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20050674 Permit Pkg 091406
W Q a ~ U na,. O ~ ~ ~ W Z Q m F- I ~ (,~ J J ~ a LL F' O H ~ U NWN I.I. Q fn N Q rn c_ .~ m N ~ Z Q a~ `m C C 3 3 00 a~ z c c~ a N 7 Z N rn c .~ m C 'a O N ~_. U ~ Q O N U c _ ~ ~ ~ ~U N Q cis ai c~ 0 (0 ~U O rn c_ .~ m L Q ~ Q U_ ~ U ~ ~ ~ U °°o UN m ~.~~ ~O~ a~ ~~ ._ ~-~ cm ~ O Y ~ ++ C ~ a`~~U ~ o~ ° ~' rn ~~ ~ o t ~ti 3~ c °°ca U ~ ~ C +~ N •Q ~ of ~~ v° Q °? C ° '~ ~ U ~cuo ~- U~U 7 N fn ~-- L ~ ~ r ~:..... E _ 3k "4 Y A..,z ~':;; :.# y~~4rts f ~~~ ~.... ,`°~ ~ s ~.:.~: ~,,.~,, ~. ..;~.# A ~~ ~~~ , l~~~~ ,, _. ~:~ !'- _~ r 4~ ~' ~ ~ ~. i F~ City of Yelm Permit Ivo: BLD-05-0674-YL Community Development Department Issue Date: 09/14/2006 Building Division (Work must be started within 180 days) Phone: (360) 458-8407 Receipt No: 43717 Fax: (360) 458-3144 Applicant; Name: Parr Homes Phone: 253-535-6504 Address: 10749 S. A St. #A City: Tacoma State: WA Zip 98444 Property information: Site Address: 15232 100th Ave. SE Assessor Parcel No. 51110000200 Subdivision: Golf Course View Estates Lot: 2 Contractor knformation: Name: PAR Homes Contact: Thompson, Craig Phone: 253-535-6504 Address: 10749 South A St. City: Tacoma State: WA Zip: 98444 Contractor License No: PARHOI*972PT Expires: 03107/0786 Business License Project Information: Project: Golf Course View Estates Description of Work: Plan M2875 A2F-0 ,Lot 2 Sq. Ft. per floor: (1st) 1320 (2nd) 1555 (3rd) 0 Garage 415 Basement 0 Heat Type (Electric, Gas, Other): GAS Fees: Item --------------------------- Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k ----------- 1,902.91 ----------- 993.75 ----------- 909.16 ----------- 5.6000 ----------- 162.3500 ------------- $1,000 Building Plan Review 1,236.89 0.00 0.00 0.0000 0.0000 Mechanical Permit 91.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 132.00 20.00 112.00 7.0000 16.0000 Fixture Sewer ERU 5,569.00 0.00 89,104.00 5,569.0000 1.0000 ERU Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000 Water Deposit 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000 Fire District Impact Fee 710.64 0.00 710.64 0.2160 3,290.0000 square foot State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $12,439.69 Applicants Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements an restrictions of record. If applying as a contractor, I futher certify that I am currently registered in State of Washington. Date ~ Sets of Prints: Date- ~ ~/~ p By: ~~~f T~~ CITY OF . YELM P.O. Box 479 Yelm, WA~98597 360-458-8403 RECEIPT No. 4 3716 RE~'~I*V*TWELVE THOUSAND ONE HUNDRED EIGHTY EIGHT DOLLARS & 62 CENTS RECEIVED FROM DATE REC. NO. AMOUNT PAR HOMES 09/14/06 43716 12.188.62 CHECK 10749 S A ST #A TACOMA, WA 98444 BUDGETARY 253-535-6504 SITE 15238 100TH AVE SE BLDPER 1990.55,PLNREV840.98,MECH78.25,PLMB132,SEWERU5569,SEWINS145 WATERU1500,WATMET300,CONSDEP90,TRAF757.50,FIRE780.84,STATEB4.50 ~~.~~ T~ CITY OF YELM P.O. Box 479 Yelm, WA 98597 360-458-8403 REF. NO. 8325 RECEIPT No. 4 3 717 RECEIVED ****TWELVE THOUSAND FOUR HUNDRED THIRTY NINE DOLLARS & 69 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. PAR HONES 09/14/06 43717 12;.439.69 CHECK 8235. _..... 10749 S A ST #A ~`"~ TACOMA. WA 98444 BUDGETARY 253-535-6504 SITE 15232 100TH AVE SE BLDPER1902.91.PLNREV1236.89,MECH91.25,PLM132,SEWERU5569,SEWINS145,WATERUI5@0 WATMET300,CONS DEP90,TRAF757.50,FIRE710.64, STATE B4.50 City of Yelm p~~~ Community Development Department~F~. a ~ ,;1i~t- Building Division Phone: (380) 458-8407 ~~-r( pF YELNi Fax: (360) 458-3144 Permit Fees Schedule Permit No: BLD-05-0674-YL Applicant: Name: Parr Homes Phone: 253-535-6504 Address: 10749 S. A St. #A City: Tacoma State: WA Zip 98444 Project Information: Project: Golf Course View Estates Description of Work: Plan M2875 A2F-0 ,Lot 2 Site Address: 15232 100th Ave. SE Assessor Parcel No. Fees: Item Acct Code Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k 032 001-322-10-00 1,902.91 993.75 909.16 5.6000 162.3500 $1,000 Building Plan Review 100 001-345-83-00 1,236.89 0.00 0.00 0.0000 0.0000 Mechanical Permit 032 001-322-10-00 91.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 032 001-322-10-00 132.00 20.00 112.00 7.0000 16.0000 Fixture Sewer ERU 802 412-343-50-01 5,569.00 0.00 89,104.00 5,569.0000 1.0000 ERU Sewer Inspection 805 412-343-80-00 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 715401-343-80-02 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 712 401-343-80-01 300.00 300.00 0.00 0.0000 0.0000 Water Deposit 740 402-389-00-00 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 420 120-345-85-00 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 742 402-389-01-00 50.00 50.00 0.00 0.0000 0.0000 Fire District Impact Fee 105 001-345-85-00 710.64 0.00 710.64 0.2160 3, 290.0000 square foot State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $12,439.69 YELM COMt1NITY SCHOOLS ' PO BAX 476 " _YELM MA 98597 Clerk: Croy Terminal: 1 Receipt: 26580 Manual Receipt: NPAR HOMES N253-535-6504 PAOR~9HSMEA~STREET, UNIT A TACOMA, WA 98444 9/14/2006 8:34 AM ' Qty Item Price 1 CPF2900 8560.00 MITIGATION 05-025 - GOLF COURSE VIEW ESTATES - LOT 1, 2,3 Subtotal: 8560.00 Tax: 0.00 Total: 8560.00 Check 8560.00 8324 AND LOT 4 Change Due: 0.00 THANK YOU I~/. ~ ~ ~~. o ~~ S® -~-~ ~ , , ~r~ © ~p kf , ~ . _; s ~~ ~ ~~~ Sa _ ___ _.__ ~~- IG r Pp~~N- y; ~ ,~ o, '~1 ~ ~ U i ~ ~~~~ i L ~--5~ w~.G y~ SO t~ L~~ ~ G-o (~~o~.c~s~ v ~~~ ~~ s -~~.,~ ~ 5 ~ ~ --~ -__ _ , CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address: /P`) <~ ~ /~ fl ~ .-i ~ Parcel # ~! ~~ / G n~f~ ~ ~'"V Subdivision: A ~ ~ C_ ©r~~~ST U ~ C UJ Lot #: ~ Zoning; R L~ S J U L 3 .- 20 ~6 ~. New Construction ^ Re-Model / Re-Roof /Addition ^ Horr~ Occupation Sign ^ Plumbing ^ Mechanical ^ Mobile /Manufactured Home Placement ^ Other Project Description/Scope of Work: ~- t~J '~ Project Value: ~ ~ ~, ~ Building Area (sq. ft) 1°~ Floor '~ 2nd Fbor~~Garage .~ Deck Basement Carport Patio # Bedrooms # Bathroom~~ Heati~OTHER or ELECTRIC (Circle One) Are there any environmentally sensitive areas kx;ated on the parcel? ~~ If yes, a completed environmental checklist must accompany permit application. rivi ~- vt, ~ ADDRESS EMAIL CITY ^ Qµ1 ~- STATE~ZIP TELEPHONE ~ ~ _ -' S- ~_ -~ ~ y LICENSE # ADDRESS EMAIL CfTY ~ ~ G STATE ~ ~ ZIP TELEPHONE - ..S O~ --- --- - 1 CITY STATE ZIP FAX CONTRACTORS LICENSE # EXP DATE CITY LICENSE # TELEPHONE ~Q ADD SS t . EMAIL CITY STATE a ~ ZIP FAX CONTRAC OR'S LICENSE # ~ ~ i ~0 4 ri'EXP DATE ITY LICENSE # - G O d~ ~ TELEPHONE ~3~3"37-JD S"~"" ADDRESS 6 EMAIL CITY~i~.[~ Q~ ~ STATE ,~a• IP y FAX CONTRACTOR'S LICENSE # L'ka ~ EXP DATE CITY LICENSE # ~' Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby oertity that the above information b correct and that the cor~truction on, and the occupanry and the use of the above desuibed property will be M accordance with the laws. rubs and regulations of the state of Washington and the City of Yelm. A~P~P~ Signature Owner ontractor /Owner's Agent /Contractor's Agent (Please circle one.) All permits are non transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Avtnrte Weal (360) 458-8835 PO Box 479 (360) 458-5144 FAY Yelrn, WA 98597 mmw.ctyelm.roa.ua ~IT~_']~~~~T~~ July 29, 2008 To: The City of Yelm From: City Bank R.E: Plat of Longmire Dear Ladies and Gentlemen, Please be advised that CityBank, acquired title via Deed in Lieu of Foreclosure from Par homes for lots 1,2,3,4,5,6,7,8,9, and 10 in the Plat of Longmire Estates. A copy of the Deed in Lieu, warranty deed in attached for your information. As the owner of the homes, we have contracted with our customer High County Homes to complete the four unfinished houses in this plat. Please call if you need any additional information S' cerel , is Behan ~ Executive Vice President Administrative Offices - {425) 745-5933 14807 Highway 99 • Lynnwood, Washington 98087-2314 • P.O. Box 97007, Lynnwood, Washington 98046-9707 06/'0/2003 11:07 425776;"3 HUTCHI50N FOS~'~''~ PAGE 02/06 When Recorded Mail To: R. Scott Hutchison Hutchison & Foster P.O. Box 69 Lynnwood, Wa. 98046 2a.~~~l °a~ ~o~~~s i tiurston Coanty ircASUra f lino] Es• • 1;xcisoTax~aid y~~..~r Ry^ b eputy STATUT4R't( WARRANTY DEED (tn LEeu of Fnreclosurey Grantor: Par Horrtes, inc. Grantee: City Bank, a Washington chartered bank Legal Description: . LOTS 1-10 PLAT OF GOLF COURSE VIEW ESTATES, REC. NO.3857943 Assessor's Tax Parcel ID#: 5111004010Q; 5111000020Q; 51110000304; 51114000400; 51490000500; 51110004600; 5111ao44740; 5'1110000800; 51114000900; 51110001000; Related Document; Construction Deed of Trust Recording No. 3864681 THE GRANTO}=t, Par Homes, Inc., a Washington Corporation, ("Grantor"}, for the consideration stated below, conveys and warrants to CITYBANK, a Washington Chartered bank, as Grantee, the following described real estate situated in the County of Thurston, State of Washington; LOTS 1 TI-IRQUGH 10, INGLUSNE, OF PLAT OF GOLF COURSE VIEW ESTATES, ACCORDING TO PLAT RECORDED AUGUST 17, 2006 UNDER RECORDING NO.3857943, 1N'PhIURSTON COUNTY, WASHINGTON. SITUATE lN.THE COUNTY OF THURSTON, STATE Oi= WASHINGTON. commonly known as; Lot 1 - 15238 100"' Avenue SE, Yeim, Wa. 98597 % 13x2 73 ~ ~.:3" Lot 2 - 162321Q0~' Avenue SE, Yelm, Wa. 98597 FIAST kM>=RICAN TITLF Lot 3 - 15226 100"' Avenue SE, Yelm, Wa. 98597 INSURANCE; CohtpANY Lot 4 -15220 100' Avenue SE, Yelm, Wa. 98597 Lot 5 -15214 140`" Avenue SE, Ye1m, Wa. 98597 Lot 6 - 'I5208100`" Avenue SE, Ye1m, Wa. 98597 Lot 7 -152x2 104`" Avenue~SE, Yelm, Wa. 9859? Lot 8 -1b221 100`" Avenue SE, Yelm, Wa. 98597 '_ot 9 - 95227 100`'' Avenue SE, Yelm, Wa. 98597 - Z - 40~SS40 Page 1 of 2 06J20l2BO8 X8;18 PM Oaed F 3 ~Tt Rlt~S~t S CANy7 t~E t n9t on 111#lll['~[[[11tlll~ll~llllfii~lll#~I~llilllll~Illi1111111II1[il~lllil~[I(11 06/30/200$ 11:07 4257762' ~ HU7CHISON FQST~'' PAGE 03106 ~- r ., Lot 10 -15233 100'" Avenue SE, Yelm, Wa. 98697 This instrument is an absolute conveyance of title, in effect and in form. It Is not intended as a mortgage or a conveyances in trust and it is not given as security far any obligation wYtatsaever. ~ This Instrument is executed and, delivered in consideration of Grantee waiving its right to a deficiency judgment against the Grantor and Guarantors, in connection with the indebtedness to Grantee evidenced by that certain Promissory Note secured by the Deed of Trust executed by Grantor on the 8~' day of September, 2006, in favor of Grantee, as benefciary, recorded on September 12, 2006, in the records of Thurs#on County, Washington, under recording number 3864681. 1t is the intention of the parties thatthe Interest conveyed by this Deed not merge with the Grantee's above-described property deed oftrust until such time as Grantee duly causes such deed of trust to be released ar r~conveyed. Furkhermore, Grantor and Grantee intend that the debt secured ay this property not be extinguished by delivery of this Statutory Warranty Deed (Itt Lieu of Foreclosure} until the above described deed of trust is released orreconveyed. ,~ DATED this ~f day of June, 2CIQ8. GRANTOR; Par Homes, Inc. t3y: C - raig T. Thompson, ifs President STATE= OF 1NASHINGTON j ss. COUNTY OF PIERCE j On this ,~,+;~f' day of June, 20138, before ma, the undersigned, a Notary Public in and forthe State of Washington, duly commissioned and sworn, personally appeared CraicJ T. Thompson to me known to be the Presldenfi of Par Homes, Inc. the corporation That ©xecuted the foregoing instrument, and acknowledged the said instrument to bethe free and voluntary act and deed of the said corporatton, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execute the sold instrument. ~1tItE/II tt~,itt'i s~.°~ and official seal hereto atfxed the day and year first above written. ~tOTARy~:~ z NOTA Y PUt3LlC in and for the State of ,, u$L ~ ~; ~ Washington, residing at -~,:U~~~t~',c„ N ~ ~~,~~ ~,~,~~~.,~ ,.* My commission expEreS: ;a ~~~ ~~ h~,~nN,. ,~` - 2 - 4016640 Page 2 of 2 0612©f2d0B bd:13 019 Coed Thurston County 47aehinaton fIR57 AM'cRICAN TITLE 1 ~JINII IR 111 I1~ lill'a 61lIsl~il Illy! Ill! II111111I1111111111 ~(tl~ 111111611!1 ~^ I.M It i^ ~~ 06/30/2008 11:07 4257762" '~ R. SCOTT F-IU T\: Iy I!,: f.~N WILLIAM 9, FA!;YE>a.' ~._ .f !•DMI~TC~ 'r0 F^.AC.TIf,.F •N onceev HUTCHISON FOSl'r~ PAGE 01/06 HU`1'CX•IISON 1x FOSTER ATTORNt3 Y9 AT LAW d300 1!.19TM c,T l^F rT „•N n0_^-.T Gt^f fc: (' ft C7X R4 LYNNWdtlb, \N O„YI-II NC=YgN aggilr-q pyg FAX COVER LETTER June 26, 2008 TO: Chris Sheehan GityBank P.O. Box 97007 Lynnwood, Wa. 98046-9707 Facsimile: (425) 7436111 'fcLEPkGN~ {~: ~, 77U. tit ~'Y r n y, ia251 7`I r. .T taO R. Scott Hutchison HUTCHiSON & FOSTER P.O. Box 69 4300 198th St. S.W. Lynnwood, Washington 98046-0069 Number of Pages: fve (including this cover sheet) Re: Par Homes, Inc. Foreclosures Dear Chris: Please find attached hereto a copy of the Statutory Warranty Deeds in Lieu of Foreclosure for the two Par Homes Foreclosures which were recorded on June 20, 2008. Bill Taglio at First American Title advised me today that the titles were clear on both developments and that he had sent the file down for issuance of an owners policy. I have also advised the trustee Mark Christianson that we were discontinuing the trustee's sales. If you do not receive all the pages identified herein, or if you have any other questions ar comments, please do not hesitate to contact the undersigned. Very truly yours, HUTCHISON & FOSTER R. SCOtt HUtGhISOn CITY OF YELM INSPECTION LOG PROJECT Lot 2 Golf Course View Estates PERMIT NUMBER OS-0674 ADDRESS 15232 100th Ave. SE SET BACKS Date: Corrections UNDER FLOOR DRY WELL FOOTING REBAR _ Footing Wall Required vents Corrections ~_ _^I Corrections 11-8-06 Corrections )ate: WALL REBAR ^Date: 12" ®16" Other 6" ® 8" Other_ COMBINED FRAME/ EXTERIOR SHEAR WALL INSPECTION Hold downs ~ 12-07-06 Shear Nailing ®_ 12-07-06 Frame ® 2-07-07 Gas/Propane ®_ 11-17-07 Plumbing ~ 11-17-07 Mechanical ®_ loose duct Corrections: INSULATION Gas ^Electric ^Other ®Foam and Seal ^Vapor barrier ^PVA Corrections: 2-14-07 SHEET ROCK/SHEAR WALL NAIL Corrections: 2-26-07 FINAL ®Sewer Final ®Electrical ^ Civil Final ^Landscape Final ®C of O ®Address ®Insulation ^ Site Drainage ^ Sidewalk Corrrections: 9-25-08 ~w~~ THE ~°~ ---.., ~+ a ~ YE LM WASNINOTON City o f Yelm Community Development Department 105 Yelm Avenue West -P.O. Box 479 Yelm, WA 98597 (360) 458-8407 - (360) 458-3144 FAX CITY OF YELM BUILDING DEPARTMENT CORRECTION NOTICE I have this day inspected this structure and these premises and have found the following violations of the City of Yelm and/or State laws governing same: j y ~~/'~ /%~P PERMIT NO. L-G 7 ~- ~'rv U~~~>e ~~~, r~~,~~:~ .~,.. ~,, lJ ~cp ~L, 1~ ~~er~- ~Ir ~ `3 GU You are hereby notified that no more work shall be covered upon these premises until the above violations are corrected. When corrections have been made, call for re-inspection at (360) 458-8407. "~ DO NOT REMOVE THIS TAG DATE ~- ~ spector ~p~ THEp~ a i YE LM was ~aTO~ City of Yelm Community Development Department 105 Yelm Avenue West -P.O. Box 479 Yelm, WA 98597 (360) 458-8407 - (360) 458-3144 FAX CITY OF YELM BUILDING DEPARTMENT CORRECTION NOTICE I have this day inspected this structure and these premises and have found the following PERMIT NO. `~ violations of the City of Yelm and/or State laws governing same: ~-~- G~.,-mss Y ~ ~~a~ ?' ~' l7 r/c~J'~+ ~ ~ ~~ ~/a,f~ z,1, ~ ~~G~~ -~-''- ,, ~r~~ ~/~ lT ~,~ ,(/a PfrM,~f ~n S,'~~ You are hereby notified that no more work shall be covered upon these premises u til the above violations are corrected. When corrections have been made, call for re-inspection (360) 458-8407. `"^ DO NOT REMOVE THIS TAG DATE ~~~ cto ~~~ THEp~ ~-- ~+ a e YE LM WASMINOTON City o f Yelm Community Development Department 105 Yelm Avenue West -P.O. Box 479 Yelm, WA 98597 (360) 458-8407 - (360) 458-3144 FAX CITY OF YELM BUILDING DEPARTMENT CORRECTION NOTICE )/~2/n, p/~~ I have this day inspected this structure and these premises and have found the following violations of the City of Yelm and/or State laws governing same: ~~ ~ '/~ .~_ 6.~ ~~~~~~ u /~ E' Nd.y~~~ z s~~ ~U~ ~- ~~,~~r~~~Q~ You are hereby notified that no more work shall be covered upon these premises until the above violations are corrected. When corrections have been made, call for re-inspection (360) 458-8407. "`~" DO NOT REMOVE THIS TAG DATE 2- 7 specto ~/r~.~ ~~ PERMIT NO. 2 IJvc:~' v~~~c~ pt~" ~~s ~~~ ~~"'~ '~`t .~ S'~.~-L- c~-lls /fir ~ ~ ~- sue. r,~w ,'~h ~~~a.-~/ ~~ ~-e -~ ~w~T THE N~ ~--- ~,, City of Yelm a ~' Community Development Department 105 Yelm Avenue West -P.O. Box 479 YELM Yelm, WA 98597 """3H1Nt~°" (360) 458-8407 - (360) 458-3144 FAX CITY OF YELM BUILDING DEPARTMENT CORRECTION NOTICE I have this day inspected this structure and these premises and have found the following violations of the City of Yelm and/or State laws governing same: s ,~ , 1~ ~-~ PERMIT NO. a,,S_-- C~~ ~l~t .S' ~S'~,,e Q.~-~~t ~Z o You are hereby notified that no more work shall be covered upon these premises until the above violations are corrected. When corrections have been made, call for re-inspection at (360) 458-8407. `~ DO NOT REMOVE THIS TAG DATE ~2 ns ector F'~'_i~1 :'''=_~_~ i :NEWER DEPT. ~~~ xse ~~ ~4 M ~~ M~Mprn~+ FRX N0. :360-458-8166 Sep. ~6 2808 11:1~3AM P1 FAX TRANSMISSION CI~rY o~ YELM P.O. BQX 479 ~- 931 NP ROAD N~ Y~LM, WA 9$597 3G0-458-8411 1^'AX 360=458-5166 'X't~; G- (~~ ~c t-I Z=~ FA~Ci#: l~r~cn: ~~ Q`T' DATE: ~', ~' ~ ` ° ~ I'AGBS: ~ , in.cludi>r~~ this Cover sheet Subjcct~ t-~©~..~~~ '~- ~ ~/~ ~ G-aL~ e ~ ~~ SC u ~ ~~ ~ ~~'~. ~... __, ~C . COiv1ME7~TS: z--o ~ ~~ i ~~ 3~ 1 ~a~ ~-~ ~~,~ ,~ ~ , -~ ~ ,~, * * a ~' you d~ not receive all copies or any copy is not legible, please cz~ll {36U) 45ti-841 ~ ~s Soc)it as possible. MITCHELL ENGINEERING INC . c~~~~ ~ ~~ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ~ r~~i. T.s~~ ~A5 d~i~l~ ~ 35Mtr~.T~AL ~a- 2~~ W~to ~2 ~TGI~ - ' 14~I-Ti,o tl... = l~•~F f~F i , .. _+b ~_,~ ~ _ _ _ - _ ~ - --_ _~ _. . __ .. ~.T :A _. ~. ~, _. _ _ ~ F ~-~s~ii ~'S'~ - ,~ r _: ~~ ~ .~ .i ~ , ~ .J ~ ~.~rk. t .x, ~ ,,'G'",- 9t, E. i ;~,!' ~-~ rr fJn /Tryrfe-. ~! 1 ~r •~l /~ /• ~'^^~ J ~+(,~•i T~'iv t ~ ri ?~ ~ -()F 'lJ ~.~`_ # / y-.,~•~,f1~`~ r y J „r J ~+ / . _- / ~f~r., .. ~~!`~jL~ ~i;:~r~.~ > Arr'r, z, 'rust-.~? LL\~'+~((~.'+` y~ii,.y, ~IiLM L..~CrN77 f.+'i.~~ `/ice ~~ `~-J ltr~-re+ ?;,SZ' t'r'y: b'tir2! i i`t_r+~ ~ ~ EXPIRES: G7 '~v- `: Nt r A OF PREPARED BY PROJECT SHEET NO. DATE ~ 2 ~ ~'~ SUBJECT ~ 'Z ~ ~ ~ ~ , 6 ~ ~ JOB NO. ~ ~ -~ ~ ~ I ~f- -i. ~~ I~ ~. ~~ ~, I' I~~IL ~Tw" ~15T` . I~I.nw Gva~c. ~ai~ (~ ~! ~J~v,4 I; .,¢. P.a,-lr~-~l ~~-~r.~ i~~ I~ ~;~ 1 ~~ T ~ ~~ o ~ ' ~~ 3 ~~ ~~ --~~ t~TAic. ~ C2 ~~5 ~T{~e ~4 ~T ~~ 2 ~~+- ~~J ~ ~~- C~~ ~ " ~2 ~,GG ,~i~i~~~~ 1~z~it~ls- l )Tl',9z blow,.! s~~~s 2 G ~4I C~- i~~ ~~~ ............... --~ ~}- ~~ ~~ >r,~ '"r' -r I ~ -~- ~ - --- ~ ~-3 ~ tl5 ~~-w. ,~~,,~1~~~- ~'~. =4 -~- 4~. ~- -G .~77~,~f~ ,~~/ ~~ l=J i~ '4 [I -3 v~ 44 ~~ ~. i ~~ ~, /~f L1 ~ i~ J R~ ;~ooe= ~,~ ~~F ~ ~1iy ~ ~ ~~/ ~~_~0 7 I ~ ,c i s~Z _ -Le.~ his Wd/~s ~Tw. ~-~~' f~ I, ~i-L ~4 MITCHELL ENG ___ +TEERING INC . ~Trr.~ ~~ ~~ ~~~ ;~~i ~~-A W i,' I~Ast~ wi;-~~. 2~ Tr~-9~TAs~u~ ~~ ~, ~ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ~~~ ~~~ . 5~ ~ ~~ lPaI~T,4r~ ~~T~- ~.~~ = ~~°) j~ !~-~i~. Gil'o+~~° 1. I .~ 1 i _. ~5~ir~ GAT~~o~~ - D ~- ~ta~G !J-= - -- ~~. ~~~~~~s i~ ~ ~ ~~ ~- ~~i -~- ~S -r ~'~~ -~' ~~~ ~ _ ~ ~ ~l~S' 1 "~ ~~• PREPARED BY DATE ~ ~~ ~w ~ Z ~_ ~ -~~ Co.o =~: ~co~o tlZ~ 75 NO. ~`! OF PROJECT SHEET SUBJECT. JOB NO. MITCHELL ENGINEERING INC . ~~~~ ~~ ~~~~ - ~~a~-~ ~~ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 iL ~ tL ~.co 7 ~ 2 ~~ ~~~1 ~~ PREPARED BY PROJECT ~ SHEET NO. OF DATE ~ Z~ ~"'`~ SUBJECT JOB NO. ~~~ MITCHELL ENGINEERING INC . Q r~~~ ~~ a ~`~~~_ ~/ 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 ~- ~~ ~~ ~~ t ~~ = zt~.~ r~ ~~14 ~a_ ~5~ ~ J~ °7 PREPARED BY ~Q PROJECT SHEET NO. O~Fgp DATE ~ - T ~ ~ SUBJECT JOB NO. S~~~fi~ Y~I~LL SG~~~UL~ NI41 L SPACING SF~AR WALL NAIL TOP/@OTTOM BL-OGKIN6 Fitt-FIR *1 DE5IGNATtON SIZE EDGES STUD5 PLr4~ REQUIRED o/F7 62-4 bd 4" 4" 4" 250 PI-6 8d b" 12" 6" YES 210 PI-4 8d 4" 12" 4" YE5 310 PI-3 8d 3" 12" 3" YE5 400 P2-3 8d 3" 12" 3" YES 800 SFtE/tR'WAL:C • NO'T'ES= . I. 62- 6Yt''F~UM WALLBOARD TWO SIDES. PI- ?/ib APA. RATED PLYWOOD OR ORIENTATID STRAND BOARD (OSBa ON ONE SIDE OF WALL. PZ- '7/Ib APA. RATED PLYWOOD OR ORIENTATED STRAND BOARD (OSBJ ON EACH SIDE OF WALL. . 2. FOR PI-3 s P2-3 SHEAR WALLS USE 3x STUDS AT ADJOINING PANEL EDGES. 3. NAILS SHALL BE 8d COMMON (0.131' DIAMETER) 4. WH)~ZE PLYWOOD IS 2 SIDES OF WALL, JOINTS SHALL FALL ON SEPERATE STUDS EACH SIDE. 5. ALL PANEL EDGES BLOCKED WITH 2-INCH NOMINAL FRAMING FOR PI-b # PI-4 SHEAR YVA1.1.5, PI-3 AND P2 3 SHEAR WALLS REQUIRE 3x FRAMING MB~RS AT PANEL ED6F5. INSTALL PAt~LS EITHER HORIZONTALLY OR 1/t3tTiGALLY FOR PLYWOOD OR A.PA. RATED 5i-~~1THING, 6YP~.~t1M SF~AR WALLS SHALL- ~ INSTALLED WITH THE SHEETS RUNNING HORIZONTALLY. SPACE NAILS o 12 INCHES ON .. CENTER 11 INTER~DIATE aUPPORTS. _ . _- ..._.._..._ _..:.... b. 5/8' DIAMETER ANCHOR BOLTS 5HALL BE 10 INGHE5 LONG 5PAGED A MAXIMUM OF 24 ING1~5 ON CENTER 3/4' DIAMETER ANCHOR BOLTS 5HALL BE 12 INCHES LONG 5PAGED A MAXIMUM OF 24 INCHES ON CENTER. PLATE WA5HER5 ON ANCHOR BOLTS SHALT- ~ 2x?ac3/Ib" U.N.O. WASHERS TO BE GALVANIZED OR STAINLE55 STEEL. ~. REFS TO PLAN5 AND SECTIONS FOR ANCHOR BOLT SIZES, SPACING, PLATES NAILING ETC. 8. AT PI-3 3 P2-3 SHEAR WALLS AT ADJOINING PANEL EDGES AND MUD-51LL5 NAILING SHALL BE STAGGERED PER FOOTNOTE (I) OF IBC TABLE 2306.4.1 a. YW~RE PLYWOOD 15 INSTALLED ON 80TH SIDES OF WALL PLYWOOD JOINTS SHALL FALL ON SEPERATE STUDS EACH SIDE ~e STRUGTUrZAL NOTES GODS DESIGN IS IN AGGORDANGE WITi-f THE X003 INTERNATIONAL BUILDI N6 GODE (I B.G J/ INTERNATIONAL RESIDENTIAL GORE (I.RGJ AS AMENDED BY THE LOGAL 13UILDIN6 DEPARTN~NT L I ~E LOADS LATt'RAL WIND -------EXPO=.~zE B; 85 MP~+ SEISMI -------PER DIESIGN GATAGORY D (I.B.GJ PER DESIGN GATAGORY D2 (I.RGJ I`outvDATloi~ls EXTEND FOOTINGS TO FIRM UNDI5TIJRBED SOIL, ASSUMED BEARING GAPAGITY OF I= • PSF. ALL EXTERIOR F00T7N65 SHALL EXTEND A MINIMUM OF I'-b" BELOW ADJACENT EXTERIOR FINISHED GRADE. CAST-IN-PLAG~ GONGR~TE F'~ = 31000 PSI 0 ?.8 DAYS. MINIMUM 5-I/1 5AGK5 OF GB~NT P13t GUBIG YARD OF CONCRETE AND A MAXIMUM OF b-J/4 GALLONS OF WATT PER 94o SACK OF GHENT. NO SPECIAL IN5PEGTION REQUIRED. TOTAL AIR ENTRAINMENT SF+ALL. NOT SE LE55 THAN 5 PERCENT OR MORE T+~fAN "1 PERCENT. MAXIMUM SIZED AGGREGATES IS I-I/2 INCHES. MAXIMUM SLUMP 15 4 INCHES. ALL. REINFORGIN6 STlS=I. DOWELS, ANCHOR BOLTS AND OT~R INSERTS SHALL 13E 5i=G1JRED IN POSITION PRIOR TO POURING CONCRETE. ANGFtOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETJE~i WITH ?INCH MINIMUM f=N18EDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FlE:T ON GENTHZ UNLE56 NOTED OTHERWISE ON Tt~ PLANS. MINIMUM 2 BOLTS PER 51LL PLATE PIECE. ONE BOLT TO J~ PLACED WITHIN b INCHES OF EACH END OF THE SILL PLATE. STRUCTURAL TIMS£~~ ALL 6RADE5 SHALL C TO WWPA 6RAUIN6 RULES FOR WESTERN LUt~R, LATEST EDITION. PROVIDE GUT WASHERS UNDER ALL NUT5 AND BOLTS BEARING AGAIN5T WDOD. ALL WOOD IN CONTACT MUTH GONC.RETE SHALL J9E PIQE56URE TREATID PER PRE5i3tYATNE TREATMBrT NOTE. FA5 i~RS iN5TALLED IN PRE~~ER1/AT1VE TREAT'S WOOD SHALL !5F HOT-DIPPED GALVANIZED PER f.RG•. SEGTIOhI R91q.3. NAILING SHALL GOt~ORM WITH IRG. TABLE R6023(I) i R80~:10 OR I.S.G. TABLE X304.9.1 ALL 5TRUGTURAi_ L.UN~ SHALL IJE AS NOTED BELOW: ?JC STUD5 HE~i-FIR ~1 Fb =850 P51 2X FLOOR i ROOF .JOIST t~l-FIR ~ Fb =850 P51 4X BEAMS DOU6~-FIR/LARGf~ ~2 Fb = 8'T5 P51 6X BEAMS DOUG-FIR/LARGH ~2 Fb =850 P51 COLUMNS DOUG-FIWLARGH o2 Fb = 8'75 PSt L.Uh18ER NOT NOTED DOUG-FIR/LARGH o2 Fb =850 P51 MISGELLANEOU5 HAN6>=R5 TO J9E SIMPSON OR APPROVED EQUAL. ALL H~dr6>=R5 SHALL BE FA5TEI~ED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO 19E A-JO'7. ,4NGHOR BOLTS INTO GONGRJ:TE SHALL BE 5/8 INCH DIAMETER WITH "1 INCHES OF T INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAIL5. NAILING SHALL BE IN ACCORDANCE WITH I.S.G. 5GFIEDULE. Ibd COMMON NAIL DIAt~TER - ( O.ib~ INCH ). LAMINATED STUDS SHALL BE NAILED W/ (?J ROWS Ibd COMMON NAILS • b" O.G. 1=LOOR Sf-~~ATHING SHEATHING SHALL 19E 3/4 INCH TONGUE i GROOVE, A.PA. RATED SHEATHING. SPAN RATING 4b/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORT5. UNLESS NOTED OTHERWISE NAIL WITH IOd COMMON NAILS AT b INCHES ON CENTER AT SUPPORTED PANEL EDGES # 10 INCHES ON GENTI_R AT INT'ERN(EDIATE SUPPORTS. THE FLOOR SHEATHING SHALL SE 6L.UED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. ~ `_ ROOF SHE~THINv SHEATHING SHALL BE 7/Ib" APA. RATED SFIEATHING. SPAN RATING 32/16, INSTALLED WITH LONG DIMENSION ACROSS SUPPORTS. PAN1=1. END .101NT5 5HAL.L OGGUR AT .~UP1'ORTS. NAIL PANEL ED6E5 WITH bd NAILS AT 4 INGI~ES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. Y~t~LL SHEP~THING SFEATHING SHALL BE 'i/ib' APA. RATED SHEATHINtS. SPAN RATING 24/O. PANEL END JOINTS SHALL occthz AT SUPPORTS. NAIL PANEL ED6E5 WITH 8d NAILS AT 4 INCHES ON CENTER AN17 10 INGH1=5 ON CENTER AT INTERMEDIATE SUPPORTS UNLE55 NOTED OTHERWISE ON THE DRAWINGS. PRA-Mr~NUF~GTUf~D ROOF TRU55~5 T SHALL BE PLANT FABWGATED OF DOUGLAS-FIWLARGH OR I~t-FIR TRU55 MANUFA'G'NRER SHALL SUBMIT SHOP DRAWINGS AND GAL.GULAT10N5 STAMPED, SIGNED AND DATED BY A WA5HINGTON STATE LICENSED STRUCTURAL- ENGINI~R. SUBMIT TRUSS SFIOP DRAWINGS TO MITCHELL ENGINEER~N6 FOR REVIEW AND APPR01/AL PRIOR TO FABRICATION OF TI-E TR<JSSi`5. SPEGI ~L GOND (T IONS THE GONTRAC.TOR SHALL VERIFY ALL DIMENSIONS AND GONDITION5 IN THE FIELD. ALL DISGREPANGIES SHALL BE REPORTED TO THE ARCHITECT OR ENGINEER. THE GON'I'1ZAGTOR SHALL PROVIDE ADEQUATE 5i-{OTZIN6 AS REGKJiRED UNTIL PERMANENT GONNEGTION5 AND STI~ENIN65 HAVE BEEN IN5TALLED. THE CONTRACTOR SHALL VERIFY 51ZE AND LOCATION OF ALL OPP~lINbS IN THE FLOOR, ROOF AND WALLS WITH ALL TI-~ APPROPRIATE DFZAWINc55. TI-~ CONTRACTOR SFIALL COORDINATE WITH THE BUILDING Dt?ARTMENT FOR ALL BLDG. DEPT. REG>lJIRED INSPEGT10N5. DO NOT SCALE THE DRAWINGS. THE DETAILS SHOWN ARE TYPICAL AND 5HALL ~ USED FOR LIKE OR SIMILAR GONDIT10N5 NOT 5HOWN. 1~+:1 ~~~~-I~-~r= ~- ~~ ~~. ~~ ~ 5 ;` ,fit-~al.(.~t~- ~~~ FRAMING d FOUNDATION ~ DIMENSION 2x STUDS PER PLAN SHEAR WALL PER PLAN d SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN MUDSILL / A. BOLTS Z -FLASHING PER FOUNDATION PLAN WOOD TRIM OPTIONAL „ 4" GONG. SLAB OVER 3Cj Mq~ SLAB TO GRADE 6 MIL. BLACK V. B. OVER 8 MIN. WOOD TO GRADE 4" GRANULAR FILL (I) #4 BAR CONT. MAX b" 11 ':. • : ~ ~ .. • . ~ • • BELOW TOP OF FND. WALL ~ I- n • ~ ~ ,'• • : ' ~• ~ ;.- - ~ • ~. . ~ ~ STORM DRAIN~\ i. ••'~l; • "~ ,\~/,\~/,\~/,\~% •:.... •I~ ..... .. , .• 4" DIA. PERF. L 4" L 8" L 4"_L_ FOUNDATION DRAIN 8 ~~ C~~i~~G~ ~1~1D. YELL ~,~/ ~/ ~/ ~~ 2 ~~' F AR VERTICAL ®tb~'-~:~: HORIZONTAL ®!~..~G. ~~~~ ~ ~ ~~ (~) ~4 BAR CONTINUOUS SCALE : I" = I'-0" CAD Details /MITCHELL /Slab on Grade / J. 8 inch garage fnd ~~'~ DOUBLE TOP ------- PLATE EXTEND BEAM TO END 8d NAILS ~ -------- OF SHEAR PANEL 3" O.G. TO -f------i-~ EAGH TOP PL ; ~ ~ ~ 3 ROWS Sd ®3" O.G. • I I • PLYWOOD TO BEAM 'I I' ' I I ' Sd ®3" O.G. ' I I ' 3x STUDS SHEAR WALL PER PLAN ~ c.~GHEDULE 7/I6" PLYWOOD/ O.S.B. . I I . (ONE SOLID PANEL ) 51MPSON STHD14 ; I I 3.- TREATED PLATE w/ Id NAILS w/ (32) • I i . ~ CZ};3/4"~Dxl2" ANGHOR BOLTS -~ Y la .. . 1, . ~ 11 - l ~ . ~ ~•ii.l ~.+'m I~ 'i'i ~~~ A • . 16 ~ 1 y i..y II: Ir JI. 11 1} l I 11''jj ' ~ . '1 F p• 11• J'1 ~I ~I. 71 1 1 ~ .I.I ~II '~u: 11 ~ .II V 'll yl' ~, . 11 .-.. "11. ~ 11. .1-., (4)~4 VERTICAL STEM WALL ~ ~ G S O ~ ~~. • ~~ ~" ~; '.~~ ~ . . . . i #4 ®10" O.G. • l • ,.u ~ 11 11 . a• ';I. ~ " • .":~ ..l:' ... . • .d ~ ~ . . "" .,.. ~ . HORIZONTAL "~ ... u •. ° ~ ' . ~ • ~ ~ ~ " ': ~ • -. ~ .:. • II .. IM k i 11'. t' 11• . • Ild' ~ 11 t II ~ It ~ ~ ~ . u al .• • ..1t II • IIQ. II f ~ ' , c SCALE I/2" = I'-O" St~Ta=1 ~2 CAD Details /MITCHELL /Lateral Restraint / D. lateral restraint panel ~`2 MITCHELL ENGINEERING INC . ~r~~ ~ ~3 7821 - 168th Ave. N.E Redmond, WA 9805 (425)747-150C S~ ~~~ ~ , ~~, ~~ PREPARED BY ~~ PROJECT ~~ SHEET NO. ~ OF DATE SUBJECT JOB NO. ~~~j V~dL DIMENSION ~AR~~ PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER 01/ER SHEATHING PER PLAN Ibd ®4" O.G. Z -FLASHING ~X STUDS PER PLAN GATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T. ~ 6. PLYWOOD SUBFLOOR GLUED ~ NAILED . • ~- • ' _ Ibd TOE-NAIL ~ FLR. JSTS. PER PLAN 8" MIN. ®6 O.G. (I) ~4 BAR GONT ~° I.~ ~ ~ ~ a MAX. b" BELOW ~ MUDSILL / A. BOLTS TOP OF FND WALL / / / / ,• I i p . PER FOUNDATION PLAN ~ ,.tu ~. , ~~ ~:•;.: xw~ ~\//\ 2.~'~ ~ fQ STAR INE\/ / ~~.'~ ~' #4 BAR VERTICAL ®~fi=~. c~1 V DRAIN ~r, / ~' 4 HORIZONTAL ®~~9:E. O m~d IF REQUIRED/~/ ~ .. •, ~ L~''o~+ '~\/~\/~ •'.,•~il• ... 6 MIL. BLACK V. B. ~ ` ~~ °' ~ ~' ' ~ ' ~ ~ ~ (~) ~4 BAR CONTINUOUS 4" DIA. PERF. 4" ~ 8~~ ~~ SCALE I" = I'-O" FOUNDATION DRAIN 8" ~~lD. WALL • ~~--f 4- ~~ ~~7 ~~ L~r~ c~f~ l-lJ~su. Asscrls CAD Details /MITCHELL /Crawl Space / B. 8 inch fnd wall ~`~j ~ARHEDI~LE PER PLAN FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN Ibd ®4" O.G. Z -FLASHING WOOD TRIM OPTIONAL Ibd TOE-NAIL ~~ ®b" O.G. 8 MIN. 2X STUDS PER PLAN GATT INSULATION PER PLAN GATT INSULATION PER PLAN 3/4" T. 3 6. PLYWOOD SUBFLOOR GLUED ~ NAILED , PER~PLAN (1) #4 $?~R GONT "~l' F : •°• MUDSILL / A. BOLTS MAX. b BELOW TOP OF FND WALL • I ~ µ = ~ - PER FOUNDATION PLAN Z ~ ./~/ / / '. f~l • ~ f = QY STORM \~ ~ •.:' .~ ~ #4 BAR VERTICAL ®f6~:~. n ~ O m~~ IF~REQUIR\ED~j"~ f ~ ~RIZONTAL ®~ _ ~ ~'~\\~~\\~~ ~ .• it • ~ 6 MIL. BLACK v. B. . ~0 ` •~•~•:~ ~.n• :: ous .11.... (2) ~4 BAR GONTINU 4" DIA. PERF. L 4 8 L 4 L ~~ , I„ I'-O" FOUNDATION DRAIN ~~~~- 8" FND. WALL jEc Jl~ ~~ CAD Details /MITCHELL /Crawl Space / D. 8. inch fnd wall -parallel ~~ t ~ FRAMING ~ FOUNDATION DIMENSION 2X STUDS PER PLAN GATT INSULATION PER PLAN ~ ~ BATT INSULATION PER PLAN 3/4" T. ~ G. PLYWOOD SUBFLOOR GLUED ~ NAILED FLR. JSTS. PER PLAN ®6"~ O.G: MUDSILL / A. BOLTS X PER FOUNDATION PLAN ~ ~ 2~'ac ~4 BAR VERTICAL ®~`Z?G. ~ ~ ~ HORIZONTAL ~ '~8~. ZQ o SHEAR WALL PER PLAN z_ w 41L ~ ~ 4" GONG. SLAB -~ OVER 6 MI L. BLACK V.B. OVER 4" GRANULAR FILL d ., . ,• il•. .o .'a..• ~ ~• • a,• .~ ~ . ; .,~ _ ..~ . a . .~ ~_,.1!. ..~. ~ ,(I) #4 BAR CONT. ~ SCHEDULE • ibd• ® 4" O.G. INSTALL 5/8" TYPE 'X' G.W.B. 6 MIL. BLACK Y. B. , d :. II.- ~ ~:. j~j~ ~...... ~ / / ° is ~ 4" L 8" L 4" L ~IAX. 6" BELOW TOP 7F FND WALL ~x~~~~ ~7 I #4 BAR GONTI NUOUS SCALE I" = I'-O"" 8" ~N]7. Y~~1.L ~ G,~fi~~G~ CAD Details /MITCHELL /Crawl Space / I. 8 inch fnd wall @ garage ~~~ ~ ~! ~L PER PLAN GATT INSULATION PER PLAN 3/4" T. ~ G. PLYWOOD SUBFLOOR GLUED ~ NAILED LAP JOIST 6". P. T. POST PER PLAN 6 MIL. BLAGK Y. B. ~4 BAR CONTINUOUS SCALE : I " = I'-0" GO1~lTI 10005 I`OOTI ~lG CAD Details /MITCHELL /Crawl Space / Y. continuous footing ~~~' ~I~--,~` SHEAR WALL PER PLAN 8 SCHEDULE -~ FLOOR .IOISTS PER PLAN _ SIMPSON HOEDOWN PER PLAN w/ ALL NAIL HOLES FILLED w/ Ibd COMMON NAILS ®~ OF EACH STUD ~ DOUBLE STUD HOEDOWN (MST) SINGLE STUD HOEDOWN (GS) ~` x H z W J H N n F- z w J 1L N N NO SCALE V~I~LL TO ~ ~LOOfi~ - STfi~,~~' ~7.~1 ~a CAD Details /MITCHELL /Wall to Wall / M. wall to floor -strap ~~~ HOEDOWN TUD ® ~~ ~ ~ $ SG ED ~ PER PLAN FLOOR JOIST, TYPE +E DIRECTION PER PLAN SIMPSON HOEDOWN PER PLAN w/ ALL NAIL HOLES FILLED w/ Ibd COMMON NAILS ®~ OF EACH STUD BEAM PER PLAN NO SCALE L.,~T~~~L D~T~ I L r CAD Details /MITCHELL /Wall to Wall / N. wall to beam -strap ~~~ .; '-?.. SM~AF ARP Ibd Sd ®~~ I bd TOE-t' ® 6" O.G. SF+EAF PEA SGALE : I" I'-O" S~~~fi~' Tim' ~~15~~fi~' CAD Details /MITCHELL /Wall to Wall / H. shear wall floor -par SHEAF PER P 16d I bd TOE-~ ® 4" O.G. SHEAF PEA 5~~~~ Ti~~~l5~~iz ~Tia:l ~l l CAD Details /MITCHELL /Wall to Wall / A. shear wall floor 2/ ~x BLOGKIN6 (4) Ibd TOE NAIL / PER EAGH BLOGK SHEAR WALL PER PLAN ~ SCHEDULE Sd NAIL ®4" O.G. PLYWD FLOOR SHEATHING 2x FLOOR .,101STS NO SCALE L?~TER?~L DETI~41L ~~2 CAD Details /MITCHELL / Floor to Wall / A. shear floor to wall -peril ~22 7/I6" PLYWOOD SHEATHING BATT INSULATION - NAILED w/ Sd NAILS ®4" O.G. PER PLAN d SUPPORTED PANEL EDGES ROOFING MATERIAL PER TRUSS ELEVATION OVER BUILDING PER PLAN PAPER ~ SHEATHING EXTEND 12" ABOVE INSULATION WITH I I/2" CLEAR AIRSPACE VENTED 2X BLOGKIN6 W/ (3) 2" DIA HOLES PER 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD ....................................................................................................... PER PLAN 5" CONTINUOUS A35 ®24" O.G. (BIRD ~~ BLOCKING TO TOP PLATE) 8d NAILS 4" O.G. (SHTG SIMPSON HI CLIP TO BIRDBLOGKING) ® EACH TRUSS OYERHAN6 PER PLAN -.~ ' GATT INSULATION PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN SHEAR WALL PER PLAN ' SCALE : I " I'-0" ~L.~T G~ I L I NG ~ ~~1~ ~T,a:l pia CAD Details /MITCHELL /Roof / A. flat ceiling ~~3 7/ib" PLYWOOD SHEATHING GATT INSULATION NAILED w/ 8d NAILS ®4" O.G. PER PLAN d SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER ~ SHEATHING EXTEND 12" ABOVE INSULATION WIT}-t I I/2" CLEAR AIRSP~4GE VENTED 2X BLOCKING W/ (3) 2" DIA HOLES PER 24" O.G. (BLOCKING TO TOUGH TOP PLATE) FASCIA BOARD SG 1550R TRU55 PER PLAN PER PLAN 5" CONTINUOUS A34 ®24" O.G. (BIRD GU~TTAER BLOCKING TO TOP PLATE) 8d NAILS 4" O.G. (SHTG 51MPSON HI CLIP TO BIRDBLOGKING) ® EACH TRUSS OVERHANG PER PLAN GATT INSULATION PER PLAN FINISH PER ELEVATION OVER IS LB. BUILDING PAPER OVER SHEATHING PER PLAN SHEAR WALL PER PLAN . SCALE : I" = I'-O" SLo~~r~ G~ I L. I ~~ ~ ~~~ '~Ti~1 ~i4- CAD Details /MITCHELL /Roof / C. scissor truss ~2~ PLYWOOD ROOF SHEATHING ~ '7/I6" PLYWOOD SHEATHING ON GABLE TRUSS. NAILED/ W/ Sd NAILS ®4" O.G. W/ ALL EDGES BLOCKED ~6d TOE Nf41L5 ®6" D.G. GABLE END WALL RAKE WALL. FULL HEIGHT STUDS IF GABLE END TRUSS 15 DESIGNED FOR LATERAL FORGE OF 3500#, PLYWOOD DOE5 NOT NEED TO EXTEND UP 6ABLE END Sd ®4" O.G. / TRU55 SIMPSON A35 c~ ~4" O.G. SHEAR WALL PER PLAN ~ SCHEDULE NOT TO SCALE L?~TERAL DETAIL ~~ CAD Details /MITCHELL /Roof / I. shear transfer - roof to ext wall ~~~ PLYWOOD ROOF 8d ~ 4" O.G. TRUSS SHEATHING ~ ~ / TRUSS DESIGi 4500 FROM TOP P! SIMPSON DTG ® 18" O.G. MANUFACTURER TO ~ TRUSS TO TRANSFER HORIZONTAL FORGE SHEAR WALL PER P ROOF DIAPHRAGM TO ~ ~~~~ ATE. ~N NOT TO SCALE i~~i~LL~L Ti~USS TR~1~lS~~~ ~T~ ~Ir~ CAD Details /MITCHELL /Roof / J. shear transfer -roof to int wall .~2~i PLYWD ROOF SFfEATHI N6 8d ®4" O.G. RDOF TRU55 16d ®6" O.G. 2x4 TO TRU55 BOTTOM GHORD 8d ®6" O.G. (_ PLYWD TO 2x ®b' O G~(ST4GGERED) SHEAR WALL ~ ~4" PLYWD PER PLAN _ 8d ®6" O.G. PLYWD TO 2x4 OFFSET TRUSS TRANSFER ~Ti~-l `~' ~ ~ CAD Details /MITCHELL /Roof / K. shear transfer -offset roof to wall '~27~ 7 BEAM CALCULATIONS FOR PLAN M2875AZF-0 TO BE BUILT IN LOT #3 OF GOLF COURSE VIEW ESTATES CITY OF YELM, WASHINGTON FOR PAR .HOMES, INC. LOADING Roof 15 PSF Dead Load + 25 PSF Live Load = 40 PSF Floor 10 PSF Dead Load + 40 PSF Live Load = 50 PSF Ceiling 5 PSF Dead Load + 10 PSF Live Load = 15 PSF Deck 5 PSF Dead Load + 60 PSF Live Load = 65 PSF Interior wall = 07 PSF Exterior wall = 10 PSF DEFLECTION Roof = 1/240 Live Load, 1/181) Total Load Floor = 1 /360 Live Load, 1 /240 Total Load 0 ~ / 2 8 / p 5046 NOTE: This stamp applies to the members and assemblies described in these calculations only. And is only valid if it has a wet stamp. WASHINGTON Architects Northwest Job No. 060<?3 ARCHITECTS NORTHWEST, Inc. 18915 142°d Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsN W.com G T G.L.B. 24F-V4 DROPPED 02 05 Sxl2 DF~2 DROPPED -----f-----i x12 DF•2 ROPPEL 04 6x10 DF+2 FLUSH 6x12 DFY2 DROPPED __ -__~ _O~ __ 03 6x12 DF~2 DROPPED L-___~____-I 6x12 DFK2 DROPPED 03 6x10 DFR2 FLUSH 5%6"x15" G.L.B. 24F-V4 DROPPED O6 ~~ __ 6x12 DF%2_ ____ 6x12 DF~2 _~__.^.____-. TOP OF BEAM TOP OF BEAM 5%6"x15" G.L.B. 24F-V4 ® 10'-I" A.M.F. ®10'-I" A M.F. TOP FLUSH OS 08 -_ Bx1~ oF.~--- 09 20'-O" LONG UF'~~R ~~OOi~ ~3~~4M KAY SCALE: I/H" = I'-O" _.."I J __ DFa~-_. ___ ~._-__ __ bxl~ DFa2 __- _ TOP ®10'-I" A.M.F. 08 C ROOD ~~~lvi KEY ~~ ®- bxl~ DFa2----- 20'-O" LONG Qq Uniformly Loaded Floor Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00.81 By: Jeffrey deRoulet Architects Northwest on: 06-28-2006:2:48:03 PM Project: M2875A2F-0 -Location: 01. BEAM BETWEEN FAMILY ROOM AND DEN Summary: 5.5 IN x 11.25 IN x 8.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 47.8% Controlling Factor: Section Modulus /Depth R equired 9.25 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length-Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load-Side One: LL1= Floor Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Floor Live Load-Side Two: LL2= Floor Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.02 I N 0.06 IN = L/1578 0.08 IN = L/1236 2240 LB 620 LB 2860 LB 0.83 IN 8.0 FT 1.0 FT 360 240 40.0 PSF 10.0 PSF 8.0 FT 40.0 PSF 10.0 PSF 6.0 FT 1.00 0 PLF 560 PLF 15 PLF 155 PLF 715 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 874 PSI 170 PSI M= 5720 FT-LB V= 2231 LB Sreq= 78.51 IN3 S= 116.02 IN3 Areq= 19.68 IN2 A= 61.88 IN2 Ireq= 148.85 IN4 1= 652.59 IN4 Uniformly Loaded Floor Beams 2003 International Building Code (01 NDS)) Ver: 6.00.81 By: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:03 PM Project: M2875A2F-0 -Location: 02. BEAM BETWEEN LIVING AND DINING ROOM Summary: 5.125 IN x 12.0 IN x 12.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 90.9% Controlling Factor: Section Modulus /Depth Required 9.47 In Deflections: Dead Load: DLD= 0.05 Live Load: LLD= 0.20 Total Load: TLD= 0.25 Reactions (Each End): Live Load: LL-Rxn= 3360 Dead Load: DL-Rxn= 930 Total Load: TL-Rxn= 4290 Bearing Length Required (Beam only, support capacity not checked): BL= 1.29 Camber Regd.: C= 0.08 Beam Data: Span: L= 12.0 Unbraced Length-Top of Beam: Lu= 1.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 10.0 Tributary Width-Side One: TW1= 8.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 10.0 Tributary Width-Side Two: TW2= 6.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 560 Beam Self Weight: BSW= 15 Beam Total Dead Load: wD= 155 Total Maximum Load: wT= 715 Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Ev= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= V= 1600000 650 1850 IN I N = L/732 I N = L/574 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 2397 PSI 240 PSI 12869 FT-LB 3603 LB Sreq= 64.43 IN3 S= 123.00 IN3 Areq= 22.52 IN2 A= 61.50 IN2 Ireq= 362.82 IN4 1= 738.00 IN4 Uniformly Loaded Floor Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.81 Bv' Jeffrey deRoulet Architects Northwest on: 06-28-2006:2:48:04 PM Project: M2875A2F-0 -Location: 03. BEAM OVER DEN CLOSET AND FURNACE Summary: 5.5 IN x 11.25 IN x 8.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 154.5% Controlling Factor: Section Modulus /Depth Required 7.05 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length-Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load-Side One: LL1= Floor Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Floor Live Load-Side Two: LL2= Floor Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.01 IN 0.03 IN = L/2762 0.05 IN = L/2130 1280 LB 380 LB 1660 LB 0.48 I N 8.0 FT 1.33 FT 360 240 40.0 PSF 10.0 PSF 6.0 FT 40.0 PSF 10.0 PSF 2.0 FT 1.00 0 PLF 320 PLF 15 PLF 95 PLF 415 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 874 PSI 170 PSI M= 3320 FT-LB V= 1295 LB Sreq= 45.58 IN3 S= 116.02 IN3 Areq= 11.43 IN2 A= 61.88 IN2 Ireq= 85.06 IN4 1= 652.59 IN4 Uniformly Loaded Floor Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.81 Bv: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:05 PM Project: M2875A2F-0 -Location: 04. BEAM OVER FOYER Summary: 5.5 IN x 9.25 IN x 8.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 16.6% Controlling Factor: Section Modulus /Depth Required 8.56 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.09 IN = L/1024 Total Load: TLD= 0.12 IN = L/802 Reactions (Each End): Live Load: LL-Rxn= 1920 LB Dead Load: DL-Rxn= 529 LB Total Load: TL-Rxn= 2449 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.71 IN Beam Data: Span: L= 8.0 FT Unbraced Length-Top of Beam: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 480 PLF Beam Self Weight: BSW= 12 PLF Beam Total Dead Load: wD= 132 PLF Total Maximum Load: wT= 612 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 874 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4899 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2009 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 67.24 IN3 S= 78.43 IN3 Area (Shear): Areq= 17.72 IN2 A= 50.88 IN2 Moment of Inertia (Deflection): Ireq= 127.59 IN4 1= 362.75 IN4 Uniformly Loaded Floor Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.81 By: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:05 PM Project: M2875A2F-0 -Location: 05. BEAM OVER LIVING ROOM WINDOWS Summary: 5.5 IN x 11.25 IN x 8.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 127.2% Controlling Factor: Section Modulus /Depth Required 7.46 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.04 IN = L/2455 Total Load: TLD= 0.05 IN = L/1901 Reactions (Each End): Live Load: LL-Rxn= 1440 LB Dead Load: DL-Rxn= 420 LB Total Load: TL-Rxn= 1860 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.54 IN Beam Data: Span: L= 8.0 FT Unbraced Length-Top of Beam: Lu= 1.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 360 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 105 PLF Total Maximum Load: wT= 465 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 874 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3720 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1451 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 51.06 IN3 S= 116.02 IN3 Area (Shear): Areq= 12.80 IN2 A= 61.88 IN2 Moment of Inertia (Deflection): Ireg= 95.69 IN4 1= 652.59 IN4 Uniformly Loaded Floor Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00.81 Bv: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:06 PM Project: M2875A2F-0 -Location: 06. CENTER BEAM OVER GARAGE Summary: 5.125 IN x 15.0 IN x 20.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 33.5% Controlling Factor: Moment of Inertia /Depth Required 13.62 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Camber Read.: C= Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.98 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 10.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created bV combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.15 IN 0.50 I N = L/481 0.65 I N = L/369 3600 LB 1087 LB 4687 LB 1.41 I N 0.23 IN L= 20.0 Lu= 1.33 L/ 360 L/ 240 CAF= 1.5 LL1= 40.0 DL1= 10.0 TW1= 4.0 LL2= 40.0 DL2= 10.0 TW2= 5.0 Cd= 1.00 WALL= 0 FT FT X DLD PSF PSF FT PSF PSF FT PLF 360 PLF 19 PLF 109 PLF 469 PLF 2400 PSI 240 PSI 1800000 PSI 1600000 PSI 650 PSI 1850 PSI wL= BSW= wD= wT= Fb= Fv= Ex= Ev= Fc perp= Fb_cpr= 2359 PSI 240 PSI 23434 FT-LB 4124 LB Fb'= Fv'= M= V= Sreq= 119.23 IN3 S= 192.19 IN3 Areq= 25.78 IN2 A= 76.88 IN2 Ireq= 1079.83 IN4 1= 1441.41 IN4 Uniformly Loaded Floor Beamf 2003 International Building Code (01 NDS)1 Ver: 6.00.81 By: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:06 PM Protect: M2875A2F-0 -Location: 07. TYP. BM. SUPPORTING UPPER FLR. JSTS. Summary: 5.5 IN x 11.25 IN x 4.0 FT / #2 -Douglas Fir-Larch - Drv Use Section Adequate By: 491.1% Controlling Factor: Section Modulus /Depth Required 4.63 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = L/12626 Total Load: TLD= 0.00 IN = Ll9889 Reactions (Each End): Live Load: LL-Rxn= 1120 LB Dead Load: DL-Rxn= 310 LB Total Load: TL-Rxn= 1430 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.42 IN Beam Data: Span: L= 4.0 FT Unbraced Length-Top of Beam: Lu= 1.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 8.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 6.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 560 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 155 PLF Total Maximum Load: wT= 715 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 874 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1430 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 772 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 19.63 IN3 S= 116.02 IN3 Area (Shear): Areq= 6.81 IN2 A= 61.88 IN2 Moment of Inertia (Deflection): Ireq= 18.61 IN4 1= 652.59 IN4 Roof Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00.81 By: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:07 PM Protect: M2875A2F-0 -Location: 08. BEAM SUPPORTING COVERED PORCH Summary: 5.5 IN x 11.5 IN x 12.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 209.0% Controlling Factor: Section Modulus /Depth Required 6.54 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adl= Total Uniform Load: _ wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.04 I N 0.05 IN = L/2797 0.09 IN = L/1533 600 LB 495 LB 1095 LB 0.32 IN 12.0 FT 2.0 FT 6 :12 240 180 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 15 PLF 12.0 FT 100 PLF 82 PLF 182 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1005 PSI 196 PSI M= 3284 FT-LB V= 941 LB Sreq= 39.23 IN3 S= 121.23 IN3 Areq= 7.22 IN2 A= 63.25 IN2 Ireq= 81.84 IN4 1= 697.07 IN4 Roof Beamf 2003 International Building Code (01 NDS) ~ Ver: 6.00.81 By: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:07 PM Protect: M2875A2F-0 -Location: 09. GARAGE DOOR HEADER Summary: 5.5 IN x 11.25 IN x 16.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 70.2% Controlling Factor: Section Modulus /Depth Required 8.62 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adiusted Lengths and Loads: Adjusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 Ct=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.14 IN 0.17 IN = L/1105 0.31 IN = L/620 800 LB 626 LB 1426 LB 0.41 I N 16.0 FT 2.0 FT 4 :12 240 180 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 15 PLF 16.0 FT 100 PLF 78 PLF 178 PLF 875 PSI 170 PSI 1300000 PSI 625 PSI 1005 PSI 196 PSI M= 5705 FT-LB V= 1284 LB Sreq= 68.15 IN3 S= 116.02 IN3 Areq= 9.85 IN2 A= 61.88 IN2 Ireq= 189.55 IN4 1= 652.59 IN4 Roof Beam( 2003 International Building Code (01 NDS)1 Ver: 6.00.81 BV: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:08 PM Project: M2875A2F-0 -Location: 10. BEAM OVER BONUS ROOM WINDOWS Summary: 5.5 IN x 7.25 IN x 8.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 363.9% Controlling Factor: Section Modulus /Depth Required 3.37 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load-Side One: LL1= Roof Dead Load-Side One: DL1= Tributary Width-Side One: TW1= Roof Live Load-Side Two: LL2= Roof Dead Load-Side Two: DL2= Tributary Width-Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope/Pitch Adiusted Lengths and Loads: Adiusted Beam Length: Ladl= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD adi= Total Uniform Load: _ wT= Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.00 Fv': Fv'= Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): 0.02 I N 0.02 IN = L/4731 0.04 IN = L/2537 200 LB 173 LB 373 LB 0.11 IN 8.0 FT 2.0 FT 6 :12 240 180 25.0 PSF 15.0 PSF 1.0 FT 25.0 PSF 15.0 PSF 1.0 FT 1.15 10 PLF 8.0 FT 50 PLF 43 PLF 93 PLF 750 PSI 170 PSI 1300000 PSI 625 PSI 862 PSI 196 PSI M= 746 FT-LB V= 321 LB Sreq= 10.39 IN3 S= 48.18 IN3 Areq= 2.46 IN2 A= 39.88 IN2 Ireq= 12.39 IN4 1= 174.66 IN4 Combination Roof and Floor Beamf 2003 International Building Code (01 NDS)) Ver: 6 00 81 By: Jeffrey deRoulet ,Architects Northwest on: 06-28-2006:2:48:09 PM . . Project: M2875A2F-0 -Location: 11. BEAM OVER GARAGE Summary: 5.125 IN x 15.0 IN x 20.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 67.5% Controlling Factor: Moment of Inertia /Depth Required 12 63 In Deflections: . Dead Load: Live Load: DLD= 0.25 Total Load: LLD= 0.35 Reactions (Each End): TLD= 0.60 Live Load: Dead Load: LL-Rxn= 2500 Total Load: DL-Rxn= 1803 Bearing Length Required (Beam only, support capacity not checked): TL-Rxn= BL= 4303 1 Camber Regd.: C= .29 0 38 Beam Data: . Span: Maximum Unbraced Span: L= 20.0 Live Load Deflect Criteria: Lu= 1.33 . Total Load Deflect. Criteria: L/ L/ 360 Camber Adjustment Factor: CAF= 240 1 5 Roof Loading: . Roof Live Load-Side One: RLL1= 25 0 Roof Dead Load-Side One: RDL1= . 15 0 RoofTributarV Width-Side One: RTW1= . 2 0 Roof Live Load-Side Two: RLL2= . 25 0 Roof Dead Load-Side Two: RDL2= . 15 0 Roof Tributary Width-Side Two: RTW2= . 0 0 Roof Duration Factor: Cd-roof= 1 15 Floor Loading: . Floor Live Load-Side One: FLL1= 40 0 Floor Dead Load-Side One: FDL1= . 10 0 Floor Tributary Width-Side One: FTW1= . 5 0 Floor Live Load-Side Two: FLL2= . 40 0 Floor Dead Load-Side Two: FDL2= . 10 0 Floor Tributary Width-Side Two: FTW2= . 0 0 Floor Duration Factor: Cd-floor= . 1 00 Wall Load: Beam Loads: WALL= . 80 Roof Uniform Live Load: wL-roof= 50 Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 32 Floor Uniform Live Load: wL-floor= 200 Floor Uniform Dead Load: wD-floor= 50 Beam Self Weight: BSW= 19 Combined Uniform Live Load: wL= 250 Combined Uniform Dead Load: wD= 180 Combined Uniform Total Load: wT= 430 Controlling Total Design Load: wT-cont= 430 Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 240 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 CI=1.00 Cv=0.98 Fv': Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 10.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ey= Fc perp= Fb_cpr= Fb'= Fv'= M= V= 1600000 650 1850 IN I N = L/692 I N = L/402 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 2712 PSI 276 PSf 21515 FT-LB 3787 LB Sreq= 95.19 IN3 S= 192.19 IN3 Areq= 20.58 IN2 A= 76.88 IN2 Ireq= 860.48 IN4 1= 1441.41 IN4