18/4907 WEBS 2-8=0!1434, 2-7=-1538/4, 3-7=12/3382, 4-7=-1538/56, 4-6=0!1434 ~, ,C NOTES (8-9) 2 1) Unbalanced roof live loads have been considered for this design. O W 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and ri ht ex osed d rti l l ft d i h g p ;en ve ca e an r g t exposed; Lumber DOL=1.33 plate grip DOL=1.33. I94b9 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) This tru i l t i i ~ ~ 9 5 ss requ res p a e nspect on per the Tooth Count Method when this truss is chosen for quality assurance inspection. ~ C1S I'L1~' G s Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 1 and 33 Ib f0 +~~ uplift at joint 5. N~,L 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - EXPIRES 08/20/06 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. 9) Trusses intersecting along bottom chord at 24" o.c. to be connected with USP THD26/1 ply/2x6(ref HUS26) (DF 1 15Dn . . 1.33Up) or equivalent. This connection supports a maximum download of 1475 Ib and a maximum uplift of 1520 lb Follow . USP installation recommendations for hanger connection. SEP 1 4 200 LOAD CASE(S) Standard ntinu a A 1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE - Designvalid for use only with MITek connectors. fits design (s based onry upon porameters shown, and is for an individual binding component to be installed and boded - vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additonol permanent bracing of the overall structure is the responsibility of The building designer. For general guidance regarding fabrication, qualify control, storage, dei(very erection and e + , ~~~~ bracing, consult QST-88 Quality Standard. DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute the i iC V r,7~7CO. , 583 D'Onofrio Drive, Madison, WI 53719. ~ & 13UIIDING SUPPLY INC. Joti Truss Truss Type Qty Ply Soundbuitt Homes / RMW 66499 D2 GIRDER 1 1 Job Reference o tronal The Truss Co, Sumner Wa /Eugene Or 6.000 s May 192004 MTek Industries, Inc. Fri Sep 10 14:19:41 2004 Paoe 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-555(F=-541) 1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors. fiB design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of ttie erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol. storage, delNery, erection and bracing, consult QST-88 Quality Standard, DSB$9 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, th2TRUSSCO. 583 D'Onofio Drive, Madison, WI 53719. & BUII.DING SUPPLY INC- Job Truss Truss Type Qry Ply Soundbuitt Homes / RMW 66499 E GABLE 1 1 Job Reference o tional ne r r u~ w, aurnner vva r cugene yr -1-0-7 1-0-7 ti.uuu s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:42 2004 Page 1 3-&0 3-6-0 3x4 MII20= 2x4 MII20 II 5 T,d ~ninn ii 1-0-7 Scale = 1:16.7 ro v 0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 9 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 9 Nr 90 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 8 Na Na BCDL 7.0 Code IRC2003lTPI2002 (Matrix) Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=17217-0-0, 8=172/7-0-0, 12=50/7-0-0, 11=50/7-0-0, 13=126/7-0.0, 10=126!7-0-0 Max Grav2=172(load case 1), 8=172(load case 1), 12=50(load case 1), 11=50(load case 1), 13=130(load case 3), 10=130(load case 4) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/29, 2-3=-61/14, 3-4=-38/0, 4-5=-38/0, 5-6=-38/0, 6-7=-38/0, 7-8=-61/14, 8-9=0/29 BOT CHORD 2-13=0/21, 12-13=0/21, 11-12=0/21, 10-11=0/21, 8-10=0/21 WEBS 4-12=-44/0, 6-11=-44/0, 3-13=-99/0, 7-10=-99/0 NOTES (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. O AS 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable requires continuous bottom chord bearing. ~, 5) Gable studs spaced at 1-4-0 oc. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and +y referenced standard ANSI/TPI 1. ,~ 7) All dimensions given infeet-inches-sixteenths (FFIISS) format. 8) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indicated above, see standard "L" bracing Off 19969 detail for suggested bracing method. ~~ ~~~~ LOAD CASE(S) Standard sjo~A~ EXPIRES 08/20/06 SEP 1 0 2004 ,~ 1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and Is for on individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral _ support of individual web members only. Addttlonol temporory brocing To insure stability during conshuction is the responsibility of the erector. Additional permanent ~~~~+ bracing of the overall structure is The responsibility of the building designer. For general guidance regarding fabrication, quality conhol, storage, delNery, erection and the i i~ Vr7~7co. brocing, consult 9ST-BB Quality Standard, DS&89 Bracing Specification, and HI&91 Handling Installing and &acing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. & BUB.DING SUPPLY IIJC. 3x4 M1120= 2x4 M1120 I 12x4 M11201) 2x4 M1120 I 12x4 M1120 I I 3x4 M1120= JoL• Truss Truss Type Qty Ply Soundbuitt Homes / RMW 66499 E1 GIRDER 1 1 Job Reference o tional ne r runs w, Sumner vva r tugene yr 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:43 2004 Page 1 3-6-0 3-6-0 4x4 MII2011 0 3-6-0 , 7-0-0 3-6-0 3-6-0 Sgle = 1:15.0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.03 1-4 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.06 1-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 3 n/a n/a BCDL 7.0 Code IRC2003ffP12002 (Matrix) ~ Weight: 26 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 DF 2400E 2.0E WEBS 2 X 4 HF No.2 REACTIONS (Ib/size) 1=2031/0.5-8, 3=2031!0-5-8 Max Horz 1=20(load case 5) Max Uplift1=-5(load case 6), 3=-19(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-2500/17, 2-3=-2500/6 BOT CHORD 1-4=0/2181, 3-4=0/2181 WEBS 2-4=0/2066 BRACING TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8-9) , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; 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 psi bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 Ib uplift at joint 1 and 19 Ib uplift at joint 3. 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. 9) Trusses intersecting along bottom chord at 24" o.c, to be connected with USP THD26/1 ply/2x6(ref.HUS26) (HF/SPF 1.15CjrY 1.33Up) or equivalent. This connection supports a maximum download of 1085 Ib and a maximum uplift of 1315 Ib. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 WAS '~~ G j, W ~Lrj 19969 sjoNA~ fit' EXPIRES 08/20/06 SEP i 0 2004 WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component To be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Add(tfonol temporary bracing to insure stability during construction is the responsibility of The erector. Additional permonenT bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and ;y~e~*K.~.CO. bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Hondling Installing and Bracing Recommendation available from Truss Plate Institute, L~llii ~/r7r7 583 D'Onofrio Dr'rve, Madison. WI 53719. & BIIII.DING SUPPLY WC. 3x6 MII20= 3x8 MI120= Job Truss Truss Type Qty Ply Soundbuik Homes / RMW '.66499 E1 GIRDER 1 1 Job Reference o tionai The Truss Co, Sumner Wa /Eugene Or 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:43 2004 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-66, 2-3=-66, 1-3=-555(F=541) A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use onty wkh MITek connectors. This design is based only upon parameters shown, and is for an individual buikiing component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for laTerol support of Individual web members only. Addrnonal temporary bracing to insure stability during conshuction Is The responsibility of the erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricaTion, quality control, storage, delNery, erection and e~*~~ brocing, consuk QST-88 Qualify Standard, DSB-89 Bracing Specification, and HI&91 Handling Installing and Brocing Recommendation available from Truss Plate Institute, ~e 1 it V ar7CO. 583 D'Onofrlo Drive, Madison, WI 53719. & 13UILDING SUPPLY INC. Job' Truss Truss Type Qty Ply SoundbuiR Homes ! RMW 66499 F MONO GABLE 1 1 Job Reference o tional o nwa , uurncr rrai ~uycnc yr 1-6-0 ti.uu0 s May iy 1004 MI I ek Industries, Inc. Fri Sep 10 14:19:44 2004 Page 1 7-0-0 2x4 MII20 I ( Scale =1:16.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.00 1 n/r 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 Na Na BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD BOT CHORD OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Iblsize) 7=36/7-0-0, 2=230/7-0-0, 8=118!7-0-0, 9=74/7-0-0, 10=189/7-0-0 FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/30, 2-3=-37/27, 3-4=-19/8, 4-5=-13/15, 5-6=-15/7, 6-7=-30/0 BOT CHORD 2-10=0/0, 9-10=0/0, 8-9=0/0, 7-8=0/0 WEBS 5-8=-95/0, 4-9=-67/0, 3-10=145/0 Structural wood sheathing directly applied pc1,.40.capdrtina, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (6-7) 1) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 2) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 6) All dimensions given in feet-inches-sixteenths (FFIISS) format. 7) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indigted above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard Q G f ~vC~ 1446'1 l~NAL ~ EXPIRES 08/20105 CEP ~, 4 200 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for on individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing To insure stability during conshucTion is the responsibility of the erector. Additional permanent bracing of the overall shucture Is The responsibility of the building designer. f-or general guidance regarding fabrication, quality conhol, storage, delivery, erection and e~*~~ bracing, consult QSr-88 9ualify Standard, DS&69 Bracing Speciflcat(on, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, ~e i i~ V ~7~7CO. 563 D'Onofrio Drive, Madison, WI 53719. & BUII.DBIG SUPPLY INC. 3x4 M1120= 2x4 MII20 I I 2x4 M1120 I I 2x4 MII20 I I 2x4 MI120 I I Job . Truss Truss Type Qty Pry SoundbuiR Homes / RMW 66499 G GABLE 1 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or 6.000 5 May 192004 MiTek Industries, Inc. Fri Sep 10 14:19:46 2004 Page 1 10-7-0 21-2-0 22-8-0 10-7-0 3x5 MI120= O 5x5 MII20= 10-7-0 21-2-0 21-2-0 N )~ O LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.02 15-17 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.05 15-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 15 Na Na BCDL 7.0 Code IRC2003lTPI2002 (Matrix) Weight: 831b LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied erts BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 1=184/16-7-8, 15=444/0-5-8, 23=105/16-7-8, 22=113/16-7-8, 24=112!16-7-8, 25=147/16-7-8, 26=188/16-7-8, 27=20/16-7-8, 28=479/16-7-8, 21=93!16-7-8, 20=214/16-7-8,19=-96!16-7-8, 18=574/16-7-8 Max Uplift27=-20(load case 1), 19=-96(load case 4) Max Grav 1=184(load case 1), 15=444(load case 1), 23=105(load case 1), 22=113(load case 1), 24=114(load case 3), 25=148(load case 3), 26=188(load case 1), 28=479(load case 3), 21=95(load case 4), 20=215(Ioad case 4), 18=574(Ioad case 4) _ FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=76!55, 2-3=-70/0, 3-4=-29/15, 4-5=-40/8, 5-6=-40/8, 6-7=-29/0, 7-8=-3710, 8-9=37/0, 9-10=-29/0, 10-11=-38/5, 11-12=-27/12,12-13=-63/0, 13-14=-8/31, 14-15=-89/25, 15-16=0/45 BOT CHORD 1-28=0/17, 27-28=0/17, 26-27=0/17, 25-26=0/17, 24-25=0/17, 23-24=0/17, 22-23=0/17, 21-22=0/17, 20-21=0/15,19-20=0/15, 18-19=0/15, 17-18=0/15, 15-17=0/15 WEBS 7-23=-92/0, 9-22=-93/0, 6-24=-99/0, 5-25=-132/0, 4-26=-155/0, 3-27=-14/7, 2-28=-372/0, 10-21=-97/0, 11-20=-155/0,12-19=-32!36,13-18=-291/0,14-17=-139/22 NOTES (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) All plates are 2x4 MII20 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable studs spaced at 1-4-0 oc. _ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 27 and 961b uplift at joint 19. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. 10) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing ..__detaiLfncsuaaested bracing method. ~vl~ 199G9 ~'~' '~cisr~' ~ s~a~Ati ~~ E1CPIRES 08/20/06 5EP 1 0 2044 A,'VVARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an indvidual building component to be installed and loaded - vertically. Applicability of design parameters and proper incorporotion of component is responsibiliTy of building designer - noT truss designer. Bracing shown is for lateral support of individual web members only. AddiTional Temporary bracing to insure stability during construction Is the responsibility of the erecTOr. Additional permanenT bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storoge, delivery, erection and theTRU$$co bracing, consult QST-88 Qualify STandard. DSB-89 Bracing Specification, and HIB-91 Handling Installing and Brocing Recommendation available from Truss Plate InstituTe, . 583 D'Onofrio Drive, Madison, WI 53719. & BU}ZDiNG SUPPLY INC. 1-6-0 Sple = 1:38.8 3xa MIIN= JXJ MIILV= Job ' Truss Truss Type Qty Ply SoundbuiR Homes / RMW 66499 G GABLE 1 1 Job Reference o tional ~. „~~~ , u,l 11 lCl YYU / GUl~C11G VI o.uuu s May to zvua Mllek Industries, Inc. Fri Sep 10 14:19:46 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-14, 1-8=-99(F=-33), 8-16=-99(F=-33) A "1AIARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE Design valid for use onty with MITek connectors. this design is based only upon parameters shown, and is for an individual building component To be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not trios designer. Bracing shown Is for lateral support of individual web members only. Additional Temporary bracing to insure stability during conshuction Is The responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricaflon, quality control, storage, delivery, erection and ~7~~+ bracing, consult QST-88 Qualify Standard, DS&89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instffute, tll@TR* CO. 583 D'Onofrio Drive. Madison. WI 53719. & BUILDING SUPPLY INC. Job' Truss Truss Type Qty Ply Soundbuitt Homes / RMW 66499 G1 FINK 3 1 rr.,. T., .,... r.. c Job Reference o liana! n~c n~.~ w, ouuuici rva r GUl~C11C Vr 6.OW s May 19 2004 Mi7ek Industries, Inc. Fri Sep 10 14:19:47 2004 Page 1 5-9-2 10-7-0 15-4-14 21-2-0 22_8-0 5-9-2 4-9-14 4-9-14 5-9-2 1,.6.0 Scale = 1:38.5 4x5 MII20= 0 7-6-2 6-1-13 7-6-2 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.12 7-9 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.26 1-9 >938 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 5 n/a Na BCDL 7.0 Code IRC2003/TP12002 (Matrix) Weight: 691b LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD BRACING TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=824/0-5-8, 5=947/0-5-8 Max Horz 1=-60(load case 6) Max Upliftl=-73(load case 3), 5=-126(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1940/182, 2-3=-1671!147, 3-4=-1648/131, 4-5=-1911/163, 5-6=0/30 BOT CHORD 1-9=-161/1780, 8-9=-55/1223, 7-8=-55/1223, 5-7=-99/1748 WEBS 2-9=-376/117, 3-9=-40/502, 3-7=-26!472, 4-7=-360!110 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcun'ent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanipl connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint 1 and 126 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard (`i I~ ~ ig9b9 ~ss'~F~ fa~~'L Qi [EXPIRES 08/20/06 s~P ~ o zoos A 1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE - Design valid for use onty with MRek connectors. !his design is based only upon parameters shown, and is for an individual bu0ding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure sTObility during construction is the responsibfliiy of the erector. Additional permanent bracing of the overall structure Is The responsibility of the building designer. For general guidance regarding fabrlcafion, qualify control, storage, delivery, erection and bracing, consutF QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instffute, the'TRUSSCO. 583 D'Onofrio Drive, Madison, WI 53719. & UUII.DING SUPPLY INC. 3x6 MII20~ ` 3x6 MIIZO~ 3x4 MII20= 3x5 MIt20= 3x4 MII20= Job Truss Truss Type Qty Ply SoundbuiR Homes / RMW 66499 H STUDDED TRUSS 1 1 Job Reference o tionaf -- ----- --~ --~~-~-~ ~ ~- • --a-••- --• ~.wv a may w <vvv nn ~ crt muusuies, nil:. rn Jep lU 7b:ZZ:UI ZUU4 Yage 1 7-s-s 13-s-o 20-z-1o 2~-s-o 7-3-6 6-5-10 6-5-10 7-3-6 3x7 M1120~ Scale: 3/16'=1' 3x6 MII20~ 2x4 M1120 II 2x4 MII20= 2x4 MII20 II 4x6 MII20= 1x4 MII20 I I 3x7 MII20~ 2x4 MI120 II 3x6 M1120 ~ z„~ nnu~na '1: 4.00 12 3x6M1120~ 4x5 MII20~ _ ~ 9-7~ 1Z 3x4 MI120= 3 4 5 2x4 M112011 3x8 M1120~ 6 3x8 MII20~ 3x8 MII20~ "- " 11 10 9 8 3x6 MII20= 2x4 MII20 I I 2x4 MI120 I I 2x4 MII20 II 3x4 MII20= 2x4 M1120 II 2x4 MII20 II 2x4 MI120 I I 2x4 M1120 I I 17-10-12 8-3-7 4x4 MII20 I I 4x14 M1120~ 27-6-0 9-7-4 3x5 MIt20= u~ 1<n 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.27 10-12 >943 360 M1120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.57 10-12 >453 240 BCLL 0.0 Rep SVess Incr NO WB 0.50 Horz(TL) 0.14 7 n/a n/a BCDL 7.0 Code IRC2003lTPI2002 (Matrix) Weight: 130 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 ' ' TOP CHORD Structural wood sheathing directly applied~.2-i~-5'eepertin~! BOT CHORD 2 X 4 HF No.2 Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-11 2 X 4 HF SS WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 1=1210/0-5-8, 7=1278/6-9-8, 9=270/6-9-8, 8=-18/6-9-8 Max Uplift8=-20(load case 3) Max Grav1=1210(load case 1), 7=1278(load case 1), 9=270(load case 1), 8=82(load case 2) O FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1 SN -2=-3019/0, 2-25=-2642/0, 3-25=-2561/0, 3-4=2472/0, 4-5=2530/0, 5-6=-2738/0, 6-7=-3329/0 BOT CHORD 1-12=0/2790, 11-12=0/1950, 10-11=0/1950, 9-10=0/3072 8-9=0/3072 7-8=0/3072 P ~ , , WEBS 2-12=-528!0, 4-12=0/728, 4-10=0/830, 6-10=-870/0 ~ NOTES (8-10) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3 T ~ ~ ) his truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Gable studs spaced at 1-4-0 oc. , >I 969 ~ ~ ~ 5 P id h s[1 ~~,~, ) rov e mec anical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 8. 6) This truss is designed in accordance with the 2003 I t ti l R id ti l C l71 ~ o n erna ona es en a ode sections R502.11.1 and R802.10.2 and NAL referenced standard ANSI/TPI 1. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. - ~ PIRE$ 08/10/06 9) 1 1/2" deep notching permitted at stacked top chords. 10) Designed for 85 mph exposure B wind against face of studs. ff stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. r S G P 1 ~ Zoo LOAD CASE(S) Standard A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE - Design valid for use only with MlTek connectors. fits design (s bored onty upon parameters shown, and is for an individual building componenT to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsbility of building designer - noT truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is The responsibility of the erector. Additional permanent bracing of the overall shucTure is The responsibility of the building designer. For general guidance regarding fabricotlon, qualify control, storage, del(very, erection and *~.~. bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available 6om Truss Plate Institute, the V ~7~7CO. 583 D'Onofio Drive, Madison, WI 53719. & BUII.DIIVG SUPPLY INC. Job Truss Truss Type Qty Ply SoundbuiR Homes / RMW 66499 H STUDDED TRUSS 1 1 Job Reference o tional nc ~ i ua~ w, owrn ~C~ vva r ~uyra ~e vi b.UVU S May 7 y LUl)4 MI I eK InoUStneS, Inc. rn Sep 10 16:22:02 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-14, 1-25=-66, 4-25=-99(F=-33), 4-7=-99(F=-33) A, WARNING -VERIFY DESIGN PARAMETERS AND READ All NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use any with MITek connectors. This design is hosed onty upon parameters shown, and Is for an individual building component to be installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of The erector. Addttional permanent bracing of The overall structure is The responsibility of The building designer. For general guidance regarding fabrication, quality conhol, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUS.Sco. & BUILDING SUPPLY INC. Job ~ Truss Truss Type Qty SoundbuiR Homes / RMW 66499 H 1 FINK 5 1 Job Reference o liana! The Truss Co, Sumner We /Eugene Or 7-3-6 0 6-5-10 3x4 MII20= 6.000 s May 19 2004 MTek Industries, Inc. Fri Sep 10 14:19:50 2004 Page 1 6-5-10 3x5 MII20=3x4 MII20= 27-6-0 7-3-0 , 9-7-4 17-10.12 ~ 27-0-0 i jM 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.24 1-8 >999 360 MI120 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.59 1-8 >551 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.12 5 Na Na BCDL 7.0 Code IRC2003lTPI2002 (Matrix) Weight: 881b LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 1=1082/0-5-8; 5=1082/0-5-8 Max Horz 1=55(load case 5) Max Upliftl=-96(load case 3), 5=-96(load case 4) 4x6 MII20= BRACING TOP CHORD Structural wood sheathing directly applied p~.G~ee~-iiner BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=-2606/245, 2-3=2241/196, 3-4=-2241/196, 4-5=-2606/245 BOT CHORD 1-8=-228/2399, 7-8=-86/1629, 6-7=-86/1629, 5-6=-188!2399 WEBS 2-8=510/156, 3-8=-52/675, 3-6=-52/675, 4-6=-510!156 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 1 and 96 Ib uplift at joint 5. 6) This truss is designed in accordance with the 2003 Iniemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 0 W 9969 4 ,~ ss~~i~s~~' ~yG IDNAL ~ PIRES 08/20106 SEP 1 d 2004 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. AppGCability of design parameters and proper incorporation of component is responsibility of building designer -not fruss designer. Bracing shown Is for lateral - support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbility of The erector. Addtional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and yy,er~*~CO L11 V 7 7 bracing, consuM QST-88 Quality Standard. DSB-89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, ' . ~ ~ DING SUPPLY INC & BUII 563 D Onofrlo Drive, Madison, WI 53719. . . Scale = 1:49.2 3x8 M1120= 8 7 6 3x8 M1120= Job ' Truss Truss Type Qty ~ ., Soundbuitt Homes / RMW 66499 H2 FINK 4 1 Job Reference o tional The Truss Co, Sumner Wa /Eugene Or 1-s-o 7-3-6 13-s-o s~-1o 6.000 s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:51 2004 Page 1 20-2-10 s-5-1o 27-s-o 73.6 Sple = 1:50.7 rlt 0 3x4 MII20= 3x5 MII20= 3x4 MII20= IM 0 9-7-4 , 17-10-12 _ __ , 27-6-0 , r 9-7~ 8-3-7 9-7~ LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 TC 0.64 TCDL 8.0 Lumber Increase 1.15 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 7.0 Code IRC2003lfP12002 (Matrix) LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=1199/0-5-8, 6=1078/0-5-8 Max Horz2=73(load case 5) Max Uplift2=-148(load case 3), 6=-96(load case 4) 4x6 MI120= DEFL in (lac) Udefl L/d PLATES GRIP Vert(LL) -0.24 2-9 >999 360 MII20 185/148 Vert(TL) -0.59 6-7 >553 240 Horz(TL) 0.12 6 Na Na Weight: 891b BRACING TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/30, 2-3=-2572/228, 3-4=2213/182, 4-5=-2231/195, 5-6=-2596/244 BOT CHORD 2-9=-211/2364, 8-9=-80/1618, 7-8=-80/1618, 6-7=-187/2389 WEBS 3-9=-497/150, 4-9=-41/652, 4-7=-52/676, 5-7=-510/156 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcun'ent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 2 and 96 Ib uplift at joint 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7) All dimensions given infeet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard W t, ~il1 14969 ~ss'~cisr~°~yCs jONAL ~ EXPIRES 08/20/Ob SEP 1 0 2004 A 1NARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use onry with MITek connectors. This design is hosed only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporaFlon 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 fs The resporulbili}y 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 ~e~*K.~.CO. bracing, consult QST-88 9uality Standard, DSB$9 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, & BUILDING SUPPLY INC. 583 D'Onofrio Drive. Madison, WI 53719. 3x6 M1120= 9 B 7 3x8 M1120= Job Truss Truss Type Qty ray Soundbuilt Homes / RMW 66499 H3 FINK 4 1 Job Reference o tional ne r cuss w, Sumner wa i tugene yr 6.000 s May 19 2004 MTek Industries, Inc. Fri Sep 10 14:19:53 2004 Page 1 -1-6-0 736 13-9-0 20.2-10 27-6-0 2g_0_0 1-6-0 7-3-6 6-5-10 6-5-10 7-3-6 1-6-0 Scale = 1:51.1 4x6 MI120= n r~~ a 3x4 MII20= 3x5 MII20= I~ 0 3x4 MI120= 9-7-4 17-10-12 27-0-0 9-7-4 8-3-7 9-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.24 2-10 >999 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.57 2-10 >568 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.12 6 n!a n/a BCDL 7.0 Code IRC2003/TPI2002 (Matrix) Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) 2=1196/0-5-8, 6=1196/0-5-8 Max Horz 2=-08(load case 6) Max Uplift2=147(load case 3), 6=-147(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-2561/227, 3.4=2203/181, 4-5=-2203/181, 5-6=-2561/227, 6-7=0/30 BOT CHORD 2-10=-203/2354, 9-10=-72/1607, 8-9=-72/1607, 6-8=-152/2354 WEBS 3-10=-496/149, 4-10=-41/653, 4-8=-41/653, 5-8=-496/150 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.Spsf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 2 and 147 Ib uplift at joint 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 7) All dimensions given in feet-inches-sixteenths (FFIISS) fonnat. LOAD CASE(S) Standard r~ "'~ t.~ ~~ 14969 ~sS~E~~ I~NAL EXPIRES 08/20/Ob SEP 1 0 2004 A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND-TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MITek connectors. This design k bused only upon parameters shown, and is for an individual building component to be installed and loaded - vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not fruss designer. Bracing shown is for lateral support of individual web members any. Additional Temporary bracing to Ensure stability during construction is The responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of The bullding designer. For generoi guidance regard(ng fabrication, quality confrol, storage, delivery, erection and ~e~*~,.~.CO. bracing, consult QST-88 9uality Standard. DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, ~/~7r7 583 D'Onofrio Drive, Madison, WI 53719. & 13UII.DING SUPPLY BvC. 3x8 MII20= 10 9 8 3x8 MII20= Job " Truss Truss Type Qty r'ly Soundbuitt Homes / RMW 66499 H4 GABLE 1 1 Job Reference o tional i ne r cuss w, aumner vva r tugene yr s.ooo s May 79 2004 MI tek Industries, Inc. Fri Sep 10 14:19:55 2004 Page 1 r -1-6-0 , 13-9-0 27-6-0 128.0-0 1-6-0 ~_ ,.~1 0 3x5 MII20= 13-9-0 N 3(~ 0 27-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 23 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 23 Nr 90 BOLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 22 n/a Na BCDL 7.0 Code IRC2003/TP12002 (Matrix) Weight: 123 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HFSPF Stud/STD 3x5 MII20= BRACING TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) 2=234/27-6-0, 22=234/27-6-0, 34=77/27-6-0, 33=79/27-6-0, 35=78/27-6-0, 36=109/27-6-0, 37=106/27-6-0, 38=107/27-6-0, 39=105/27-6-0, 4 0=1 1 5127-6-0, 41=70/27-6-0, 42=197/27-6-0, 32=74/27-6-0, 30=104/27-6-0, 29=107/27-6-0, 28=107/27-6-0, 27=105/27-6-0, 26=115/27-6-0, 25=70/27-6-0, 24=197/27-6-0 Max Horz 2=6(load case 1) Max Grav2=234(load case 1), 22=234(Ioad case 1), 34=77(load case 1), 33=79(load case 1), 35=80(load case 3) 36=110(load case 3), 37=106(load case 1), 38=107(load case 3), 39=105(load case 1), 40=115(load case 1), 41=70(load case 3), 42=197(load case 3), 32=76(foad case 4), 30=104(load case 4), 29=107(load case 1), 28=107(load case 4), 27=105(load case 1), 26=115(Ioad case 1), 25=70(load case 4), 24=197(load case 4) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/30, 2-3=-42/27, 3-4=-28/2, 4-5=-18/12, 5-6=-20/10, 6-7=-20/10, 7-8=20/10, 8-9=-20/10, 9-10=-21/9, 10.11=-1312, 11-12=-20/0, 12-13=-20/0, 13-14=-13/2, 14-15=-21/9, 15-16=-20/10, 16-17=-20!10, 17-18=20/10, 18-19=-20/10, 19-20=-18/12, 20-21=-28/2, 21-22=-42127, 22-23=0/30 BOT CHORD 2-42=-0/0, 41-42=-0/0, 401=-0/0, 39-40=-0/0, 38-39=-0/0, 37-38=-0/0, 36-37=-0/0, 35-36=-0/0, 34-35=-0/0, 33-34=-0/0, 32-33=-0/0, 31-32=-0/0, 30-31=0/6, 29-30=0/6, 28-29=0/6, 27-28=0/6, 26-27=0/6, 25-26=0/6, 24-25=0/6, 22-24=0/6 WEBS 11-34=-63/0, 13-33=-63/0, 10-35=-67/0, 9-36=-9010, 8-37=-8810, 7-38=-88/0, 6-39=-87/0, 5-40=-94/0, 4-01=-58/0, 3-42=-162/0, 14-32=-67/0, 15-30=-90/0, 16-29=-88/0, 17-28=-88/0, 18-27=-87/0, 19-26=-94/0, 20-25=-58/0,21-24=-162/0 NOTES (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) All plates are 2x4 MI120 unless otherwise indicated. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. I~ V; b "~ ~~ 19969 ~ss~~s~ ANAL EXPIRES 08!20/06 ~ SEP 1 0 2004 Design valid for use only with MRek connectors. fits design is based only upon parameters shown, and is for an individual building componenT to be installed and loaded verficany. ApplicabiliTy of design porameters 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 Ensure stobility during construction is the responsibility of The erecTor. Additional permanent bracing of the overall sTructure is the responsibility of The building designer. For general guidance regording fabrication, quality control, sTorage, delivery, erection and bracing, consult 9ST-88 9uality Standard, DSB-89 Brocing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss PlaTe Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1-6-0 Scale = 1:51.1 theTRUSSco. & 13UII.DING SUPPLY INC. 13-9-0 3x5 M1120= 42 41 40 39 38 37 36 35 34 33 32 3130 29 28 27 26 25 24 3x5 M1120= Jots Truss Truss Type Qty ray Soundbuitt Homes / RMW 66499 H4 GABLE 1 1 Job Reference o tional ,,.. ,,...~., ..,~,,,,.~, ..a, ~~y~ ,~.., o.vau s may ~a zvu4 MI r elc Inausmes, Inc. rn Sep 10 14:19:55 2004 Page 2 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. 9) Designed for 85 mph exposure B wind against face of studs. If stud bracing is indicated above, see standard "L" bracing detail for suggested bracing method. LOAD CASE(S) Standard A ~VIfARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE - Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component To be installed and loaded - vertically. Applicability of design porameters 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 stablify during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol, storage, delivery, erection and yy~ej.CO. bracing, consult QST-88 Qualify Standard. DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, LLi 563 D'Onofrio Drive, Madison, WI 53719. & SU}7.DII1G SUPPLY fNC. Job' Truss Truss Type Qty rry Soundbuitt Homes / RMW 66499 J GABLE 1 1 Job Reference o tional nC ~ wss w, ~urnner vva r cugene yr s.uuo s May 19 2004 MiTek Industries, Inc. Fri Sep 10 14:19:57 2004 Page 1 ~ -1-6-0 9-2-8 I 18-5-0 I 19-11-0 1-6-0 9-2-8 2x4 M1120 II 2x4 MI120 II 3x5 MII20= 2x4 MI120 I I 2x4 MII20 I I N O 18-5-0 18-5-0 9-2-8 N 1 )~ O LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 15 Nr 120 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 15 Nr 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 14 Na Na BCDL 7.0 Code IRC2003lfP12002 (Matrix) Weight: 70 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HFSPF StudlSTD REACTIONS (Ib/size) 2=252/18-5-0, 14=252/18-5-0, 21=80/18-5-0, 20=80/18-5-0, 22=73!18-5-0, 23=129/18-5-0, 24=20/18-5-0, 25=282/18-5-0, 19=73/18-5-0, 18=129/18-5-0, 17=20/18-5-0, 16=282/18-5-0 Max Uplift24=-3(load case 2), 17=-3(load case 2) Max Grav2=252(load case 1), 14=252(load case 1), 21=80(load case 1), 20=80(load case 1), 22=75(Ioad case 3) 23=129(load case 3), 24=20(load case 1), 25=282(load case 3), 19=75(load case 4), 18=129(load case 4), 17=20(load case 1), 16=282(load case 4) ~'\ FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/30, 2-3=-47/37, 3-4=-35/0, 4-5=-13/14, 5-6=-20/9, 6-7=-12/3, 7-8=-18/0, 8-9=-18/0, 9-10=-12/3, P 10-11=-20/9, 11-12=-13/14, 12-13=-35/0, 13-14=-47!37, 14-15=0/30 ASS BOT CHORD 2-25=0/5, 24-25=0/5, 23-24=0/5, 22-23=0/5, 21-22=0/5, 20-21=0/5, 19-20=0/5, 18-19=0/5, 17-18=0/5, 16-17=0/5, 14-16=0/5 ~ WEBS 7-21=-65/0, 9-20=-65/0, 6-22=-64/0, 5-23=-103/0, 4-24=-25/3, 3-25=-222/0, 10-19=-04/0, 11-18=-103/0, 12-17=-25/3, 13-16=-222/0 ~ NOTES (8-9) O W 1) Unbalanced roof live loads have been considered for this design. rJ 2) This truss has been designed fora 10.0 psf bottom chord live Toad nonconcurcent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for uali as r i ti '~ 19969 ~ ~ q ty su ance nspec on. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. S ~~ Sl ~A~ Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 24 and 3 Ib _ uplift at joint 17. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and EXPIRES 08/20/06 referenced standard ANSI/TPI 1. 8) All dimensions given infeet-inches-sixteenths (FFIISS) format. 9) Designed for s5 mph exposure B wind against face of studs. ff stud bracing is indicated above, see standard "L" bracing SEP 1 0 200 detail for suggested bracing method. LOAD CASE(S) Standard A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use ony with Mffek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and looded - vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing To insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall shucture GS the responsibility of the building designer. For general guidance regording fabrication, qualtty control, storage, delivery, erection and *~.~. bracing, consult QST-88 Quoliiy Standard, DS&89 Bracing Specification, and HI&91 Handling Installing and Bracing Recommendation available from Taus Plate Institute, t$@TRUSSCO. 583 D'Onofrio Drive, Madison, W153719. & BUILDING SUPPLY IIJC. 1-6-0 Scale = 1:36.0 2x4 MII20 II 2x4 MII20 II 2x4 MII20 I I 2x4 MII20 I I 2x4 M1120 I I 2x4 M{I20 II 2x4 M1120 II 2x4 MII20 II 2x4 MII2011 2x4 MII20 I I Job ' Truss Truss Type Qty ..- SoundbuiR Homes / RMW 66499 Jt GIRDER 1 2 Job Reference o tional The Truss [:o, Sumner Wa 1 Eugene Ur 5-2-1 4-0-7 ti.UW s May 'ly ZUU4 MI I ek mdUStneS, Inc. hn Sep 1U '14:19:58 2004 Page 1 13-2-15 4-0-7 5x6 M1120= 0 5-2-1 I~ 0 5-2-1 9-2-8 , 13-2-15 1&5-0 r 5-2-1 4-0-7 4-0-7 i 5-2-1 Plate Offsets (X,17: [1:0.5-5,0-2-0], [2:0.1-4,0-1-12], [3:0-3-0,0.2-01. (4:0.1-4,0-1-12], [5:0-5-5,0-2-0], [6:0-3-4,0-1-81, [7:0-4-0,0-4-4], [8:0.3-4,0.1-8] LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.24 6-7 >888 360 MII20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.46 6-7 >467 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.09 5 Na Na BCDL 7.0 Code IRC2003/TP12002 (Matrix) Weight: 155 Ib LUMBER BRACING TOP CHORD 2 X 4 HF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied BOT CHORD 2 X 6 DF 2400E 2.0E BOT CHORD Rigid ceiling di rectly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except` 3-72X4HFNo.2 REACTIONS (Ib/size) 1=5576/0-5-8, 5=5576/0-5-8 Max Horz 1=36(load case 5) Max Upliftl=-9(load case 6), 5=-56(load case 6) FORCES (Ib) -Maximum CompressioNMaximum Tension TOP CHORD 1-2=12739/50, 2-3=-9126/82, 3-4=-9126/76, 4-5=-1 2 7 3 9/1 21 BOT CHORD 1-8=0/12032, 7-8=0/12032, 6-7=-84/12032, 5-6=-84!12032 WEBS 2-8=0/2339, 2-7=-3709/0, 3-7=-1/5399, 4-7=-3709/91, 4-0=0/2339 NOTES (9-10) WA 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 row at 0.9-0 oc. ~' Bottom chords connected as follows: 2 X 6 - 2 rows at 0.7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0.9-0 oc. p 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 © 1 / ~ . vhf 19969 4) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; c til l ft d i ht d d rti l l ft d ri ht L DOL=1 l t i d b 33 DOL=1 33 , ~'G'l9 ~ s an ever e an r g expose ;en ve ca e an g um er . p expose ; p a e gr . . 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ~ t ~ L l~~ 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.- .A 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1 and 561b uplift at joint 5. ES 08/20/06 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and EXPIR - referenced standard ANSI/TPI 1. 9) All dimensions given infeet-inches-sixteenths (FFIISS) format. " ~E!" ~ O goo,y !" 10) Trusses intersecting along bottom chord at 24 o.c. to be connected with USP THD26/2ply/2x6(ref.HUS26) (DF 1.15Dn b `R 1.33Up) or equivalent. This connection supports a maximum download of 2795 Ib and a maximum uplift of 1520 ab. Follow ~~.,[;~P jfr,~jp[]ft]igr-~recommendations for hanger connection. WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MRek connectors. This design k based only upon parameters shown, and is for on individual building component to be irsstalled and loaded - verflcally. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of The overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and yy~er~*~~CO Lil V 7 7 bracing, consult QST-88 QualNy STandard, DS&89 Bracing Speciflcation, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, . r ~ 583 D'Onofrio Drive, Madison, WI 53719. & BUII.DING SUPPLY INC. Scale = 1:31.3 4x12 MII20~ 3x5 MII2011 Bx8 MII20= 3x5 MI12011 4x12 MII20~ Job ~ Truss Truss Type Qty Soundbuilt Homes / RMW 66499 J1 GIRDER 1 2 Job Reference o tional r ne r runs w, aumner vva r cugene yr ti.000 S May 1`J 'LUU4 MlleK IndUSineS, Inc. Fri Sep 10 14:19:58 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-555(F=-541) A WARNING -VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for on kxlividual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. AddRionai 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, consutl QST-88 9uality Standard, DS&89 Bracing SpecHicafion, and HIB-9t Handling Installing and Bracing Recommendation available from Truss Plate insTffute, 583 D'Onofrlo Drive, Madison, WI 53719. theTRUSSco. & BUII.DING S[iPPLY INC.