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HomeMy WebLinkAbout19128 VISTA DR_077455_2026 3. 19 - INSPECTION REPORT- • Permit No.: 6�—2V S' S Lot #: Address: f� /� Sic, Contractor: r,l ray C�h ` Owner: Date: APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing 112 A�Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT iiNG rO Permit No.: 0� _ Jam` / Lot #: Address: q 2g V IS+6L-1.)E, Contractor: O Owner:Dory- CL�fr5 b Vl� Date: [ —'L ®� 4ZS-509- 1&09 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. E_ 1,J AIA,S 51 d pf19 A,101',J L i y e/%j 4 a-, A :Spa Inspector: Date: /t - Z�—07 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 'NSPECTION REPORT 1 � ¢ti N GTO Permit No.: 6 —7 Lot #: Q' Address: 1 ✓`- Contractor: I f.U1 r14- . z T O Owner: �s�INCs� Date: �30 ❑ APPROVAL (,PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. OIL �-p :Dee L l v ,,.J4 Sqe S dyJ Inspector: - - Date: i s > 3 o--0 7 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing A Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: e 7VS S Lot#: Address: �C1/� - �' sic eo"r Contractor: ,%r�! ,z Coh sz"` Owner: 4f,l Date: -,-,:)L3 - C>2 AAPPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: — Date: /D 4.3—07 TYPE OF INSPECTION REQUESTED ❑ Under-floor 14 Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork � Mechanical El Grid ElStruct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage Insulation ❑ Other: L/2 INSPECTION REPORT • Permit No.: 0 7-7y S' Lot #: Address: Contractor- T �� Owner: Date: / ❑ APPROVAL WPARTIAL APPROVAL ❑ VIOLATION j. CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. fJ G on hJ�►1 �!� �� 1�1 y/t Sl.� Inspector: ✓v— Date: ��y 2' O TYPE OF INSPECTION REQUESTED ❑ Under-floor 4 Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork 11 Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT r • Permit No.: C 7- 7 VSS Lot#: C Address: / ci / z- Contractor: • • Owner: Date: l C� ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. '4 1 y c�' k'ofSS cihe - ��JC/ ti v✓�-� �n a K $S Inspector: Date: �V9_1, TYPE OF INSPECTION REQUESTED ❑ Under-floor (Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT • Permit No.: © 7 714S S Lot #: gel Address: 15 i 7-ts v k s-r,P a rL_ Contractor: Owner: -r-u c.re, Date: q—Id'—o-7 APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. �a�4-S p rZg3s,•��ccr A-�Pst..�r,.� Inspector: 5��-� Date: 01 ft;--07 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing K Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: Z i'► INSPECTION REPORT 1N G?'O Permit No.: o 1 -)H SS Lot#: 8 4f Q" Address: rc� i ze. v t s r� 0 0L. Contractor: 9s ,S4 Owner: aru 41NC' Date: �3-7-1 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. S4�=GZr /1 a< 1/'hL. �,i2�0 rOy Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation QLShear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT v ¢ti1N G?'O Permit No.: G 7- '7 `f rS—Lot #: Q" Address: /c71")k Z Contractor: O Owner: Tct c A 9s�IN Date: Ad APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION -24 hour notice required. Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping U Footing Hera ❑ Drywall, Nailing ❑ Consultation 0-Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 1 1",4 1 I'A INI C Vx A N D PO R C I-1 Wuj-k I-u y i.1 C, u LIU ox u a mu? TO i A SIGNATURE A To'rAL FLE. . . . . . . . . . . . . . . . . VAYMI-Afl-5. . . . . . . . . . . . . . $0. 0 V., i �;JN -!V ,fill AL DUE L, ILL, N I fl H + _r-,`` j 04N , RESIDENTIAL ADDITIONIALTERATION PERMIT APPLICATION 080"Mad f Of Communii'ty OrMwnent City of Arlington•238 N OlYmpia Ave.•Arlington,VVh 96223-Phone(360)403 3651 •FAX(300)403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWL WNG UNITS RESIDENTIAL.STRUCTURES' THIS FUL aMO IONED PLOT PLANS lED rm(2)SETS OFOENERGY CODEAF FMATIONS.-SIX(s)AGCURATF, TYPE OF PERMIT: residential AddWion ( }Residerlliaal Alteration ( )Plumbing ( )Mech$nical - Project Address;- q 7i _ �� Panel to r: p0s�1 g} Lot A 5ubdivWon: Pnojed DescrvtK)n: TO _!5Py".7•' valuation: owner— -4[ivt.aLr- Phone Nurrijer Address: _.may- State: 7jp Gam'— Contact Person: --- Phone Number. d 6�• 3 j 5 j Cal Phone: Fax: _ E-malt !— Address 11 P�,v t City: aryttte: zip Code: - b Building Men(Sq Ft): 1"Floor tad Floor. i�da 7"�floor. Deck: 1240 _ OaragelCarpott- I?4 Basement: ProtectlIstuation• j Li CorAmr:tor 1t.� 4i 1r _Phone Nlxnber. "SO -15 Addn�S: —City State. -vj Zip Cankador's License Number. L t t5L1'� 6rpiratbn: - Piumbing Coab,2ctar- Phone Ntln+ber. -- - - Stele: Address: - --- - tarty: - Contractors License Number. _-- ..Expiration: Mechanical Con ractor Phone Number: Address: . City: State: Zip Code: CoMmooes License Number: ExpirWorr, -- 1 hereby cart that the above iniormellon is coned an d `y d that the coron on. and the oc:mTan .the usQ,o[the 7>�atre- rty will be in afmrdanoe with the laws,rules and regulation of the ate of lashington.law ppliwnts Signature Dais RINI Y,Z t 1 LAI ��- 7r55 PInriApplicanits Name FOR STAFF USS ONLY C7- 7y55 /� �7 �- t; �2x-e7 Permits Acomftd BY Ainowl Reoowd REMO s >7ate 1NEB Tams_3p Pogo 1 cI2 3w dwa RER. Et2,9 2664 o-7-tiy55 �t 1 -d OBE T-B9S-09E Ra i t i fl Rijej e90 :0 T LO go unC 1 1 ■ 11 • ''� ' 1 r ■ i - - ■. LIME 0. r MIME r OEM ON - - � � NNNN • I J •_ L 7 I ■ - ■ ■ 0 ■ ! _ _ 1 � PEI - - - -� - - - - - - - - I - - I I I' ■ - N I I - - - - - - - ■ I ■ � I � I i 1 ■ me f . - . Ir 0 . • . - 0 • - r ti MMMMMME NEI l�w Nom AW&W I - tj1 1 0 Y RESIDENTIAL ADDITION/ALTERATION PERMIT APPLICATION 9R�►&NO,- Department of Community Development City of Arlington•238 N Olympic Ave. -Arlington,WA 98223•Phone(360)403 3551 • FAX(360)403 3447 Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: feet. C. Difference in elevation between meter and highest fixture: feet above meter or feet below meter. D. Pressure in street main: psi.(Measure with gauge or check with Water Department) Number of Plumbing Fixtures (including Rough-Ins) Plumbing Accessory Main Total Fixture Total Number Fixtures Dwellinq unit Residence #X MuMp_lier Fixtures Units Bar Sink - X 1.0 = Bathtub or Combination Bath/Shower X 4.0 = Clotheswasher X 4.0 = Dishwasher X 1.5 = Hose Bibb X 2.5 = Kitchen Sink X 1.5 = Laundry Sink X 2.0 = Lavatory(Bathroom Sink) X 1.0 = Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) _ X 2.5 = Whirlpool Bath or Combination Bath/Shower X 4.0 = Water Heater Other TOTAL Trans(other than above items) FIXTURE UNITS: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described perty will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signatur ate PrtntApplicant's Name f JUN 2 2 2n07 o 7- -If55 FOR STAFF USE ONLY 67-7It A C7 — 6 - 2-z -07 Permit# Accepted By Amount Received Receipt# Date Received WEB Forms—39 Page 2 of 2 3/07 dwa �� _ . , - ' . • c 5 � Jun 22 07 08:26a RILEY CONSTRUCTION 3605680847 p.1 z State of FIRST CLASS MAIL U ` US POSTAGE: W::+Itington PAID w F- , OLYMPIA WA r z PERMIT NO 312 tit J Vf L w w DEPARTMENT OF LABOR & INDUSTRIES �c PO BOX 44450 OLYMPIA WA 98504-4450 RILEY CONSTRUCTION 14212 134 DR SE SNOHOMISH WA 98290 9fi2S0Ai6 7-w4—i2 Rai i Ilrl>tlt�it�tl�lltlttllttttllttltttllltt,tlttltt�lltltlttltll Detach And Display Ccrtiticate -� DEPARTMENT OF LABOR AND INDUSTRIES -' REGISTERED AS PROVIDED BY LAW AS CONST .COWT_ _GENERAL REGIST-. # EXP. DATE CC01 ..'..RILEYC*17003 09/01/2008 EFFECTIVE DATE _ 09/23/1983 RILEY CONSTRUCTION 14212 134 DR SE SNOHOMISH WA 98290 F0254n.524M(NMI - Detach And Oi%play Certificate (REGISTERED AS PROVIDED BY LAW AS ] CONST CONT GENERAL Please Remove E—' -REGIST. # - EXP. DATE And Sign -CCO1 RILEYC*17003 09/01/2008 Identification EFFECTIVE DATE 09/23/1983 Card Before RILEY CONSTRUCTION Placing In 14212 134 DR SE Billfold SNOHOMISH WA.' 98290 I I Sicnature i Jssucd by DEPARTMENT OF LABOR AND INDUSTRIES Ft•25-4620)O(w97; .JUN 2 2 2�01 -S� 0 O N G G i City of • • Building • Memo To: Permit Center Cc: From: Scott Black Date: June 27, 2007 Re: Tuck 07-7455 The following revisions or additions need to be made to the plans: l. Provide engineering for alternate braced wall panels less than 2'8". 2. Provide shear call out for 2nd floor. 3. Provide details for attachment of new framing to existing. 4. Provide stair details. 5. Deck beam not adequate for floor load. 6. Existing garage framing to be min 2x6. 7. Provide calculations for front garage glu-lam beam. I I Look Up a Contractor, Electricir- or Plumber License Detail Page 1 of 3 Topic Index Contact Info Search Home Safety Claims£t insurance Workplace Rights Trades 8 Licensing Find a Law or Rule; Get a Form or Publication' Look Up a Contractor, Electrician or Plumber Printer Friendly Version General/Specialty Contractor A business registered as a construction contractor with Lftl to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License RILEYC`17003 Licensee Name RILEY CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR 601255616 Verify Workers Comp Premium UBI Status Ind. Ins. Account 58323700 Id Business Type CORPORATION Address 1 14212 134 DR SE Address 2 City SNOHOMISH County SNOHOMISH State WA Zip 98290 Phone 3605681651 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 9/23/1983 Expiration Date 9/1/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License https:Hfortress.wa.gov/lni/bbip/Detail.aspx?License=RILEYC*17003 6/27/2007 i I JAI I L� Look Up a Contractor, Electrici, )r Plumber License Detail Page 2 of 3 Business Owner Information Effective Expiration Name Role Date Date RILEY, TOM PRESIDENT 09/23/1983 CREED, VONA SECRETARY 09/23/1983 RILEY, ROBERT S TREASURER 09/23/1983 VICE RILEY, PATRICIA PRESIDENT 09/23/1983 Bond Information Bond Bond Company Account Effective Expiration Cancel Impaired Bond Received Bond Name Number Date Date Date Date Amount Date Until #6 CBIC 635926 09/01/2001 Cancelled $12,000.00 07/26/2001 #5 CBIC 635926 09/01/1993 09/01/2001 $6,000.00 TRUCK INS #4 EXCHANGE 600946330 09/01/1990 09/01/1993 $6,000.00 NEW SOUTH #3 INS CO 108488 09/01/1989 09/01/1990 $6,000.00 DEPENDABLE #2 INS CO 43460WA2741 09/20/1984 09/20/1989 FOREMOST #1 INS CO �77110092406 09/20/1983 09/20/1984 Savings Information No Matching Information Insurance Information Company Policy Effective Expiration Icancel Impaired Received Insurance Name Number Date Date Date Date Amount Date CAPITOL SPECIALTY #14 INS CORP CS00213581 09/05/2006 09/05/2007 $1,000,000.00 09/07/2006 CAPITOL SPECIALTY #13 INS CORP CS00213581 09/05/2005 09/05/2006 $300,000.00 09/01/2005 CAPITOL SPECIALTY #12 INS CORP CS00213581 09/05/2004 09/05/2005 $300,000.00 09/09/2004 NORTHFIELD #11 INS CO CP472740 09/05/2003 09/05/2004 $1,000,000.00 09/16/2003 #10 CBIC INS635926 09/01/2002 09/01/2003 $300,000.00 08/12/2002 Until #9 CBIC INS635926 09/01/1999 Cancelled SAFECO INS Until #8 CO SL2303489D 09/01/1998 Cancelled https://fortress.wa.gov/lni/bbip/Detail.aspx?License=RILEYC*17003 6/27/2007 i ti� Look Up a Contractor, Electrici,- or Plumber License Detail Page 3 of 3 SAFECO INS #7 CO SL2303489C 09/01/1997 09/01/1998 #6 SAFECO SL2303489 09/01/1993 09/01/1997 FARMERS Until #5 INS GRP 600136394 12/21/1990 Cancelled Until #4 FARMERS 600946330 09/01/1990 Cancelled AMERICAN #3 STATESINS TBD 09/01/1989 09/01/1990 FARMERS Until #2 INS GROUP 600136394 11/21/1984 Cancelled TRUCK INS 6001363 Until #1 EXCHANGE 94 09/19/1983 Cancelled Summons/Complaints Information Tax Summons/ Cause Warrant Complaint Complaint Judgement Judgement Payment Complaint Number Id Plaintiff County Date Amount Date Amount Date VALLEY CONCRETE #1 CO SNOHOMISH 10/16/1986 $592.29 $0.00 Start a New Search Printer Friendly Version About L&I I Find a job at L&I I Informaci6n en espanol I Site Feedback ,►._ c Washington 547-8367 Washington State Dept. of Labor and Industries. Use of this site is subject to the laws of the state of Washington. Access Agreement I Privacy and security statement I Intended use/external content policy Visit access.wa.gov Staff only link https://fortress.wa.gov/lni/bbip/Detail.aspx?License=RILEYC*17003 6/27/2007 ,, I • " °A1 RESIDENTIAL ADDITION/ALTERATION PERMIT APPLICATION tlNo� Departwnt of Community Development City of Arlington•238 N Olympic AVe. >Aftflton,WA 98223.Ptiorte(360)403 3651 •FAX(380)403 3447 TNfS APPLJCA T7ON To BE USED FUR ONE AMD TWO DWELLWG UNITS RIESWENTTAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED t3Y TWO(2)SETS OF CONSTRUCMN DR.AWWOS'SIX(9)ACCURATE, FULLYDIMENSIONED PLOTT PLANS AND TWO(2)SETS OF ENERGY CODE APPLICATIONS. TYM OP PERMIT: Residential Addition ( )Residential Alteration ( )Plumbing ( )MechQnicai � Per+oel to*: Project Address;- - - Lot# � Subdivision: - Projea Descriptlon:— �_!r" .—Valuation: �pGtp owner. -Ui�Vt Ptwne Nu -�^i— Address: -- t;?st27� y City: State: Zip Code: l _ Convict PC mon 1 1'�1 t 1 r� � Phone Number. 2-5 Cell Phone: Fax: ---E.mait Addrms City: State: Zip Code, - Building Area(Sq F* 1~Floor. 2"�Floor. 3r't floor.- Deelt: S410- GaragelCarport• _�. vattament Protectvaluation•_ Contractor ___ —Phone hi1uniber. S ISO Addre55: - Cilf d106'7Q 6 Contracto sLicense Number: �—�t Expiration: — Plumbing Contra Phone Numbar. Address: City: _State: rip rrdr, Contr9ctor's License Number Explralion:_ ___ lrlechmical Contractor Phone Number Address: - City Stale: zip CodR:.. Contractor's License Number.. --_ Expiratlorr I hereby that the above intonnetion is correct and that the construction on, and the occupanap'aW..the vne`jor.tfie�"QVe- descri,od perly will ha in rdanoe Mdth Ute lawn,Mee and rrgutation or the ate of hington. ';r`.,'.�� .¢ - '� pplit�nls Signt3lurie 1, Date JUR, 2 z' 7001 (.a..{tW o.- 7 y'55 P.1174 Applicants Name FOR STAFF US6 0HLV 67- Perna Accepted By greowl R; e;+ REMO s Date Retdrett VYM rams-39 Page 1 a12 317 dwa T 'd 08E T-89S-09E Ra 1 1 i M R>ajal eS0 :01 GO 92 unr 617% AREA 00cWr UE nP � ,w�woFx�vofl�de 1 100.00' 'w4 i- 1pb.00 E7w"wSIR F71giMG GARMBIMM mvposw 4 AW"" b 14 x r V-w 'za a10 N t3 VISTA ORIVF CHUCK TUCK/OWNER 8122 VISTA DRIVE ARUNGTON WA Tax In# 00gae I ooOo e!F>Lkoa ��- (-ovw"+i: NEW IMPERVIOUS SURFACE ADDED 240 SF SCALE 1"=20' •�M 0 - 20 40 60 w'S a -d OBET-B99-09E ITm- l e90 :OT LO 9Z une F i � 1 r 1 ■ NN f- ■r 1 . _ 1 ■ I e • ■ .. • • ' • 1 91 ��. • 1 1 i ■ - _ MEN MIN ■ Ed . INNIMIN 7 J _ MEN ME 0 0 0 0 NAME . 1 MEN - . . _ Ma. 1 1 • . ■ . • Ar ■ NNE 1 1 - -L■ MEN - 1 Z_ ■ T ■ . ■ • 1 110% • . . 1 ■ 1 . • mm EL , ME ■ E 0 J ■ ■ . ■ A . . . . 1 _ _ ME ■ . ■ _ . ■ • � _ 1 MEN 0 ME 0 MEN 0 MEN MEN - . ME MEN - L - 0 - MEN . I ' _ 06 ■ ■ .106. ■ • • ■ 1 • ED ti 0 ENr � - ■ ■ - 7El. - ■ _ ■ 1 • ■ ■ 1 1 - 1 ■ UNC., RESIDENTIAL ADDITIONIALTERATION PERMIT APPLICATION Deparfmorlt or community Dewwnent City of Adington.238 N Olympic Ave.•Artimlon,YM 98223•Phone(3130)403 3651 - FAX(360)403 344T THIS APPLICA TION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL.STMXTURES' THIS APPLICATION(BUST BE ACCOMPANIED L3Y TWO(2)SETS OF CONSTRUCTION DRAW/NCS.SIX(n At;,CURATF, FULLY DfMENSIONED PLOT PLANS AND TWO(2)SETS OF ENERGY CODE APPUCATIONS. TYPE OF PERMIT: residential Addition ( )Residential Alteration ( )Plumbing ( )Mech nical 00ag e)Iq Project Address:- c�. - i Parcel ID 0: - --- Lot A --- -_ Subdivision- Project Desorption �� Valuation: Owner— �!/�VL.iLr' PI►one Nu Addrrss: jnN_ICoW City: State: Zp Code'— Coil ict Peraon: Phone Number. Cell Phone: Fan: E-mait Address: I G u-1 Pr-O City: State: zip Code: 82 b SUllding Area(Sq Ft): I~Floor. 2^r Floor. floor. Deck.- a� GaragerCarpott IM0 basement: Project Valuation• � y Contractor. Phone Number. 5 l 5 d Addre= —City Stotc: - �zjp �19s'Z4L, CordradoesLic+ense Number.— �_Yr l"1t� � Expiration: PlurnitAng Contractor- Phone Number. --- Address: city: State: Zip Code: Contractor's License Number. Expiration: Mechanical contract= Phone Number: Address: CO:— - 9tatt: Zip Code: Contractor's License Number ExpkWon:-- hereby cejU that the above intormstbn is correct and that the consbuc ion on, and the occupancy mvd.,.ix,vsG,of thrXAove- dh� r Prty will! in rdanoe with the laws,rules and regulation of the ate of ashington. rt.pplicants Srgnoture Date JLI y200 ��fail � { — 1_r:_ � •. f. .^� r.•_.ye:w Pri ApplieantsNeme I ,:t'•�5 .`F..;�+�:.R`, FOR STAFF USE ONLY c7- yY55 f{ �r (, -Z2-e7 Pem*s Accepkd By 1lr l ReceWm FftKX"s Dole Regired WFB Forms-3G Pega 1 o12 ZW dwa RN 7- tiy55 T 'd 08ET-89S-09E ego :oT Lo S2 unC i i 8L rr �!5- ARrAdFdsn ma , i MMAoFNEWO ac ' foo.00• •-W I N f00.o0' EMSIMSFR �f d6AFAi�/sue � ' - , $ 14%a•_- ' as saa N r VISTA DRIVE CHUCK TUCK/OWNER 8122 VISTA DRIVE ARUNGTON WA TAX ION 000951 oaao cc-�`kDo ��- Lrovv 4!� NEW IMPERVIOUS SURFACE ADDED 240 SF SCALE 1"=20' Z&•b.. 0 20 40 60 � o -7-7'I 55 Z 'd OBET-B9S-09E RaTTFI� R�,aal e90 :OT LO SZ unC :.;� ..,� I I ' 2006 Edition TABLE 6-1 PRESCRIPTIVE REQUIREMENTS°'' FOR GROUP R OCCUPANCY CLIMATE ZONE 1 Wall'Z Wall* Wall• Slabs Glazing Glazin U-Factor s int° ext4 s Area": Door Ceilingz Vaulted Above Floor on Option o U Factor Ceiling Grade Below Below Grade /o of Floor Vertical Overhead" Grade Grade 101y, 0.32 0.58 0.20 R-38 R-30 R15 R-15 R-10 R-30 R-10 tt,* 15% 0.35 0.58 0.20 R-38 R-3 0 R-21 R-21 R-10 R-30 R-10 25% 0.40 0.58 0.20 R-38/ R-30/ R-21 / R-15 R-10 R-30/ R-10 Group R-I U=0.031 U=0.034 U=0.057 U=0.029 and R-2 Occupancies Only Un111171 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupancies On V. Unlimited 0.35 0.58 0.20 R-38/ R-30/ R-21 / R-15 R-10 R-30/ R 10 Group R 1 U=0.031 U=0.034 U=0.057 U=0.029 and R-2 Occupancies Only * Reference Case 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1. 1. Minimum requirements for each option listed. For example,if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15%glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3. 'Adv'denotes Advanced Framed Ceiling. 3. Requirement applicable only to single rafter or joist vaulted ceilings where both (a)the distance between the top of the ceiling and the underside of the roof sheathing is less than 12 inches and(b) there is a minimum I-inch vented airspace above the insulation.Other single ratter or Joist vaulted ceilings shall comply with the"ceiling"requirements.This option is limited to 500 square feet of ceiling area for any one dwelling unit. 4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10,or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material,manufactured for its intended use,and installed according to the manufacturer's specifications. See Section 602.2. 5. Floors over crawl spaces or exposed to ambient air conditions. 6. Required slab perimeter insulation shall be a water resistant material,manufactured for its intended use,and installed according to manulacturer's specifications. See Section 602.4. 7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing. 9. Doors, including all fire doors, shall be assigned default U-factors from Table 10-6C. 10. Where a maximum glazing area is listed,the total glazing area(combined vertical plus overhead)as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing area limitations. 11. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5. 12. Log and solid timber walls with a minimum average thickness of 3.5"are exempt from this insulation requirement. ` ,y. 33, Effective July 1, 2007 � � �. .+ �, - ■ - � J�4 I v 1 �: r 1 y 7! _ Structural Design Associates -. North Star Building 2210 Hewitt Avenue, Suite 401 Everett, WA 98201 -3774 Phone: (425) 339-0293 Fax:- (425) 252-0916 STRUCTURAL CALCULATIONS Lateral and Gravity Only SDA Job # 5250 r �s CO VI& ti WAS CT 343 EXPIRES 0 3 20078 Arlington/Tuck Addition 19128 Vista Drive Arlington, WA 98223 � July 11 , 2007 R7 FV1 - JUL 17 2007 ti p-•-1.i1 � f 't hs, ,, . _ _ I '�r �11 rtw r Arlington/Tuck Addition July 11, 2007 SDA Job # 5250 Design Criteria Scope of Work: Lateral and Gravity Only Site Address: 19128 Vista Drive Arlington,WA 98223 Number of Stories: 2 Engineer: AO Roof Loading Roofing Composition 3.0 Sheathing 15/32" Plywood 1.5 Insulation Roll/Batt 3.0 Ceiling 5/8" GWB 2.8 Framing Trusses 2.2 Miscellaneous fixtures, mechanical, electrical, etc. 2.5 TOTAL DEAD LOAD: 15.0 psf ROOF SNOW LOAD: 25.0 sf Upper Floor Loacl n Floor Covering Carpet/Hardwood/Tile 3.0 Sheathing 3/4"T&G 2.3 Ceiling 1/2" GWB 2.2 Joists I-Joists 2.1 Beams 1.0 Miscellaneous fixtures, mechanical, electrical, etc. 1.4 TOTAL DEAD LOAD: IF 12.0 psf FLOOR LIVE LOAD: 40.0 sf Main Floor Loading Floor Covering Carpet/Hardwood/Tile 3.0 Sheathing 3/4"T&G 2.3 Ceiling None 0.0 Joists I-Joists 2.1 Beams 1.0 Miscellaneous fixtures, mechanical, electrical, etc. 1.6 TOTAL DEAD LOAD: 10.0 sf FLOOR LIVE LOAD: 40.01 Soil Bearing Capacity: 1500 sf Frost Depth: 1 18 in «: ' �' ;: � _ I I 1 Arlington/Tuck Addition July 11, 2007 SDA Job # 5250 1 Type of construction: 2-Story Addtion Location: 19128 Vista Drive Applicable Building Codes: 12006 IBC,ASCE 7-05 Arlington,WA 98223 JI Work performed : Lateral and Gravity Only I-WIND DESIGN_-I Ps = AlwPs30K�t Exposure : Wind Exposure Category as set forth in Section 6.5.6.3 of ASCE 7-05 Wind Speed= 85 MPH Basic Wind Speed as used in Figure 6-2 of ASCE 7-05 Ps30= Simplified design wind pressure for Exposure B,at h =30 feet and for I= 1.0,from Figure 6-2 Iw= 1 Importance factor as defined in Table 6-1 of ASCE 7-05 Adjustment factor for building height and exposure from Figure 6-2 of ASCE 7-05 Kn= 1.00 Adjustment factor for increased wind speed due to a hill or escarpment Roof slope : rise run Front/Rear fan-t ( 6 / degrees H12 } = 26.6 de Left/Right tan � 6g Number of floors: ( / } = 26.6 degrees 28 ft Mean Elevation Average uplift(F/R)= 4.4 psf Based on wind zones'G'and'H' H Average uplift(R/L)= -4.4 psf Based on wind zones'G'and'H' (� F � r End zone of wall End zone of roof Front/Rear Left/Right Front/Rear Left/Right Ps30 = A = 13.9 psf 13.9 psf B = 4.3 psf 4.3 psf PS = 13.9 psf 13.9 psf 4.3 psf 4.3 psf Interne of wall Interior zone of roof e\ CO) FFront/R7ear Left/Right Front/Rear Left/Right J Ps3o = 10.3 10.3 psf D = 3.8 psf 3.8 psfOPS = 0.3 psf 10.3 psf 3.8 psf 3.8 psf WIND LOAD CALCULATIONS Transverse FRONT -►REAR 11/2ND FLOOR= WIND ZONE A B I C D AVE. HEIGHT 4 8.5 6 7.5 AVE.WIDTH 5.5 7.5 31 35 Ps 13.93 1 4.33 10.34 3.84 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 306 276 1923 1008 0 0 0 0 0 0 0 0 TOTAL i5,343 Ibs w:Minimum net pressure controls. The calculated pressure is less than the minimum net '-------------- pressure, equal to 1 Opsf applied over the entire area. (ASCE 7-05 6.4.2.1.1) FV ISTFLOOR= WIND ZONE A C AVE. HEIGHT 10 10 A 6 40.5 Ps 13.93 10.34 0.00 1 0.00 0.00 1 0.00 1 0.00 1 0.00 1 0.00 0.00 0.00 0.00 SUBTOTAL 836 1 4187 0 1 0 0 1 0 1 0 1 0 0 0 0 0 TOTAL t5,0221bs NOT USED WIND ZONE AVE. HEIGHT AVE. WIDTH l Ps 0.00 0.00 0.00 1 0.00 0.00 0.00 1 0.00 1 0.00 j 0.00 I 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL IOlbs ------------------ w Arlington/Tuck Addition July 11, 2007 SDA Job# 5250 2 WIND LOAD CALCULATIONS LEFT - ►RIGHT EV 2ND FLOOR= WIND ZONE A B C D AVE. HEIGHT 5 4.5 8 6.5 AVE.WIDTH 5.5 4.5 1 24.5 14 Ps 13.93 4.33 1 10.34 3.84 1 0.00 1 0.0( 1 0.00 0.00 0.00 1 0.00 0.00 0.00 SUBTOTAL 383 88 2026 349 0 0 0 0 0 0 0 0 TOTAL i3,348 Ibs �Winimum net pressure controls. The calculated pressure is less than the minimum net pressure,equal to 10psf applied over the entire area. (ASCE 7-05 6.4.2.1.1) FV ISTFLOOR= WIND ZONE A C AVE. HEIGHT 10 10 AVE.WIDTH 6 23 Ps 13.93 10.34 to t*O F�O0( 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 836 2378 0 0 0 0 0 0 TOTAL 13,213lbs NOT USED WIND ZONE AVE. HEIGHT AVE.WIDTH Ps 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 TOTAL ;Olbs 0 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 0 � p CALCS: � L------------J 2ND FLOOR CAL CULATIONS.• Story Height: 8.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 24.00 ft Total Area: 2.0 Length of Shortest Segment within Shear Line: 3.50 ft Length of Longest Segment in Shear Line: 5.50 ft p =L 1.00 L- -I ASCE 7-05 12.3.4.2 b MAIN FLOOR CALCULATIONS.• Story Height: Wft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: Total Area: 2.0 Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: r- p =1 1.00 1 NOT USED: ASCE 7-05 12.3.4.2 b Story Height: 10.00 ft Tributary Area: 1.0 Total length of Shearwall in Shortest Line: 6.00 ft Total Area: 2.0 Length of Shortest Shearwall within Shear Line: 2.00 ft Length of Longest Wall in Shear Line: 4.00 ft p =1 NA L-----1 M' � !. Arlington/Tuck Addition July 11, 2007 SDA Job# 5250 3 All loads in pounds per square foot SEISMIC DESIGN: L-----------J WALL DEAD LOAD = 10 psf ROOF DEAD LOAD= 15.0 psf E = Eh + E, FLAT ROOF SNOW LOAD = 25 psf UPPER FLOOR D.L. = 12.0 psf E = PQE+ 2SDSD QE =V= C,W RED.S.L. (20%`S.L.) = 0 LOWER FLOOR D.L. = 10.0 psf FLOOR LIVE LOAD= 40.0 psf P = 1.00 Site Class = D When the Site Class is not specified by Geotech, D will be assumed IE= 1 Importance factor as defined in Table 1 1.5-1 R = 6.5 hn= 28 Total height of structure V= 0.7SDSIEW/R SDS=2/3 SMs Ss = 110.1% SMs = 116.7% V = r0.08�W � L84� Vm°X = SDI IEW/T°R SMs = (Fa)(Ss) Fa = 1.06 Sps = 77.8% E = 10 084 IW 75 T. = 0.02hn 0. Spy = 2/3 SMl 5, = 30.9% Spy = 36.9% T°= 0.24 s SMi = (Fv)(SI) Fv = 1.79 SMi = 55.3% 2ND FLOOR DIAPHRAGM LOADING: 15T FLOOR DIAPHRAGM LOADING: W(ROOF) = LENGTH WIDTH LOAD TOTAL W(ROOF) = LENGTH WIDTH LOAD TOTAL 50.5 35 15.0 26513 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 15.0 f4:1 15.0 0 15.0 W(FLOOR) = LENGTH WIDTH LOAD TOTAL W(FLOOR) = LENGTH WIDTH LOAD TOTAL 12.0 0 46.5 28 12.0 15624 12.0 0 12.0 0 12.0 0 12.0 0 12.0 0 12.0 0 12.0 0 12.0 0 W(WALL) = LENGTH TRIB. HT. LOAD TOTAL W(WALL) = LENGTH TRIB. HT. LOAD TOTAL 117 4 10.0 4680 87 4 10.0 3480 84 4 10.0 3360 92 4 10.0 3680 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 TOTAL = 34553 lb TOTAL = 22784 lb NOTAPPLICABLE W(ROOF) =I LENGTH I WIDTH LOAD TOTAL V(2ND FLOOR) _ .084 x 34553 lb = 2895 Ibs 15.0 0 V(1 ST FLOOR) _ .084 x 22784 lb = 1909 Ibs 15.0 0 V() _ .084 x lb = Ibs 15.0 0 15.0 0 REDISTRIBUTE: 15.0 1 -' EV x P height EV x height W(FLOOR) = LENGTH WIDTH LOAD TOTAL 2895 lb 19 55007 10.0 0 1909lb 10 19090 10.0 0 lb 1 0 10.0 0 TOTAL = 4804 lb TOTAL= 74098 10.0 0 10.0 0 E (2ND) = FV x height x FV TOTAL = FV x height TOTAL 3566 Ibs W(WALL) = LENGTH TRIB. HT. LOAD TOTAL 10.0 0 E (1 ST) _ ZV x height x EV TOTAL 10.0 0 EV x height TOTAL = 1238 Ibs 10.0 0 10.0 0 NOT USED 10.0 O E () - = 0 Ibs TOTAL = lb Arlington/Tuck Addition July 11, 2007 5250 4 ------- SUMMARY•--------1 L------------- -- — —� WIND (front-rear) WIND (left-right) SEISMIC ZV(2ND FLOOR) = 5343 Ibs 3348 Ibs 3566 Ibs FV(1ST FLOOR) = 5022 Ibs 3213 Ibs 1238 Ibs NOT APLICABLE 0 Ibs 0 Ibs 0 Ibs I DIAPHRAGM SHEAR: I 240 PLF -------------------- Total diaphragm length = 32 0 Sub-diaphragm length Diaphragm width =1 51.0 ft FV(roof)= 5,343 Ibs __ FV(roof) _ 5343 lb _ 52 PLF (2)(width) 102 ft �— 25.5 ft—♦ IBC Table 2306.3.1 —0 240 PLF USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING r CHORD• � L--------I Sub-diaphragm length =1 32.0 ft Total-diaphragm length = 32.0 ft Sub-diaphragm width = 51.0 ft T __ M _ IV x(diaphragm length) 5343 x 32 ft B 8 x(diaphragm width) 8 x 51 ft _ 419 Ibs Top Plate Size: 2x6 Species/Grade: HF#2 Area = 8.25 in^2 Ft = 525 psi Load duration (CD) = 1.60 Tauowabie = Area x CD x Ft = 6,930 Ibs Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 1 Od COMMON NAIL = 1 G2 ibs 102 x Cd x p = 163 Ibs 2005 NDS #OF NAILS PER 4 FT SPLICE = 419 Ibs 3 163 Ibs USE 2x6 HF #2 TOP PLATE W/ (8) 10d COMMON NAILS PER SPLICE. ..c: -r Arlington/Tuck Addition July 11, 2007 SDA Job# 5250 5 Lateral Calculation KeY_- �P2 V V= Shear, plf H = Height of shearwall L = Length of shearwall PI = Weight of shearwall and connected framing PI P2 =Weight of adjacent wall TI C T=V x H -0.5P1 - P2 = Tension reaction to be resisted by holdown I J'+ C =V x H + 0.5P1 = Compression reaction j_A_S_D_Basic_Load_Combinations __� For calculation of tension and compression forces in compliance with ASCE 7-05 2.4.7 Tension Equations (Uplift) 7.0.6D +W 8. (0.6 -0.14Sps)D + 0.7E s 0.49 D + 0.7E *8. (0.6- 0.14Sps)D + 1.75 E ► 0.49 D + 1.75E Compression Equations 5. D +W 5. (1 + 0.14Sps)D + 0.7E 1.11 D + 0.7E 6. D + 0.75W+ 0.75L + 0.75S 6. (1.0 + 0.105Sos)D + 0.525E + 0.75L + 0.75S 1.08 D + 0.525E + 0.75L + 0.75S *5. (1 + 0.14Sos)D + 1.75E 1.11 D + 1.75E *6. (1.0 + 0.105Sps)D + 1.3125E + 0.75L + 0.75S -♦ 1.08 D +1.3125E + 0.75L + 0.75S *Equations include averstrength factor. �� r •: ��: • N r i _ i. i` Y Arlington/Tuck Addition July 11, 2007 SDA Job # 5250 6 UPPER FLOOR FRONT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper I Floor Level,e.g. Upper,Main,Lower 1.0 tribulary width r1.0 tributary area Lt-Rt I Load Direction,e.g. Left-Right,Front-Rear 2.0 total width 2.0 total area (For Leh Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 8.00 ft Total Length of Shearwalls 2.0 total width 1 2.0 total area V(from upper)= 3348 lb 3566 lb Height of Shearwall= 8.0 ftl Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 4.0 fi Tributary width for dead load= 14.0 ft V(from lower)= 0 lb 0 lb Asped Ratio 0K Length of adjoining wall= F4.0 ft E(Wind)= 3,348 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No v = 209 PLF V - 223 PLF IBC 2306.4.1 ► 0.93 x 260= 242 PLF USE Qj SeJsmic contra/s sheaiv✓trll desr,7n CTOTAL= (floor above)+(this floor)_ + 1674 Ibs = 1674 Ibs Wind controls TOTAL- (floor above)+(this floor)_ + 850 Ibs = 850 Ibs Load case 8 controls-Wind - Wind ':7IS'holdown ciesijn_--------------- _______-..____----------- _---- �_____ Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOEDOWN: C114 value for E in equations 5,6_and 8_ E- 1783 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: STHD8/RJ UPPER FLOOR REAR +� W SHEARWALL __ WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g. Upper,Main,Lower 1.0 tributory width F 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width F 2.0 total area (For Leh Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) O$B Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 tolol width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 Tributary area 7.50 ft Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 3348 lb 3566 lb Height of Shearwall= 8.0 It Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 3.5 fi Tributary width for dead load= 14.0 fi V(from lower)= 0 Ib 0 Ib Aspect Ratio OK Length of adjoining wall= 4.0 fi E(Wind)= 3,348 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No v = 223 PLF V = 238 PLF IBC 2306.4.1 ♦ (2w/h) x 0.93 x 380= 309 PLF 10 USE 2 Sesrnic controls sheartvall design CTOTAL- (floor above)+(this floor)= + 1785 Ibs = 1785 Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 995 Ibs = 995 Ibs Load case 8 controls-Wind Win controls holdown desigrn a------------------------------------------- --- I Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: CS14 ? value for E in equations 5,6,and 8: E- 1902 Ibs J OR AT FOUNDATION/INTERIOR WALLS USE: STHD8/RJ 11 UPPER FLOOR INTERIOR SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 23.0 tributary width 713-0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear F46.511otol width 1441.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 1.0 tributary width 1.0 tributory area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 19.50 ft Total Length of Shearwalls 2.0 lotal width 2A total area V(from upper)= 5343 lb 3566 lb- Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Sheorwall= 19.5 ft Tributary width for dead load= 3 0 fi V(from lower)= 0 Ib 0 Ib Aspect Retie OK Length of adjoining wall E(Wind)= 5,343 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No y = 136 PLF V = 90 PLF IBC 2306.4.1 ♦ 1.4 x 0.93 x 260= 339 PLF 0. USE Q Wr'nd conk-0is si aorvah'd6Agn CTOTAL = (floor above)+(this floor)_ + 1084 Ibs = 1084 Ibs Wind controls TTOTAL= (floor above)+(this floor) _ + 161 Ibs = 161 Ibs Load case 8 controls-Wind --------_ Wind conb'ors holdown des{gn [When.overstrength factor is applicable,use this NO HOEDOWNS REQUIRED OK value for E in equations 5,6,and 8: E= 724 Ibs �. t . Arlington/Tuck Addition I July 11, 2007 SDA Job # 5250 7 UPPER FLOOR RIGHT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower F 10.0 tributary width 310.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 46.5 total width 1441.0 total area (For LeFI Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB7 Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 28.00 ft Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 Ib' Length of Shearwall= 21.0 ff Tributary width for dead load= 3.0 ft V(from lower)= 0 Ib 0 Ib Aspect Ratio OK Length of adjoining wall= Pq E(Wind)= 5,343 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No v = 41 PLF V = 27 PLF IBC 2306.4.1 10 0.93 x 260= 242 PLF 01 USE Al Sc:isn7ic coal.)o%s 5/70a n all design CTOTAL= (floor above)+(this floor)= + 328 Ibs = 328 Ibs Wind controls TTOTAL= (floor above) +(this floor)= + -645 Ibs = -645 Ibs Load case 8 controls-Wind lend confro/s holdowr7 design Where overstrength factor is applicable,use this NO HOLDOWNS REQUIRED OK --� value for E in equations 5,6,and 8: E= 219 Ibs - ion 5 --------- ----- - - -.r MAIN FLOOR FRONT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Main Floor Level,e.g. Upper,Main,Lower 1.0 tributary width F 1.0 tributary area Lt-Rt Load Direction,e.g. Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) 0SB__J Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 Itotal area U L Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 4.50 ft Total Length of Shearwalls F 2.0 total width 1 2.0 total area V(from upper)= 3348 lb 3566 lb Height of Shearwall = 7.0 fi Weight of Shearwall= 10.0 lbs V(from main)= 3213 lb 1238 lb Length of Shearwall= 2.0 fi Tributary width for dead load= 1 3.0 ft V(from lower)= 0 lb 0 Ib Aspect Ratio OK Length of adjoining wall E(Wind)= 6,561 lb E(Smc)= 4,804 lb Use alternate R factor for seismic?- No v = 729 PLF V = 534 PLF- 3x framing required per IBC IBC 2306.4.1 ► (2w/h) x 0.93 x 7280= 680 PLF USE 7 ,5er5n7ic COWIV s sl>eorwa#design CTOTAL = (floor above)+(this floor)_ + 5103 Ibs = 6777 Ibs Wind controls TTOTAL= (floor above)+(this floor)= 850 + 4785 Ibs = 5635 Ibs Load case 8 controls-Wind Wind con/cols holdowr�desiyn Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: MSTC78 value for E in equations 5,6,and 8: E=3737 Ibs OR AT FOUNDATION/INTERIOR WALLS USE: ILHDU8-SDS2.5 MAIN FLOOR REAR SHEARWALL WIND SEISMIC Floor into Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g. Upper,Main,Lower 1.0 tributary width 1.0 tributary area Lt•Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area U/FL Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area MOOft Total Length of Shearwalls 2.0 total width 12.0 total area V(from upper)= 3348 lb 3566 lb Height of Shearwall= 10.0 fi Weight of She wall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 20.0 ff Tributary width for dead load= 3.0 fi V(from lower)= 0 Ib 0 lb Aspe cl Ratio OK Length of adjoining wall= 4.0 ft E(Wind)= 3,348 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No v = 84 PLF y = 89 PLF IBC 2306.4.1 -► 0.93 x 260= 242 PLF -► USE Q Seismic controls sheanti c/I des�yn CTOTAL= (floor above)+(this floor)= + 837 Ibs = 2622 Ibs Wind controls TTOTAL - (floor above)+(this floor)= 995 + -306 Ibs = 689 Ibs Load case 8 controls-Wind Win cnnfro/s hc,;daii/17:des)wfn Where overstrength factor is applicable,use this - NO HOLDOWNS REQUIRED C$14 value for E in equations 5,6,and 8: E=892 Ibs �____�_ OR AT FOUNDATION/INTERIOR WALLS USE: 11 STHDB/RJ i Arlington/Tuck Addition July 11, 2007 SDA Job # 5250 8 MAIN FLOOR INTERIOR SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Main I Floor Level,e.g.Upper,Main,Lower 23.0 tributary width 713.0 tributary area Ft-Rr Load Direction,e.g. Left-Right,Front-Rear 46.5 total width 1441.0 total area (For Left Wall,Use Froni-Rear Load Direction) Tributary Width(Main Floor) Tributo Area(Main Floor) OSB Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area U/FL Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 24.00 ft Total Length of Shearwalls 1 2.0 total width F2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 5022 lb 1238 lb Length of Shearwall= 9.0 fi Tributary width for dead load= 3.0 ft V(from lower)= 0 lb 0 lb Ash� d Ratio,OK Length of adjoining wall E(Wind)= 10,365 lb E(Smc)= 4,804 lb Use alternate R factor for seismic? No v = 215 PLF V = 99 PLF IBC 2306.4.1 ► 1.4 x 0.93 x 260= 339 PLF o USE Q wind conk-0/9 sboani all design CTOTAL= (floor above)+ (this floor)= + 2147 Ibs = 3231 Ibs Wind controls TOTAL- (floor above)+(this floor)= 161 + 1454 Ibs = 1615 Ibs Load case 8 controls-Wind _ in rontrnlr Irn/down desl�rr Where overstrengih factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: CS14 t - value for E in equations 5,6,and 8: E- 993 Ibs OR AT FOUNDATION INTERIOR WALLS USE: STHD8 RJ MAIN FLOOR RIGHT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Main Floor Level,e.g. Upper,Main,Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g. Leff-Right, Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area U/FL Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 28,00 ft Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 10-0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 5022 lb 1238 lb Length of Shearwall= 28.0 ft Tributary width for dead load= 3.0 fi V(from lower)= 0 lb 0 lb Asper..t Rollo OK Length of adjoining wall=Pq E(Wind) = 10,365 lb E(Smc)= 4,804 lb Use alternate R factor for seismic? No v = 185 PLF v = 86 PLF IBC 2306.4.1 1.4 x 0.93 x 260= 339 PLF � USE Q Wind controls sheanvall design CTOTAL= (floor above)+(this floor)= � + 1851 Ibs = 2179 Ibs Wind controls TTOTAL= (floor above)+(this floor)= + 382 Ibs = 382 Ibs Load case 8 controls-Wind _ _ Wind controls Iroldawn design 3 Where oversirength factor is applicable,use this ---W--�^Y Y�� NO HOEDOWNS REQUIRED F:ZZZ::� ( value for E in equations 5:6- -_ and 8_ _E=858 Ibs NOT USED SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 1.0 tributary width F 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width r 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 1 1.0 liributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 lotol area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 11 1.0 tributary area Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 lb Length of Shearwall= 5.0 ft Tributary width for dead load= 5.0 ft V(from lower)= 0 lb 0 lb Asped Ratio,OK Length of adjoining wall= 4.0 It E(Wind)= 5,343 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No v = #DIV/01 v = #DIV/0! #,DIV/01 IBC 2306.4.1 ► #DIV/01 0.93 x #DIV/01 #DIV/01 00 USE A#DIV/ol eDlVIC! CTOTAL = (floor above)+(this floor)_ + #DIV/01 = #DIV/01 #DIV/0! TTOTAL= (floor above)+(this floor)_ + #DIV/01 = #DIV/01 #DIV/0! .. D/i/i0, Where overstrength factor is applicable,use this _ Y M ) #### #DIV/01 -ry^ value for E in equations 5,6,and 8: __.__�___E= #DIV/0! #### #DIV/01 I Arlington/Tuck Addition July 11, 2007 SDA Job # 5250 9 NOT USED SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g. Upper,Main,Lower F1.0 tr!bularywidth F 1.0 lribulary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2-0 total area (For Left Wall,Use Front-Rear Load Direction) Ototal Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC width 2.0 total area Roof Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) F 1.0 tributary width F 1.0 tributory area r- Total Length of Sheorwalls 2.0 total width 2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 0 lb 0 Ib Length of Shearwall= 21.0 ft Tributary width for dead load= 15.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 2A fP E(Wind)= 5,343 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No V = #DIV/01 V = #DIV/01 #DIV/0! IBC 2306.4.1 ► 1.4 x 0.93 x #DIV/01 #DIV/01 110� USE A #DIV/0! "Wind con/./•o/s s17e01wcri;design. CTOTAL = (floor above)+(this floor)= + #DIV/01 a #DIV/01 #DIV/01 TTOTAL = (floor above)+(this floor)= + #DIV/01 s #DIV/01 #DIV/0! ______ _----__ ____ __^_--- n conl'O/s holdowl?design Where overstrength factor is applicable,use this #### #DIV/0! _-----value for E in equations 5,6,and 8: E_#DIV/0! #### #DIV/01 NOT USED SHEARWALL _ WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Lower I Floor Level,e.g. Upper,Main,Lower 1.0 tribulary width 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 15.0 tributary width 1044.0 tributary area Values from table 2306.4.1 of the 2006 IBC 50.0 total width 2496.0 total area Roof Resisting Dead Load Not Used Not Used L� (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area Total Length of Shearwalls F 2.0 total width 2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 9.0 it Weight of Shearwall= E!4 .01 Ibs V(from main)= 5022 lb 1238 lb Length of Shearwall= 3.0 ft Tributary width for dead load= 3.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= .0 ft E(Wind)= 10,365 lb E(Smc)= 4,804 lb Use alternate R factor for seismic? No V = #DIV/01 V = #DIV/01 #DIV/0! IBC 2306.4.1 ► #DIV/01 0.93 x #DIV/01 #DIV/0! U SE A #DIV/01 #D•'6%'�)! CTOTAL= (floor above)+(this floor)= + #DIV/01 - #DIV/01 #DIV/01 TTOTAL = (floor above)+(this floor)= + #DIV/01 _ #DIV/01 #DIV/01 #DIViOI Where overstrength factor is applicable,use this #### L -value for E in equations 5,6,and 8: E=#DIV/0! ^_ -- ---- -- - - ^_-----------«w�____-- #### #DIV/01 NOT USED SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) Upper Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) OSB Sheathing type 1.0 tributary width 1.0 tributary area Values from table 2306.4.1 of the 2006 IBC 2.0 total width 2.0 total area U/FL Resisting Dead Load Not Used Not Used L.� (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area Total Length of Shearwalls 1 2.0 total width 2.0 total area V(from upper)= 5343 lb 3566 lb Height of Shearwall= 9.0 ft Weight o Shearwall= 10.0 Ibs f V(from main)= 0 lb 0 lb Length of Shearwall= 8.0 ft Tributary width for dead load= 3.0 ft V(from lower)= 0lb 0lb As,;.,, �t Ratio OI< Length of adjoining wall= 4.0 ft E(Wind)= 5,343 lb E(Smc)= 3,566 lb Use alternate R factor for seismic? No V = #DIV/01 V= #DIV/01 #DIV/O! IBC 2306.4.1 ► #DIV/0! 0.93 x #DIV/01 #DIV/0! 10 USE A #DIV/0! )501V/01 CTOTAL = (floor above)+(this floor)= + #DIV/0! _ #DIV/01 #DIV/0! TTOTAL= (floor above)+(this floor)= + #DIV/01 _ #DIV/0! #DIV/0! Where overstren th factor is applicable,use this #### -^- value for E in equations5,6,and 8:-Y YwM� E= #DIV/0!Y.] #### #DIV/01 MCE Parameters - Conterminous 48 States Zip Code - 98223 Central Latitude = 48.207031 Central Longitude = -121.953365 MCE MAP VALUES Short Period Map Value - Ss = 110.1% g 1.0 sec Period Map Value - S1 = 30.9% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 110.1% g Soil Factor for Site Class D - Fa = 1.06 Residential Site Value = 2/3 x Fa x Ss = 77.8% g Residential Seismic Design Category = D1 +1 1 ,: P,4)< ��k LL + 25Isf = I83-7 DL 1 I I iJ.l va�LL .-/.lam/^'���'._ -_"��--•,���'r�' � -J�co�I 2rJQ>LT� 1I L 3� LL R-, c = C (J PSG a,- �E a�� - Zy 7 e ( 1'N 0 CW,Cv �J , 60,lc! C--) ✓f_ F>�qP Q `J . KE" I r 7 LA�qO LL 4- L Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580004 User:KVJ-0603169,Ver5.8.0.1-Dec-2003 General Timber Beam Page 1 User:KIN-03 EN 9,Ver 5,Engineering Software 5250 ar1mgton-tuck.ecw:Calculations Description GARAGE DOOR HDR-LOAD CASE 6 General information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000 Base allowables are user defined Section Name 5.0x15.0 Center Span 16.50ft ..Lu r 16.00 ft Beam Width 5.000 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-V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads j IF Center DL 208.00#/ft LL 225.00 Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 252.00 #/ft LL @ Left 291.00 #/ft Start Loc 0.000 ft DL @ Right 252.00 #/ft LL @ Right 291.00 #/ft End Loc 2.000 ft #2 DL @ Left 252.00 #/ft LL @ Left 291.00 #/ft Start Loc 14.500 ft DL @ Right 252.00 #/ft LL @ Right 291.00 #/ft End Loc 16.500 ft #3 DL @ Left 49.00 #/ft LL @ Left 56.00 #/ft Start Loc 2.000 ft DL @ Right 49.00 #/ft LL @ Right 56.00 #/ft End Loc 14.500 It Point Loads Dead Load 1.607.0lbs 1,607.0lbs lbs lbs lbs lbs lbs Live Load 1,859.O lbs 1,859.0lbs 2,340.0lbs -2,340.0lbs lbs lbs lbs ...distance 2.000 ft 14.500 ft 2.000 ft 14.500 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=16.50ft,Beam Width=5.00Oin x Depth=15.in,Ends are Pin-Pin Max Stress Ratio 0.626 : 1 Maximum Moment 26.4 k-ft Maximum Shear* 1.5 14.1 k Allowable 44.2 k-ft Allowable 22.5 k Max. Positive Moment 26.42 k-ft at 7.194 ft Shear: @ Left 10.55 k Max. Negative Moment 0.00 k-ft at 16.500 ft @ Right 7.01 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.378in Max. M allow 44.17 Reactions... @ Right 0.000 in fb 1,690.63 psi fv 187.87 psi Left DL 4.13 k Max 10.55 k Fb 2,826.66 psi Fv 300.00 psi Right DL 4.13 k Max 7.01 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.252 in -0.533 in Deflection 0.000 in 0.000 in ...Location 8.250 ft 7.986 ft ...Length/Deft 0.0 0.0 ...Length/Deft 786.1 371.51 Right Cantilever... Camber(using 1.5 D.L.Defl)... Deflection 0.000 in 0.000 in @,Center 0.378 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580004 User:KW-0603169.Ver 5.8.0,14[)ec-2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software 5250 arlington-tuck.ecw:Catculations I Description GARAGE DOOR HDR- LOAD CASE 6 -- Stress Calcs Bending Analysts Ck 19.865 Le 29.658 ft Sxx 187.500 in3 Area 75.000 in2 Cv 1.000 Rb 14.616 Cl 0.942 Max Moment Sxx Req'd Allo%vable fb @ Center 26.42 k-ft 112.14 in3 _ 2,826.66 psi @ Left Support 0.00 k-ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 14.09 k 8.77 k Area Required 46.969 in2 29.241 in2 Fv:Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 10.55 k Bearing Length Req'd 3.247 in Max. Right Reaction 7.01 k Bearing Length Req'd 2.156 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 10.55 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in i Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope: Rev: 580004 User.KKW-0603169.Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 5250 arlington-tuck.ecw:Calculations 1 Description GARAGE DOOR HDR- LOAD CASE 8 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 5.0x15.0 Center Span 16.50 ft . . . ..Lu 16.00 It Beam Width 5.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.000 in Right Cantilever It Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 95.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 114.00 #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 114.00 #/ft LL @ Right #/ft End Loc 2.000 ft #2 DL @ Left 114.00 #/ft LL @ Left #/ft Start Loc 14.500 ft DL @ Right 114.00 #/It LL @ Right #/ft End Loc 16.500 ft #3 DL @ Left 22.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 22.00 #/ft LL @ Right #/ft End Loc 14.500 ft Point Loads Dead Load 729.0lbs 729.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs 3,120.0lbs -3,120.0lbs Ibs Ibs Ibs ...distance 2.000 ft 14.500 ft 2.000 ft 14.500 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=16.50ft,Beam Width=5.00Oin x Depth=15.in,Ends are Pin-Pin Max Stress Ratio 0.266 : 1 Maximum Moment 8.1 k-ft Maximum Shear* 1.5 6.0 k Allowable 44.2 k-ft Allowable 22.5 k Max.Positive Moment 8.06 k-ft at 2.046 ft Shear: @ Lett 4.24 k Max.Negative Moment -1.37 k-ft at 14.520 ft @ Right 1.88 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.172 in Max. M allow 44.17 Reactions... @ Right 0.000 in fb 516.13 psi fV 79.87 psi Left DL 1.88 k Max 4.24 k Fb 2,826.66 psi Fv 300.00 psi Right DL 1.88 k Max -0.49 k fDeflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.115 in -0.118 in Deflection 0.000 in 0.000 in ...Location 8.250 ft 6.930 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,728.9 1,674.15 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.172 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 , Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580004 User:KW_M3169,Ver5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983 2003 ENERCALC Engineering Software 5250 admgton-tuck.ecw:Ca;culations Description GARAGE DOOR HDR- LOAD CASE 8 Stress Calcs Bending Analysis Ck 19.865 Le 29.658 ft Sxx 187.500 in3 Area 75.000 1n2 Cv 1.000 Rb 14.616 Cl 0.942 Max Nloment Sxx Req'o Allowable fb @ Center 8.06 k-ft 34.24 in3 2,826.66 psi @ Left Support 0.00 k-ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.99 k 1.10 k Area Required 19.968 in2 3.668 in2 Fv:Allowable 300.00 psi 300.00 psi Bearing @ Supports Max.Left Reaction 4.24 k Bearing Length Req'd 1.305 in Max. Right Reaction -0.49 k Bearing Length Req'd 0.149 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 4.24 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in I Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev• 68000A User.KW 0603169,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERC ALC Engineering Software 5250 arUngton-tuck.emCalculations Description GARAGE DOOR HDR-LOAD CASE 5 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined . Section Name 5.0x15.0 Center Span 16.50 ft . .. . .Lu 16.00 ft Beam Width 5.000 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-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 214.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 259.00 #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 259.00 #/ft LL @ Right #/ft End Loc 2.000 ft #2 DL @ Left 259.00 #/ft LL @ Left #/ft Start Loc 14.500 ft DL @ Right 259.00 #/ft LL @ Right #/ft End Loc 16.500 ft #3 DL @ Left 50.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 50.00 #/ft LL @ Right #/ft End Loc 14.500 ft Point Loads Dead Load 1,652.0lbs 1,652.0lbs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs 3,120.0lbs -3,120.0lbs Ibs Ibs Ibs ...distance 2.000 ft 14.500 ft 2.000 ft 14.500 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=16.50ft, Beam Width=5.00Oin x Depth=15.in,Ends are Pin-Pin Max Stress Ratio 0.403 : 1 Maximum Moment 13.8 k-ft Maximum Shear 1.5 9.1 k Allowable 44.2 k-ft Allowable 22.5 k Max.Positive Moment 13.79 k-ft at 5.412 ft Shear: @ Left 6.61 k Max.Negative Moment 0.00 k-ft at 16.500 ft @ Right 4.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.388in Max.M allow 44.17 Reactions... @ Right 0.000in fb 882.54 psi fv 120.99 psi Left DL 4.25 k Max 6.61 k Fb 2,826.66 psi Fv 300.00 psi Right DL 4.25 k Max 1.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.259 in -0.261 in Deflection 0.000 in 0.000 in ...Location 8.250 ft 7.656 ft ...Length/Deft 0.0 0.0 ...Length/Deft 765.1 759.99 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.388 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in_- 4 Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope: Rev: 580004 User:KW-0603169.Ver 5.8.0.1-Dec-2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software 5250 arlington-tuck.ecw:Calculadons Description GARAGE DOOR HDR-LOAD CASE 5 Stress Caics Bending Analysis Ck 19.865 Le 29.658 ft Sxx 187.500 in3 Area 75.000 in2 Cv 1.000 Rb 14.616 Cl 0.942 Max Moment Sxx Req'd Allowable fb @ Center 13.79 k-ft 58.54 in3 2,826.66 psi @ Left Support 0.00 k-ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.07 k 1.98 k Area Required 30.249 in2 6.612 in2 Fv:Allowable 300.00 psi 300.00 psi Bearing @ Supports Max.Left Reaction 6.61 k Bearing Length Req'd 2.034 in Max. Right Reaction 1.88 k Bearing Length Req'd 0.580 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 6.61 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in I Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580004 - User.KW-0603169.Ver5.8.0.1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software 5250 arlington-tuck.emCalcula6ons Description GARAGE DOOR HDR- D+L General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 5.Ox15.0 Center Span 16.50ft . .. . .Lu 16.00ft Beam Width 5.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever It Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 193.00#/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 233.00 #/ft LL @ Left 388.00 #/ft Start Loc 0.000 ft DL @ Right 233.00 #/ft LL @ Right 388.00 #/ft End Loc 2.000 ft #2 DL @ Left 233.00 #/ft LL @ Left 388.00 #/ft Start Loc 14.500 ft DL @ Right 233.00 #/ft LL @ Right 388.00 #/ft End Loc 16.500 ft #3 DL @ Left 45.00 #/ft LL @ Left 75.00 #/ft Start Loc 2.000 ft DL @ Right 45.00 #/ft LL @ Right 75.00 #/ft End Loc 14.500 ft Point Loads Dead Load 1,488.0lbs 1,488.0lbs Ibs Ibs Ibs Ibs Ibs Live Load 2,478.0lbs 2,478.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 14.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=16.50ft, Beam Width=5.00Oin x Depth=15.1n,Ends are Pin-Pin Max Stress Ratio 0.675 : 1 Maximum Moment 29.8 k-ft Maximum Shear* 1.5 13.1 k Allowable 44.2 k-ft Allowable 22.5 k Max.Positive Moment 29.80 k-ft at 8.250 ft Shear: @ Left 10.03 k Max.Negative Moment 0.00 k-ft at 16.500 ft @ Right 10.03 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.350 in Max.M allow 44.17 Reactions... @ Right 0.000in fb 1,906.90 psi fv 174.04 psi Left DL 3.83 k Max 10.03 k Fb 2,826.66 psi Fv 300.00 psi Right DL 3.83 k Max 10.03 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.233 in -0.608 in Deflection 0.000 in 0.000 in ...Location 8.250 ft 8.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 848.9 325.88 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.350 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580004 - User:KW-0603169.Ver 5.8.0.1-Dec-2003 General Timber Beam Page 2 (c)1983.2003 ERERCALC Engineering Sofhvare 5250 nrlmgton-tuck.mv Calculations Description GARAGE DOOR HDR-D+L Stress Calcs Bending Analysis Ck 19.865 Le 29.658 ft Sxx 187.500 in3 Area 75.000 in2 Cv 1.000 Rb 14.616 Cl 0.942 Max Moment Sxx Read Allowable tb @ Center 29.80 k-ft 126.49 in3 2,826.66 psi @ Left Support 0.00 k-ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 13.05 k 13.05 k Area Required 43.509 in2 43.509 in2 Fv:Allowable 300.00 psi 300.00 psi Bearing @ Supports Max.Left Reaction 10.03 k Bearing Length Req'd 3.085 in Max.Right Reaction 10.03 k Bearing Length Req'd 3.085 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 10.03 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in I I I Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope LRL 58000+1 KW-Q603169,Ver5.8.0,1-Dec-2003 General Timber Beam Page 183.20Q3 ENERCALC Engineering Software 5250 arlington-fuck.ecw Calculations Description GIRDER TRUSS REACTIONS LGeneral information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ! Section Name 5.125x31.5 Center Span 12.00 ft Lu 12.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 31.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Fb Base Allow 2,400.0 psi Load Dur.Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,800.0 ksi Full Length Uniform Loads - Center DL 248.00#/ft LL 413.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=12.00ft,Beam Width=5.125in x Depth=31.5in,Ends are Pin-Pin Max Stress Ratio 0.101 : 1 Maximum Moment 11.9 k-ft Maximum Shear*1.5 3.4 k Allowable 171.5 k-ft Allowable 33.3 k Max.Positive Moment 11.90 k-ft at 6.000 ft Shear: @ Left 3.97 k Max.Negative Moment 0.00 k-ft at 12.000 ft @ Right 3.97 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.007 in Max. M allow 171.54 Reactions... @ Right 0.000 in fb 168.46 psi fv 20.93 psi Left DL 1.49 k Max 3.97 k Fb 2,428.79 psi Fv, 206.25 psi Right DL 1.49 k Max 3.97 k Deflections 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 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 29i904.1 11,219.71 Right Cantilever... Camber(using 1.5 D.L.Deft)... 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 19.865 Le 24.710 ft Sxx 847.547 in3 Area 161.438 in2 Cv 0.960 Rb 18.862 Cl 0.843 Max Moment Sxx Read Allowable fb @ Center 11.90 k-ft 58.78 in3 2,428.79 psi @ Left Support 0.00 k-ft 0.00 in3 2,880.79 psi @ Right Support 0.00 k-ft 0.00 in3 2,880.79 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.38 k 3.38 k Area Required 16.383 in2 16.383 in2 Fv:Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 3.97 k Bearing Length Req'd 1.238 in Max. Right Reaction 3.97 k Bearing Length Req'd 1.238 in I Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580004 User:KW-0603169,Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software 5250 adington-tuck.ecvr.Caicutabons Description GIRDER TRUSS REACTIONS Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 3.97 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope: Rev: 580002 User.KW-os93169,Ver5.8.0,1-Dec-2003 Pole Embedment in Soil Page 1 (cj1983-2003 ENERCALC Engineering Software 5250 arfing ton-tuck.ecw:Calculations Description DECK COLUMN EMBEDMENT General Information Code Ref: 1997 UBC 1806.8.2.1,2003 IBC 1805.7.2.2003 NFPA 5000 36.4.3 Allow Passive 150.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 102.00 Ibs Load duration factor 1.330 distance from base 10.000 ft Pole is Circular Diameter 24.000 in Distributed Load 0.00#/ft No Surface Restraint distance to top 0.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Point load 1,020.00 ft-# Total Moment 1,020.00 ft-# Distributed load 0.00 Total Lateral 102.00 Ibs Without Surface Restraint... Required Depth 3.000 ft Press @ 1/3 Embed... Actual 192.77 psf Allowable 194.55 psf Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580006 User:KW-0603169,Ver5.8.0,t•Dec•2003 Timber Column Design Page 1 (c)1983-2003 ENERCALC Engineering Software 5250 arlington•tuck.ec%Y:Calcutauons Description DECK COLUMNS-AXIAL ONLY General Information ide Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 6x8 Total Column Height 18.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 7.50 in Fc 575.00 psi Width (along x-x axis) 5.50 in Fb 575.00 psi Sawn E-Elastic Modulus 1,100 ksi Hem Fir, No.2 Unbraced length for"y-y"axis sideways deflection 10.00 ft Unbraced length for"x-x"axis sideways deflection 10.00 ft Lu XX for Bending 10.00 ft Loads Dead Load Live Load Short Term Load Axial Load 837.00lbs 1,395.00lbs 0.00 Ibs Eccentricity 0.000in Eccentric Side Load 280.00lbs 1,600.00 Ibs 0.00 Ibs ....Side Load Eccentricity 2.75 in 2.75 in 0.00 in ....Side Load Dist.above Base 10.00ft 10.00 ft 0.00 ft Equivalent Load @ Mid-Height 5.94lbs 33.95 Ibs 0.00 Ibs Side Load Moment 320.83in-# 1,833.33 in-# 0.00 in-# Max.Design Moment 320.83in-# 1,833.33in-# 0.00 in-# Summary Column OK Using : 6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 18.00ft DL+LL DL+LL+ST DL+ST fc:Compression 99.68 psi 99.68 psi 27.08 psi Fc:Allowable 432.05 psi 432.05 psi 432.05 psi fbx :Flexural 41.78 psi 41.78 psi 6.22 psi F'bx:Allowable 573.00 psi 573.00 psi 573.00 psi Interaction Value 0.0819 0.1323 0.0150 Stress Details Fc:X-X 432.05 psi For Bending Stress Calcs... Fc:Y-Y 508.68 psi Max k*Lu/d 50.00 F'c:Allowable 432.05 psi Le:Bending 18.40 ft F'c:Allow*Load Dur Factor 432.05 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 573.00 psi Rb:(Le d/b^2)A.5 7.399 F'bx*Load Duration Factor 573.00 psi Min.Allow k*Lu/d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 21.82 Axial Y-Y k Lu/d 16.00 i i Title: Job# Dsgnr: Date: 8:57AM, 12 JUL 07 Description Scope Rev: 580006 User:KW-0603169,ver5.8.0.1-Dec-2003 Timber Column Design Page 1 (c)1983-2003 ENERCALC Engineering Software 5250 arlington-tuck.ecw:CalcuEations Description DECK COLUMNS-COMBINED General Information 1de Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Wood Section 6x8 Total Column Height 18.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 7.50 in Fc 575.00 psi Width (along x-x axis) 5.50 in Fb 575.00 psi Sawn E-Elastic Modulus 1,100 ksi Hem Fir,No.2 Unbraced length for"y-y"axis sideways deflection 10.00 ft Unbraced length for"x-x"axis sideways deflection 10.00 ft Lu XX for Bending 10.00 ft [Loads Dead Load Live Load Short Term Load Axial Load 837.00lbs 1,395.00lbs 0.00 Ibs Eccentricity 0.000in Applied Moment 0.00 in-# 12,240.00 in-# 0.00 in-# Eccentric Side Load 280.00lbs 1,600.00lbs 0:00 Ibs ....Side Load Eccentricity 2.75 in 2.75 in 0.00 in ....Side Load Dist.above Base 10.00ft 10.00 ft 0.00 it Equivalent Load @ Mid-Height 5.94lbs 33.95 Ibs 0.00 Ibs Side Load Moment 320.83 in-# 1,833.33 in-# 0.00 ink Max. Design Moment 320.83in-# 14,073.33in-# 0.00 in-# Summary Column O Using : 6x8, Width= 5.50in, Depth=7.50in, Total Column Ht= 18.00ft DL+LL DL+LL+ST DL+ST fc:Compression 99.68 psi 99.68 psi 27.08 psi Fc:Allowable 432.05 psi 432.05 psi 432.05 psi fbx : Flexural 279.16 psi 279.16 psi 6.22 psi F'bx:Allowable 573.00 psi 573.00 psi 573.00 psi Interaction Value 0.5309 0.5813 0.0150 [Stress Details Fc:X-X 432.05 psi For Bending Stress Calcs... Fc:Y-Y 508.68 psi Max k*Lu/d 50.00 F'c:Allowable 432.05 psi Le: Bending 18.40 ft F'c:Allow*Load Dur Factor 432.05 psi (Lu-xx*NDS Table a3.3 factor) F'bx 573.00 psi Rb:(Le d/b^2)A.5 7.399 F'bx*Load Duration Factor 573.00 psi Min.Allow k*Lu/d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 21.82 Axial Y-Y k Lu/d 16.00 Title: Job# Dsgnr: Date: 9:46AM, 12 JUL 07 Description Scope Rev: 580004 User:KW-0603169,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software 5250 arlington-tuck.ecw:Catwlations Description DECK BEAM General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 5.Ox15.0 Center Span 20.50 ft .....Lu 20.50 ft Beam Width 5.000 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-Larch,No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads k. Center DL 42,00#/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=20.50ft,Beam Width=5.00Oin x Depth=1 5.in,Ends are Pin-Pin Max Stress Ratio 0.907 ; Maximum Moment 14.8 k-ft Maximum Shear* 1.5 3.8 k Allowable 16.3 k-ft Allowable 15.9 k Max.Positive Moment 14.81 k-ft at 10.250 ft Shear: @ Left 2.89 k Max.Negative Moment 0.00 k-ft at 20.500 ft @ Right 2.89 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.137in i Max.M allow 16.34 Reactions... @ Right 0.000in fb 948.08 psi fv 50.87 psi Left DL 0.43 k Max 2.89 k Fb 1,045.61 psi Fv 212.50 psi Right DL 0.43 k Max 2.89 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.091 in -0.613 in Deflection 0.000 in 0.000 in ...Location 10.250 ft 10.250 ft ...Length/Dell 0.0 0.0 ...Length/Deft 2,694.7 401.33 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.137 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 27.960 Le 37.705 ft Sxx 187.500 in3 Area 75.000 in2 Cv 0.983 Rb 16.480 CI 0.973 Max(Ooment Sxx Reo'd Allowable fb @ Center 14.81 k-ft 170.01 in3 1,045.61 psi @ Left Support 0.00 k-ft 0.00 in3 1,074.85 psi @ Right Support 0.00 k-ft 0.00 in3 1,074.85 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.82 k 3.82 k Area Required 17.955 in2 17.955 in2 Fv:Allowable 212.50 psi 212.50 psi Bearing @ Supports Max.Left Reaction 2.89 k Bearing Length Req'd 0.925 in Max. Right Reaction 2.89 k Bearing Length Req'd 0.925 in Title: Job# Dsgnr: Date: 9:46AM, 12 JUL 07 Description Scope : LRev. 580004 User:KW-0603169,Ver5.8.0.1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCAIC Engineering Software 5250 arlmgton-tuck.emCalculations Description DECK BEAM rQuery Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.89 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in r ae.1r _ to W-W 4-- Sao-ao' r� m 'kGAPAGEMM Awrome h ,vav� b d lot VISTA DRIVE CHUCK TUCK/OWNER 8122 VISTA DRIVE ARLINGTON WA rAX ID# OOP5aE�10000 c°3'�00 � NEW IMPERVIOUS SURFACE ADDED 240 SF SCAB 'I"_20' 0 20 40 60 µS o -7--7155 z •d OBET-B9S-09E RaTITM Rijal e90 :OT LO Sz unr i J �I `II� �� 1 I'I 4'. .� �� I GDG)�o City of'Arlington 7Community Development � Permit Center REQUEST FOR REVIEW NAME: 7u,,E C K k BP #: o 7- 715.5 DATE: -7-17 - o 7 RETURN THIS FORM BY: -7- o .7 PROJECT SUMMARY: Q Q ; :� 'l!,\ 1\ I 1i rl!N IG UTILITIES KERRY W., BUILDIN BILL B., NATURAL RESOURCES SCOTT B., BUILDING ENGINEERING YVONNE P., PLANNING SHERRI PHELPS, BUS LIC ;_ NA , CONSULT/L.NT t`�RYL T., N:1ARYSVILLE UT�L JI-M T , CONSLiI T='NT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this fcrm and your comments in memo form to the Permit Cen;er. If you have no comments, please return the form,\vilth the "Okay to Issue" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO THE PERMIT CENTER. COMMENTS FOR THIS REVIEW ARE IN THE ATTACHED MEMO NO COMMENT FOR THIS REVIEW, OKAY TO ISSUE PERMIT C] COMMENTS '7._ REVIEWED BY 0P _DATE G1� Y O 1� City of Arlington Community Development �ZING"C' Permit Center REQUEST FOR REVIEW NAME: —F,,/< CA�,r.,E BP #: Q 5.5 DATE: 6 -2-6-6-1 RETURN THIS FORM BY: -1-3-0-7 PROJECT SUMMARY: s, dn n -�( +��� 1RESPvi�D1'NG v f_,\R_11"V'1E'NTS TOIJ C., FIRE DAVE A., BUILDING UTILITIES KERRY W., BUILDING BILL B., NATURAL RESOURCES SCOTT B., BUILDING ENGINEERING YVONNE P., PLANNING SHERRI PHELPS, BUS LIC \�}�j� � ' CWA., CONSULTANT DERYL T., MARYSVILLE UTIL JIM T., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review,the inforM�tion and return this form and your comments in memo form to the Permit Center. If y'ou habe'no ccfTWments; please return the form with the "Okay to Issue" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO THE PERMIT CENTER. COMMENTS FOR THIS REVIEW ARE IN THE ATTACHED MEMO ❑ NO COMMENT FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY _ _DATE- Z3 -0_7 49 i • Y O r. r City of Arlington Community Development �IING�O Permit Center REQUEST FOR REVIEW NAME: T"C_k, 0 C k BP #: 07- 7h`56 DATE: (, - Z _z_ - 4 RETURN THIS FORM BY: 6 -2 -1- 0 -7 PROJECT SUMMARY: 1:ESP0".D1NG CEP ART"6 El"4TS TOM C., FIRE DAVE A., BUILDING UTILITIES KERRY W., BUILDING BILL B., NATURAL RESOURCES SCOTT B., BUILDING ENGINEERING YVONNE P., PLANNING SHERRI PHELPS, BUS LIC CWA., CONSULTANT DERYL T., MARYSVILLE UTIL JIM T., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments in memo form to the Permit Center. If you have no comments, please return the form with the "Okay to Issue" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO THE PERMIT CENTER. ❑ COMMENTS FOR THIS REVIEW ARE IN THE ATTACHED MEMO ❑ NO COMMENT FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS i REVIEWED BY DATE ��Y Q City of Arlington Community Development .Avlin,-�t( n. WA 7NCi�`, July 2,2007 Attn.: Terry Willey 14007 Broadway Avenue Snohomish, WA 98?Q-1, RE: BP 07-7455 , i V 19128 VistaThe submitted dra, vith the 2003 International Residential Buildir- j, ems must be revised and/or added to the submi (N'r G� r BUILDING 1) Provide engine ft� an 29859. fZ 2) Provide shear, � sfi 3) Provide detail: Q 0 '( , 0— 4) Provide stair d- -- to 5) Deck beam not adequate for i,vui 1vau. 6) Existing garage framing to be a minimum of 2x6. 7) Provide calculations for front garage glu-lam beam. Please provide two copies of the requested materials. If you have any questions, please do not hesitate to call me. Sincerely, Angela Gemmer Permit Technician 360.403.3550 age mmcr(r, .ci.arlington.wa.us 6,X 7/2/o-1 Buillin" 01%isMI1 ')('0.H)").'il:Il 1'lannin, �)i�i�inn :11�(I,lu:i.'; !.� I NJIL11 it R(•11uu • City of Arlington Community Development Permit Center REQUEST FOR SFR REVIEW RESPONDING DEPARTMENT: PLANNING BP #: 07- 7Y55 NAME: _uc A , CAuc A ADDRESS: : I/s,. Dr. yo NE PLEASE RETURN FORM WITHIN 3-5 WORKING DAYS FROM 6- z 6 -o '> ® Mitigation Fees Verified: School Mitigation Fees: Community Park Impact Fee: Mini-Neighborhood Park Impact Fee: Trip Impact Fees: 'r ® Set Backs Verified Required/Proposed: Zoning: 6(to,--Mc G� Front Yard/ Street Setback Rear Yard Setback ;R= Side Yard Setbacks oz Lot Coverage Verified Shade Trees Verified on Site plan ® Height Verified (Called out on Site plan) SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Permit Center. If you have no Comrrents�OU7 please return the form with the "Okay to Issue" box checked. U PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO PERMIT CENTER. IN COMPLIANCE WITH LAND USE CODE — OKAY TO ISSUE ❑ NOT APPROVED — ADDITIONAL INFORMATION REQUIRED o (SEE ATTACHED REDLINES OR MEMO FOR COMMENTS) REVIEWED BY f/r DATE (J2 �i/1 0