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20050435
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O. Box 476 Yelm, WA 98597 Atm: Erling M. Birkland MITIGATION AGR:EFMENT Reference No: Autumn Hill, SUB-04-0036-YL, Yelm, WA Grantor. 1. John Lubbesmeyer Landshapes Northwest, Inc. 1 I S 1 E. 112iA Tacatrn, WA 98445 Grantee: 1. Yehn Community Schools District No. ~ Legsil Description: A 30-17-ZE SZ NE NW SE LESS RD AsieBSOr's Property Tax Parcel Number/Accvttnt T`untbtr: 2~736~2410(1 a? ~ 7 3 T1iIS IvITTIGA710N AGREEMENT ("Ageemem") is trade this~~ m~. , 2005, beeween the YELM COMI~lUN1TY SCHOOLS DISTRICT' NO. 2, Yelm, Washington (t "District") and Landshapes Norhtwest, Inc.. (the "DevelopetJ"). RECITALS A. The Developer has submitted an application to T'hurstotY County for the construction of a 24 lot subdivision "Autumn Hill tI" Yclm, Wash. (the "Project"). The Project is locatal on pmperty that lies within bistrict boundaries, more particularly described on Exhibit A, attached hereto and incorporated herein by reference. B. The State Environmental Policy Act, Chapter 43.21C RCW ("SEPA"), provides processes and procedures whereby major actions by start and local agencies, including, but not limited to, plat or PUD approval or the issuance of building permits, may be reviewed to determine the nature and extent of their impact on the environment. Impacts on public services, including schools, are environmental impacts for the purposes of SEPA. SEPA rcquires the mitigation of adverse environmental impacts. C. The District's stndrnt population and gowth projections indicate that the Project will have an impact on the District, when cumulative impacts of other projects are considered. D. RCW 82.02.020 suthorius the District to enter into $ voluntary ageement with the Developer for payment to mitigate the impact of the Developers Project.. E. Pursuant to Resolution No. 12-16-93-05, it ds tlu policy] of the District to recommend that the direct impact of development be voluntarily mitigated by the payment of fees and/or other mitigation measures where appropriate. F. The Developer has agreed to mitigate, on a voluntary, basis, the adverse impact of the Project on the District. AGREEMENT NO~U, THEREFORE, in consideration of the above recitaCS and the mutual promises and covenants below, the District and the Developer agree as follows: 1. The Developer acknowledges and agrees that there is at direct impact on the District as a result of the Developer's Project and that this Agrccttani is necessary as! a result of that impact. 2. The Developer acknowledges and agees that in order to mitigate the direct impact of the Project, the Developer has offered to pay the District the following sutra of money: Two Thousand One Hundred Forty and no/ 100 Dollars (52140.00 for each lot in the subdiv~ion or the total sum of Fifty One Thousand Three Hundred Sia-ty and rao/100 Dollars (SS 1,360.00) (the hMitigation Payment"} for the ?4 lots of the -subdivision. The- amount referenced by dais paragraph is subject to change ptrrsusnt to paragraph 4 below. 3. Any extension, renewal, modification or amendment ito the Project that results in an adjustment in the number of lots shall result m a corresponding pro fate 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 Forty and no/l00 Dollars (52,140.00) per dwelling unit or Fiftry Onc Thousand Three Hundred Sixty and no/100 Dollars (551,360.00) for file project, shall be a condition of building permit issuance for each single family dwelling in the project] )f building permit issuance does not occur within Five (5) years from the date of this Agreement, the atriount due for mitigation, as stated in paragraph 2 above, shall be modified to the amount reflected in!the then most recent mitigation! agreement to which the Districe is a parry. A copy of such agreetitent shall be made available to Developer upon request. 5. The District agrees to record this Agreement after it has been executed by the parties. 6. The Developer acknowledges and agrees that the Mitigation Payment is authorized to be used for capital improvements to the following facilities: Southwotth Elememary School, MiU Pond Intermediate School, Yehn Middle School, and/or Yelm High School and/or any other facilities that may be affected by the Project and/or the purchase of portabk facilities and/or school buses. ?. The Developer agrees that the District has foe (5) yea,+s from the payment date to spend the Mitigation Payment for the capital improvements or expenditures (described in paragaplt 6. In the event that the Mitigadon Payment is not expended within those five years, the rnontys will 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 which is attributable to the Developer, the Payment shall be refunded without interest. 8. The Developer waives and relinquishes its right to protest or challenge the payment of the Mitigation Payment pursuant to this Ageement and hereby covenants and undertakes that it forever refrains and desists from instituting, asserting, filing or bringing any lawsuit, litigation, claim, or chalknge or proceeding to challenge this Ageement, claim any repayment or reimbursement of funds, performance or improvements provided for therein, or any of its terms and conditions, on any ground or basis whatsoever. 9. The District hereby waives any objection to the Project as presently proposed. I0. The District and the Developer agree that the Mitigation Payment will be full and complete mitigation for the impact oithe Project as presently proposed mn the District. 11. This Agreement shall be binding upon and inure to thle benefit of the heirs, executor, administrators, successors, and assigns of both of the Developer and theiDistrict. 12. if an actian must be brought to enforce the teens of thi# Agreement, such action shalt be brought in Thurston County Superior Court. The prevailing parry steal! ~e entitled to payment of its costs and reasonable attorneys' Pecs. 13. This Agreement constitutes the entire agreement bethereen the parties and any other agreement either written or oral shall be null and void. . EXHIBIT A - LEGAL DESCRIPTION 10831 General Location~9d~s- Vancil Rd.. Yehn. WA Section 30 Township 17N Range 2E Land Area 594 acres f~ Tax Parcel Number. ??~84?Bi~B~ v1a.7 3Q ( ~'' C~a ~`" YELM COINMUlVITY SCHOOLS DISTRICT DATED: STATE OF WASHINGTON ) )SS COUNTY OF THURSTON ) r~ ~~~ ~_ By: Alan Burke ` Its Superintendent 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 instruti~tent, on oath stated that he was .authorized to execute the instrument and acknowledged it as the Svperintenderrt of the Yelm Comanunity Schools District No. 2 to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument' GNEN under eny hand and of#icial seal this~day of ~]/,~.~ . ?005 _~ Q'.'s •• •~Q r, ~1~j ~ 1A S ~~~ ;~ .ZQ~ v o ,ate ~ pU~~VO~: <_ ••.... . ~a T~M1TE O'~ ~~ N~A~$LI m and mgton, residing at My Commission Expires State of DATED: S ~~ STATE OP WASI-IIAIGTOIV ) ).SS C®tlNTY ~F T't$tIRST~tJ ) John LuW~esmtyer Its °'-~ J" I certify that I know or have satisfactory evidence that Johnl Lubbtstneyer is the person who appeared before rne, and said person acknowledged that he signed this;instrument, on oath stated that he was authorized to execute the instntment attd aei:nowledged it as the applicant for this subdivision to be the free and voluntary act of such party for thx uses and purposes memibned in the instrument. GIVEN under my band and oflficial seal this [day of ~ 2~5 _ ...... ~NO.s:o; .. _. _. . . _ '"" 7 ~` ~.'~ ~N~ ~~~ N to and for the State of ,!~ °yDN ''- y,'~ `',, nston, rtsiding at '~`~ ~O~Y ~-~.~ ''°, My t:ommissi~n Expucs: /n- l q-~~ ~~o a~ r•~~+~zj i ..a\v ill i TOTAL P.05 ENGINEERING ANALYSIS FOR: LUBBESMEYER CONSTRUCTION SITE: 10579 UMTANUM STREET SE YELM, WA 98597 ORIGINAL STAMP MUST BE RED TO BE VALID ~:,, s ~ ',~,.~~-" "~ ~~' ~, , .r ~,At ,t E`` ~ ~ ~_ ~~. )~ --~, - 'z ~,~ .: P °~_ ~~: :~ 'v., .Y >.'„ ~ s~¢r oAh PLAN NUMBER: PACIFIC NORTHWEST R43 R;zs g ~ ENGINEERING INC. a~+~~'~~~ ~ a~prfiF ~ 3 4-28-2005 LUBBESMEYER 1830 p 0 /928109ih51.SW,SUiisB:IduxaoA,WA.98499 Yhons /Fax (253) 589-3265 y~ 6 xn 5 ~i6 NS~~96 S ~k~p 5 ~^ a R ¢ : R ~~~nn 333 CONSULTING ENGINEERS PACIFIC NORTHWEST ENGINEERING INC. 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 Engineering: Engineering analyses and design to resist lateral and gravity 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 LIVE LOADS (osf) U.N.O. 2003 International Building Code D2 1.30 0.48 6.5 D 85 mph Exposure B - 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 (psf) U.N.O. - Roof with Composition Asphalt 15 -Floor 10 SNOW LOADS (psf) U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf Bearing Depth 12" PACIFIC NORTHWEST ENGINEERING INC. 4928 109TH ST SW,• SUITE 8 LAKEWOOD, WA. 98499-3733 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1II70 SHEAR.wsw Woodworks®Shearwalls 2004 June 2, 2005 15:57:15 Level 1 of 2 ~ --- !- ----- '- ~ -I,----~-- ~ -' -- -L --~' '' i i i I ( i I -,' i -- -- i ~ I - -.. - --- ~- -- - -_ - - ; __ II --j--- I i ~ I I I I I ~~~ D-1 ~ ~ ~ I ( I '~'_ _,, _ __~ I I I __ I i I ~, ~'I - ---- -'' I -~'I---- II ~ -- ~ -- I I I I ! I I I I I I - -- I I I I I i I I I I I _~ _ - -- i-- - -i ___ - - L - -~ - - - - L -~- - - -~~ -- 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, II II II i I I I I I :° '' ~ I I I -1 -- II -1-- -~----~, _ - - _ __ II - -_ - _ _ +- 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 ~ ~, - ----- " - ~ M I ~'~ ~ ~ I ~~ 'i '. -- i ,: ~- -~ -- - I- - ~- -I - - ~ - - -; - - ~, A-1 i I ~! _ ._-- -- - - L --1---~~ I I I I I I I ', I ~i I " - - _ - - ~- -- -y ~~ ~ ~ T - i ,---~ ~' '' I '' I I I I I I I I ' I I i I I '~~ i I )' -5' )' ~' 1 p' 15' 20' 2~5' 3p' 3~a' 4p' 4~' C WOOdWOr~CS®ShearwallS SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1830 SHEAR.wsw Woodworks®Shearwalis 2004 June 2, 2005 15:57:15 Level 2 of 2 I I i i_ - -- - i-- ~ - -I~ - ~,-- ~~ ~- `, E -~,', -- -- __ -_ -r i -- --- _ -- i _~~~ _5~ '~ ' ~ __ ~_ I ii ~ I ~ I ~ ~ ~ -~-- ~~ '~ ~ I - ~- -----~ ~ ~ - --1- ~ i I I ' ~ I I! I I I I -' ~ li I ~ - - -50' o- ~ , ~ I ---- ! __ ', ~ -- '-- ~ -- I ' I'' - ! - ~- I I I I 1 I --45' . J ~ ~ --, --- , -- ~ - - ~ - ,--- , ~ ~ ~ ~ ~ --4~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ L ~ 1 -__ _ __~ ~ _ _ ,-- ~~ ~ ~ 1 ~ - --- - , ~ ~ ~~ ~ ~ ~ ~ ~ ~ i ~ ~ ~ _~ ~ __ ~ _. -r---___ -~- ~ ~ ~~ ~ ~ ~ ~ ~---~-- ~ ~ ~ -r- ~ -~ ~ u -~-', _ -- - ~ ~-2- - - - - i - -1 r ~ B-1 __ -~ _ _',_ -__ ~ - ~ ' - ~- - -~ - --~- --90' _.. ~ _ _ __ ~ ---- -1- ~ ~ - 1--- -t- --s __ __ _ --Ili- ~ -- ~ ~' 10' 1 ~' 2p' 2~' ~ 3p' 35' ~ 4p' WoodWorks® ShearWalls SOFTWARE FOR WOOD DESIGN Woodworks®Shearwalls 2004 LUBBESMEYER 1830 SHEAR.wsr Project Information COMPANY AND PROJECT INFORMATION Com an Project Pacific Northwest Engineering Inc. LUBBESMEYER 1830 4928 109th St SW Lakewood WA 98499 (253) 589-3265 DESIGN SETTINGS Aug. 2, 200514:18:35 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 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 Exposures Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.480g Ss:1.300g - - - Fundamental Period E-W NS Site Location: - T Used 0.180s 0.180s - Approximate Ta 0.18Os 0.18Os - Maximum T 0. 216s 0.216s Response FactorR 6.50 6.50 WoodWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 Structural Data STORY INFORMATION Story Elev ft Floor/Ceiling De th in Wall Hei ht ft Ceiling 21.50 10. 0 Level2 12.67 10.0 8.00 Level1 2.83 10.0 9.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face T e Roof Panels Slo Overhan ft Block1 2 Story N-S Ridge Location X,Y = -0.50 12.00 North xip 30.0 0.88 Extent X,Y = 29.50 37.50 South Hip 30.0 0.88 Ridge X Location, Offset 14 .25 0.00 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 0. oo East side 17 .3 1 .00 Ridge Elevation, Hei ht 16.16 3.49 West Side 17.3 1.00 WoodWorks®Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Gr Surf Material Thick Orient Size T Ed Fld Blk S ecies G S c 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 0.93 16 1,3 Notes: 7. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 1 X32"sheathing with same nailing because stud spacing is 16"max. or panel orientation is horizontal. r WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 SHEARLINE, WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Grou s X ft Start End ft ft 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 98.00 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 90.50 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 99.50 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 19.00 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 9-1 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 Grou s Y ft Start End ft 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-1 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 29.00 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-1 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-1 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 98.56 -0.50 29.00 29.50 13.00 9.00 Wall D-1 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 WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 Loads WIND SHEAR LOADS Level2 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,pif,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 29.99 36.51 64.3 Block 1 W E->W Lee Line 36.51 98.00 64.3 28.9 Block 1 W E->W Lee Line 98.00 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 50.36 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 9.1 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 Level1 Magnitude Trib Block F Element Load Wnd Surf Prof Locatio n [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 99.50 57.6 Block 1 W E->W Lee Line 98.00 99.50 91.6 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 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 1.9 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 s WoodWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 WIND C&C LOADS Block Building Face Level Magnitude [psf] Interior End Zone Block 1 West 2 14.1 17.4 Block 1 East 2 19.1 17.4 Block 1 South 2 19.1 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 17.9 Block 2 West 1 14.1 17.4 Block 2 East 1 14.1 17.9 Block 2 South 1 14.1 17.9 WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 BUILDING MASSES Level 2 Force Building Dir Element E->W Roof E->W Roof N->S Roof N->S Roof All Wall 1-1 All Wail 3-1 All Wall 4-1 All Wall B-1 All Wall B-2 All Wall D-1 Level 1 Force Building Dir Element E->W Roof E->W Roof E->W Floor D1 E->W Floor D2 E->W Floor D3 E->W Floor D1 E->W Floor D2 E->W Floor D3 N->S Roof N->S Roof N->S Floor D1 N->S Floor D2 N->S Floor D3 N->S Floor Dl N->S Floor D2 N->S Floor D3 A11 Wall 1-1 All Wall 1-2 All Wall 2-1 All Wall 3-1 A11 Wall 4-1 A11 Wall A-1 All Wall B-1 All Wall D-1 All Wall D-2 Block Shear Line Profile Block 1 1 Line Block 1 4 Line Block 1 B Line Block 1 Line n/a Line n/a 3 Line n/a 4 Line n/a B Line n/a Line n/a D Line Block Shear Line Profile Block 2 1 Line Block 2 3 Line n/a 1 Line n/a 1 Line n/a 2 Line n/a 3 Line n/a 9 Line n/a 4 Line Block 2 A Line Block 2 B Line n/a A Line n/a A Line n/a B Line n/a D Line n/a Line n/a Line n/a 1 Line n/a 1 Line n/a 2 Line n/a 3 Line n/a 4 Line n/a A Line n/a B Line n/a D Line n/a Line Location [ft] Start End 11.12 50.38 11.12 50.38 -1.50 30.00 -1.50 30.00 12.00 48.00 12.00 16.00 16.00 48.00 0.00 22.50 22.50 29.00 0.00 29.00 Location [ft] Start End -3.00 12.54 -3.00 12.54 -2.00 12.00 12.00 48.00 48.00 49.50 -2.00 12.00 12.00 48.00 48.00 49.50 -1.50 23.50 -1.50 23.50 -0.50 18.00 18.00 22.50 22.50 29.00 -0.50 18.00 18.00 22.50 22.50 29.00 -2.00 12.00 12.00 98.00 48.00 99.50 -2.00 12.00 12.00 49.50 -0.50 22.50 22.50 29.00 -0.50 18.00 18.00 29.00 Magnitude [Ibs,plf,psf] Start End 157.5 157.5 157.5 157.5 196.3 196.3 196.3 196.3 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 Magnitude [Ibs,plf,psf] Start End 125.0 125.0 125.0 125.0 115.0 115.0 147.5 147.5 55.0 55.0 115.0 115.0 147.5 147.5 55.0 55.0 75.4 75.4 80.0 80.0 250.0 250.0 257.5 257.5 187.5 187.5 250.0 250.0 257.5 257.5 187.5 187.5 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 90.0 Trib Width Trib Width WoodWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 SEISMIC LOADS Force Dir E->W E->W E->w E->w E->W E->W E->W N->S N->S N->S N->S N->S N->S Level 1 Force Dir ~'~ E->w ~ E->W E->W E->W E->W E->W E->W E->W E->w E->w E->W E->W N->S N->S N->S N->5 N->S N->S N->S N->S N->5 N->S Profile Line Point Line Point Line Point Line Line Point Line Line Point Line Profile Location [ft] Start End 11.12 12.00 12.00 12.00 12.00 16.00 16.00 16.00 16.00 48.00 48.00 48.00 98.00 50.38 -1.50 0.00 0.00 0.00 0.00 22.50 22.50 29.00 29.00 29.00 29.00 30.00 Location (ft] Mag [Ibs,plf,psf] Start End 58.8 58.8 168 168 66.3 66.3 49 49 73.8 73.8 217 217 58.8 58.8 73.3 73.3 269 269 88.3 88.3 88.3 88.3 239 239 73.3 73.3 Mag [Ibs,plf,psf] Line -3.00 -2.00 29.6 24.6 Point -2.00 -2.00 102 102 Line -2.00 12.00 56.1 56.1 Point 12.00 12.00 1094 1094 Point 12.00 12.00 89 89 Line 12.00 12.54 66.4 66.4 Line 12.54 16.00 91.8 41.8 Point 16.00 16.00 26 26 Line 16.00 48.00 45.8 45.8 Point 98.00 48.00 196 196 Line 48.00 49.50 9.8 9.8 Point 49.50 49.50 49 49 Line -1.50 -0.50 7.4 7.4 Point -0.50 -0.50 221 221 Line -0.50 0.00 65.5 65.5 Point 0.00 0.00 142 142 Line 0.00 18.00 73.3 73.3 Line 18.00 22.50 74.8 74.8 Point 22.50 22.50 62 62 Line 22.50 23.50 38.2 38.2 Line 23.50 29.00 30.8 30.8 Point 29.00 29.00 292 292 ~ by the user or generated by program are specified (unfactored) log reliability/redundancy factor to seismic loads before distributing them to the shearlines. The program will apply a load factor of 0.70 and 9 WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force [plt] Allowable Shear [plf] Crit. Shearlines G Dir Ld. Case V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 2 Both 1200 33.3 40.7 339 1.00 S 339 9986 0.12 Level 1 Lnl, Levl 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, Levl 2 S->N 1148 22.3 82.0 339 1.00 S 339 9739 0.24 2 N->S 1315 25.5 93.9 339 1.00 S 339 4739 0.28 Line 4 Level 2 Ln9, Lev2 2 Both 1184 37.0 37.0 339 1.00 S 339 10833 0.11 Level 1 Ln4, Levl 2 Both 1492 39.8 94.5 339 1.00 S 339 11340 0.13 East-West W For Shear Force [plf] Allowable Shear [plt] Crit. Shearlines G Dir Ld. Case V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1324 57.6 189.2 495 1.00 S 495 3463 0.38 Line B Level 2 LnB, Lev2 2 Both 1583 70.4 126.6 339 1.00 S 339 4232 0.37 Line C Level 1 LnC, Levl 2 Both 3212 108.9 305.9 339 1.00 S 339 3554 0.90 Line D Level 2 LnD, Lev2 2 Both 1636 56.4 69.6 339 1.00 S 339 7955 0.21 Level 1 LnD, Levl 1 Both 3047 103.3 239.4 495 1.00 S 495 6432 0.47 Wall D-1 1 Both 1641 103.3 234.4 495 1.00 495 3463 0.47 Wall D-2 1 Both 1406 103.3 239.4 495 1.00 495 2969 0.47 c;- aneatnmg c;omoinanon: H- Haa capaaues; s- Strongest omy; x- Strongest or twice weakest. 10 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 O enin X Y Ld. Case Shear Dead U lift 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 31.50 901 401 93 9-1 Right Opening 1 29.00 35.50 901 401 67 Line 4 Vert. Element 29.00 48.00 296 296 4-1 Right Wall End 29.00 99.50 401 401 Line A A-1 Left Wail End -0.50 -2.00 1703 1703 A-1 Left 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 2759 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 Wa11 End 29.00 49.50 2666 2666 Level 2 Line- Position on Wall Locatio n [ft] Holddown Force [Ibs] Dragstrut Wall Or O enin X Y Ld. Case Shear Dead U lift 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 90 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 6Va11 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 WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) Line D D-1 Left wall End 0.00 98.00 557 557 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 contribution to combined force is factored by 1.001oad combination factor 12 - --- - WoodWorks® Shearwalls COMPONENTS AND CLADDING by SHEARLINE Wind Suction Design North-South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gr Ca End Int End Int Tem Moist 1 1 2 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.9 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 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 1 2 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gr Ca End Int End Int Tem Moist A 1 1 17.9 98.0 0.36 15 13 68 0.23 0.18 1.00 1.00 B 2 17.9 98.0 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 LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 13 WoodWorks®ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Mass Ibs s .ft Story Shear [Ibs] E-W N-S Shear Ratio Rmax E-W N-S Reliability Factor p E-W N-S Level2 17407 1018 3252 3252 0.385 0.173 0.37 -1.62 Level1 26641 1401 2621 2621 0.340 0.124 0.93 -2.30 Structure 44048 - 5873 5873 - - 1.00 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.17 D SHEAR RESULTS North-South W For HM/ Fact. Shear Force [plf] Allowable Shear [plt] Crit. Shearlines G Dir Int Ext V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res . 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, Levl 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, Levl 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 34.8 292 1.00 S 242 7738 0.14 Level 1 Ln4, Levl 2 Both 1.0 1.0 1390 37.1 41.5 242 1.00 S 242 8100 0.17 East-West W For H/W Fact. Shear Force [plf] Allowable Shear [plt] Crit. Shearlines G Dir Int Ext V Ibs V/L V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 .78 899 38.9 127.7 275 1.00 S 275 1924 0.96 Line B Level 2 LnB, Lev2 2 Both 1.0 .63 1094 98.6 87.5 151 1.00 S 151 2614 0.58 Line C Level 1 LnC, Levl 2 Both 1.0 1.0 1336 95.3 127.3 242 1.00 S 242 2539 0.53 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, Levl 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 1419 0.58 C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. 14 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 O enin X Y Shear Dead U lift 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 12.00 960 460 521 Line 4 9-1 Left Wall End 29.00 12.00 373 373 Line 9 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 D-1 Left Wall End -0.50 48.00 1224 1224 Line D Vert. Element 0.00 48.00 402 402 D-1 Left Opening 1 3.50 48.00 1229 1224 304 D-1 Right Opening 1 8.50 48.00 1224 1224 5 D-1 Left Opening 2 11.50 48.00 1224 1224 233 D-2 Left Wall End 18.00 49.50 1224 1224 Line D Vert. Element 19.00 98.00 902 402 D-2 Left Opening 1 21.00 99.50 1224 1229 71 Line D Vert. Element 29.50 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 Line- Position on Wall Locatio n [ft] Holddown Force [Ibs] Dragstrut Wall Or O enin X Y Shear Dead U lift 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 92.50 315 315 39 1-1 Right Wall End 0.00 48.00 315 315 Line 4 9-1 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 12.00 700 700 196 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® ShearWalis LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) Line D D-1 Left Wa11 End 0.00 48.00 402 902 D-1 Left Opening 1 19.00 98.00 402 402 181 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® Shearwalis LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 17 WoodWorks~ LOADS: (~bs, psf, or plf ) COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 (253)589-3265 B1 Aug. 2, 2005 14:37:21 Design Check Calculation Sheet Sizer 2004 Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 200.0 No Load2 Live Full UDL 800.0 No Load3 Dead Full UDL 80.0 No MAXIMUM REACTIONS Ilbs) and BEARING LENGTHS (in) o' s'-s° i Dead 990 940 Live 2600 2600 Total 3540 3540 i ng: Bear 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 NDS-2001: (stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n 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/360 0.22 Total Defl'n 0.07 = <L/999 0.32 = L/240 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.987 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= 664.94e06 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 NDS Clause 4.4.1. WoodWo~rks~ LOADS: (Ibs, psf, or plf ) COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 (253) 589-3265 B2 Aug. 2, 2005 14:37:31 Design Check Calculation Sheet Sizer 2004 Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 13.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 120 6.00 No Load4 Live Point 980 6.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' s' Dead 95 155 Live 332 572 Total 427 727 B i ear ng: LC number 2 2 Len th 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 16" Gc; 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 Desi n Value Anal sis/Desi n Shear fv = 73 Fv' = 180 fv/Fv' = 0.40 Bending(+) fb = 736 Fb' = 821 fb/Fb' = 0.90 Live Defl'n 0.07 = <L/999 0.27 = L/360 0.26 Total Defl'n 0.10 = L/980 0.90 = L/290 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.721 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= 158.29e06 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 NDS Clause 4.4.1. WoodWo~rks~ LOADS: (Ibs, psf, or plf ) COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 (253) 589-3265 R1 Aug. 2, 2005 14:38:23 Design Check Calculation Sheet Sizer 2004 Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 90.0 No Load2 Snow Full UDL 150.0 No MAXIMUM REp LIONS (Ibs) and BEARING LENGTHS (in) 0' 6' Dead 288 288 Live 450 450 Total 738 738 i Bear ng: 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 NDS-2001: (stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 35 Fv' = 207 fv/Fv' = 0.17 Bending(+) fb = 933 Fb' = 1345 fb/Fb' = 0.32 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.12 Total Defl'n 0.05 = <L/999 0.30 = L/240 0.16 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 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 NDS Clause 4.4.1. COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 WoodWorks~ (253) 589-3265 R2 „,,r„„~,,,~~„ „ Aug. 2, 2005 14:38:32 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 60.0 No Load2 Snow Full UDL 100.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' 1 s' Dead 555 555 Live 800 800 Total 1355 1355 B i ear ng: 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 Anal sis/Desi n Shear fv = 46 Fv' = 207 fv/Fv' = 0.22 Bending(+) fb = 881 Fb' = 1138 fb/Fb' = 0.77 Live Defl'n 0.22 = L/865 0.53 = L/360 0.42 Total Defl'n 0.45 = L/924 0.80 = L/240 0.57 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 lbs-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 NDS Clause 4.4.1. WoodWorks~ LOADS: (ibs, psf, or pif ) COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 (253) 589-3265 SF1 Aug. 2, 2005 14:38:42 Design Check Calculation Sheet Sizer 2004 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full UDL 100.0 No Load2 Live Full UDL 400.0 No Load3 Dead Full UDL 60.0 No Load9 Snow Full UDL 100.0 No Loads Dead Full UDL 80.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS lin) ___ __ __ 0' 10' Dead 1275 1275 Live 2000 2000 Total 3275 3275 i Bear ng: LC number 2 2 Len th 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 NDS-2001: (stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 63 Fv' = 170 fv/Fv' = 0.37 Bending(+) fb = 810 Fb' = 875 fb/Fb' = 0.93 Live Defl'n 0.10 = <L/999 0.33 = L/360 0.30 Total Defl'n 0.19 = L/617 0.50 = L/240 0.39 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 = 2697 lbs Deflection: LC# 2 = D+L EI= 906.17e06 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 NDS Clause 4.4.1. COMPANY PROJECT W dW k ~ Pacific Northwest Engineering (253) 589-3265 LUBBESMEYER 1830 SF3 oo or s ,~„„,,,,,,~„„~,~,w, Aug. 2, 2005 14:39:12 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' 22' 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 ) 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 0.973 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 lbs Deflection: LC# 2 = D+L EI=2594.49e06 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 ANSI/AITC A190.1-1992 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). Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load/ Dead Full UDL 50.0 No Load2 Live Full UDL 200.0 No Load3 Dead Full UDL 30.0 No Load9 Snow Full UDL 50.0 No Loads Dead Full UDL 80.0 No Dead 1955 1955 Live 2200 2200 Total 9155 4155 i Bear ng: LC number 2 2 Len th 1.2 1.2 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 72 Fv' = 290 fv/Fv' = 0.30 Bending(+) fb = 1927 Fb' = 2336 fb/Fb' = 0.61 Live Defl'n 0.41 = L/649 0.73 = L/360 0.55 Total Defl'n 0.95 = L/278 1.10 = L/240 0.86 COMPANY PROJECT dW k ~ W Pacific Northwest Engineering (253) 589-3265 LUBBESMEYER 1830 SF3-PSL or s oo r~,,,.,..wR».x,~,~,w, Aug. 2, 2005 14:39:23 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' 22' PSL, 2.OE, 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 Nis-2oo~: (Ibs, Ibs-ft, or in ) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 0.98 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 23170 lbs-ft Shear LC# 2 = D+L, V = 9213, V design = 3766 lbs Deflection: LC# 2 = D+L EI=2900.96e06 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. Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load/ 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 Dead 2013 2013 Live 2200 2200 Total 4213 4213 i Bear ng: LC number 2 2 Len th 1.1 1.1 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 77 Fv' = 285 fv/Fv' = 0.27 Bending(+) fb = 1621 Fb' = 2851 fb/Fb' = 0.57 Live Defl'n 0.44 = L/601 0.73 = L/360 0.60 Total Defl'n 1.04 = L/253 1.10 = L/240 0.95 WoodWorks® COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 (253) 589-3265 SF4 Aug. 2, 2005 14:39:47 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 10.0 No Load2 Live Full UDL 40.0 No Load3 Dead Point 220 16.50 No ', MAXIMUM REACTIONS (Ibs): 0' 18'-6" Dead 134 306 Live 370 370 Total 509 676 ---._ I-Joist, generic, low stg., 1-3/4x11-7/8" Spaced at 12" Gc; Self Weight of 1.88 plf automatically included in loads; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE Nis-2oo~: (Ibs, Ibs-ft, or in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear V = 676 Vr = 990 V/Vr = 0.68 Bending(+) M = 2449 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/356 0.92 = L/240 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ n/a 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 - - - - 1.00 1.00 1.00 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, M = 2999 lbs-ft Shear LC# 2 = D+L, V = 676 lbs Deflection: LC# 2 = D+L EI= 285.OOe06 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. I-JOISTS: the attached I-joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer. WoodWorks~ COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 (253) 589-3265 SF5 Aug. 2, 2005 14:40:23 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load/ Dead Full UDL 13.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 220 16.50 No MAXIMUM REACTIONS (Ibs): is ~ a$ ~ a caj f i r* ~~. ~{ ~ r w r 3~ a r':7~ {'y+" f'vE ,+1i f,~ t~~'`~'t s 1 ~.. ~ = ~ k 0' i Dead 133 340 Live 450 450 Total 583 790 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 NUS-2001: (Ibs, Ibs-ft, or in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n 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/960 0.82 Total Defl'n 0.51 = L/396 0.85 = L/240 0.61 *'1'he eLLect of point ioaas witnin a aistance a or the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ n/a 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 - - - - 1.00 1.00 1.00 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 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.OOe06 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. I-JOISTS: the attached I-joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer.