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BLD-05-0276 r~~f! r. !'~]ll r!~Jl~T;;:ilVfl":J1!J[-:-(-5j'l rfi~]"i i rl~]lj. [-gij' n~;:fl r!.:";ia'} ir;illj""f:;;;Jl IT~:0i! r['~(;;]-J'T(~iJ1ITr;::n r!=i:;j! i"l; r.J I . r ,. ~ f j L ,j l " _........... ~ i t2:~J I, t.~~<,,~~. "",,...........f .~_<...." "_ Jj..~~>-", I.,;:""",,>> 1>._......", ~.. .i:",.J" L......... - "2.....__.1 L,.:,......... 1!i...H-t t ...... ' L:.."~~", L..........? F. ,'-__ - ,- .. ~ ' , ! L..._...._!., ._._" ,. 1..".:._._ L_...... 1....,....J .__...1 L ......1 L.._.._.._......:J t_... ._., 1....__...\ t ... . ~._.__... L___.. ..,._... f _...... . ...._.._._.J.._~ i~. I. ." ',- l ~ i CITY OF YELM - BUILDING DEPARTMENT RESIDENTIAL CERTIFICATE OF OCCUPANCY Building Address 10721 Umatanum ST .SE Owner Name Owner Add ress Landshapes NW, Inc. 1151 E112th Street Tacoma WA. 98445 Building Permit Number BLD-05-0276- YL Plan Number Plan 1830 sf SFR. Remarks Areas Inspected All Code reauired Special Conditions Building Official G. Carlson Date April 4, 2006 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 1927 and 70 92 RCW, effective July 1, 2004 fr7iJj ~f['~l.l! rt~:~ll Ff~TI r~:f5 'I' rrT~.}'IIT[':~i'lli-.:5'llrf~:.i1 rf'~-l !.-ff51 r 1 ('~]1 ri~fJ t,?7i;J( ri~~jl ffiJl rf[:~i-)11! I~"d, ft !lJ tfh I 11[_- .J I --... j ~ '-.:.:...I ! I ,--,. I. -- " I ~__I ., .. j rl__. · L':'.-1 , f . t t . --'1! ....:!J i I .. -. J 1..._ j}. ..... , , .... .. ., "-"..,,~... ft., r I .,.,~_ . ................". 1...-,.,......_"",... ...__.,,__,<!i t..., .~'_ a."'......~"....,....&~. A t.i ",",""...~ ~,........"'~ '/...__ ,,,.,,. _.,' ~__::::::.J. _,.,..........."_ L......-..__. .--................,.j ......P'",. ~""'.........~ . .... >.~ II ~" J."- [. _..1' ~ [ FROM YELM SEWER DEPT FAX NO 360-458-8166 Apr 04 2006 01 15PM Pi txuJ\ at i~ FAX TRANSMISSION CITY OF YELM P.O. BOX479-931 NP ROAD NE YELM, W A 98597 360-458...8411 FAX 360-458-8] 66 DATE; L}-4-D(~ FAX#: PAGES: I , including this Cover sheet From' RAJJDY Subject: HDU:st.:: F ii-JA Y A Ll TlJ. m/'J /-II L 1.- 1L ~K --)>- COMMENTS: LO) g) l(7)..f ~ U yY/ TAN c.J.l'f1 '5 T ')~ ~ ~-.(.'d . D . :I' ~ \ \tV\) \) *'" If YOll do not receive all copies or any copy IS not legible, please call (360) 458-8411 as soon as possible. c c ~ lJ CITY OF YELt\1 INSPECTION LOG PROJECT ~)tUM /IIfMJ21 I?' 30 PER.'11T NUMBER 0 5~O~ /k -\DDRESS / ()7;< / a WI Tq "1 C1 ,l/YJ sf; S'[' -., iJ'q SET BACI\S Front Rear SdeFbnl.mg SIde D3te FOOT~G ~ r:J IT _ 0 16"' I D '" J other If) ~ requIred \ ents rOOTl'GRER\R ./ D'le*W\LLREB\R ~ole ~itjli,//~ W -\LL Q 6" o 8"' o other CO!:'l.!::e!:.1S CO\lBI:'\ED FRA\lEI E~ TERIOR SHEAR W-\LL I'\SrECTIO~ Hold downs ~ Shear ~3dJnI! = Frome :J E~ - GosPropone-:i ~ ;/t, /~'" PJUrnbn~ trV 7= \lechonJ"l I:J ' / Comments h W ;)~ ~G2S . "..- YF oam and Seal ~ 1?-/ QM SHEET ROCK/SHEAR \V -\LL '\ -\IL I'\Sl L-\TIO~ \ ~ ElectriC ~ \':;porb:;rner ~ Other /' ~ p\,-\ Comments jJ; ~v~ Comments OTHER Comments F1~ -\L U Se\\er Fn31 ~ Electrical ~ C1\ 11 FlD31 ~ -\dJress ~ InsubtlOn ~ Site Dr~\ln3ge ~ l3ndsCJ.re FmJ:\1 C efO 'I S 1 de\\ ~.d h. Comments o. () City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit No BLD-05-0276- YL Issue Date 09/20/2005 (Work must be started within 180 days) Receipt No 38287 Applicant: Name. Landshapes NW, Inc. Phone: 253.537.6370 Address. 1151 E 112th Street City' Tacoma State: WA Zip 98445 Property Information. Site Address. 10721 Umatanum St. SE Assessor Parcel No. 32660000900 Subdivision. Autumn Hill, phase II Lot: 9 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 9 Sq. Ft. per floor' (1st) 894 (2nd) 936 (3rd) 538 Garage 0 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 1399.19 993.75 405.44 5.6000 72.4000 $1,000 Building Plan Review 591 15 000 000 0.0000 o 0000 Mechanical Permit 78.25 000 000 o 0000 o 0000 Plumbing Permit 111 00 2000 9100 7 0000 13.0000 Fixture Sewer ERU 5,41700 000 5,41700 5,417 0000 1 0000 ERU Sewer Inspection 14500 000 145.00 145.0000 1 0000 ERU Water ERU 1 500 00 000 1,50000 1,500.0000 1 0000 ERU Water Meter (SFD) 300 00 300.00 000 o 0000 o 0000 Water Deposit 40.00 4000 000 o 0000 0.0000 Traffic Facilities Charge 75750 000 757.50 750.0000 1 0100 Peak PM Trip Sewer Deposit 5000 50.00 0.00 o 0000 o 0000 State Building Fee 4.50 4.50 000 o 0000 o 0000 TOTAL FEES. $10,393.59 Applicant's Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and r trictions of reco If appl ing as a contractor, I futher certify that I am currently registered in t eo W h' OFFICIAL USE ONLY # Sets of Prints: Final Inspection: -:u;.,~ Date: By' .............. . . . , :. - ." :... ." . :. ~ _":1 I o u RECEIPT No.3 82 87 RE9~~V~~1 mJ uou' q n "I" .a. .:..l..-. . ~ L' ........1.';... L THREE HL }J.DF ED NINETY TERSE DOLLI\RS &. 59 CENT~~ RECEIVED FROM LANDSHAPES NW INC 11851 E 112 ST TACOHA. vlA 92.445 BLD-05-0277-YL SITr: 10717 Ut-L~TANUl'f S1' ;)E DATE 09/20/05 REC. NO. 38287 AMOUNT REF NO. 10,393 59 CHSCK 2772 BUDGETARY DTANA PIJDFRliT13~1~ 19t PLNRE\r5~;1 15, l-rE~CHPP1.IT78 ~~) PLiIBPPIITll1) SERU5417 S/INSP145t W!EFU15Jn~ ~1'I.fTR300J W /DEF40) TPAFF757 50, S/DEP50, STFEE4 50 . . RECEIPT No.3 8 2 8 8 RE9~~F.pEN THOUSAND ONE HUNDF'ED THIF T~{ ONE D ~ 1, L A R :3 t< 1 0 CE~,TTS RECEIVED FROM LANDSHAPES NW IHC DATE REC. NO. 09/20/05 3<3288 AMOUNT 10,131 10 CHECK REF NO. 2772 1151 E 112TH ST TACOMA, WA 98445 BLD-f15-02 78 - YL SITE, 10713 UllTANl.Jt.! ;2 T SE EUDGETARY DIANA BLDFPHT1:33 9S, PLJ:!RE'.,:::'l ;(-, llEC'HFRllT'l 7:, PUIEFRllT90, S'EPU5417, S/INSP145, \-l/EEU1500, \'i;llT?3JO, \LDEP40, THArF757 50, E/DSF50, ':TFEE4 50 RECEIPT No.3 8 2 8 9 RECEIVED ****TEN THOUSAND THREE HUNDRED NINETY THREE DOLLARS & 59 CENTS RECEIVED FROM LNADSHAPES NW INC 1151 E011::'TH ST TACOMA, WA 93445 BLD-05-0276-YL SITE 10721 UMATANUM ST EE DATE 09/20/05 REC. NO. 38289 AMOUNT 10,393 59 CHECK REF NO. 2772 BUDGETAHY DIANA ELDP~!rT1399 13) FIJNFE'j5~1 15, l.iECHPRr-"lT78 ~5) PLIIBPRJ.ITII1J S/ERU5417 ~,INSF14~, W/ERU1500, \'i'MTRJ00, W DEF4n, TPAFF757 50, S/DEF50, STFEE4 50 ~~'. " '""'-~" ~ ~- "" .' ...~/ '\. . "J ~~ \ ~ Applicant: o o Permit Fees Schedule City of Yelm Community Development Department 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 9 Site Address. 10721 Umatanum S1. SE Fees: Item Acct Code Building Permit 100-500k 032001-322-10-00 Building Plan Review 100001-345-83-00 Mechanical Permit 032001-322-10-00 Plumbing Permit 032001-322-10-00 Sewer ERU 802412-343-50-01 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 420 120-345-85-00 Sewer Deposit 742402-389-01-00 State Building Fee 160001-386-00-00 TOTAL FEES Permit No BLD-05-0276-YL Phone: 253.537.6370 , . \ City' T,acoma ~ State: WA Zip 98445 32to~ D/X)t) 9190 Assessor Parcel No...,...2.272913979~ Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc ------------- 1,399.19 993.75 405 44 5.6000 72.4000 $1,000 591 15 000 000 o 0000 o 0000 78.25 0.00 000 0.0000 o 0000 111 00 2000 9100 7 0000 13.0000 Fixture 5,41700 0.00 5,41700 54170000 1 0000 ERU 14500 000 14500 145.0000 1 0000 ERU 1,500 00 0.00 1,500.00 1,5000000 1 0000 ERU 300 00 300 00 000 o 0000 o 0000 40.00 4000 000 0.0000 o 0000 757 50 0.00 757 50 750 0000 1 0100 Peak PM Trip 5000 5000 000 o 0000 o 0000 450 4.50 000 0.0000 o 0000 $10,393.59 o Yelm Community Schools PO Box 476 Yelm, WA 98597 Clerk' Terminal Receipt Manual Receipt Cray 1 3941 NTACOMA Nf'iITIGA TIONS LANDSHAPES, NORTH WEST INC 9/20/2005 10,56 AM Qty Item o Price 1 CPF2900 6420 00 MITIGA nON MITIGATION FEES FOR AUTUMN HILL lOTS 9,10, 11 Subtotal Tax' Total Check 2771 Amount Due. 6420.00 o 00 6420 00 6420,00 0.00 / / o ~11 & ~: !n-c' i L.. Ii LANib\-\i\9tf~ NORn-\V~ES1J JNG, \ \5\ t- \ V2:th 5,' TAt{)\V\~ )Wt\ C\~L\5 .20'?J... ti::>l- LD?J10 I I ~ L IV .-._<~ i II J.'J_~..~_.~..\~-;-_.".....__....< I In I? l 1'14- tt ~ i f iqt ,< 73.(0 l......---..........-..r- t I I i , ~ 1 I I , , i: ( I ~' ('J \',,) "~, o LJh! "5\1 \!',f -~~- .-~. -".. Y\{()PtR\\i I\DDREs:~, 10'12.' LAMTANUM 5T SE \fELl'Vl) V~J\ l\1~5ql un -\\: C\ rf\RtEL-~ 'tl1?;J\30100 landshlOlr NenhwlJ~~-" mime. 1151 East 112th Street - Tacoma, WA 98445 Office 253537-6370 - Fax 253537-9163 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 PIERCQCOUNTY DEVELOPMENT CENTER U\MDS\f\A-PE.5 \\\0\<1 ~.H~t:,,<t)lT ApplIcatiOn No PLEASE COMPLETE THE FOLLOWING: o \~l%1 UmffinLml 2002 WA. STATE ENERGY CODE INFORMATION Date Glazmg area calculatIOn. \ (\1 sf VO~C) sf = \0 .~ % Window area -7- Heated floor area = % of glazmg Refer to the table below to detelTIune your compliance path. JOB TYPE J><rNew [ ] Remodel [ ] Addition FUEL TYPE [ ] Electric 1><l Nat. Gas [ ] Propane [ ] Oil, wood Heat system sIZmg calculatIOn. ifll l.... , \v3(") X 20 = Ol.{l.LDI[)O btu s Heated floor area x btu per sq ft. = total system output Divide the system output by the equipment effiCiency ratlllg to detennine the total Btu input alIowed. OCCUPANCY MSmgle FamIly [ ] Multi-family COMPLIANCE PATH. p<{pre(Q)tive Ch. 6 (circle one) I t II HI [ ] Component Performance Ch. 5 [ ] System analysis Ch. 4 HEAT SYSTEM SIZE IX1 Brn input WI . Lvf) Efficiency rating ~Q % [ ] WATTS HSPF ratmg HEAT TYPE 'l><f Forced Air Furnace [ ] Heat Pump [ ] Radiant Heat System (baseboard, wall cadet [ ] Hydronics system [ ] Gas or Wood Stove ELEC UTILITY PROVIDER. [ ] Tacoma CIty Light [ ] Puget Sound Energy [ ] Pemnsula Power p.q"Other VENTll-ATION INDOOR AIR QUALITY (VIAQ) INFORMATION (check one) Ventilahon OptIOn. [] A [] B Ixl C [] D [] AAHX System Size. lOa cfm D<l IntermIttently operatmg [ ] Continuous operatmg PRESCRIPTIVE REQUIREMENTSO.l FOR GROUP R OCCUPANCY CLIMA TE ZONE 1- ALL FUEL TYPES Option Glazi1)g A' 10 rea %oHloor I. 12% 15% 040 ReIO Urilirllited 040 GtoupRc3 , Occupancy @h1y · Reference Case o Nominal R-values are for wood frame assemblies onlv or assemblies buill in accordance with Section 601 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%. il shaJJ comply with aJJ of the requirements of the 15% glazing option (or higher), Proposed designs which cannot meet the specific requiremenls of a listed option above may calculate compliance by Chapters 4 or 5 of the W.S.E.C 2. Requirement applies 10 aJJ ceilings except single rafter or joist vaulted ceilings. 3 Requirement applicable to only to single rafter or joist vaulted ceilings, 4 Below grade waJJs shall be insulated eilher on the eA1erior to a minimum level ofR.1O or on the interior to the same level as waJJs above grade. Exterior insulation inslaJJed on below grade walls shall be a water resistant material, manufactured for Its intended use, and installed according to Ihe manufacturers specItications, 5 Floors over crawl spaces or exposed to ambienl air conditions. 6. Required slab perimeter insulation shaJJ be a water resistant material, manufacftured for its intended use, and installed according to manufacturer s specifications. 7 Int denotes standard framing 16 inches on center with headers insulated with a minimum ofR-5 insulation, 9 Doors. including al fire doors, shall be assigned default U-factors from Table IO-6C ] 0 Where a maximum glazing area IS lisled, the tolal 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 wilh a U.factor ofU=o 40 or less is not included in glazing area limitations. 11 Overhead glazing shaU have U-faClOrs delermined in accordance with NFRC 100 or as specified In Section 502.1.5 12. Log and solid timber walls with a minimum average log thickness of 3.5 inches are exempt from this insulation requirement 11.* ill Glazing Ucfactor Door9 UevalUe Slab '. .4 'on" grade Ceiling 2 WitJJ ;1.-) Above' - 'grade Vaulted ceiling 3 . Wall; int 4 b~iow gr~de " ,. 4 WaJJ;ext., belbw,grade Floor 5 Vertical Overhead 0:35 0.58 020 Re38 R-30 R"15 R-15 RelO R-30 ReTO 0.58 0.20 R;38 Re30 Re21 R'21 R'IO R_30 R"IO 0.58 020 R-38 R-30 R-21 R'czl R"IO R-30 o o CITY Of VElM RIESIIDENTIAl BUfllOlNG PERMIT APPLICATION FORM Project Address.\\)12\ \;\mtor'1\ Am tt $ Parcel#' 221 '?x')) '?:>O <"7 ()() Subdivision ~\\)\t\;\f\\n H'lli J.'T, lot#.~ Zoning; iY New Construction 0 Re-Model/ Re-Roof / Addition 0 Home Occupation Sign o Plumbing 0 Mechanical 0 Mobile / Manufactured Home Placement 0 Other Project DescriPlion\/S,~o~e ~.fOW.., oOrk. C.)\\ \L~$::c fo {') ') \ \ j Project Value. _~ VrU , Building Area (sq f1) 1st Floor B C1 t1 2nd Floor g ~?JLP Garage 53 ~ Deck '2L.P Carport Patio Heating {f"ASJ)::nHER or ELECTRIC (Circle One) ~~.,...:<', Are there any environmentally sensitive areas located on the parcel? 1\.)0 If yes, a completed environmental checklist must accompany permit application # Bedrooms 3 Basement # Bathrooms 2 5 ~, BUILDINGOVVNERN,sME. ADDRESS \ \'=';\ 't. \ \'2~ h~ <:~3'r . C I TY'l"T\ CC)r\l;(\ STATE hrf\ zlpqq)yq~'~ EMAIL TELEPHONE m..' :l..jt:'''::.:r1-{ :<::<-}'). ,t.:..);J .../",..) ,/ :.,J- , R'-"~ . ,', ~V ;' SEP 07 1005 f''' 7'0 ,b ~$) ARCHITECT/ENGINEER DEl:., i [1~'; '~~)t:R\} If E:~) LICENSE # ADDRESS lc020 ~i ~jlHEET . EMAIL CITY'Tf\C:1nln STATE ~'\1-t\ zlpqL{)LH){) TELEPHONE25~3>/Lr15.e..::~02 GENERALCONTRACTORLH\~t ~)\; f\\)Ec::l \\\1\1 ADDRESS ~ ~~J ~ ~;:: \ \2 H, :::;, T EMAIL CITY rF\C\ )rnn STATEh!fl ZIP t.:'i(>1f,.lq~:) FAX 2""):)/ ~3~~J- Lj ! /,1)3 CONTRACTOR'S LICENSE # U\~DS.N:I:(l1cSllljEXP DATE CITY LICENSE # PLUMBING,CONTRAC:.cOB . '4}ft'::<)S()!\Y. 't rnf:li\.~ELEPHONE'2.')'J~ 'f)L -.3" ADDRESS pu B)X 2_ ~ '_) EMAIL CITYCIHf\Hfin 1 STATE y\If.\ ZIPCl?>33-h FAX CONTRACTOR'S LICENSE # PROt-EPS)~)bOO EXP DATE CITY LICENSE # MECHANICI'iLCONTRACTOR HH\\Ze \-\[::i1111\1(,1 TELEPHONE ')3 q:"'l.-ql)~~:J ADDRESS 2.,Xl Cip '2;~l'n H\1 F- Z; EMAIL CITY<:;:\'f\\-,lI\vvFtV STATE \I,{J\ ZIP C1'?)?l?j--' FAX 'lfj3J "("lj~l-'2..":,i~":) CONTRACTOR'S LICENSE #R~MA'U)I{{jII"iCI_ EXP DATE dTY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and reguiations of the State of Washinwton and the City of Yelm. --- - - ~~~~~r~':~_L~ J_1 \-UmtanUlitS-_SE 4^ \' /. All permits a_O~p_\.\.catk:1n w;'h;n 180 d . f()t;r4~~ei; I ~3_trt\t_~\D.ilS 105 Yelm Aven~ili~-1lGm~ / POBox 479 \^ 1" r Yelm, WA 985 ~u..u..~fSS_llCtnEt I .til1~ I --=-~AJ~~v.ul QY) ~ 1~lDat_,~7 lli~ In o t' u After recording return to: Yelm Community Schools Distract No.2 P O. Box 476 Yelm, WA 98597 AItI'I: Erling M. Birkland MITiGATION AGR.EEMENT Reference No; Autumn Hill, SUB-04-00J6- VI.. Velm. W A Grantor: Jolm Lubbesmeyer Landshlllpe5 Northwest, Inc. 1151 E. 112m. Tacoma. WA 98445 Grantee: Yelm Community Schools District No.1 ~ Description: A 30-17-2E S2 NE NW SE LESS RD -) ~ c I 3 0 7 c<..~ AsKSSOJr'S Property Tallt lP'al"CeB Nllimber/Accmmt Number: ~'B*2Q.JOO ;;;17 J ' THIS MITIGATION AGREEMENT ("Agreement") is made this21-'!f mIL" ,2005. between the YELM COMMUNITY SCHOOLS DISTRICT NO 2. Velm, Washington (tlle hDistrictti) and Landshapes Norhnvest, mc. (the "Developer"). RECITALS A. The Developer has submitted an application to Thmston: COUDty for the construction of a 24 lot subdivision "Autumn Hill II" Yelm, Wash. (the "Project"). The Project is located on property that lies within District boundaries, more particularly described on Exhibit A. attacbed hereto and incorporated herein by reference. B. The State Environmental Policy Act. Chapter 43.21 C RCW ("SEP A"). provides processes and procedures whereby major actions by stalte and local agencies. including, but not limited to, plat or pun approval or the issuance of building permits, may be reviewed to determine the IUll:Llre and extent of their impact on the environment Impacts on public services. including schools, are environmental IIDpiCts for the purposes of SEP A. SED>.PI. requlJ'CS the mitigation of adverse environmenw impacrs. C. The District's student population and growth projections indicate that the Project will have an impact On the DistriCt,. when cumulative impacts of other projecl'S are considered. D. RCW 32.02.020 authorizes the Disnict to enter into a voluntary agreement with the Developer for payment to mItigate the Impact ahile Developer's Project.: o o E, PUrsUMi to Resolutloll1l No. 12-16-93-05, It is the potic)'! of the District to recommend that the direct Impact of development be voluntarily mitigated by the paynlent of fees and/or other mitigatiOn measures where a.ppropriate. F The Developer has agreed to mitigate, on a volunlafy. basis, the adverse impact of the Project on the District. AGREEMENT NOW, THEREFO~ in consideration of the above recitalti and the mutual promises and covenants below, tbe District and the Developer agree as follows: I The Developer acknowledges and agrees that there is al direct impact on the District as a result of the Developer's Project and that this Agreement IS necessary asia result of mat impact. 2. The Developer acknowledges and agrees that in order to miti.gate the di~t Impact of the Project, the Developer has offered to pay the District the following suln of money: Two Thousand One Hundred Forty and 001100 Dollars ($2140.00 for each lot m the subdivision or the total sum of Fifty One Thousand Three Hundred Si,,-1y and n0l100 Dollars ($51,360.00) (!he I'Mitigation Payment") for the 24 lots of the subdiviSion. The amount referenced by tl1is paragraph is subject to change pursuant to paragraph 4 below 3 Any extension, renewal, modificatiOn or amendment [to the Project that results ill an adjustment in the number of lots shall result in 11 corresponding pro tate adjustment in the Mitigation Payment. 4 The Developer agrees that the payment of the full Mitigation Payment (in the amount of Two Thousand One Hundred Forcy a.nd no/l00 Dollars ($2.140.00)\ per dwelling unit or Fifty One Thousand Three Hundred Si>.."t)I and no/lOO Dollars ($51,360.00) for tile proJec~ shall be a condition of building permit ISsuance for each smgle family dwelling in the projccti If building penmlt issuance does not occur within five (5) years from the date of this Agreement, the antount due for mitigation. as stated in paragraph 2 above, shan be modified to the amount reflected in i the then most recent mitigation agreement to which the District is a party A copy of such agreement shall be made available to Developer upon request. , 5 The District tIlgrees to record this Agreement after it bllSl been executed by the parties. 6, The Developer acknowledges and agrees that lhe Miti~tion Payment IS authorized to be used for capital improvements to the following facilities: Southworth Elementary SchooB. Mill Pornd Intermediate School, Yelm Middle School. and/or Velm High School aiIdIor ilny other fscilities that may be affected by the Project and/or tbe purchase of portable facilities and/or school buses. 7 The Developer agrees that the District has five (5) years from the payment date tb spend the Mitigation Payment for the capital improvements or expenditures klescribed in paragraph 6, In the event that the Mitigation Payment is not expended within those five years, the moneys wiIJ be refunded WIth interest at the rate applied to Judgments to the property owners of record at the time of refund; however, if the Mltigation Payment is not expended within five years due to delay which is attributable to the Developer. the Payment shall be refunded Without mterest. 8. The Developer waives and relinquishes its nght to protest or challenge the payment of the Mitigation Payment pursuant to this Asreement and hereby covena~ts and undertakes that it forever refrains and desists from institutmg. asserting, filing or bringing any lawsuit, litigation. claim. or challenge or proceeding to challenge thiS Agreement, claim any repayment or reimbursement of funds, performance or improvements provided for merein, or any of its terms and conditions.. on any ground or basis wiuns~ver. 9 The Disuict hereby waives any objection to the Project as presently proposed. 10. The District and the Developer agree that the Mitigarion Payment WIll be full and complete mitigation for the impact of the Project as presently proposed ~n the District. ) ) This Agreement shall be bmding upon and inure to th!e benefit of the heirs, ex.ecutors, administrators, successors. and assigns of both of the Developer and theiDistrict:. o n v , 12. fif an action must be brougbt to enforce the terms of thiS Agreement, such aaron shaH be brought in Thurston County Superior Court. The prevailing part}' shall be entitled to payment of irs costs and reasonable attorneys' fees. 13 This Agreement constitutes the entire agreement betiween the partu::s and any other agreement eimer written or oral shall be null and void. EXHWITA ct:V r LEGAL DESCRlPTJON ID~31 General Location-lQ945. Vanci! Rd.. Yelm. WA Section 30 T ownsnip 17N Range 2E Land Area 5.94 acres Tax Parcel Number' 2:G&4~Gle&' ~1301 30lDO <:fjb; Description: Subdivision of 5.94 acres into 24"sin~le family building lotG .. ~ YELM COMMUNITY SCHOOLS DISTRICT N .2 DATED' s- - , 7- c r ~G~ By' Alan Burke Its Supenntenden, STATE OF W ASHiNGTQN ) )SS COUNTY Of THURSTON ) I ceniiY that 1 know or have satisfactory evidence thai Alan ~urke is the person who appeared before me, and said person acknowledged mal he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the Superintendent of the Y dm Community Schools DisO'ict No_ 2 to be the free and volunuuy act of such party for the uses and purposes mentioned in the insuument. 1.1..._ GIVEN under my hand! and official seal this r.... day of 2005 -...,''"'''''''\'''' 0 ""~_... ~e.NSAJ '1", ,:o.e' ~ ~ ~.........Q~h ", .:;> I.R_~" ~ ~~~...:r '_, rP~. _ I 1 ~ i' ~Q.'( ... " f ~ .: ~....- ':. 'Z- ~ ~ a: { .p ,"'"7vo E ~ i ~ Q ':.~ _\~ ~: ~ ! '-\~ .... y- ...~.' ~ : .. "'. .... - ire ... $'~" C;l .: " e ......... ~~ -- , ~.;l&TE of ~-~ it'a,..""".."""........ o LJ In and fur the State of s ington. residing at V-e./rY1 My Commission Expires( b-J1-~ o DATED- ~~~ STATE Of WASHINGTON ) )SS COUNTY OF THURSTON ) () ~. ~~ --- . John Lubbesmtyer - Its t//C.C"~ ~//)~ I certifY that i killOW or have satisfactory evide!l!.ce that John I L"bbesmeyer is the person wh.o appeared before me. ;md said person acknowledged that he signed thisiinsttUmeU'lt. on oath SRated 'i.hat he was l1uthonzed to execute the instrument and acknowledged it as the appHcant for this subdivisIOn to be the free lWei voluntary act of slJch party for the uses and Pl!IPOscs mentibaled BIDl the instrument GWEN under my hand lind official seal this ~ay of ' 2005 NO d for me Swe IOf ngtoD. ~siding at VdyYI My Commlss*, Expires:' 110- J q -O'i1 TOT!\.L P 05 o o ..;.:Ji,-..~ ({~{'t p,::, I\l ) r Vf\LlD U 'p F~ F l:..~: \'r T-';!~' f]; r:; l?"''\TrI! (:- f., Ff)'tB ,/ L Ctf\!SED 1 ) ()PEP/\fE l<f"": I.. H r; --I i\! ':))'rT-T~AfF;~:., r f'<! ~:;'t - ( -t; '-;'1" ; ~/\ ;1... 'I:; " -1 .f ..~'. ~::I (l,T' { T"T Hi ;TCf\An\l rr-llS Lie JT:;'~2 nust btj riOSl'~.i)(i i 1 CuCiSpir"'1...W'lUS ploec:;, 01' Itw; QJJ,sines!:) Ivt"(lH( 1. _.~...__.._,_~:--.~"- ":;''';''~~:-..>. D~) i:j -~ o F625-052-00ll (8/97) o __";"''''~'''''''-_ _~. _ '::v:::.-:::~_ ~"'::".:...,::: _,_ _ __~_~.,__ ~_ '::' _._ :.:::.: :-:: -"=,~:==::C_,~~~.,.:~,:=--,::::,,__>,_._ _ _"_--=-L L REGISTERED AS PROVIDED- BY LAW AS E:1QNS!J'E:1@NT 8:EjNERAL" REGIpT. # . gxP E:1E:19X. .... LANEJ,SNI9 6SMTOSi:l:3 EFFEE:1T;r:VE DATE 0.$/1:3 LANDSHAPESLN~R TtIW'.gg.'J:',JNC-' 1151 EAST 'l12THS1:'REET TACOMA WA 9$445 lSignature . J Iss~~d by DEPARTMENT OF LABOR AND INDUST~ES / ,----- Detach And Displav CertifIcate Please Remove And SIgn IdentificatIOn Card Before Placmg In Bdlfold u ~ u ENGINEERING ANALYSIS FOR: LUBBESMEYER CONSTRUCTION SITE: 10721 UM T ANUM STREET SE YELM, W A 98597 12 83 83 83 83 83 n SS IIIII UOO IIIII IIIII ORIGINAL STAMP MUST BE RED TO BE VALID SHEET DATE PLAN NUMBER: a PACIFIC NORTHWEST "IJ '1':'3 ' ENGINEERING INC. ~~Hil~i 9 [~~~ 4928 109th 5t. 5W. Suite B; Lakewood. WA. 98499 $ -l~ 1,', ~1,' I~. t_ [, ~ ~ ~ ~ ~I Phone I fox (253) 589 3265 ~ _ ~ 4-28-2005 LUBBESMEYER 1830 o f'\ CONSUL TING ( U ENGINEERS PACIFIC NORTHWEST ENGINEERING INC. II 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 o WoodWorl<s@ Shearwalls f'\ U 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 -----:---1--- 1----1----1----1--- --+ -j 1--- --,65' 1 1 1 I 1 1 I I 1 I 1 1 1 1 1 I I I I 1 I 1 1 I 1 I I I I I, - - - -1- - -I - - T - - -1- - -1- -1- - -1- - - T - -1- - -1- -1- --69 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- - - r- - -1- - -1- - -1- -1- - -1- - -1- - -5~' 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-----1 ___I__[b2+__~---+_ -t --50' , I I I D-1 I I ~ 0-'- I - I I I I __J___L_J _1__ L__L~_:___L_ L __L_L_4~' : : I: : 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 I I I I I I I I I _____I___L I I ! ___ __ L_ ~ _ L L---3s, I I II I I I I I I I I I K I I I I I I I I I I - - - - -1- - - ~ - ~_ ~:- - - _:_ - _~ - - -i - - -:- - - + - - 4 - - - I - - + - - -3~' I I ! 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I I I I I I 1 I I I I I I I I I I I I I -10' -5' )' q' 10' 1 p' 20' 2~' 30' 3~' 40' 4~' o WoodWorks@ Shearwalls o 01 SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004 June 2, 2005 15:57"15 Level 2 of 2 LUBBESMEYER 1830 SHEAR.wsw 1 1 1 I 1 1 1 I 1 I 1 I I ---- --- --- --~----- ~ ~ L ---~--~ I 1 1 I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 I 1 1 1 1 1 ---- ---~t--- 1 l ---1----1----1----1----+---55' 1 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 r T 1----1 ---I--C..::::::J=l ,==-1---1---1----50' : 1 ~""'" I I 0-1 II I ~ I I 1 ... --; --- i --I}-- i---j--- ~ - i--- i -- -i --1 -! ~ I 1 I 1 I 1 1 I 1 I -----: ---~I---- ! --.- -1----1----1 ---1---+-- -t---- -+ --40' I 1 ' I 1 1 1 1 1 1 Iii I 1 1 I 1 1 I 1 1 1 1 I 1 1 1 ---- ---T-- --~--- ---~--~---T---r--~---I--~ 1 1 1 1 1 1 1 1 1 1 1 ~ 1 ill 1 ~ 1 1 _ _ _ _ _~ _ _ _ L _ _ ! _ _ _ _1 _ _ _ _ _ _ 1_ _ _ ~ _ _ _ -.1_ _ _ L - - -1- - - --.1_ - --30' 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 +- - - - - ~- -i - - - 1 - - 1 ---j + +- - - -I -+ - --i!5' 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 - - - - - - - - T - - - - - - - - - T - - - i- - - -1- - - -1- - - -1- - -1- - - -I~ - - -20' 1 1 I 1 I I 1 I I ! 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I 1 1 . : - - : - ~ :-2 Jf i : : - - ~ I I B-1 ..c:::::J I 1 1 1 __~__ I ! ~ I_~---~--~---~--~ 1 1 1 I I 1 1 1 1 1 I I 1 1 1 1 1 1 I I 1 ~ l --~ ~ ~--~---~--~ I 1 1 1 I I 1 1 I 1 1 I I 1 -.-.--i--------L--1- -t---: : +---0' I 1 , I I 1 I 1 2~' 3P' 3~' 4P' -10' I I -5' ! 1b' 1 1P' 1 0' 1 5' I 2P' (~ '-....../ WoodWorks@ Shearwalls n SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004 LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 1418:35 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 o 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 shearline 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 0 180s - Maximum T o 216s 0 216s Response Factor R 6 50 6 50 1 n '-...../ WoodWorks@ Shearwalls ("-"\, \ ) LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 141835 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 fft] 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 () ''-..J WoodWorks@ Shearwalls n LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 1418.35 MATERIALS by WALL GROUP Wall Sheathing [in] Framing Members [in] Apply Gr Surf Material Thick Orient S ecies G S c Notes 1 Ext SS incl OSB 7116 Vert 8d Nail 4 8 yes Hem-Fir 0 43 16 1,3 2 Ext SS incl OSB 7116 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 o WoodWorks@ Shearwalls o LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14 18 35 SHEARLlNE, WALL and OPENING DIMENSIONS North-South Type Wall Location Exte nt [ft] Length FHS Height Shearlines Group(s) X rftl Start End rftl rft] [ft] Line 1 Level 2 Line 1, 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 1, 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 rftl lftl rftl Line A Level 1 Line A, Level 1 Seg 1 -2 00 -0 50 22 50 23 00 7 00 9 00 Wall A-l 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 D 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 14 18 35 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 rftl 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 [ft] 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 14 18 35 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 n '-...J WoodWorks@ Shearwalls (J LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 14 18 35 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 n '--/ WoodWorks@ Shearwalls (j LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 14 18 35 BUILDING MASSES Level 2 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 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 nla Line 12 00 48 00 80 0 80 0 All Wall 3-1 nla 3 Line 12 00 16 00 80 0 80 0 All Wall 4-1 nla 4 Line 16 00 48 00 80 0 80 0 All Wall B-1 nla B Line 0 00 22 50 80 0 80 0 All Wall B-2 nla Line 22 50 29 00 80 0 80 0 All Wall D-1 nla 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 D1 nla 1 Line -2 00 12 00 115 0 115 0 E->W Floor D2 nla 1 Line 12 00 48 00 147 5 147 5 E->W Floor D3 nla 2 Line 48 00 49 50 55 0 55 0 E->W Floor D1 nla 3 Line -2 00 12 00 115 0 115 0 E->W Floor D2 nla 4 Line 12 00 48 00 147 5 147 5 E->W Floor D3 nla 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 D1 nla A Line -0 50 18 00 250 0 250 0 N->S Floor D2 nla A Line 18 00 22 50 257 5 257 5 N->S Floor D3 nla B Line 22 50 29 00 187 5 187 5 N->S Floor Dl nla D Line -0 50 18 00 250 0 250 0 N->S Floor D2 nla Line 18 00 22 50 257 5 257 5 N->S Floor D3 nla Line 22 50 29 00 187 5 187 5 All Wall 1-1 nla 1 Line -2 00 12 00 90 0 90 0 All Wall 1-2 nla 1 Line 12 00 48 00 90 0 90 0 All Wall 2-1 nla 2 Line 48 00 49 50 90 0 90 0 All Wall 3-1 nla 3 Line -2 00 12 00 90 0 90 0 All Wall 4-1 nla 4 Line 12 00 49 50 90 0 90 0 All Wall A-l nla A Line -0 50 22 50 90 0 90 0 All Wall B-1 nla B Line 22 50 29 00 90 0 90 0 All Wall D-l nla D Line -0 50 18 00 90 0 90 0 All Wall D-2 nla Line 18 00 29 00 90 0 90 0 8 n '-....../ WoodWorks@ Shearwalls () LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 14 18 35 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 AI/loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of O. 70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. 9 n '--..J WoodWorks@ Shearwalls o LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1418.35 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Ld. Case V ribs] V/L V/FHS Int Ext Co C Total V ribs] Reso. Line 1 Level 2 Ln1, Lev2 2 Both 1200 33 3 40 7 339 1 00 S 339 9986 0 12 Level 1 Ln1, LevI 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, LevI 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, LevI 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 GO Dir Ld.Case V ribs] V/L V/FHS Int Ext Co C Total V rlbsl Reso. Line A Level 1 LnA, LevI 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, LevI 2 Both 3212 108 9 305 9 339 1 00 S 339 3554 o 90 Line D 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 (J '-......./ WoodWorks@ Shearwalls () LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 14 18 35 DRAGSTRUT AND HOlDDOWN FORCES level 1 Line- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut Wall Or Openina 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-I Left Wall End -0 50 -2 00 1703 1703 A-I Left Opening 1 3 00 -2 00 1703 1703 461 A-I Right Opening 1 19 00 -2 00 1703 1703 461 A-I 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 Line- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut Wall Or Ooenina X Y ld. Case Shear Dead Uolift Cmb'd Force [Ibs] 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 Right Wall End 22 50 12 00 1013 1013 11 n '--../ WoodWorks@ Shearwalls n LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1418.35 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) Line D D-1 Left Wall End 0 00 48 00 557 557 D-1 Left Opening 1 19 00 48 00 557 557 251 D-1 Right Opening 1 24 50 48 00 557 557 59 D-1 Right Wall End 29 00 48 00 557 557 Dead load contnbutlOn to combined force is factored by 1 00 load combination factor 12 () '..../ WoodWorks@ Shearwalls () LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 1418,35 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 D 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 n '-..-.../ WoodWorks@ Shearwalls n LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 1418.35 SEISMIC INFORMATION Flexible Diaphragm Seismic Design Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p Mass [Ibs] 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 Verlical Earlhquake Load Ev = 0 2 Sds 0, Sds = 087, Ev = 0.170 SHEAR RESULTS North-South W For HIW Fact. Shear Force [pit] Allowable Shear [pit] Crit. Shearlines Go Dir Int Ext V [lbs] V/L V/FHS Int Ext Co C Total V [lbsl Reso. Line 1 Level 2 Lnl, Lev2 2 Both 1 0 1 0 1161 32 3 39 4 242 1 00 S 242 7133 0 16 Level 1 Lnl, LevI 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, LevI 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, LevI 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 Go Dir Int Ext V [lbs] V/L V/FHS Int Ext Co C Total V [lbsl Reso. Line A Level 1 LnA, LevI 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, LevI 2 Both 1 0 1 0 1336 45 3 127 3 242 1 00 S 242 2539 o 53 Line 0 Level 2 LnO, Lev2 2 Both 1 0 1 0 1182 40 8 50 3 242 1 00 S 242 5682 0 21 Level 1 LnO, LevI 1 Both 1 0 67 1768 59 9 136 0 236 1 00 s 236 3377 0 58 Wall 0-1 1 Both 1 0 67 952 59 9 136 0 236 1 00 236 1963 0 58 Wall 0-2 1 Both 1 0 67 816 59 9 136 0 236 1 00 236 1414 0 58 . . C- Sheathing Combination. A- Add capaclfles; S- Strongest only; X- Strongest or twIce weakest. 14 () "--/ WoodWorks@ Shearwalls o LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14 18 35 DRAGSTRUT AND HOLD DOWN FORCES level 1 Line- Position on Wall location [ft] Holddown Force [Ibs] Dragstrut Wall Or Ooenina X y Shear Dead Uolift 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-1 Left Wall End -0 50 -2 00 1150 1150 A-1 Left Opening 1 3 00 -2 00 1150 1150 311 A-1 Right Opening 1 19 00 -2 00 1150 1150 311 A-1 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-1 Left Wall End -0 50 22 00 1146 1146 C-1 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 D Vert Element 24 50 48 00 402 402 D-2 Right Opening 1 26 00 49 50 1224 1224 228 D-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 OpeninQ X Y Shear Dead Uplift Cmb'd Force r1bsl 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 Right Wall End 22 50 12 00 700 700 15 () '-..../ WoodWorks@ Shearwalls n LUBBESMEYER 1830 SHEAR.wsr Aug 2,2005 14 18 35 DRAGSTRUT AND HOLD DOWN 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 contnbutlOn to combmed force IS factored by 0 479 due to load combmatlOn factor and vertical seismiC force 16 o WoodWorks@ Shearwalls r) LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 1418.35 17 () o WoodWorks@ 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 Len th 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 NOS-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 0 22 Total Def1'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 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 n o WoodWorksGll COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 1437'31 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? Load1 Dead Full UDL 13 0 No Load2 Live Full UDL 53 0 No Load3 Dead Point 120 6 00 No Load4 Live Point 480 6 00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) O' 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 Anal sis Value Design Value n Shear fv - 73 Fv' - 180 40 Bending(+) fb 738 Fb' 821 90 Live Defl'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 Ibs-ft Shear LC# 2 D+L, V = 727, V design 674 Ibs 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 n o WoodWorksOll COMPANY Pacific Northwest Engineering (253) 589-3265 Aug 2, 2005 14.38.23 PROJECT LUBBESMEYER 1830 R1 Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End 90 0 150 0 Location [ft] Pattern Start End Load? No No Load1 Dead Load2 Snow Full UDL Full UDL 0' 6' Dead 288 288 Live 450 450 Total 738 738 Bearing LC number 2 2 Len th 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 Analysis Value Desi n Value n Shear fv 35 Fv' 207 17 Bending(+) fb 433 Fb' 1345 32 Live Defl'n 0 02 <L/999 o 20 L/360 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 Ibs-ft Shear LC# 2 D+S, V = 738, V design 589 Ibs 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 n o 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 NDS-2001 (stress=psi, and in ) Criterion Anal sis Value Desi n Value n Shear fv - 46 Fv' - 207 22 Bending(+) fb 881 Fb' 1138 77 Live Defl'n 0 22 L/865 o 53 L/360 42 Total Defl'n 0 45 L/424 o 80 L/240 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 Ibs-ft Shear LC# 2 D+S, V; 1355, V design 1196 Ibs Deflection LC# 2 D+S EI; 664 44e06 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 n C) WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 1438'42 PROJECT LUBBESMEYER 1830 SF1 Design Check Calculation Sheet Sizer 2004 LOADS ( Ibs, pst, or pit) Load Type Distribution Magnitude Location [ftl 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 Load5 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 Desi n Value n Shear fv - 63 Fv' - 170 37 Bending(+) fb 810 Fb' 875 93 Live Defl'n 0 10 <L/999 o 33 L/3 60 30 Total Defl'n 0 19 L/617 o 50 L!240 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 lbs-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 o o 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 Length 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 n Shear fv 72 Fv' 240 30 Bending(+) fb 1427 Fb' 2336 61 Live Def1'n 0 41 L/649 o 73 L/3 60 55 Total Def1'n 0 95 L/278 1 10 L/240 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 lbs-ft Shear LC# 2 D+L, V = 4155, V design 3683 1bs Deflection LC# 2 D+L EI=2594 4ge06 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. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSIIAITC A 190 1-1992 3 GLULAM: bxd = actual breadth x actual depth. 4 Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3 3 3. 5 GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). n o WoodWorksOil SI)HWM..EffM'W..l{J(JWSsr;.... COMPANY Pacific Northwest Engineering (253) 589-3265 Aug, 2, 2005 1439:23 PROJECT LUBBESMEYER 1830 SF3-PSL 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 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 VDL 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 Anal sis Value Design Value Anal sis/Design Shear fv - 77 Fv' - 285 fv/Fv' - o 27 Bending(+) fb 1621 Fb' 2851 fb/Fb' = 0 57 Live Defl'n 0 44 L/601 o 73 L/360 0 60 Total Defl'n 1 04 L/253 1 10 L/240 0 95 ADDITIONAL DATA. FACTORS F CD CM ct CL CV Cfu Cr Cfrt Ci Fb' + 2900 1 00 1 00 1 000 o 98 1 00 1 00 Fv' 285 1 00 1 00 1 00 FCp' 750 1 00 1 00 E' 2 0 million 1 00 1 00 Cn LC# 2 1 00 2 2 Bending(+) LC# 2 D+L, M = 23170 1bs-ft Shear LC# 2 D+L, V = 4213, V design 3766 lbs Deflection LC# 2 D+L EI=2400 96e06 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, 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 ~ n o WoodWorks@ COMPANY Pacific Northwest Engineering (253) 589-3265 Aug. 2, 2005 1439"47 PROJECT LUBBESMEYER 1830 SF4 li[)f1WA/i,f 1-<;11 W(rl){> OHU;'" Design Check Calculation Sheet Sizer 2004 LOADS (Ibs, psf, or plf ) Load Type Distribution Magnitude Start End 10 0 40 0 220 Location [ftJ Pattern Start End Load? No No 16 50 No Load1 Dead Load2 Live Load3 Dead Full UDL Full UDL Point MAXIMUM REACTIONS (Ibs) 18'-6" 0' Dead Live Total 134 370 504 306 370 676 I-Joist, generic, low stg., 1-3/4x11-7/S" 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 Anal sis Value Desi n Value n Shear V 676 Vr 990 68 Bending(+) M 2444 Mr 4525 54 Live Defl'n 0 37 L/600 0 46 L/480 80 Total Defl'n 0 62 L/358 0 92 L/240 67 ADDITIONAL DATA. FACTORS F CD CM ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ nla 1 00 1 00 1 00 1 000 1 000 1 00 1 15 1 00 1 00 2 Fv' n/a 1 00 1 00 1 00 I 00 I 00 1 00 2 E' n/a 1 00 1 00 1 00 1 00 2 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 l'). .. Ct n o 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, pst, or pit) Load Type Distribution Magnitude Start End 13 0 53 0 220 Location eft] 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' 1331 450 583 17' 3401 450 790 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 Anal sis/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 Cr 1 15 Cfrt 1 00 1 00 1 00 Ci 1 00 1 00 1 00 1 00 CF 1 000 Cfu 1 00 Cn LC# 2 2 2 Bending(+) LC# 2 D+L, M = 2507 lbs-ft Shear LC# 2 D+L, V = 790 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