The URL can be used to link to this page

BLD-05-0249 ff@if&] ff(5} r~l r~JJ'['ITH fr@] frrPJ @] rr~n nt~}l frrfil f"ffi] mill ff&J rf@mIDr@Ir@'"fEllrffiDC,] , __J L----1lSJ L_!J lO::- __ L'-J l'.__._.._'.l l:_._, ~_.J l!c-._ L-.. ~.:!.l L_:'J ~ _.21 L----1 ~.J t.._.J --.-' CITY OF YELM - BUILDING DEPARTMENT RESIDENTIAL CERTIFICATE OF OCCUPANCY Building Address 16210 Birkland Street SE. Owner Name Owner Address - Landshaoes NW. Inc. 1151 E. 112\h. Street Tacoma WA 98455 Plan Number Plan 1830 sf SFR. Lot 22 Remarks BLD-05-0249- YL Building Permit Number - Areas Inspected All Code required Special conditions Date Februarv 28. 2006 Building Official G. Carlson This structure is in compliance with the International Residential Code (Chapter 51.51 WAC) as adopted by the Washington State Building Code Council pursuant to Chapters 19 27 and 70 92 RCW. effective July 1, 2004 \@j@l@lJ@!@]1~J@f~I@JJ@I@1j@1f@JSfGilf@lr@ln;;~\m~~l\r;'IJ FROM YELM SEWER DEPT FAX NO 350-458-8155 Feb. 23 2006 05 54PM Pi FAX TRANSMISSION S~\ CITY OF YELM P.O. BOX 479 - 931 NP ROAD NE YELM, W A 98597 360-458-8411 FAX 360-458-8166 DATE: ~-:;l3-0~ PAGES: I , including this Cover sheet FAX#: From: RAt\J 0 y Subject: 1-10 LA ~'" P I IV A L/A tJi'fl-\ mJ0 H \ \.. L 1J::" 1_ l f :;"75 (~; ( l 't . COMMENTS. L-oT ~ J fo ).11 B I R-Lk.LAAJ (j S t::: (! lj L61 ~d...) I' ~ 10 (p 0..\ 6 \ 'Rc )<. LA^.) lj sE \(ji c-' 7 -( 7 1(' ~, () C 1..' ** Jfyou do not ,"eceive all copIes or any copy IS not legible, please call (360) 458~8411 as soon a~ possIble CITY OF YEL!\1INSPECTION LOG C PROJEC1 _/'JJ/(J./JA / (<6 30 to! 2- L PER.\llT NU!\1BER () 5' - () d cJ~ ADDRESS / 0d 10 -:& r{dr;GvC/ S1 ~L SET BACKS D3te FOOn~G Front 3 / :J IT Rear .J-7 0 16 Side Fbrllng 10 ~ other SIde /0 8 required \ ents FOOTl'\GREB\R / D,te~\\'\LLREB\R /0,,, ~SJr' \\' -\LL CJ 6"' o 8" o other C o!"!:!Tler:ts .J;.- Uf~fiJ ~{VV CO\lBI:\ED FRA\lE/ E~ TERlOR SHE-\R \\ -\LL I\SPECTIO'\ Hold downs :J Shear ~3dlng - Fr3me .21 ~rq],;:v G3sPropane z( /J.bL/"7-JI"\ Plur.lblng ~ \lech3nIcal ] C Comments I'\Sl L-\TIO"" J Gas J Elec\flc ~ Other = P\'-\ {?~l Comments ~/:;~;/ J1 \'JI:~r:("~ , I I SHEET ROCK/SHEAR \\' -\LL '\ -\1 L tJv Comments OTHER Comments fl"i-\L ~ Se\\er Fm.J :J -\ddress n Electflc~J f\ ImubtlOn ] Cn 11 Fln31 o Slle Dr3.1113.fe ~ bnd5care Flr.:.d~ C efO .- 2.-2)", o<.r ;tA 'I SIGn\ 31\.. C ommenlS c Feb 27 06 09:13a LUBBESHEYER 253 537 9163 p.2 I I I I ! I I I I I I I i I ! i i I i I I I I I i I I I I -1 Feb 27 06 09:13a LUBBESMEYER 253 537 9163 p. 1 LANDSHAPES NW, INC. FACSIMILE TRANSMITTAL SHEET A TTN TO' Gary Carlson COMPANY FROM Melissa PHONE NUMBER. 253/537-6370 DATE 2127106 TOTAL NO OF PAGES INCLUDING COVER CC FAX NUMBER: 360-458-3144 RE. o URGENT 0" FOR REVIEW DPLEASE COMMENT o PLEASE REPLY }<01ES I COMMENTS: This is the insulation certificate for Lot 22 Autumn Hill II. Mark wanted me to fax it before you went out to inspect this morning. If you have any questions please call me at 2531537-6370. Thanks, Melissa 1151 E 112TH ST, TACOMA, WASHINGTON 98445 PH 253 537 6370 FAX 253 537-9163 o o ~ City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit No BLD-05-0249-YL Issue Date. 08/15/2005 (Work must be started within 180 days) Receipt No 38008 Applicant: Name: Landshapes NW, Inc. Phone: 253.537.6370 Address. 1151 E 112th Street City' Tacoma State: WA Zip 98445 Property Information: Site Address. 16210 Birkland St. SE Assessor Parcel No. 32660002200 Subdivision. Autumn Hill, phase II Lot: 22 Contractor Information. Name: Landshapes NW Contact: Lubbesmeyer, John City' Tacoma Phone: 253-537-6370' Address. 1151 East 112th Street State: WA Zip: 98445 Contractor License No: LANDSN1965MT Expires. 08/13/06225 Business License: 1673.0 Project Information Project: Autumn Hill, phase II Description of Work: 1830 sf SFR, Lot 22 Sq. Ft. per floor' (1 st) 894 (2nd) 936 (3rd) 0 Garage 538 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 1,39919 993.75 405 44 5.6000 72.4000 $1,000 Building Plan Review 591 16 000 000 0.0000 o 0000 Mechanical Permit 78.25 000 0.00 0.0000 0.0000 Plumbing Permit 111 00 20.00 9100 7 0000 13.0000 Fixture SewerERU 5,41700 0.00 5,41700 5,4170000 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 00 300.00 000 0.0000 0.0000 Water Deposit 4000 4000 000 o 0000 0.0000 Traffic Facilities Charge 757.50 000 757 50 750.0000 1 0100 Peak PM Trip Sewer Deposit 50.00 5000 0.00 0.0000 0.0000 State Building Fee 4.50 4.50 000 0.0000 0.0000 TOTAL FEES $10,393.60 Applicant's Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements an estriction of rec d. I applying as contractor I futher certify that I am currently registered in e t of as' g 0 IS OFFICIAL USE ONLY # Sets of Prints. Final Inspection: Date: 2.. - 2 7- c~ XIV' Firm By' . :4 r _."1 u u P.O. Box 479 Yelm, WA 98597 360-458-8403 RECEIPT No.3 8009 R~~N THOUSAND ONE HUNDRED THIRTY ONE DOLLARS & 10 CENTS RECEIVED FROM LAND SHAPES NW INC 1151 E 112TH ST TACOMA. WA 98445 253-537-6370 SITE 16216 BIRKLAND ST SE DATE REC. NO. 08/15/05 38009 AMOUNT 10.131.10 CHECK REF NO. PENDING / BUDGETARY JANINE BLD PER 1233.99. PLN FEV 521 36, MECH 71 75, PLM 90, SEW ERU 5417, SEW INS 145.WAT ERU 1500, WAT MET 300, CONS DEP 90. TRAF 757 50 ST BLD4 50 RECEIPT No.3 8008 RECE~~N THOUSAND THREE HUNDRED NINETY THREE DOLLARS & 60 CENTS RECEIVED FROM LAND SHAPES NW INC 1151 E 112TH ST TACOMA. WA 98445 253-537-6370 SITE 16210 BIRKLAND 5T SE , DATE REC. NO. . 08/15/05 38008 AMOUNT 10.393.60 CHECK REF NO. PENDING BUDGETARY JANINE BLD PER 1399 19, PLN REV 591 16, MECH 78 25, PLM 111. SEW ERU 5417, SEW INS145. WAT ERU 1500, WAT HET 300, CONS DEP 90. TRAF 757 50.ST BLD 4 50 RECEIPT No.3 8007 REC~WifEN THOUSAND FOUR HUNDRED FORTY SIX DOLLARS & 80 CENTS RECEIVED FROM LANDSHAPES NW 1151 E 112TH ST TACOHA 98445 ''''~ DATE ,REC. NO. 08/15/05 38007 BUDGETARY AMOUNT , 10,446.80 CHECK REF NO. 2618 15204 BIRKLAND ST SE LOT 21 JANINE PERMIT 1431 67. REVIEW 604 88, MECH 78 25, PLUMB 118, SWR ERU 5417, WTR ERU 1500. WTR MTR 300, DEPOSIT 90. TRAF FAC 757 50, ST BC 4 50 c ~ Applicant: o PAID 0 AUG 1 5 2005 City of Yelm Community Development Depa'errv OF YELM Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Name. Landshapes NW, Inc. Address 1151 E 112th Street Project Information: Project: Autumn Hill, phase II Description of Work: 1830 sf SFR, Lot 22 Site Address. 16210 Birkland 51. SE Fees. Item Acct Code Building Permit 100-500k 032001-322-10-00 Building Plan Review 100001-345-83-00 Mechanical Permit Plumbing Permit 032001-322-10-00 Sewer ERU 802 412-343-50-01 032001-322-10-00 Sewer Inspection 805412-343-80-00 Water ERU 715401-343-80-02 Water Meter (SFD) 712401-343-80-01 Water Deposit 740402-389-00-00 Traffic Facilities Charge 420120-345-85-00 Sewer Deposit 742402-389-01-00 State Building Fee 160001-386-00-00 TOTAL FEES. City' Tacoma j~J7- 9/lP ~ Permit Fees Schedule ~ 1JOOo Phone. Permit No BLD-05-0249-YL State: WA Zip 98445 253.537.6370 '3 Z1t?{p DlJO'2-2- c> e Assessor Parcel No. 22730130700 Item Fee Base Amt 1,39919 993.75 591 16 000 78.25 0.00 111 00 2000 5,41700 0.00 145.00 000 1,500 00 0.00 300.00 300.00 4000 4000 757 50 000 5000 5000 4.50 4.50 $10,393.60 Unit Fee 405 44 Unit Rate No. Units Unit Desc 000 56000 72.4000 $1,000 o 0000 0 0000 000 o 0000 0.0000 13.0000 Fixture 1 0000 ERU 1 0000 ERU 1 0000 ERU o 0000 o 0000 1 0100 Peak PM Trip o 0000 0.0000 9100 7 0000 5,41700 5,4170000 145.00 145 0000 1,500.00 1,500 0000 000 0.0000 000 o 0000 757.50 750.0000 0.00 0.0000 000 o 0000 . ----------- o ,~, 'Ii V 1~4 <..0 \ ~ <.LJ L0 c{'i \' ~ is .~-~ 1.0 ~ '-:>Y~ N '0 ~ ~\~~ \-:Ne,~\ ;;J 2 "1"""X ~ "'-. ;: '\ <:.::.,)\ c: rl '-J ::; '" ~ ~'13 ~ ,~r'J .. \\ -" /~ .J:; ~ 3.:1:{: '$ =., ~ '5~ ~~? ~~ O \ <.; '~ \'. , ~ ~ o ' ~ 0 % \ ".- --'" 1 ~ u U-l ~\ ..,. \ rf1 ~ --...:.\ - -3 9 ~ 0 ,,'r :, ~ ~ \,jl 9. ...,.., Z - (""' . '" \,.... ~~' ~,\ ~ S ~ ~~ -" ~ o \J 6 '" r,~ c --? ,- '6 "c:JI~ c.. ..;:>.,-0 ~... gAlT-% ,.J 4. ~ ~\ A '<l r.....1 \)0 '13, cr. ....) \ "C (l) 0 r 1\1 or'.;.! cr. u.- \J J o o o o \ ({Ct,S 'i, W .~ "~~ t..l' \ rr-r z: L_'-"-~-iCf-'-l I \ j i' I \ ------I ! r~?f ~ I' #!.'- . \->i6l..."...... : ! I .....+\~t\' \ 1,.- -({Ji: ~ u ~ '-l ,~ I It 0 f .M! fO' \ L.=,,~.._,,~~?2 ,i{~-~=-~f U ". t I I' ~ I t ; t [ f ~ 'N ~ ~r I J ,~_._,~-_J~,"r,~l_..., l~_..",}~r-l J~ ~i' ~\ '" .~.~_. P ~.J\ \"111 ~5d - - - ._-..~--~_.-..~,~',._--. - - ._~_., - LA\\JDSUoI\W:b ~ORTlH"ESTJNC , \ \~\ E 1l'2~ '5T -JAcO~i\j v\fJ\ Cj<dy.LJ 5 253- 53'"J-Loo'IO -~. 0 I !Jllld~~~]UnU~~ itmO r:B!lc! (;:/;:J\'j:1 ~~~ ~~~ fI! lID n th1 III ~ ~ t \.,' ~ 1m C, 1151 East 112th Street - Tacoma, WA 98445 Office 253 537 -6370 - Fax 253 537 -9163 6 To Whom It May concern. o InfiltratIon as desIgned on the engmeered plat shall be located m the rear yard of each lot fd ~smeyer PresIdent CITY OF YElM RESWENTIAl BUilDING PERMIT APPUCA TION FORM Project Address ,I ~$ " '8-fE Parcel#.2t11?'>())1>O'''lc)() Subdivision ~\~tt\AfY\n HIli .]1 Lot#.1'L Zoning, Received o o )..1' New Construction , ,ORe-Modell Re-Roof I Addition , 0 Home Occupation ~W3 0 4 o Plumbing 0 Mechanical 0 Mobile / Manufactured Home Placement 0 bMIfr Project Description/Scope of Work. c,), fV\\C:~. tenl! \ \ lj ProjeclValue: \[\$,000,) , Building Area (sq. ft) 1st Floor '0 11 t~ 2nd Floor~l.p Garage 53 ~ Deck 2Lp Basement Carport Patio # Bathrooms 2 5 Heating. @THERorELECTRIC (Circle One) ~)O 2005 'd,~'^' / /0 ( 01 # Bedrooms 3 () \ Yv'1 Are there any environmentally sensitive areas located on the parcel? completed environmental checklist must accompany permit application If yes, a BUILDING OWNER,NAME \, ADDRESS U{'~\t:.: i r2~h, ':.::" r EMAIL CITylHC )'i"fi(\ STATE i;~ff\ zIIjVN,yq';i TELEPHONE 'lti:'!~5i:)1-rp?>1 D ARCHrFECT/E~GINEER ')E<~ i e{I\:\ "}EI~\i Ie f--::-:-) LICENSE # ADDRESS lp02.o ~\ 5mEET EMAIL CITY Tf\c)rnH STATE ~'\fJ\ ZIP q+ILlOf) TELEPHONE 2.<;:3./1..,( 75-\?:.'::::d2 TELEPHONE ~~~~~~sGP;:J7~~~Cb?~~:~~2:H'I:5S () \'. ,- t nYi\~~~~rHONE'25'~' \~L -.3' < CITYCl~~f\HHn l STATE r~?\ ZIPcro3:~>c0 FAX CONTRACTOR'S LICENSE # PROt-EP8)':,513G EXP DATE CITY LICENSE # MECHANIC>t~L 9.8NTRA~?OR t.. i\\'l~E: \iE(nll\iLl TELEPHONE. ,)':;:.) ~~ '1-- q 1)45 ADDRESS 2,,) i 'C, "6:?rtl f\' / E E EMAIL CITY<)?j\\~j\VJR:'i STATE - 'r' ZIP 19>3 '01 FAX ')Yj;?;,} ~.;yl- <l.r)I~S CONT ACTOR'S LICENSE #RilMAIJ)\~Qi1;'IC"Z... EXP DATE c(TY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable ~...o;.. .<.'- -... "'-I-_ _~_u... ;...-G.......__....floi........1n i~_~.n.It'l!"c~t~nri th:::llt th~ r.:nn~t-rHcli(')n on_ and the occupancy and the use of the of Washington and the _\l9.'2.~(L~'f ~\Qcd_St SE_U1! 21- -8. ~dlkC\floY.1 j \) \ ^.~ ~ ~r-:; j ~ -EQtrj\._~. -9, mt ton, v\C>j}f1 ca ermit is not begun o - JLLl,\;L~..LI_'J-iOd of 180 days --~~~MS j ~'n / - L q.CLtLC1\d -~~\ nI:SSJJtt~/ _Qjj-~ L\ C\:~ [3(0) 458-3835 (360) 458-3144 FAX www.ci.yelin.wa.us o PIERCE COUNTY DEVELOPMENT CENTER Lf\M~HA~?f~ \\\ORT ~.H~t1:)T Application No PLEASE COMPLETE THE FOLLOWING: o 2002 W A. STATE ENERGY CODE INFORMATION Date GlaZlll2: area calculatiOn. to Heat system sizing calculation. ?i.oJ loOO \(\1 sf '\ to ~() sf = \0 % \~ ?S() X 20 = btu's Window area + Heated floor area = % of glazmg Heated floor area x btu per sq ft. = total system output Refer to the table below to detemuIle your compliance path. Divide the system output by the equipment efficiency rating to detennine the total Btu input allowed. JOB TYPE. OCCUPANCY COMPLIANCE PATH. HEAT SYSTEM SIZE J>\rNew 1><fSingle Family p<(preC!Dtive Ch. 6 (circle one) !XI Bm input 'l..Gt 2. q() [ ] Remodel [ ] Multi-family I I II HI Efficiency ratmg ~iC'i % [ ] Addition [ ] Component Performance Ch. 5 [ ] WATTS [ ] System analysts Ch.4 HSPF rating FUEL TYPE. HEAT TYPE ELEC UTILITY PROVIDER. [ ] Electnc '1>4 Forced AIr Furnace [ ] Tacoma CIty Light J>4 N at. Gas [ ] Heat Pump [ ] Puget Sound Energy [ ] Propane [ ] Radiant Heat System (baseboard, wall cadet [ ] Pemnsula Power [ ] Oil, wood [ ] Hydronics system P-<rOther [ ] Gas or Wood Stove VENTILATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one) VentilatLOn Option. [ ]A [ ]B 1><1 C [ ]D [ ] AAHX System Size' [00 din rxJ Intermittently operating [ ] Continuous operatmg PRESCRIPTIVE REQUIREMENTso,1 FOR GROUP R OCCUPANCY CLIMATE ZONE 1- ALL FUEL TYPES Option Glazing GlaZing tJ':factor DOO[9 Ceiling" Vaulted Wall. WaIl; ilit 4 Wa:ll;ext.. 4 FlOor 5 Slab 10 3 r" .4.. Area tJeyalue ceiling Above. ~ lielow below. grade on. % offloor grape gr1ide grade vertical Overhead r. 12% 0:35 058 020 Re38 R-30 R~15 ReFS R-1O R.:30 RecIO IT" 15% 040 0.58 020 Re38 Re30 Rc21 Reil R-TO R_30 R~lO III. Unlimited 040 058 020 Re38 R~30 R-21 :W'ZI ReW R"30 R-ro QfotipRe3 Qccupancy Gilly · Reference Case o Nominal R-values are for wood frame assemblies only or assemblies builr in accordance with Section 60 I I I 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 the W.S.E.C 2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings. 3 Requirement applicable to only to single rafter or joist vaulted ceilings. 4 Below grade walls shall be insulated either on the eX'lerior to a minimum level of R-lO or on the interior to the same level as walls above grade. Extenor insulation installed on below grade walls shall be a water resistant material. manufactured for its intended use, and installed according to the manufacturers specltications. 5 Floors over crawl spaces or exposed to ambient air conditions. 6 Required slab perimeter insulation shall be a water resistant material, manufacftured for its intended use, and installed according to manufacturer s specifications. 7 Int denotes standard traming 16 inches on center with headers insulated with a minimum ofR-5 insulation. 9 Doors. including al ftre doors, shall be assigned default U-factors from Table 1O-6C ] 0 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 Jess than or equal to that value Overhead glazing with aU-factor ofU=O 40 or less is not illcJuded ill glazing area limitations. 11 Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502. J .5 12. Log and solid timber walls with a minimum average log thickness of 3.5 inches are exempt from this insulation requirement. o o After recordilt~ remm to: Velm Community Schools Dastrict 1'10.2 P O. Box 476 '{elm, W A 93597 Ann: Erling M. Birldand MITIGATION AGREEMENT Referellll4:e No: Autumn Hill, SUB-04-0036- YL, Yelm, W A GraDtor: John Lubbesmeycr Landshape5 Northwest, mc. IISl E. 112m, Tacoma. WA 98445 Grl'l~tee: Yelm Community Schools District No.2 ~ DeBcriptio1lll: A 30-17-2E 52 NE NW SE LESS RD -J ~ Ci I :> 0 7 c<..~ AiiKSSOII"S PropertY Tall Parul Nll1mberJAecouut Number. ~~WOo ;; ~ 7;> , THIS MITIGATION AGREEMENT ("Agreement") is made this~~ YVJ.AV .2005. between the YELM COMMUNITY SCHOOLS DISTRICT NO 2, yetm, Wsshington (tlle "Distnct") and Landshapes Norhtwest, me.. (the "Developer"). RECITALS A. The Developer has submitted an application to ThursBon COUDty for the construction of a 24 lot subdivision "'Autumn Hill II" Yelm, Wash. (the "Project"). TIle Project is located on propmy that hes within District boundaries, more parucularly described on Exhibit A. at1laCbed hereto and incorporated herem by reference. B. The State Environmental Policy Act, Chapter 43.21 C RCW ("SEP A"). provides proeesses and procedures whereby major actions by stare and local agencies, including, but not limited lOt plat or PUD approval or the issuance of building permits, may be reviewed to determine the nature and extern of their impact on the environment Impacts on public services. including schools. are environmental Impacts for the purposes of SEPA. SEPA requires the mitigation of adverse envu-onmental impacts. C. The District's student population WId growth projections indicate that the Project wrII have an unpact on the District, when cumulative impacts of other projects are considered. D. RCW &2.02.020 authorizes the District to enter into a voluntary agreement with the Developer for payment to mitigate the impact afihe Developer's Project., o o E. Pursuant to ResolutlQIl'I No. 12-16-93-05. it is the policYlofthe District 10 recommend that the direct impact of developrnefll be voluntarily mitigated by the payment of fees andloi:' other mmgsuon measures where appropriate. F The Developer has agreed to mitigate. on 2l voluntary. basis, the adverse impact of the Project on the District. AGREEMENT NOW, THEREFORE, in consideration of the above recital6 and the mutual promises and covenants below, tbe District and the Developer agree as follows: I The Developer acknowledges and agrees that there is aI direct impact on the Distnct as a result ofthe Developer's Project and that this Agreement is necessary asi a result ofilia! impact. 2. The Developer acknowledges and agrees that in order to mitigate the direct impact of the Project, the Developer has offered to pay the District the following suln of money: Two Thousl'And One Hundred Forty and noli 00 Dollars ($2140.00 for each 101 an the subdivision or the total sum of Fifty One Thousand Three Hundred Si:l..-ty and nollOO Dollars ($51,360.00) (the i'Mitigation Payment") for the 24 lots of the SUbdIVIsIon. The' amount referenced by flus paragraph IS subject to change pursuant to paragraph 4 below 3 Any extensiOn, renewalt modification or amendment ito the Project that results in an adjustment in the number of lots shall result m a correspondang pro tata adjustment in the Mitigation Payment. 4 The Developer agrees that the payment of me full Mitigation Payment (in the amount of Two Thousand One Hundred forty and nolJOO Dollars ($2,140.00)1 per dwelling unit or Fifty One Thousand Three Hundred Si",'t)I and no/lOO Dollars ($51,360.00) for ~e project. shall be a condition of building permit issuance for ea.ch single family dwelling in the projecti If building permit issuance does not occur within five (5) years from the date of this Agreement. the amount due for mitigation, as stated in paragraph 2 above; shall be modified to the amount reflected in i the then most recent mitigation agreement to which the District is a pany A copy of such agree$ent shall be made available to Developer upon request. : 5 The District fIl.gTees to record this Agreement after it bast been executed by the parties. 6. The Developer acknowledges and agrees that the Mitig~tion Payment is authorized to be used for capital improvements to the following facilities: Southworth Elementary SchooB, Mill Pond mtermediate School, Yelm Middle School., andlor Yelm High SchooJ aildIor any other fscilities that may be affected by the Project and/or the purchase of portable facilities and/or school buses. 7 The Developer agrees that the District has five (5) yearl; from the payment date to spend tbe Mitigation Payment for the capital improvements or expenditures t;lescribed in paragraph 6. In the event that the Mitigation Payment is not expended within those five years, the moneys wm be refunded WIth interest at the rate applied to Judgments to the property owners of record at the time of refund~ however. if the Mitigation Payment is not expended within five years due to delay wbich is attributable to the Developei', the Payment shall be refunded Without mterest. 8. The Developer waives and relinquishes its right to protest or challenge the payment of the Mitigation Payment pursuant to this Agreement and hereby covenapts and undertakes that it forever refrains llInd desists from institutmg. asserting, filing or bringing any lawsuit, litigation, claim, or challenge Or proteeding to challenge thIS Agreement. claim any repayment or reimbursement of fuods, performance or improvements provided for therein, or any of its terms and conditions, on any ground or basis whatsoever 9 The Disuict hereby waives any objection to the Project as presently proposed. 10. The Dim-ict and the Developer agree that the Mitigation Payment will be full and complete mitigation for the impact ouhe Project as presently proposed Go the District. II This Agreement shall be binding upon and inure to thje benefit of the heirs, executors, administrators, successors, and assigns of both of the Developer and theiDistrict. o (. ~) 12. Bfan action must be brougbt to enforce the tenns ofthl$ Agreement, such Ktroil shan be brought ill Thurston COURIt}' Superior Court. The prevailing party shall be entitled to payment of its costs and reasonable attorneys' fees. 13 This Agreement constitutes the entire agreement betiween the panics and any other agreement eimer wrinen lOr oral shall be null and void. EXHmIT A btJ. LEGAL DESCRIPTJON lDi31 General Location--lQ9.6. Vancil Rd.. Yelm. WA Section 30 T oWilship 17N Range 2E Land Area 5.94 acres Tax Parcel Number' 227;94:9196'" ~g 301 30,00 ~! Description: Subdiv!suon of 5.94 acres into 24"sinf!le family building lots .. ~ YELM COMMUNITY SCHOOLS DISnuCT N .2 DATED' s- - , 7- c r ~G~ STATE OF WASHINGTON ) )SS COUNTY Of THURSTON ) By' AJl1n Burke Its Superintendenli I certifY that I know or have satISfactory evidence that Alan Burke is the person who appeared before me. and said person acknowledged that he signed this instrum.ent, on oath stated that he was authorized to execute the instrument and acknowledged it as the Superintendent oftbe Yelm Community Schools District No.2 to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. I.b_ GIVEN under my hand! and official seal tins r-- day of ~"."....,...,''lo''\" 0" ...~ oe.'1eNSA^ "~I ..J:' Ifll... Q;l> ....... ...,~-^ I" ,: ""1"". 1li!.....,8~... 7"" " - 1;- - ...........". , tP ~ -0' I I ;j ~ ~~"" \. ~ ~ t ii!!: .0, . 0 :; ~ rJ:. ~ -<r"..p :...; '- Q~ ,,",\<rbV~: ~ ~ iG ~.. ...- <:). < :: ~,. ~. ." ;::. - veil. ..... $- ~.." c::;.: , e ..D'Ov..... _~,~ _- , 1'"<4TE of "\I~~-~ "..'\~\.\..,'''',...,........''" o LJ In and for the State of ingtall. residing at }/e-/tY1 My Commission Expires? b-11-L:f> o DAnD" ~p> STATE Of WASHINGTON ) )SS COUNTY OF THURSTON ) 0: ~~- --- . John Lubbesm~ Its ~.. ~//J~ I certify that E know Oil'" have satisflilCtory evidence that JohnlLubbesmeyer is the person who appeared before me, and said person acknowledged that he signed thisiinsttumelllt. 01l1l 01'I!h Sllatoo dmt he was authorized to exeCUllC the instrument and acknowledged it as the applicant fOil" this subdivisJOll gO be the free and volunw-y leI of SlAch party for the uses and plJ!POses menhooed in the instrument. GWEN under my hand lind official seal this ~ay of ' 2005 N d for the State of ngtoD. ~siding at Vc/yY1 My Colmms$!~n Expires. ,. 10- J q -o?? TOTAL P 05 o o -'~"''''""--. _,"_ _,=~~-._ ,,_ __ ~--='~~~ ,,_,,~~,-=-,,-=--=-~,_-"'':='=~~_:,~~~=::~:~'~'-'=: ~---"=:~-='.--,-_~-=:- ._~:-~,__ _..::~ _ _"_ L L REGISTERED AS PROVIDED BY LAW AS CONSTQONT GENERAL REGIST # .EXP Dl1:'J;~ (}c:!O~ .... LANQSNI,965MT 08/ 13 t~;r9jg:8 EFFECTIVE Ql;\:TE 0$/1.-:3/2004 LAND SHAl?E $ l\!OE THVJ:I2Stt',+NC~- 1151 EAST 1T2THSTREET TACOMA WA 98445 Please Remove SIgn IdenhficatIOn Card Before Placmg In BIllfold lSignature I Issu~d by DEPARTMENT OF LABOR AND INDUSTI~~~~) F625,052,OOO (8197) .------ Detach And Display Certificate ~--. o 0 ,,...j;", ----- -- ---- --.---'.-- - -"----- -'----'"'--- ------ --'- ---'--~ ---------.----------.-- -------- T',R r" .\,. II {~')Ii J U (I ~' ~; ,1"".1.' ~- hi IT J'\LiD UI\JTIL 15 F'PdD I' l.' r,' f-i~ '" t-i) y;~ F') Fi(.\i.TT! is H-,i':B l\iE!\i.),,[ ie), )PEii liTE .F". L.l l~~ l:.) ~T: -:\ f _ ~.-!;l"JFi.\i\lF:1 crT.~ [ r<( J , 'I; [! . , ~r~ L 1\11 '\ il,J p., (~ 1 rr ~'11 n\.) ll'j' lnis LV' :!"';2 lilUS" bE, PI :st~)d ("..:1 ,....c~ iSpfC JOdS l-')k:h_8 11" '1(1(;: bUSII-IE:~SS,F >cation , i ' , (t; !- I I I / ~ ENGINEERING ANALYSIS FOR: LUBBESMEYER CONSTRUCTION SITE: 16210 BIRKLAND ST SE YELM, W A 98597 12 5V" 12 lEE lE8 lEE rES lEE n ss IIIII Uoo IIIII 11111 ORIGINAL STAMP MUST BE RED TO BE VALID SHEET DATE PLAN NUMBER: a PACIFIC NORTHWEST ,1;;:H , ENGINEERING INC. ~~ql~~ ~ ~ ~ ~ 4-28-2005 LUBBESMEYER 1830 ;'l~Hi H'~ 4926 l09th St. 5W, SUite B: Lakewood. WA. 96499 > '! Phonll/Fu)((253)5893265 Ln,i. I PACIFIC NORTHWEST ENGINEERING INC. II CONSUL TING ENGINEERS The enclosed documents are to be used in conjunction with the house plans referenced on the cover It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. Scope of Enqineerinq Engineering analyses and design to resist lateral and qravitv loads in accordance with the 2003 IBC have been performed and incorporated into stamped "s" sheets All analyses and calculations are included in this engineering report. Engineering assumptions are listed below If these conditions are not present at the site these calculations are void and Pacific Northwest Engineering Inc. must be contacted immediately LOADING CRITERIA Building Code Seismic Design Category Ss S1 Response Mod Factor Site Class Basic Wind Speed 2003 International Building Code O2 1 30 048 65 o 85 mph Exposure B LIVE LOADS (pst) U.N.O. - Uninhabitable attics without storage 10 - Uninhabitable attics with storage 20 - Habitable attics and sleeping areas 30 - All other areas except balconies and decks 40 - Balconies and Decks 60 DEAD LOADS (pst) U.N.O. - Roof with Composition Asphalt 15 - Floor 10 SNOW LOADS (pst) U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Req'd Bearing Depth None None 1500 psf 12" PACIFIC NORTHWEST ENGINEERING INC 4928 109TH ST SW, SUITE B LAKEWOOD, WA. 98499-3733 01 WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1830 SHEAR.wsw WoodWorks@ Shearwalls 2004 June 2, 2005 15:57"15 Level 1 of 2 I I I I I I I I I I I I ----~---~--+--~---~-- ---~--+--~---~--+--~ I I I I I I I I I I I I I I I I I I I I I I I I : : : : : : : : : - : - - I - - ~9' I I I I I I I I I I I 1 I I I I I I I I I I I I ----~---~--~--~---~--~---~--~--~---~--~--~ I I I I I I I I I I I I I I I I I I I I I I I I - - - - -1- - - !- - - -1- - - -1- - -1- - - -! - - -1- _0=2 -l- - - - - - +--- - - -+ - - -50' I I I 1 0-1 I I '";' O-r I - I I I 1 ---- :--+- -Ii .. :.. ! --i-N~+--t-- ~--+--t--4i' I 1 I I I I I I I I I I 1---1---- -I----I----j----I--- -- -- -j---t-- -t -4q' I I I I I I I I I I I 1 I 1 I I 1 I I I I I I I ! --in- j---!---!---:- : --: --1:---:-- : --~:' ---- 1---:-- ~I:---:---~--: --+--+-- -i--- ~---~--~~ I I I I I I I I I I I I I I I I I I I I I 1 1 ---- ---~--}--~---~--4---~-- --~---~-- --~ I I I I I I I I I I I I I I I I I I I I I I I I _ _ _ I I C-j1 I -.1_ I I I L I _ ,.J, I 1 I I I I I I I 'I I I I I ill I I I I I 1 I 1 I I I I I I - - - j- - -1- - -1- - - '1- - - -1- - -1- - - ~ - - 1- - - ~ - - ~ - --4fj' I I I I I I I I 1 I I -------- L i : ~ : : 1-~-J---L--1---1J, I I I I I I I I I I I I I I I I I I I I I I :---~-~}--~---~--~---~-~+--~---~--{ 4 1 I I I I I I I I I I I I I I I I I I I 1 I I ---- ----1---1----1- t- --t 1-- -+----i---t-----t---q' I ..i............ I I I .J.- I I I I I I I I IA-1 I I I I I I I _1 I ----1---I---l.--~___L___1__s, I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I ---- ---- --T---I---I- r --T-- ---r 1---19' I I 1 I I I I I I I I I 1 I I I I I I I I I I I ! I I 1 I I I I I I I I I I I I 0' q' 1 b' 1 p' 20' 2~' 3P' 3p' 40' 4~' I I I I -5' -10' Dl WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1830 SHEAR.wsw WoodWorks@ Shearwalls 2004 June 2, 2005 15:57"15 Level 2 of 2 1 1 1 1 1 1 I 1 I 1 I I 1 1 1 1 I ----J---L---L--~---~---L--~---~- L ~---~--~ 1 I 1 1 1 1 1 I 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 ----~---~---~- ~ + -~--~---+---~--~---+--~ 1 1 1 I 1 1 1 I 1 1 I 1 I 1 I 1 1 1 1 I 1 1 1 1 I I I 1 I 1 1 1 1 ----1--- ---1--- ---1--- ---,-- I 1 --1---50' I 1 1 I 1 1 1 1 1 1 1 1 I I ____J___L__ __~___~__ ___~___L__~___~__~ I 1 1 1 1 1 I 1 1 1 1 I 1 I I 1 1 1 1 1 I I I 1 1 1 1 1 -~---~-- ---~---+---~--~- + ~--~---+--~ 1 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I 1 1 1 1 I I I I 1 1 ----I T --~---T---r--l -T---r--~---I--~ 1 1 1 I 1 1 I 1 I 1 1 1 1 1 1 1 1 :iI I 1 ____-.1___.L__ I J ___L___I___-.L_ L -1---.1---30' I 1 I 1 I 1 I I 1 1 I I I 1 I I I 1 1 1 1 1 I I I I I 1 I I -----+---+--- f +---f-----j----J--- +- -1----1---~ I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 I 1 1 I 1 1 1 1 I I 1 1 ----~---~ -~---T--- --~---~ r--~---~--~ I 1 1 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I I ____ I 1 ,___l.___L_ 1 L---I---J.---15, I 1 1 1 I;:;; 1 1 I 1 1 I I I I I I 1 1 I I B-1 I I I I 1 -----+---~-- --~-- + --~-- -~---+---~----1---~ I 1 1 1 1 I 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 ----1---1-- 1---4----1----1-- -, r- 1 1---5' I 1 1 1 I 1 1 1 I 1 1 1 1 I I 1 1 1 ____~___L__ I I___L__~_ _~___L__~___~__~ I I 1 1 1 I I I 1 I 1 I I I I 1 I 1 1 1 1 1 I I I -1'0' ,5' 0 5' 1 P' 1 p' 20' 2~' 30' 3~' 40' WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004 LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14 41 18 Project Information COMPANY AND PROJECT INFORMATION Company Proiect Pacific Northwest Engineering Inc LUBBESMEYER 1830 4928 109th St SW Lakewood WA 98499 (253) 589-3265 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2003 ASCE-7 98 ASCE-7 98 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0 70 Seismic Wind Seismic 1 40 1 60 1 00 Wind 1 00 1 00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1 60 T<=100F Dry Dry 4 00 1 67 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3 5 3 5 - - - - - Shearwall Relative Rigidity' Designed capacity using flexible distribution Hold-down Forces: Based on applied shear line force Seismic Materials. Include gypsum on exterior walls SITE INFORMATION IBC Occupancy ASCE-7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE-7 98 General analytic method for all bldgs ASCE-7 98 Equivalent lateral force procedure Design Wind Speed 85mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1 o 480g Ss' 1 300g - - - Fundamental Period E-W N-S Site Location: - T Used o 180s o 180s - Approximate Ta o 180s o 180s - Maximum T o 216s o 216s Response Factor R 6 50 6 50 1 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 Structural Data STORY INFORMATION Ceiling Level 2 Level 1 Foundation Story Elev ft 21 50 12 67 2 83 2 00 Floor/Ceiling De th in 10 0 10 0 10 0 Wall Hei ht ft 8 00 9 00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions rftl Face TVDe SloDe Overhang [ft] Block 1 2 Story N-S Ridge Location X,Y = -0 50 12 00 North Hip 30 0 0 88 Extent X,Y = 29 50 37 50 South Hip 30 0 0 88 Ridge X Location. Offset 14 25 o 00 East Side 26 9 1 00 Ridge Elevation, Height 29 00 7 50 West Side 26 9 1 00 Block 2 1 Story N-S Ridge Location X,Y = -0 50 -2 00 North Joined 90 0 1 00 Extent X,Y = 23 00 14 00 South Hip 30 0 0 54 Ridge X Location, Offset 11 00 o 00 East Side 17 3 1 00 Ridge Elevation, Height 16 16 3 49 West Side 17 3 1 00 2 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp Surf Material Thick Orient Size Tvoe Eda Fld Blka Soecies G Spc Notes 1 Ext SS incl OSB 7/16 Vert 8d Nail 4 8 yes Hem-Fir 0 43 16 1,3 2 Ext SS incl OSB 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0 43 16 1,3 Notes: 1 Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 3 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 SHEARLlNE, WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X [ft] Start End rftl [ft] [ft] Line 1 Level 2 Line I, Level 2 Seg 2 0 00 12 00 48 00 36 00 29 50 8 00 Wall 1-1 Seg 2 0 00 12 00 48 00 36 00 29 50 Opening 1 28 50 31 50 3 00 7 00 Opening 2 39 00 42 50 3 50 7 00 Level 1 Line I, Level 1 Seg 2 -0 50 -2 00 48 00 50 00 39 50 9 00 Wall 1-2 Seg 2 -0 50 12 00 48 00 36 00 25 50 Opening 1 25 00 30 00 5 00 7 00 Opening 2 35 00 40 50 5 50 7 00 Wall 1-1 Seg 2 -0 50 -2 00 12 00 14 00 14 00 Line 2 Level 1 Line 2, Level 1 NSW 18 00 48 00 49 50 1 50 0 00 9 00 Wall 2-1 NSW 18 00 48 00 49 50 1 50 0 00 Line 3 Level 2 Line 3, Level 2 NSW 22 50 -2 00 16 00 18 00 0 00 8 00 Wall 3-1 NSW 22 50 12 00 16 00 4 00 4 00 Level 1 Line 3, Level 1 Seg 2 22 50 -2 00 49 50 51 50 14 00 9 00 Wall 3-1 Seg 2 22 50 -2 00 12 00 14 00 14 00 Line 4 Level 2 Line 4, Level 2 Seg 2 29 00 16 00 48 00 32 00 32 00 8 00 Wall 4-1 Seg 2 29 00 16 00 48 00 32 00 32 00 Level 1 Line 4, Level 1 Seg 2 29 00 12 00 49 50 37 50 33 50 9 00 Wall 4-1 Seg 2 29 00 12 00 49 50 37 50 33 50 Opening 1 31 50 35 50 4 00 7 00 East-West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y rftl Start End rttl [ft] [ft] Line A Level 1 Line A, Level 1 Seg 1 -2 00 -0 50 22 50 23 00 7 00 9 00 Wall A-I Seg 1 -2 00 -0 50 22 50 23 00 7 00 Opening 1 3 00 19 00 16 00 7 00 Line B Level 2 Line B, Level 2 Seg 2 12 00 0 00 22 50 22 50 12 50 8 00 Wall B-1 Seg 2 12 00 0 00 22 50 22 50 12 50 Opening 1 3 00 8 00 5 00 7 00 Opening 2 15 00 20 00 5 00 7 00 Wall B-2 NSW 16 00 22 50 29 00 6 50 0 00 Opening 1 24 00 28 00 4 00 7 00 Level 1 Line B, Level 1 NSW 12 00 0 00 29 00 29 00 0 00 9 00 Wall B-1 NSW 12 00 22 50 29 00 6 50 0 00 Opening 1 24 00 28 00 4 00 7 00 Line C Level 1 Line C, Level 1 Seg 2 22 00 -0 50 29 00 29 50 10 50 9 00 Wall C-l Seg 2 22 00 -0 50 10 00 10 50 10 50 Line 0 Level 2 Line D, Level 2 Seg 2 48 00 0 00 29 00 29 00 23 50 8 00 Wall D-l Seg 2 48 00 0 00 29 00 29 00 23 50 Opening 1 19 00 24 50 5 50 7 00 Level 1 Line D, Level 1 Seg 1 48 56 -0 50 29 00 29 50 13 00 9 00 Wall D-l Seg 1 48 00 -0 50 18 00 18 50 7 00 Opening 1 3 50 8 50 5 00 7 00 Opening 2 11 50 17 50 6 00 7 00 Wall D-2 Seg 1 49 50 18 00 29 00 11 00 6 00 Opening 1 21 00 26 00 5 00 7 00 4 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 Loads WIND SHEAR LOADS Level 2 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W W->E Wind Line 11 12 12 00 0 0 0 5 Block 1 W W->E Wind Line 12 00 24 99 32 5 40 1 Block 1 W W->E Wind Line 24 99 36 51 40 1 Block 1 W W->E Wind Line 36 51 48 00 40 1 33 4 Block 1 W W->E Wind Line 48 00 50 38 1 4 0 0 Block 1 E W->E Lee Line 11 12 12 00 0 0 2 7 Block 1 E W->E Lee Line 12 00 16 00 24 3 36 6 Block 1 E W->E Lee Line 16 00 24 99 36 6 64 3 Block 1 E W->E Lee Line 24 99 36 51 64 3 Block 1 E W->E Lee Line 36 51 48 00 64 3 28 9 Block 1 E W->E Lee Line 48 00 50 38 7 3 0 0 Block 1 W E->W Lee Line 11 12 12 00 0 0 2 7 Block 1 W E->W Lee Line 12 00 24 99 24 3 64 3 Block 1 W E->W Lee Line 24 99 36 51 64 3 Block 1 W E->W Lee Line 36 51 48 00 64 3 28 9 Block 1 W E->W Lee Line 48 00 50 38 7 3 0 0 Block 1 E E->W Wind Line 11 12 12 00 0 0 0 5 Block 1 E E->W Wind Line 12 00 16 00 32 5 34 8 Block 1 E E->W Wind Line 16 00 24 99 34 8 40 1 Block 1 E E->W Wind Line 24 99 36 51 40 1 Block 1 E E->W Wind Line 36 51 48 00 40 1 33 4 Block 1 E E->W Wind Line 48 00 50 38 1 4 0 0 Block 1 S S->N Wind Line -1 50 0 00 0 0 1 4 Block 1 S S->N Wind Line 0 00 14 25 33 4 46 3 Block 1 S S->N Wind Line 14 25 22 50 46 3 38 8 Block 1 S S->N Wind Line 22 50 29 00 38 8 32 9 Block 1 S S->N Wind Line 29 00 30 00 0 9 0 0 Block 1 N S->N Lee Line -1 50 0 00 0 0 4 1 Block 1 N S->N Lee Line 0 00 14 25 23 3 62 0 Block 1 N S->N Lee Line 14 25 29 00 62 0 21 9 Block 1 N S->N Lee Line 29 00 30 00 2 7 0 0 Block 1 S N->S Lee Line -1 50 0 00 0 0 4 1 Block 1 S N->S Lee Line 0 00 14 25 23 3 62 0 Block 1 S N->S Lee Line 14 25 22 50 62 0 39 6 Block 1 S N->S Lee Line 22 50 29 00 39 6 21 9 Block 1 S N->S Lee Line 29 00 30 00 2 7 0 0 Block 1 N N->S Wind Line -1 50 0 00 0 0 1 4 Block 1 N N->S Wind Line 0 00 14 25 33 4 46 3 Block 1 N N->S Wind Line 14 25 29 00 46 3 32 9 Block 1 N N->S Wind Line 29 00 30 00 0 9 0 0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End rftl Accum W W->E Wind Line 12 00 48 00 57 6 Accum E W->E Lee Line 12 00 49 50 41 6 Accum W E->W Lee Line 12 00 48 00 41 6 Accum E E->W Wind Line 12 00 49 50 57 6 Accum S S->N Wind Line 22 50 23 52 58 1 57 6 Accum S N->S Lee Line 22 50 23 52 38 5 37 1 Block 1 W W->E Wind Point 12 00 12 00 1583 Block 1 W W->E Wind Line 48 00 49 50 57 6 Block 1 W E->W Lee Line 48 00 49 50 41 6 Block 1 E E->W Wind Point 12 00 12 00 1583 Block 1 N S->N Lee Line -0 50 18 00 37 1 Block 1 N S->N Lee Line 18 00 29 00 37 1 Block 1 N N->S Wind Line -0 50 18 00 57 6 Block 1 N N->S Wind Line 18 00 29 00 57 6 Block 2 W W->E Wind Line -2 53 -2 00 0 0 -1 5 Block 2 W W->E Wind Line -2 00 4 05 31 3 14 1 Block 2 W W->E Wind Line 4 05 12 00 14 1 Block 2 E W->E Lee Line -2 53 -2 00 0 0 1 3 Block 2 E W->E Lee Line -2 00 4 05 16 5 31 5 Block 2 E W->E Lee Line 4 05 12 00 31 5 Block 2 W E->W Lee Line -2 53 -2 00 0 0 1 3 5 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 WIND SHEAR LOADS ( continued) Block 2 W E->W Lee Line -2 00 4 05 16 5 31 5 Block 2 W E->W Lee Line 4 05 12 00 31 5 Block 2 E E->W Wind Line -2 53 -2 00 0 0 -1 5 Block 2 E E->W Wind Line -2 00 4 05 31 3 14 1 Block 2 E E->W Wind Line 4 05 12 00 14 1 Block 2 S S->N Wind Line -1 52 -0 50 0 0 0 5 Block 2 S S->N Wind Line -0 50 11 00 33 2 38 6 Block 2 S S->N Wind Line 11 00 22 50 38 6 33 2 Block 2 S S->N Wind Line 23 52 29 00 57 6 Block 2 S N->S Lee Line -1 52 -0 50 0 0 1 4 Block 2 S N->S Lee Line -0 50 11 00 21 9 38 0 Block 2 S N->S Lee Line 11 00 22 50 38 0 21 9 Block 2 S N->S Lee Line 23 52 29 00 37 1 6 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 1441 18 I WIND C&C lOADS Block Building level Magnitude [pst] Face Interior End Zone Block 1 West 2 14 1 17 4 Block 1 East 2 14 1 17 4 Block 1 South 2 14 1 17 4 Block 1 North 2 14 1 17 4 Block 1 West 1 14 1 17 4 Block 1 East 1 14 1 17 4 Block 1 South 1 14 1 17 4 Block 1 North 1 14 1 17 4 Block 2 West 1 14 1 17 4 Block 2 East 1 14 1 17 4 Block 2 South 1 14 1 17 4 7 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 1441 18 BUILDING MASSES Level 2 Magnitude Trib Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End rftl E->W Roof Block 1 1 Line 11 12 50 38 157 5 157 5 E->W Roof Block 1 4 Line 11 12 50 38 157 5 157 5 N->S Roof Block 1 B Line -1 50 30 00 196 3 196 3 N->S Roof Block 1 Line -1 50 30 00 196 3 196 3 All Wall 1-1 n/a Line 12 00 48 00 80 0 80 0 All Wall 3-1 n/a 3 Line 12 00 16 00 80 0 80 0 All Wall 4-1 n/a 4 Line 16 00 48 00 80 0 80 0 All Wall B-1 n/a B Line 0 00 22 50 80 0 80 0 All Wall B-2 n/a Line 22 50 29 00 80 0 80 0 All Wall D-l n/a D Line 0 00 29 00 80 0 80 0 Level 1 Magnitude Trib Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E->W Roof Block 2 1 Line -3 00 12 54 125 0 125 0 E->W Roof Block 2 3 Line -3 00 12 54 125 0 125 0 E->W Floor Dl n/a 1 Line -2 00 12 00 115 0 115 0 E->W Floor D2 n/a 1 Line 12 00 48 00 147 5 147 5 E->W Floor D3 n/a 2 Line 48 00 49 50 55 0 55 0 E->W Floor Dl n/a 3 Line -2 00 12 00 115 0 115 0 E->W Floor D2 n/a 4 Line 12 00 48 00 147 5 147 5 E->W Floor D3 n/a 4 Line 48 00 49 50 55 0 55 0 N->S Roof Block 2 A Line -1 50 23 50 75 4 75 4 N->S Roof Block 2 B Line -1 50 23 50 80 0 80 0 N->S Floor Dl n/a A Line -0 50 18 00 250 0 250 0 N->S Floor D2 n/a A Line 18 00 22 50 257 5 257 5 N->S Floor D3 n/a B Line 22 50 29 00 187 5 187 5 N->S Floor Dl n/a D Line -0 50 18 00 250 0 250 0 N->S Floor D2 n/a Line 18 00 22 50 257 5 257 5 N->S Floor D3 n/a Line 22 50 29 00 187 5 187 5 All Wall 1-1 n/a 1 Line -2 00 12 00 90 0 90 0 All Wall 1-2 n/a 1 Line 12 00 48 00 90 0 90 0 All Wall 2-1 n/a 2 Line 48 00 49 50 90 0 90 0 All Wall 3-1 n/a 3 Line -2 00 12 00 90 0 90 0 All Wall 4-1 n/a 4 Line 12 00 49 50 90 0 90 0 All Wall A-I n/a A Line -0 50 22 50 90 0 90 0 All Wall B-1 n/a B Line 22 50 29 00 90 0 90 0 All Wall D-l n/a D Line -0 50 18 00 90 0 90 0 All Wall D-2 n/a Line 18 00 29 00 90 0 90 0 8 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E->W Line 11 12 12 00 58 8 58 8 E->W Point 12 00 12 00 168 168 E->W Line 12 00 16 00 66 3 66 3 E->W Point 16 00 16 00 49 49 E->W Line 16 00 48 00 73 8 73 8 E->W Point 48 00 48 00 217 217 E->W Line 48 00 50 38 58 8 58 8 N->S Line -1 50 0 00 73 3 73 3 N->S Point 0 00 0 00 269 269 N->S Line 0 00 22 50 88 3 88 3 N->S Line 22 50 29 00 88 3 88 3 N->S Point 29 00 29 00 239 239 N->S Line 29 00 30 00 73 3 73 3 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E->W Line -3 00 -2 00 24 6 24 6 E->W Point -2 00 -2 00 102 102 E->W Line -2 00 12 00 56 1 56 1 E->W Point 12 00 12 00 1094 1094 E->W Point 12 00 12 00 89 89 E->W Line 12 00 12 54 66 4 66 4 E->W Line 12 54 16 00 41 8 41 8 E->W Point 16 00 16 00 26 26 E->W Line 16 00 48 00 45 8 45 8 E->W Point 48 00 48 00 196 196 E->W Line 48 00 49 50 9 8 9 8 E->W Point 49 50 49 50 49 49 N->S Line -1 50 -0 50 7 4 7 4 N->S Point -0 50 -0 50 221 221 N->S Line -0 50 0 00 65 5 65 5 N->S Point 0 00 0 00 142 142 N->S Line 0 00 18 00 73 3 73 3 N->S Line 18 00 22 50 74 8 74 8 N->S Point 22 50 22 50 62 62 N->S Line 22 50 23 50 38 2 38 2 N->S Line 23 50 29 00 30 8 30 8 N->S Point 29 00 29 00 292 292 . . All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of 0 70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. 9 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir Ld.Case V [Ibsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line 1 Level 2 Ln1, Lev2 2 Both 1200 33 3 40 7 339 1 00 S 339 9986 0 12 Level 1 Ln1, Lev1 2 S->N 2039 40 8 51 6 339 1 00 S 339 13372 0 15 2 N->S 2207 44 1 55 9 339 1 00 S 339 13372 0 17 Wall 1-2 2 S->N 1317 40 8 51 6 339 1 00 339 8632 0 15 2 N->S 1425 44 1 55 9 339 1 00 339 8632 0 17 Wall 1-1 2 S->N 723 40 8 51 6 339 1 00 339 4739 0 15 2 N->S 782 44 1 55 9 339 1 00 339 4739 0 17 Line 3 Ln3, Lev1 2 S->N 1148 22 3 82 0 339 1 00 S 339 4739 0 24 2 N->S 1315 25 5 93 9 339 1 00 S 339 4739 0 28 Line 4 Level 2 Ln4, Lev2 2 Both 1184 37 0 37 0 339 1 00 S 339 10833 0 11 Level 1 Ln4, Lev1 2 Both 1492 39 8 44 5 339 1 00 S 339 11340 0 13 East-West W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir Ld.Case V flbsl V/L V/FHS Int Ext Co C Total V flbsl Resp. Line A Level 1 LnA, Lev1 1 Both 1324 57 6 189 2 495 1 00 S 495 3463 o 38 Line B Level 2 LnB, Lev2 2 Both 1583 70 4 126 6 339 1 00 S 339 4232 o 37 Line C Level 1 LnC, Lev1 2 Both 3212 108 9 305 9 339 1 00 S 339 3554 o 90 Line 0 Level 2 LnD, Lev2 2 Both 1636 56 4 69 6 339 1 00 S 339 7955 0 21 Level 1 LnD, LevI 1 Both 3047 103 3 234 4 495 1 00 S 495 6432 0 47 Wall D-l 1 Both 1641 103 3 234 4 495 1 00 495 3463 0 47 Wall D-2 1 Both 1406 103 3 234 4 495 1 00 495 2969 0 47 C- Sheathing Combination. A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 10 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Ld.Case Shear Dead Uolift Cmb'd Force [Ibs] Line 1 1-1 Left Wall End -0 50 -2 00 503 503 1-1 Right Wall End -0 50 12 00 1331 1331 1-2 Left Opening 1 -0 50 25 00 503 503 317 Line 1 Vert Element 0 00 28 50 325 325 1-2 Right Opening 1 -0 50 30 00 503 503 96 Line 1 Vert Element 0 00 31 50 325 325 1-2 Left Opening 2 -0 50 35 00 503 503 155 Line 1 Vert Element 0 00 39 00 325 325 1-2 Right Opening 2 -0 50 40 50 503 503 88 Line 1 Vert Element 0 00 42 50 325 325 1-2 Right Wall End -0 50 48 00 828 828 Line 3 3-1 Left Wall End 22 50 -2 00 846 846 3-1 Right Wall End 22 50 12 00 846 846 958 Line 4 4-1 Left Wall End 29 00 12 00 401 401 Line 4 Vert Element 29 00 16 00 296 296 4-1 Left Opening 1 29 00 31 50 401 401 93 4-1 Right Opening 1 29 00 35 50 401 401 67 Line 4 Vert Element 29 00 48 00 296 296 4-1 Right Wall End 29 00 49 50 401 401 Line A A-1 Left Wall End -0 50 -2 00 1703 1703 A-1 Le ft Opening 1 3 00 -2 00 1703 1703 461 A-1 Right Opening 1 19 00 -2 00 1703 1703 461 A-1 Right Wall End 22 50 -2 00 1703 1703 Line B Line B Vert Element 0 00 12 00 1013 1013 Line B Vert Element 3 00 12 00 1013 1013 Line B Vert Element 8 00 12 00 1013 1013 Line B Vert Element 15 00 12 00 1013 1013 Line B Vert Element 20 00 12 00 1013 1013 Line B Vert Element 22 50 12 00 1013 1013 Line C C-1 Left Wall End -0 50 22 00 2754 2754 C-1 Right Wall End 10 00 22 00 2754 2754 2069 Line D D-1 Left Wall End -0 50 48 00 2109 2109 Line D Vert Element 0 00 48 00 557 557 D-1 Left Opening 1 3 50 48 00 2109 2109 524 D-1 Right Opening 1 8 50 48 00 2109 2109 8 D-1 Left Opening 2 11 50 48 00 2109 2109 401 D-2 Left Wall End 18 00 49 50 2109 2109 Line D Vert Element 19 00 48 00 557 557 D-2 Left Opening 1 21 00 49 50 2109 2109 123 Line D Vert Element 24 50 48 00 557 557 D-2 Right Opening 1 26 00 49 50 2109 2109 393 D-2 Right Wall End 29 00 49 50 2666 2666 Level 2 Li ne- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Ld. Case Shear Dead Uolift Cmb'd Force r1bsl Line 1 1-1 Left Wall End 0 00 12 00 325 325 1-1 Left Opening 1 0 00 28 50 325 325 121 1-1 Right Opening 1 0 00 31 50 325 325 21 1-1 Left Opening 2 0 00 39 00 325 325 76 1-1 Right Opening 2 0 00 42 50 325 325 40 1-1 Right Wall End 0 00 48 00 325 325 Line 4 4-1 Left Wall End 29 00 16 00 296 296 4-1 Right Wall End 29 00 48 00 296 296 Line B B-1 Left Wall End 0 00 12 00 1013 1013 B-1 Left Opening 1 3 00 12 00 1013 1013 169 B-1 Right Opening 1 8 00 12 00 1013 1013 183 B-1 Left Opening 2 15 00 12 00 1013 1013 211 B-1 Right Opening 2 20 00 12 00 1013 1013 141 B-1 Riqht Wall End 22 50 12 00 1013 1013 11 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) Line D 0-1 Left Wall End 0 00 48 00 557 557 0-1 Left Opening 1 19 00 48 00 557 557 251 0-1 Right Opening 1 24 50 48 00 557 557 59 0-1 Right Wall End 29 00 48 00 557 557 Dead load contnbutlOn to combmed force IS factored by 1 00 load combmatlon factor 12 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 Wind Suction Design COMPONENTS AND CLADDING by SHEARLlNE North-South Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 3 1 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 4 1 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17 4 48 0 0 36 15 13 68 0 23 0 18 1 00 1 00 B 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 0 1 1 17 4 48 0 0 36 15 13 68 0 23 0 18 1 00 1 00 2 2 17 4 48 0 0 36 23 19 68 0 34 0 28 1 00 1 00 13 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p Mass rlbsl rsa.ftl E-W N-S E-W N-S E-W N-S Level 2 17407 1018 3252 3252 0 385 0 173 0 37 -1 62 Level 1 26641 1401 2621 2621 0 340 0 124 0 43 -2 30 Structure 44048 - 5873 5873 - - 1 00 1 00 VertIcal Earthquake Load Ev = 02 Sds D, Sds = 0.87, Ev = 0 17 D SHEAR RESULTS North-South W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir Int Ext V [Ibs] V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line 1 Level 2 Ln1, Lev2 2 Both 1 0 1 0 1161 32 3 39 4 242 1 00 S 242 7133 0 16 Level 1 Ln1, Lev1 2 Both 1 0 1 0 2007 40 1 50 8 242 1 00 S 242 9551 0 21 Wall 1-2 2 Both 1 0 1 0 1295 40 1 50 8 242 1 00 242 6166 0 21 Wall 1-1 2 Both 1 0 1 0 711 40 1 50 8 242 1 00 242 3385 0 21 Line 3 Ln3, Lev1 2 Both 1 0 1 0 715 13 9 51 1 242 1 00 S 242 3385 0 21 Line 4 Level 2 Ln4, Lev2 2 Both 1 0 1 0 1115 34 8 34 8 242 1 00 S 242 7738 0 14 Level 1 Ln4, Lev1 2 Both 1 0 1 0 1390 37 1 41 5 242 1 00 S 242 8100 0 17 East-West W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Gp Dir Int Ext V rlbsl V/L V/FHS Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Lev1 1 Both 1 0 78 894 38 9 127 7 275 1 00 S 275 1924 o 46 Line B Level 2 LnB, Lev2 2 Both 1 0 63 1094 48 6 87 5 151 1 00 S 151 2614 o 58 Line C Level 1 LnC, Lev1 2 Both 1 0 1 0 1336 45 3 127 3 242 1 00 S 242 2539 o 53 Line D Level 2 LnD, Lev2 2 Both 1 0 1 0 1182 40 8 50 3 242 1 00 S 242 5682 0 21 Level 1 LnD, Lev1 1 Both 1 0 67 1768 59 9 136 0 236 1 00 S 236 3377 0 58 Wall D-1 1 Both 1 0 67 952 59 9 136 0 236 1 00 236 1963 0 58 Wall D-2 1 Both 1 0 67 816 59 9 136 0 236 1 00 236 1414 0 58 . . C- Sheathmg CombmatlOn. A- Add capacItIes; S- Strongest only; X- Strongest or twIce weakest. 14 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 DRAGSTRUT AND HOlDDOWN FORCES level 1 Line- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut Wall Or Openina X y Shear Dead Uplift Cmb'd Force [Ibs] Line 1 1-1 Left Wall End -0 50 -2 00 457 457 1-1 Right Wall End -0 50 12 00 1229 1229 1-2 Left Opening 1 -0 50 25 00 457 457 288 Line 1 Vert Element 0 00 28 50 315 315 1-2 Right Opening 1 -0 50 30 00 457 457 87 Line 1 Vert Element 0 00 31 50 315 315 1-2 Left Opening 2 -0 50 35 00 457 457 141 Line 1 Vert Element 0 00 39 00 315 315 1-2 Right Opening 2 -0 50 40 50 457 457 80 Line 1 Vert Element 0 00 42 50 315 315 1-2 Right Wall End -0 50 48 00 772 772 Line 3 3-1 Left Wall End 22 50 -2 00 460 460 3-1 Right Wall End 22 50 12 00 460 460 521 Line 4 4-1 Left Wall End 29 00 12 00 373 373 Line 4 Vert Element 29 00 16 00 279 279 4-1 Left Opening 1 29 00 31 50 373 373 86 4-1 Right Opening 1 29 00 35 50 373 373 62 Line 4 Vert Element 29 00 48 00 279 279 4-1 Right Wall End 29 00 49 50 373 373 Line A A-I Left Wall End -0 50 -2 00 1150 1150 A-I Left Opening 1 3 00 -2 00 1150 1150 311 A-I Right Opening 1 19 00 -2 00 1150 1150 311 A-I Right Wall End 22 50 -2 00 1150 1150 Line B Line B Vert Element 0 00 12 00 700 700 Line B Vert Element 3 00 12 00 700 700 Line B Vert Element 8 00 12 00 700 700 Line B Vert Element 15 00 12 00 700 700 Line B Vert Element 20 00 12 00 700 700 Line B Vert Element 22 50 12 00 700 700 Line C C-l Left Wall End -0 50 22 00 1146 1146 C-l Right Wall End 10 00 22 00 1146 1146 861 Line D 0-1 Left Wall End -0 50 48 00 1224 1224 Line 0 Vert Element 0 00 48 00 402 402 0-1 Left Opening 1 3 50 48 00 1224 1224 304 0-1 Right Opening 1 8 50 48 00 1224 1224 5 0-1 Left Opening 2 11 50 48 00 1224 1224 233 0-2 Left Wall End 18 00 49 50 1224 1224 Line 0 Vert Element 19 00 48 00 402 402 0-2 Left Opening 1 21 00 49 50 1224 1224 71 Line 0 Vert Element 24 50 48 00 402 402 0-2 Right Opening 1 26 00 49 50 1224 1224 228 0-2 Right Wall End 29 00 49 50 1627 1627 level 2 Li ne- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force [Ibs] Line 1 1-1 Left Wall End 0 00 12 00 315 315 1-1 Left Opening 1 0 00 28 50 315 315 117 1-1 Right Opening 1 0 00 31 50 315 315 21 1-1 Left Opening 2 0 00 39 00 315 315 74 1-1 Right Opening 2 0 00 42 50 315 315 39 1-1 Right Wall End 0 00 48 00 315 315 Line 4 4-1 Left Wall End 29 00 16 00 279 279 4-1 Right Wall End 29 00 48 00 279 279 Line B B-1 Left Wall End 0 00 12 00 700 700 B-1 Left Opening 1 3 00 12 00 700 700 117 B-1 Right Opening 1 8 00 12 00 700 700 126 B-1 Left Opening 2 15 00 12 00 700 700 146 B-1 Right Opening 2 20 00 12 00 700 700 97 B-1 Riqht Wall End 22 50 12 00 700 700 15 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) Line D D-1 Left Wall End 0 00 48 00 402 402 D-1 Left Opening 1 19 00 48 00 402 402 181 D-1 Right Opening 1 24 50 48 00 402 402 43 D-1 Right Wall End 29 00 48 00 402 402 Dead load contribution to combined force is factored by 0 479 due to load combination factor and vertical seismic force 16 WoodWorks@ Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1441 18 17 WoodWorksOll COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2. 2005 14.37:21 PROJECT LUBBESMEYER 1830 B1 Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End 200 0 800 0 80 0 Location [ft] Pattern Start End Load? No No No Load1 Dead Load2 Live Load3 Dead Full UDL Full UDL Full UDL MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 6'-6" Dead 940 940 Live 2600 2600 Total 3540 3540 Bearing LC number 2 2 Length 1 6 1 6 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9 35 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports, Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Design Shear fv - 96 Fv' - 180 fv/Fv' - 0 53 Bending(+) fb 935 Fb' 977 fb/Fb' = 0 96 Live Defl'n 0 05 <L/999 0 22 L/3 60 o 22 Total Defl'n 0 07 <L/999 0 32 L/240 o 23 ADDITIONAL DATA. FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1 00 1 00 1 00 o 987 1 100 1 00 1 00 1 00 1 00 2 Fv' 180 1 00 1 00 1 00 1 00 1 00 1 00 2 Fcp' 625 1 00 1 00 1 00 1 00 E' 1 6 million 1 00 1 00 1 00 1 00 2 Bending(+) LC# 2 D+L, M = 5753 lbs-ft Shear LC# 2 D+L, V = 3540, V design 2519 lbs Deflection LC# 2 D+L EI= 664 44e06 1b-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4 1 WoodWorksQl) COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 143731 PROJECT LUBBESMEYER 1830 B2 Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 13 0 No 53 0 No 120 6 00 No 480 6 00 No Load1 Dead Load2 Live Load3 Dead Load4 Live Full UDL Full UDL Point Point MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 8' Dead 95 155 Live 332 572 Total 427 727 Bearing LC number 2 2 Len th 1 0 1 0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports, Repetitive factor' applied where permitted (refer to online help); Load combinations. ICC-IBC, SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in ) Criterion Analysis Value Desi n Value n Shear fv - 73 Fv' - 180 40 Bending(+) fb 738 Fb' 821 90 Live Def1'n 0 07 <L/999 o 27 L/3 60 26 Total Defl'n 0 10 L/980 o 40 L/240 24 ADDITIONAL DATA. FACTORS F CD CM Ct CL CF Cfu Cr Cfrt ci Cn LC# Fb'+ 900 1 00 1 00 1 00 o 721 1 100 1 00 1 15 1 00 1 00 2 Fv' 180 1 00 1 00 1 00 1 00 1 00 1 00 2 Fcp' 625 1 00 1 00 1 00 1 00 E' 1 6 million 1 00 1 00 1 00 1 00 2 Bending(+) LC# 2 D+L, M = 1316 lbs-ft Shear LC# 2 D+L, V = 727, V design 674 lbs Deflection LC# 2 D+L EI= 158 2ge06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L~live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1 safrW"H! fOil W'Xl(J.Df~''';'' COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 1438:23 PROJECT LUBBESMEYER 1830 R1 WoodWorks@ Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, pst, or pit) Load Type Distribution Magnitude Start End 90 0 150 0 Location [ft] Pattern Start End Load? No No Loadl Dead Load2 Snow Full UDL Full UDL 0' 6' Dead 288 288 Live 450 450 Total 738 738 Bearing LC number 2 2 Length 1 0 1 0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports. Load combinations. ICC-IBC; SECTION vs. DESIGN CODE NOS-2001 (stress=psi, and in ) Criterion Anal sis Value Design Value n Shear fv - 35 Fv' - 207 17 Bending(+) fb 433 Fb' 1345 32 Live Defl'n 0 02 <L/999 o 20 L/3 60 12 Total Defl'n 0 05 <L/999 o 30 L/240 16 ADDITIONAL DATA. FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1 15 1 00 1 00 1 000 1 300 1 00 1 00 1 00 1 00 2 Fv' 180 1 15 1 00 1 00 1 00 1 00 1 00 2 Fcp' 625 1 00 1 00 1 00 1 00 E' 1 6 million 1 00 1 00 1 00 1 00 2 Bending(+) LC# 2 D+S, M = 1107 lbs-ft Shear LC# 2 D+S, V = 738, V design 589 lbs Deflection LC# 2 D+S EI= 177 83e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D~dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1 WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2. 2005 1438:32 PROJECT LUBBESMEYER 1830 R2 Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End 60 0 100 0 Location [ft] Pattern Start End Load? No No Load1 Dead Load2 Snow Full UDL Full UDL MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 16' Dead 555 555 Live 800 800 Total 1355 1355 Bearing LC number 2 2 Len th 1 0 1 0 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9 35 plf automatically included in loads; Lateral support: top= full, bottom= at supports, Load combinations. ICC-IBC, SECTION vs. DESIGN CODE NOS-2001 (stress=psi, and in ) Criterion Analysis Value Desi n Value Anal sis/Design Shear fv - 46 Fv' - 207 fv/Fv' - o 22 Bending(+) fb 881 Fb' 1138 fb/Fb' = o 77 Live Defl'n 0 22 L/865 o 53 L!3 60 o 42 Total Defl'n 0 45 L/424 o 80 L/240 o 57 ADDITIONAL DATA. FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1 15 1 00 1 00 1 000 1 100 1 00 1 00 1 00 1 00 2 Fv' 180 1 15 1 00 1 00 1 00 1 00 1 00 2 Fcp' 625 1 00 1 00 1 00 1 00 E' 1 6 million 1 00 1 00 1 00 1 00 2 Bending(+) LC# 2 D+S, M = 5419 1bs-ft Shear LC# 2 D+S, V = 1355, V design 1196 lbs Deflection LC# 2 D+S EI= 664 44e06 lb-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1 WoodWorksOll COMPANY Pacific Northwest Engineering (253) 589-3265 Aug 2,20051438:42 PROJECT LUBBESMEYER 1830 SF1 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, pst, or pit) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load1 Dead Full UDL 100 0 No Load2 Live Full UDL 400 0 No Load3 Dead Full UDL 60 0 No Load4 Snow Full UDL 100 0 No LoadS Dead Full UDL 80 0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 10' Dead 1275 1275 Live 2000 2000 Total 3275 3275 Bearing LC number 2 2 Length 1 0 1 0 Timber-soft, D Fir-L, No.2, 6x12" Self Weight of 15 02 plf automatically included in loads, Lateral support: top= full, bottom= at supports; Load combinations. ICC-IBC; SECTION vs. DESIGN CODE NOS-2001 (stress=psi, and in ) Criterion Analysis Value Design Value Anal sis/Design Shear fv 63 Fv' 170 fv/Fv' o 37 Bending(+) fb 810 Fb' 875 fb/Fb' = o 93 Live Defl'n 0 10 <L/999 o 33 L/360 o 30 Total Defl'n 0 19 L/617 o 50 L/240 o 39 ADDITIONAL DATA. FACTORS F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1 00 1 00 1 00 1 000 1 000 1 00 1 00 1 00 1 00 2 Fv' 170 1 00 1 00 1 00 1 00 1 00 1 00 2 Fcp' 625 1 00 1 00 1 00 1 00 E' 1 3 million 1 00 1 00 1 00 1 00 2 Bending(+) LC# 2 D+L, M = 8188 Ibs-ft Shear LC# 2 D+L, V = 3275, V design 2647 Ibs Deflection LC# 2 D+L EI= 906 17e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1 WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 14 39'12 PROJECT LUBBESMEYER 1830 SF3 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load1 Dead Full UDL 50 0 No Load2 Live Full UDL 200 0 No Load3 Dead Full UDL 30 0 No Load4 Snow Full UDL 50 0 No Load5 Dead Full UDL 80 0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 22' Dead 1955 1955 Live 2200 2200 Total 4155 4155 Bearing LC number 2 2 Len th 1 2 1 2 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x15" Self Weight of 17 7 plf automatically included in loads, Lateral support: top= full, bottom= at supports, Load combinations: ICC-IBC, SECTION vs. DESIGN CODE NDS-2001 (stress=psi, and in ) Criterion Analysis Value Desi n Value Anal sis/Design Shear fv - 72 Fv' - 240 fv/Fv' - 0 30 Bending(+) fb 1427 Fb' 2336 fb/Fb' = 0 61 Live Defl'n 0 41 L/649 0 73 L/3 60 0 55 Total Defl'n 0 95 L/278 1 10 L!240 0 86 ADDITIONAL DATA. FACTORS F CD CM Ct CL cv Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1 00 1 00 1 00 1 000 o 973 1 00 1 00 1 00 1 00 2 Fv' 240 1 00 1 00 1 00 1 00 1 00 1 00 2 Fcp' 650 1 00 1 00 1 00 E' 1 8 million 1 00 1 00 1 00 2 Bending(+) LC# 2 D+L, M = 22851 Ibs-ft Shear LC# 2 D+L, V = 4155, V design 3683 lbs Deflection LC# 2 D+L EI-2594 4ge06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A 190 1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3 3 5 GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 14.39:23 PROJECT LUBBESMEYER 1830 SF3-PSL Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 50 0 No Load2 Live Full UDL 200 0 No Load3 Dead Full UDL 30 0 No Load4 Snow Full UDL 50 0 No LoadS Dead Full UDL 80 0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 22' Dead 2013 2013 Live 2200 2200 Total 4213 4213 Bearing LC number 2 2 Length 1 1 1 1 PSL, 2.0E, 2900Fb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads, Lateral support: top= full, bottom= at supports; Load combinations. ICC-IBC, SECTION vs. DESIGN CODE NDS-2001 (Ibs, Ibs-ft, or in ) Criterion Analysis Value Design Value Shear fv - 77 Fv' - 285 Bending(+) fb 1621 Fb' 2851 Live Defl'n 0 44 L/601 o 73 L/360 Total Defl'n 1 04 L/253 1 10 L/240 n 27 57 60 95 ADDITIONAL DATA. FACTORS F CD CM Fb'+ 2900 1 00 Fv' 285 1 00 Fcp' 750 E' 2 0 million Ct CL 1 00 1 000 1 00 1 00 1 00 CV Cfu o 98 Cr Cfrt 1 00 1 00 1 00 1 00 1 00 Ci Cn LC# 2 1 00 2 2 Bending(+) LC# 2 D+L, M ~ 23170 Ibs-ft Shear LC# 2 D+L, V = 4213, V design 3766 Ibs Deflection LC# 2 D+L EI=2400 96e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber) the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer 3 Size factors vary from one manufacturer to another for SCL materials They can be changed in the database editor . , WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 14'39'47 PROJECT LUBBESMEYER 1830 SF4 Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End 10 0 40 0 220 Location [ft] Pattern Start End Load? No No 16 50 No Load1 Dead Load2 Live Load3 Dead Full UDL Full UDL Point MAXIMUM REACTIONS (Ibs)' Dead Live Total 0' ml 18'-6" 3061 370 676 I-Joist, generic, low stg., 1-3/4x11-7/8" Spaced at 12" c/c; Self Weight of 1 88 plf automatically included in loads, Load combinations. ICC-IBC; SECTION vs. DESIGN CODE NDS-2001 (Ibs, Ibs-ft, or in ) Criterion Analysis Value Design Value Anal sis/Design Shear V 676 Vr 990 V!Vr 0 68 Bending(+) M 2444 Mr 4525 M/Mr = 0 54 Live Defl'n 0 37 L/600 0 46 L/480 0 80 Total Defl'n 0 62 L/358 0 92 L/240 0 67 ADDITIONAL DATA, FACTORS F CD Fb'+ n/a 1 00 Fv' n/a 1 00 E' n/a CM 1 00 1 00 1 00 Ct 1 00 1 00 1 00 CF 1 000 Cfu 1 00 Cn LC# 2 2 2 CL 1 000 Cr 1 15 Cfrt 1 00 1 00 1 00 Ci 1 00 1 00 1 00 1 00 Bending(+) LC# 2 D+L, M = 2444 lbs-ft Shear LC# 2 D+L, V = 676 lbs Deflection LC# 2 D+L EI= 285 00e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. I-JOISTS the attached I-joist selection is for preliminary design only For final member design contact your local I-Joist manufacturer . . k WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 1440:23 PROJECT LUBBESMEYER 1830 SF5 Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End 13 0 53 0 220 Location [ft] Pattern Start End Load? No No 16 50 No Loadl Dead Load2 Live Load3 Dead Full UDL Full UDL Point MAXIMUM REACTIONS (Ibs) Dead Live Total 0' ml 17' I ml I-Joist, generic, low stg., 1-3/4x11-7/8" Spaced at 16" c/c; Self Weight of 1 88 plf automatically included in loads, Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001 (Ibs, Ibs-ft, or in ) Criterion Anal sis Value Design Value Analysis/Design Shear V - 790 Vr - 990 V /Vr - 0 80 Bending(+) M 2507 Mr 4525 M/Mr = 0 55 Live Defl'n 0 35 L/583 0 43 = L/480 0 82 Total Defl'n 0 51 L/396 0 85 = L!240 0 61 *The effect of point loads within a distance d of the support has been included as per NDS 3 4 3 1 ADDITIONAL DATA. FACTORS F CD Fb'+ n/a 1 00 Fv' n/a 1 00 E' n/a CM 1 00 1 00 1 00 Ct 1 00 1 00 1 00 CL 1 000 CF 1 000 Cfu 1 00 Cr 1 15 Cfrt 1 00 1 00 1 00 Ci 1 00 1 00 1 00 1 00 Cn LC# 2 2 2 Bending(+) LC# 2 D+L, M = 2507 Ibs-ft Shear LC# 2 D+L, V = 790 Ibs Deflection LC# 2 D+L EI= 285 00e06 Ib-in2 Total Deflection = 1 50(Dead Load Deflection) + Live Load Deflection (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES 1 Please verify that the default deflection limits are appropriate for your application. 2. I-JOISTS the attached I-joist selection is for preliminary design only For final member design contact your local I-Joist manufacturer