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07-0227 Permit Pkg 062007Memorandum To: Jennifer Hough From: Karen Bennett, Community Development Department Date: March 20, 2008 Re: Refund of application fees Jennifer: On June 20, 2007 Premier Builders paid $12,320.35 for Building Permit number BLD-07-0227- YL. However, at this time, they are not going to be building the planned house on that lot. They will be submitting a new application for a new plan for that lot, at a later time. Therefore, please prepare a check payable to Premier Builders, 2920 South 79th Street, Tacoma, WA 98409, in the amount of $12,320.35 for refund of the building permit payment, and return the check to me. Thank you. cc: Gary Carlson H:ACDD Data\Building Folder\Engnrg & Review & Permits\Projects & Permits\Residential\Vista Greens\Premier Builders\07-0227 Lot 12\07-0227 Refund Memo 032008.doc ;~ s~°t tN$p~ CITY OF YELM ~ tCeYBenk National Assaciatlon 3 4 0 0 6 4 a P.o. eox 479 19-57fl250 No. YELM, WA 98597 (360) 458-3244 YSL #~~yt-TW~L4~E THI~JtJt,~A!`II? -fHl?~f= Hl1hl~i~~.i~ Tl~-Eh~a'1`Y UI.~LL1=31~L, ~. .~~~ i.:,`~IVT~ PAY TO THE ORDER OF DATE CHECK NO. 4='F~~h1IF_F~ ~IJILDEF?~a lw:~~~ CLAIMS FUND AMOUNT c_ .:,c:Cf . L,.r~ dED 11'0 3400611' ~: ~ 2 5000 5 74~: 00 50600 7 L 711' DATE INVOICE ACCOUNT NUMBER NET INVOICE AMOUNT DESCRIPTION t~l .,elf G'(!j't_i/~ 4t_5(?~i_'~i~~t_' ~. C_~ ,~i+t_'. :aJ CITY OF YELM, P.O. BOX 479, YELM, WA 98597 REMffTANCE ADVICE Page 1 of 1 John Rowland From: tkrichbaum@msn.com Sent: Tuesday, March 18, 2008 2:34 PM To: John Rowland Subject: Permit Withdraw) To whom this may concern; I James A. Mearns "Premier Builders" want to withdraw my permit # bld-07-0227-y1 Plan # 2590 (al Vista Green Sincerely, James A. Mearns ~; ~,{ IJv . ~ 8~i ~ ~ 3/18/2008 City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: Premier Builders Address: 2920 S. 79th St. Property Information: Site Address: 15154 Durant Drive SE Assessor Parcel No. 81840001200 Contractor Information: Name: Applicant Address: Contractor License No: Project Information: Project: Vista Green Description of Work: Plan 2590, Lot 12 Sq. Ft. perfloor: (1st) 1162 (2nd) 1428 Heat Type (Electric, Gas, Other): GAS Fees: Item -------------------------- Building Permit 100-500k Building Plan Review Mechanical Permit Plumbing Permit Sewer ERU Sewer Inspection Water ERU Water Meter (SFD) Consumer Dep Traffic Facilities Charge Fire District Impact Fee State Building Fee TOTAL FEES Applicants Affadavit: City: Tacoma Subdivision: Vista Green Contact: City: Expires: Phone: 206-940-5209 State: WA Zip 98409 Phone: State: Zip: Business License: (3rd) 0 Garage 474 Basement 0 Lot: 12 Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc ----------- 1, 777.75 ----------- 993.75 ----------- 784.00 ----------- 5.6000 ----------- 140.0000 ------------- $1, 000 1,155.53 0.00 0.00 0.0000 0.0000 78.25 0.00 0.00 0.0000 0.0000 125.00 20.00 105.00 7.0000 15.0000 Fixture 5,725.00 0.00 5,725.00 5,725.0000 1.0000 ERU 145.00 0.00 145.00 145.0000 1.0000 ERU 1, 500.00 0.00 1, 500.00 1, 500.0000 1.0000 E R U 300.00 300.00 0.00 0.0000 0.0000 90.00 90.00 0.00 0.0000 0.0000 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip 661.82 0.00 661.82 0.2160 3,064.0000 square foot 4.50 4.50 0.00 0.0000 0.0000 $12,320.35 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 tions of record. If applying as a contractor, I futher certify that I am currently registered in t Sta ,of Washington).. Date ~j - Z C~ Q Firm Permit No: BLD-07-0227-YL Issue Date: 06/20/2007 (Work must be started within 180 days) Receipt No: 48981 '# Se#s of Prirrts; Final' inspection: -Date: By: ~pf THFp~' ,'`~'ity of Yelm ~ F Permit Fees Schedule a~ ~~'~ Community Development Department ~~i°-~d ~, Permit No: BLD-07-0227-YL o, - m Building Division ~~~ EF, ~Y ,, Phone:_(3_6.0.)_458-84.07 ra YELM , ~ .F 360) 458-3144 ~'~ ~~~ ~'Ci A ` Applicant: ~CL/t~! Name: Premier Builders Phone: 206.940-5209 Address: 2920 S. 79th St. City: Tacoma State: WA Zip 98409 Project Information: Project: Vista Green Description of Work: Plan 2590, Lot 12 Site Address: 15154 Durant Drive SE Assessor Parcel No. 81840001200 Fees: Item Acct Code Item Fee Base Amt Unit Fee Unit Rate No. Units ---------- Unit Desc ------------- --------------------------- Building Permit 100-500k -------------- 032 001-322-10-00 ----------- 1,777.75 ----------- 993.75 ----------- 784.00 ----------- 5.6000 - 140.0000 $1,000 Building Plan Review 100 001-345-83-00 1,155.53 0.00 0.00 0.0000 0.0000 Mechanical Permit 032 001-322-10-00 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 032 001-322-10-00 125.00 20.00 105.00 7.0000 15.0000 Fixture Sewer ERU 802 412-343-50-01 5,725.00 0.00 5,725.00 5,725.0000 1.0000 ERU Sewer Inspection 805 412-343-80-00 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 715401-343-80-02 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 712 401-343-80-01 300.00 300.00 0.00 0.0000 0.0000 Consumer Dep 740 402-389-00-00 90.00 90.00 0.00 0.0000 0.0000 Traffic Facilities Charge 420 120-345-85-00 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Fire District Impact Fee 105 001-345-85-00 661.82 0.00 661.82 0.2160 3,064.0000 square foot State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $12,320.35 QQ~f T"Fp~ CITY OF YELM P.O. Box 479 Yelm, wA ss597 RECEIQT No. 4 8 9 81 ~~~; L 360-458-3244 ~`~-.. l~ ./ RECEIVED ****TWELVE THOUSAND THREE HUNDRED TWENTY DOLLARS & 35 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. PREMIER BUILDERS @6/20/07 48981 12.320.35 CHECK 2033 2920 SO 79TH ST , TACOMA, WA 98409 BUDGETARY DIANA LLD-07-0227-YL SITE: 15154 DURANT DR SE 06/26/2007 08:08 2538750648 B R PLUMBIPJG PAGE 01/61 ,i• . •- _.. YE~M COMHIINITY SCHGOL~ YES ~~ 98597 C1~rK<• T2rmir~a 1: 1 my KeceiPt: Manual k 4?815 ecept; ~iHuWhRp 40WA E ~ RD BUTLGERS i C - L~.C, , HOUJr1FD BUILDER ; ? ~~02 293RD ST CT F PGY, ,~,~ 98580 , of 19/2t~}D7 1;18 rr=M Ot~~Ita~ ~~ -~-~--~~. ~~ Nrica 1 f;PF2900 VISTA, GREENrL0i1$Ig~y i 8025.00 p, 12 (~ 4ubtotal: ?ax: &025 OG ~ Dotal; 0.00 8025.00 ~ Check q 2p3, 8025.00 ~~ C,"range Gue: 0 ~~0 .. rw;~ rou Vista Gree Rueppell, (877) 783 n Plat nc. (Plan -7735 Premiere Builders (206) 940-5209 ~~ dot Number: 5,735 Square 12 feet 2588) ~~~I and Assoc. MAY ~ Y 1 =~U CITY OF YELM ~. ~. ~' =SIDEhNTIAL BUILDING PERMIT APF 'ION FORM Project Address: /.S ~~~~ ~J ~~~i~-~~~+QS~- Parcel #: ~~ ~~ © t? f 2 Ln C~ Subdivision:y2.Yr' ~ ~ fE~~s 1 Lot #:~ Zoning; ew Construction U Re-Model / Re-Roof /Addition u Home Occupation Sign Plumbing u Mechanical u Mobile /Manufactured Home Placement u Ot Q i~ 0®~ Project Description/Scope of Work: t(~' ~ tad ~ ~7 ~s V ~i Project Value: ~ ~? ~ ~ o MAY 3 1 2007 Building Area (sq. ft) 1~ Floor /~ ~`2 2"d Floor/~~ Garage ~'~~ Deck Basement - Carport -- Patio f'~ ~` # Bedrooms # Bathrooms ~` S eatin ~ GAS/ THER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? ~ If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: tC r4-~ 1 ADD SS ZL'2 Z ~ ~ `3.f EMAIL CITY STATES ~-- ZIP TELEPHONE72S-~ ~ `7"l ARCHITECT/ENGINEER. ~ ~ ~Oz / LICENSE # ADSS EMAIL CI ~s.t,~ ,0.- 4 u..n STATE ZIP TELEPHONE '~_~ ~ ~~ ~' ~ GENERAL CONTRACTOR (/~Re~ ~ e~,~s.d/! CITI'~~ff~~.r, ro. STATE~ZIP, CONTRACTOR'S LICENSE ~~"E'~n_~a.~.9'~ _"..~, FAX ~ ~ ~ c: DATEn; S1CITY LICENSE # PLUMBING CONTRACTOR 't TELEPHONE ~ S ADDRES '~ ~~"~ EMAIL CITY STATE ~) ZIP FAX CONTRACTO 'S LICENSE # EXP DATE CITY LICENSE # MECHANICAL CONTRACTOR ~ % J ~ 1=LEPHONE ~~ -`7~ ~ ~ ADDR EMAIL CITY STATE ZIP FAX CONTRACTOR'S LI ENSE # EXP DATE CITY 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 de cri d property will be in accordance wfth the laws, rules and regulations of the State of Washington and the City o e >~ lSr~ ~ / - ~ `7 .'s Signature Date :ontractor /Owner's Agent /Contractor's Agent (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or ff work is suspended or abandoned for a period of 180 days 105 Yelm Avenue Weat (360) 458-3835 PO Box 479 (360) 458-3144 FAX Yelm, WA 98597 mruu~.ci.yelm.ma.ue ~w~~T~A~ City of Yelm 4 ~ ~ Community Development Department 105 Yelm Avenue West P.O. Box 479 YELM Yelm, WA 98597 WA SMINGTON March 28, 2008 Jim Mearns Premier Builders 2920 South 79th Street Tacoma, WA 98409 Dear Jim: On March 18, 2008, you sent an email to John Rowland regarding a change for lot 12, plan 2590, Building Permit number BLD-07-0227-YL, indicating you were withdrawing that application and were submitting a new application for that lot, which would result in anew building permit. Therefore, enclosed is a check in the amount of $12,320.35 to refund the permit fees paid for our Building Permit number BLD-07-0227-YL. If you have any questions, please do not hesitate to call me. Regards, ~CayLfi T. Bertt, Permit G6ordinator City of Yelm Community Development Department (360) 458-3835 (360) 458-3144 FAX www.ci.yelm.wa.us ENGINEERING ANALYSIS FOR: PREMIERE GUILDERS SITE: ,~ e VISTA GREEN LOT #12 r,9,,,1r. ,..,, n/1~1.~ ~~ `~ ~ YE~M, wA ,~ DATE: PLAN NUMBER: PACIFIC NORTHWEST 5/24/2007 RUEPPELL 2590 ENGINEERING INC. z~ nv~e s.. sw. sir. c ~m....e we ss~sv r~.. uv~w:-aw ORIGINAL STAMP MUST BE RED CONSULTING ENGINEERS _ .,r, PACIFIC NORTHWEST ENGINEER/NG INC. The enclosed documents are to be used in conjunction with the 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 Engineerinq: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2006 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 note resent 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 (osfl U.N.O 2006 International Building Code D 1.30 0.48 6.5 D 85 mph Exposure B - Uninhabitable attics wi#hout 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 (psfl U.N.O. - Roof with Composition Asphalt 15 -Floor 10 SNOW LOADS (psfl U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500psf Bearing Depth 18" PAC/F/C NORTHWEST ENGINEER/NG INC. 4924 109T" ST SW,'S U1TE C Ua!<EWOOD, WA. 98499-3733 Phone (253) 682-2850 Fax (253) 682-2851 ~ ~ WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN Rueppe112590.wsw Woodworks®Shearwalls 7.01 May 23, 2007 13:19:16 Level 1 of 2 55' G-1 A-1 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' ~i WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN Rueppell 2590.wsw Woodworks®Shearwalls 7.01 May 23, 2007 13:19:16 Level 2 of 2 55' G-1 N A-1 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0. -5' -10' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' S5' 60' WoodWorks® ShearWalls SOFTWARE FOR WOOD DESIGN Rueppell 2590.wsr WoodWorksO Shearwalls 7.01 May. 23, 2007 13:38:23 COMPANY AND PROJECT INFORMATION Project Information Com an Project Pacific Northwest Engineering Rueppell 2590 4924 109th St SW; Suite C Lakewood, WA 98499 (253) 682-2850 DESIGN SETTINGS Design Code Wind Standard Seismic Standard ZBC 2006 ASCE 7-OS All heights ASCE 7-OS Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels o.70 seismic Wind Seismic 1.40 l.0'0 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 sto ry) (between stories) 1.60 T<=100F Dry Dry 9.00 0.42 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 HOId-down Fortes: Based on applied shearline force SBISmIC Materials: Include gypsum on exterior walls Case 2 rigid diaphragm load distribution: 75$ loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-OS General analytic method for all bldgs ASCE 7-OS 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 [tt] Spectral Response Acceleration Shape Height Length S1:0.48og Ss:1.300g - - - Fundamental Period E-W N-S Site Location: - T Used 0.167s 0.167s - Approximate Ta 0.167s o . 167s - Maximum T 0.201s 0.201s Response Factor R 6.00 6.00 ~ WoodWorks® Shea1'Walls Rueppell 2590.wsr May. 23, 2007 13:38:23 Structural Data STORY INFORMATION Story Elev ft FloorlCeiling De th in Wall Hei ht ft Ceiling 20.67 0.0 Leve12 12.67 10.0 8.00 Levels 2.83 10.0 9.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face T e Slo Overhan ft BIOCk1 2 Story N-S Ridge Location X,Y = 17.00 6.00 North Hip 30.0 1 .00 Extent X,Y = 30.50 32.00 South Hip 30.0 1.00 Ridge X Location, Offset 32 .25 0 . oo East side 30.1 1.00 Rid a Elevation, Hei ht 29.50 8.83 West Side 30.1 1.00 BIOCk 2 2 Story E-W Ridge LOCation X.Y = 0.00 15.00 North Side 39.3 1.00 ExtentX,Y= 17.OD 23.00 South Side 34.3 1.00 Ridge Y Location, Offset 26.50 0.00 East Joined 149.9 1.00 Rid a Elevation, Hei ht 28.50 7 .83 West Hip 30.0 1.18 BIOCk 3 2 Story N-S Ridge Location X,Y = 0 .00 6.00 North Joined 195.7 1.00 Extent X,Y = 16.00 9.00 South Gable 90.0 1.00 Ridge X Location, Offset 8.00 0.00 Edst Side 22.6 1 .00 Rid a Elevation, Hei ht 24.00 3.33 West side 22.6 1.00 BIoCk4 2 Story N-S Ridge LocationX,Y = 18.00 -5.50 North Joined 150.0 1.00 Extent X,Y = 17.50 11.50 South Gable 90.0 1.00 Ridge X Location, Offset 26.75 0.00 East side 26.3 1.00 Rid a Elevation, Hei ht 25.00 9.33 West side 26.3 1.00 ~ WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 2007 13:38:23 MATERIALS by WALL GROUP Gr Wall Surf Sheathing [in] Material Thick Orient Fasteners Size T e Spcg [in] Ed Fld Blk Framing Members [in] S ties G S c Apply Notes 1 E:;t Struct Shthg 7/l0' Vert 8d Nail 6 1'_ yes Hem-Fir 0.43 16 1,3 2 Ert Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem-Fir 0.43 16 1,2,3 3 Ext Struct Shthg 7/lo Vert Bd Nail 4 12 yes Hem-Fir 0.93 16 1,2,3 vrp -wan uesign vroup; gun - txtenor or mtenor sunace of extenor wall; Spcg -Edge or fre/d nail spacing; B/kg - 8/ocked; G -Specific gravity; Spc - Wall stud spacing WOOdW01'I(S® $hearwallS Rueppell 2590.wsr May. 23, 2007 13:38:23 SHEARLINE, WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft) L Shearlines Grou s X ft S en 9th FHS Height Line 1 tart End ft ft ft Level 2 Line 1, Level 2 Wall 1-? Seg Se 1 1 0.00 15.00 38.00 23.00 19.00 8 00 Opening 1 g 0.00 15.00 5 23.00 19.00 . Wa11 1-1 NSW 3 50 16.00 1 .00 3.00 6.75 Levell . 6.50 15.00 8.50 8.50 Line 1, Level 1 Seg 1 0 00 Wall 1-1 Seg 1 0 5.50 38.C0 32.50 32.50 9.00 Line 2 .00 5.50 38.00 32.50 32.50 Level 2 Line 2, Level 2 Wall 2-1 Seg Se g 1 1 18.00 0.50 38.00 37,50 12.50 8 00 Wall 2-2 NSW 18.00 0.50 13.00 12.50 12 50 . Level 1 19.00 6.50 13.00 6.50 . 6.50 Line 2, Level 1 Seg 1 18 00 0 Wall 2-1 Seg 1 . 18 00 .50 38.00 37.50 24.00 9.00 ~_ Seg 1 . 0.50 5.50 5.00 Wa11 2-2 Seg 1 18.00 18.50 27.00 8.50 8.50 Line 3 18.00 5.50 16.00 10.50 10.50 Level 2 Line 3, Level 2 wall 3-1 NSW ra 29.00 0.50 3.00 2 50 0 00 Levell sw 29.00 0.50 3.00 . 2.50 . 2.50 8.00 Line 3, Level 1 Wall 3-1 NSW 29.00 0.50 3.00 2 50 Line 4 NSW 29.00 0.50 3.00 . 2.50 0.00 0.00 9.00 Level 2 Line 4, Level 2 Wall 4-1 rdSW 34.50 3.00 5.50 2.50 0 00 Levell NSW 39.50 3.00 5.SC 2.50 . 2.50 8.00 Line 9, Level 1 Wall 4-1 NSW rd 34.50 3.00 5'50 2.50 0 00 Line 5 SW 39.50 3.00 5.50 2.50 . 0.00 9.00 Level 2 Line 5, Level 2 wall 5-1 Seg 1 97.50 5.50 38.00 32.50 28 50 Opening 1 Seg 1 47.50 5.50 38.00 32.50 . 29.50 g 00 Levell 18.50 22.50 4.00 6.75 Line 5, Level 1 Wall 5-1 Seg 1 47.50 5.50 38.00 32 50 18 00 Opening 1 Seg 1 47.50 5.50 38.00 . 32.50 . 18.00 9.00 Opening 2 8.50 14.50 6.00 6 75 Opening 3 18.50 22.50 4.00 . 6 75 33.50 37.50 4.00 . 6.75 East-West Shearlines Type Wall G Location Extent ft [' Le gth F S Height Lineq rou s Y ft Start End f ft ft Level 2 Line A, Level 2 Wall A-1 Seg 1 0.50 18.00 29.00 11 00 5 00 Opening 1 Seg 1 0.50 18.00 29.00 . 11.00 . 5.00 8.00 Wall A-2 NSW 3 00 20.50 26.50 6.00 6.75 Opening 1 . 29.00 39.50 5.50 0.00 Levell 30.50 33.00 2.50 6.75 Line A, Level 1 wall A-1 Seg Se 1 1 0.50 18.00 29.00 11.00 0.00 00 9 Opening 1 g 0.50 18.00 29.00 11.00 0.00 . Wall A-2 NSW 3 00 20.50 26.50 6.00 6.75 Opening 1 . 29.00 34.50 5.50 0.00 Line B 30.00 34.50 4.50 6.75 Levell Line B, Level 2 Wall B-1 Seg 3 5.50 18.00 97.50 29 50 7 00 Opening 1 Seg 3 5.50 39.50 47.50 . 13.00 . 7.00 8.00 Levell 38.50 44.50 6.00 x.75 Line B, Level 1 wall B-1 Seg 2 5.50 0.00 47.50 97 50 Opening 1 Seg 2 5.50 0.00 18.00 . 18.00 7.00 0.00 9.00 Wall B-2 Se 2 1.00 17.00 16.00 6 75 5.50 34.SG 47.50 13.00 7.00 . WOOdWOtI(S® $Il@8YW8IIS Rueppell 2590.wsr May. 23, 2007 13:38:23 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 Line C 38.50 49.50 6.00 6.75 Leve12 Line C, Level 2 Wall C-1 Seg 1 6.50 3.50 14.00 10.50 0.00 8 00 Opening 1 Seg 1 6.50 3.50 19.00 10.50 0.00 . Line D 5.50 12.00 6.50 6.75 Level 2 Line D, Level 2 Wall D-2 Seg 1 13.93 0.00 97.50 47.50 7.50 8 00 wall D-1 Seg Se 1 1 13.00 14.00 18.00 9.00 4.00 . Line E g 15.00 0.00 3.50 3.50 3.50 Level 2 Line E, Level 2 Wall E-1 Seg 1 15.50 0.00 47.50 97.50 8.00 8 00 Level 1 Seg 1 15.50 18.00 26.00 8.00 8.00 . Line E, Level 1 wall E-1 Seg 1 15.50 0.00 97.50 47.50 11.00 9 00 Line F Seg 1 15.50 18.00 29.00 11.00 11.00 . Level 1 Line F, Level 1 Wall F-1 Seg 1 27.00 0.00 97.50 47.50 10.00 9 00 Line G Seg 1 27.00 8.00 18.00 10.00 10.00 . Level 2 Line G, Level 2 Wall G-1 Seg 1 38.00 0.00 47.50 97.50 25 50 6 00 Opening 1 Seg 1 38.00 0.00 97.50 47.50 . 25.50 . Opening 2 3.00 12.50 9.50 6.75 Opening 3 28.00 31.00 3.00 6.75 Level1 39.50 49.00 9.50 6.75 Line G, Level 1 Wall G-1 Seg 1 38.00 0.00 97.50 47.50 20.50 9 00 Opening 1 Seg 1 36.00 0.00 97.50 47.50 20.50 . Opening 2 10.00 16.00 6.00 6.75 Opening 3 20.50 30.00 9.50 6.75 Opening 4 31.50 37.50 6.00 6.75 93.50 97.00 3.50 6.75 Type -Seg =segmented, prf =perforated, NSW =non-shearwall; Location -dimension peep. to wall; FHS -length offull-height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 5 ...~ WoodWorks® ShearWalls Rueppell 2590.wsr May. 23, 2007 13:38:23 Loads WIND SHEAR LOADS (overlapping loads combined) Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,ptf,psf] Start End Trib Ht ft Accum. S 1 S->N Wind Line 0.00 3.50 29.7 47.1 Accum. S 2 S->N Wind Line 0.00 3.50 20.6 30.8 Accum. 5 1 S->N Wind Line 16.00 18.00 68.4 64.6 Accum. S S->N wind Line 16.00 18.00 30.9 30.9 Accum. S 1 S->N Wind Line 18.00 26.75 64.6 70.0 Accum. S 2 S->N Wind Line 18.00 26.75 30.9 53.3 Accum. S 2 N->S Lee Line 0.00 3.50 15.8 28.5 Accum. S 1 N->S Lee Line 0.00 3.50 20.8 36.2 Accum. S 2 N->S Lee Line 16.00 18.00 46.6 46.6 Accum. S 1 N->S Lee Line 16.00 18.00 59.5 59.9 Accum. S 2 N->S Lee Line 18.00 26.75 46.6 60.8 Accum. S 1 N->5 Lee Line 18.00 26.75 59.9 83.3 Block 1 W 1 W->E Wind Line 0.50 5.00 94.1 Block 1 W 2 W->E Wind Line 0.50 5.00 21.9 Block 1 W 2 W->E Wind Line 5.00 5.00 21.9 21.4 Block 1 W 1 W->E Wind Line 5.00 5.00 49.1 44.2 Block 1 W 2 W->E Wind Line 6.50 13.00 40.0 43.7 block 1 W 1 W->E Tdind Line 6.50 13.00 83.3 Block 1 W 1 W->E Wind Line 13.00 13.51 63.3 clock 1 w 2 W->E Wind Line 13.00 13.51 23.9 24.2 Block 1 W 1 W->E Wind Line 15.00 19.89 68.9 83.1 Block 1 W 2 W->E Wind Line 15.00 19.89 26.5 36.6 Block 1 W 2 W->E Wind Line 21.30 22.70 38.9 40.2 Block 1 W 1 W->E Wind Line 21.30 22.70 91.9 96.7 Block 1 W 2 W->E Wind Line 22.70 26.50 40.2 40.7 Block 1 W 1 W->E Wind Lire 22.70 26.50 96.7 98.7 Block 1 W 1 W->E Wind Line 38.00 39.00 6.3 O.G Block 1 W 2 W->E Wind Line 38.00 39.00 1.7 0.0 Block i E 2 W->E Lee Line 0.50 3.00 32.2 Block 1 E 1 W->E Lee Line 0.50 3.00 94.1 Block 1 E 1 W->E Lee Line 3.00 5.00 44.1 Block 1 E 2 W->E Lee Line 3.00 5.00 32.2 Block 1 E 2 W->E Lee Line 5.00 5.00- 32.2 32.2 Block 1 E 1 W->E Lee Line 5.00 5.00 49.I 99.2 Block 1 E 1 W->E Lee Line 5.50 6.50 63.3 Block 1 E 2 W->E Lee Line 5.50 6.50 47.0 97.1 Block 1 E 1 W->E Lee Line 6.50 13.00 83.3 Block 1 E 2 W->E Lee Line 6.50 13.00 60.9 60.8 Block 1 E 1 W->E Lee Line 13.00 13.51 63.3 Block 1 E 2 W->E Lee Line 13.00 13.51 47.5 97.5 Block 1 E 1 W->E Lee Line 21.30 22.70 67.1 Block 1 E 2 W->E Lee Line 21.30 22.70 51.0 Block 1 E 1 W->E Lee Line 22.70 38.00 67.1 22.9 Block 1 E ~ W->E Lee Line 22.70 38.00 51.0 15.7 Block 1 E 2 w->E Lee Line 38.00 39.00 2.3 0.0 Block 1 E 1 W->E Lee Line 38.00 39.00 2.9 0.0 Block 1 W 2 E->W Lee Line 0.50 5.00 32.2 Block 1 W 1 E->W Lee Line 0.50 5.00 49.1 Block 1 W 2 E->W Lee Line 5.00 5.00 32.2 32.2 Block 1 W 1 E->W Lee Line 5.00 5.00 44.1 99.2 Block 1 W 1 E->W Lee Line 6.50 13.00 83.3 Block 1 W 2 E->W Lee Line 6.50 13.00 60.9 60.8 Block 1 W 1 E->W Lee Line 13.00 13.51 63.3 Block 1 W 2 E->W Lee Line 13.00 13.51 97.5 47.5 Block 1 W 1 E->W Lee Line 15.00 19.89 68.9 83.1 Block 1 W 2 E->W Lee Line 15.00 19.89 52.1 63.7 Block 1 w 1 E->W Lee Line 21.30 22.70 91.9 96.7 Block 1 W 2 E->W Lee Line 21.30 22.70 70.8 74.6 Block 1 W 1 E->W Lee Line 22.70 26.50 96.7 98.7 Block 1 W 2 E->W Lee Line 22.70 26.50 74.6 76.1 Block 1 W 2 E->W Lee Line 38.00 39.00 5.0 0.0 Block 1 W 1 E->W Lee Line 38.00 39.00 6.3 O.0 Block 1 E 2 E->W Wind Line 0.50 3.00 21.4 Block 1 E 1 E->W Wind Line 0.50 3.00 49.1 Block 1 ( E 2 E->W Wind Line 3.00 5.00 21.9 Block 1 E 1 E->W Wind Line 3.00 5.00 49.1 Block 1 E 2 E->W Wind Line 5.00 5.00 21.9 21.9 i WoodWorks® Shearwalts Rueppell 2590.wsr May. 23, 2007 13:38:23 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 E 1 E->W Wind Line 5.00 5.00 44.1 44.2 Block 1 E 2 E->W Wind Line 5.50 6.50 19.7 20.2 Block 1 E 1 E->W Wind Line 5.50 6.50 63.3 Block 1 E 1 E->W Wind Line 6.50 13.00 83.3 Block 1 E 2 E->W Wind Line 6.50 13.00 90.0 43.7 Block 1 E 1 E->w Wind Line 13.00 13.51 63.3 Block 1 E 2 E->W Wind Line 13.00 13.51 23.9 24.2 Block 1 E 2 E->W wind Line 21.30 22.70 32.3 Block 1 E 1 E->w Wind Line 21.30 22.70 67.1 Block 1 E 2 E->w Wind Line 22.70 38.00 32.3 20.5 Block 1 E 1 E->W Wind Line 22.70 38.00 67.1 22.9 Block 1 E 1 E->W Wind Line 38.00 39.00 2.9 0.0 Block 1 E 2 E->W Wind Line 38.00 39.00 0.8 0.0 Block 1 S 1 S->N Wind Line 3.50 8.00 47.1 69.5 Block 1 S 2 S->N Wind Line 3.50 8.00 30.8 43.9 Block 1 S 2 S->N Wind Line 14.00 15.82 35.3 31.4 Block 1 S 1 S->N Wind Line 14.00 15.82 73.1 69.3 Block 1 S 1 S->N Wind Line 29.00 30.52 60.2 53.6 Block 1 S 2 S->N Wind Line 29.00 30.52 97.5 93.6 Block 1 S 2 S->N Wind Line 32.25 34.50 90.6 33.1 Block 1 S 1 S->N Wind Line 32.25 34.50 51.1 43.2 Block 1 S 1 S->N Wind Line 34.50 35.50 43.2 39.7 Block 1 S 2 S->N Wind Line 39.50 35.50 33.1 29.8 Bloc}: 1 S 1 S->N Wind Line 47.50 98.50 1.0 0.0 Block 1 S 2 S->N Wind Line 47.50 48.50 0.8 0.0 Block 1 N 2 S->N Lee Line 0.00 13.57 15.8 47.0 Block 1 N 1 S->N Lee Line 0.00 13.57 20.8 60.0 Block 1 N 1 S->N Lee Line 16.00 30.52 59.5 62.3 Block 1 N 2 S->N Lee Line 16.00 30.52 96.6 46.8 Block 1 N 1 S->N Lee Line 32.25 47.50 67.7 20.5 Block 1 N 2 S->N Lee Line 32.25 47.50 50.8 15.4 Block 1 N 1 S->N Lee Line 47.50 98.50 3.1 0.0 Block 1 N 2 S->N Lee Line 47.50 98.50 2.3 0.0 Block 1 S 2 N->S Lee Line 3.50 8.00 28.5 44.9 Block 1 S 1 N->S Lee Line 3.50 8.00 38.2 60.6 Block 1 S 1 N->S Lee Line 14.00 15.82 64.2 60.4 Block 1 S 2 N->S Lee Line 14.00 15.82 49.7 47.2 Block 1 S 1 N->S Lee Line 29.00 30.52 78.1 74.7 Block 1 S 2 N->S Lee Line 29.00 30.52 57,2 54.8 Block 1 S 2 N->S Lee Line 32.25 34.50 56.0 47.2 Block 1 S 1 N->S Lee Line 32.25 34.50 75.7 63.2 Block 1 S 2 N->S Lee Line 39.50 35.50 47.2 43.2 Block. 1 S 1 N->S Lee Line 34.50 35.50 63.2 57.6 Block 1 S 2 N->S Lee Line 97.50 48.50 2.3 0.0 Block 1 5 1 N->S Lee Line 47.50 48.50 3.1 0.0 Block 1 N 1 N->S Wind Line 0.00 13.57 29.7 68.9 Block 1 N 2 N->S Wind Line 0.00 13.57 20.6 31.0 Block 1 N 1 N->S Wind Line 16.00 30.52 68.4 41.3 Block 1 N 2 N->S Wind Line 16.00 30.52 30.9 31.0 Block 1 N 2 N->S wind Line 32.25 47.50 32.3 20.5 Block 1 N 1 N->S wind Line 32.25 47.50 43.1 27,3 Block 1 N 2 N->S Wind Line 97.50 48.50 0.8 0.0 Block 1 N 1 N->S Wind Line 47.50 48.50 1.0 0.0 Block 2 W 1 W->E Wind Line 14.00 14.39 64.7 67.2 Block 2 W 2 W->E Wind Line 19.00 14.39 29.6 25.3 Block 2 W 2 W->E Wind Line 26.50 38.00 90.7 21.9 Block 2 w 1 W->E Wind Line 26.50 38.00 98.7 26.3 Block 2 W 2 W->E Wind Line 39.00 39.00 0.0 0.0 Block 2 w 1 W->E Wind Line 39.00 39.00 0.0 0.0 Block 2 W 1 E->W Lee Line 14.00 19.39 69.7 67.2 Block 2 W 2 E->W Lee Line 14.00 14.39 48.7 50.6 Block 2 w 2 E->w Lee Line 26.50 38.00 76.1 18.4 Block 2 W 1 E->W Lee Line 26.50 38.00 98.7 26.3 Block 2 w 1 E->w Lee Line 39.00 39.00 0.0 0.0 Block 2 w 2 E->w Lee Line 39.00 39.00 0.0 0.0 Block 2 S 2 S->N Wind Line -1.18 0.00 0.0 0.9 Block 2 S 1 S->N Wind Line -1.18 0.00 0.0 3.4 Block 2 S 2 S->N Wind Line 13.57 14.00 36.2 35.3 Block 2 S 1 S->N wind Line 13.57 14.00 74.0 73.1 Block 2 S 1 S->N Wind Line 15.82 16.00 69.3 68.4 Block 2 S 2 S->N Wind Line 15.82 16.00 31.9 30.9 Block 2 S 1 S->N Wind Line 30.52 32.25 53.6 51.1 Block 2 S 2 S->N Wind Line 30.52 32.25 43.6 90.6 Block 2 N 1 S->N Lee Line -1.18 0.00 0.0 3.4 7 .. ~, WoodWorks® Shearwalls Rueppetl 2590.wsr May. 23, 2007 13:38:23 WIND SHEAR (continued) LOADS (overlapping loads combined) Block 2 N 2 S->N Lee Line -1.18 0.00 0.0 7 2 Block 2 N S->N Lee Line 13.57 15.82 47 0 . Block 2 N 1 S->N Lee Line 13.57 15.82 . 60 0 Block 2 N 1 S->N Lee Line 15.82 16.00 . 60.0 59 5 Block 2 N 2 S->N Lee Line 15.82 16.00 47.0 . 46 6 Block 2 N 2 S->N Lee Line 30.52 32.25 46 8 . 50 8 Block 2 N 1 S->N Lee Line 30.52 32.25 . 62 3 . 67 7 Block 2 S 2 N->S Lee Line -1.18 0.00 . 0.0 . 7 2 Block 2 S 1 N->S Lee Line -1.18 0.00 0.0 . 3 4 Block 2 S 1 N->S Lee Line 13.57 14.00 65.1 . 64 2 Block 2 S 2 N->S Lee Line 13.57 14.00 50.2 . 7 49 Block 2 S N->S Lee Line 15.82 16.00 97.2 . 96 6 Block 2 S 1 N->S Lee Line 15.82 16.00 60.4 . 59 5 Block 2 S _ N->S Lee Line 30.52 32.25 59.8 . 56 0 Block 2 S 1 N->S Lee Line 30.52 32.25 74.7 . 75 7 Block 2 N 1 N->S Wind Line -1.18 0.00 0 0 . 3 9 Block 2 N 2 N->S Wind Line -1.18 0.00 . 0.0 . 0 9 Block 2 N 2 N->S Wind Line 13.57 15.82 31 0 . Block 2 N 1 N->S Wind Line 13.57 15.82 . 68 9 Block 2 N 2 N->S Wind Line 15.82 16.00 . 31.0 30 9 B1ocY. 2 ' N 1 N->S Wind Line 15.82 16.00 68.9 . 63 9 Bloc r. 2 N 1 N->S Wind Line 30.52 32.25 41.3 . 43 1 Block 2 N 2 N->S Wind Line 30.52 32.25 31.0 . 32.3 Block 3 w 1 W->E Wind Line 5.00 5.19 62.9 63 3 Block 3 W 2 W->E Wind Line 5.00 5.14 19.4 . 19 5 Block 3 W 1 W->E Wind Line 14.39 15.00 67 2 . 68 9 Block 3 w 2 W->E Wind Line 14.39 15.00 . 25.3 . 26 5 Block 3 W 1 W->E Wind Line 19.89 21.30 83.1 . 91 9 Block 3 W 2 W->E Wind Line 19.89 21.30 36.6 . 38 9 Block 3 E 1 W->E Lee Line 5.00 5.14 62.9 . 63 3 Block 3 E 2 W->E Lee Line 5.00 5.14 46.7 . 47 0 Block 3 E 1 W->E Lee Line 14.39 19.89 65 9 . 63 0 Block 3 E 2 W->E Lee Line 14.39 19.89 . 99.6 . 97 8 Block 3 E 1 w->E Lee Line 19.89 21.30 63.0 . 67 1 Blcck 3 E 2 W->E Lee Line 19.89 21.30 47.8 . 51 0 Bloc}: 3 w 1 E->W Lee Line 5.00 5.14 62.9 . 63 3 Bloc? 3 W 2 E->W Lee Line 5.00 5.19 96.7 . 97 0 Block 3 W 1 E->w Lee Line 14.39 15.00 67.2 . 68 9 Block 3 W 2 E->W Lee Line 19.39 15.00 50.6 . 52 1 Block 3 W 1 E->w Lee Line 19.89 21.30 83.1 . 91 9 Block 3 W 2 E->W Lee Line 19.89 21.30 63.7 . 70 6 Block 3 E 1 E->W Wind Line 5.00 5.14 62.9 . 63 3 Block. 3 E 2 E->W Wind Line 5.00 5.19 19.9 . 19 5 Block 3 E E->W Wind Line 19.39 19.89 24.9 . 31 2 Block 3 E 1 E->W Wind Line 19.39 19.89 65.9 . 63 0 Block 3 E 2 E->W Wind Line 19.89 21.30 31.2 . 32 3 Bloc}: 3 E 1 E->W Wind Line 19.89 21.30 63.0 . 67 1 Block 3 S 2 S->N Wind Line 8.00 13.57 43.9 . 36 2 Block 3 S 1 S->N Wind Line 8.00 13.57 69.5 . 74 0 Block 3 S 1 N->S Lee Line 8.00 13.57 60.6 . 65 1 Block 3 S 2 N->S Lee Line 8.00 13.57 44.9 . SC.2 Block 4 W 1 W->E Wind Line -6.50 0.50 24 1 Block 4 W 2 W->E Wind Line -6.50 0.50 . 1 7 Block 9 w 1 W->E Wind Line 5.14 6.50 . 63 3 Block 4 W 2 W->E Wind Line 5.14 6.50 . 19.5 20 2 Block 4 W 1 W->E Wind Line 13.51 14.00 63.3 . 64 7 Block 4 W 2 W->E Wind Line 13.51 14.00 24.2 . 24 6 Block 4 E 1 W->E Lee Line -6.50 0.50 29 1 . Block 9 E 2 W->E Lee Line -6.50 0.50 . 18 8 Block 4 E 2 W->E Lee Line 5.19 5.50 . 47.0 47 0 Block 4 E 1 W->E Lee Line 5.19 5.50 63 3 , Block 4 E 1 W->E Lee Line 13.51 14.39 . 63.3 65 9 Block 4 E 2 W->E Lee Line 13.51 14.39 97 5 . 49 6 Block 9 W 2 E->W Lee Line -6.50 0.50 . 18 8 . Bloc}: 4 W 1 E->W Lee Line -6.50 0.50 . 24 1 Block 4 W 1 E->W Lee Line 5.19 6.50 . 63 3 Block 9 Block 9 W 2 E->W Lee Line 5.19 6.50 . 97.0 47.1 Blocx 4 W w 2 E->W Lee Line 13.51 14.00 q7.5 48.7 Block 4 1 E->W Lee Line 13.51 19.00 63.3 69.7 E 1 E->w Wind Line -6.50 0.50 29 1 Block 4 E E->W Wind Line -6.50 0.50 . 7 1 Block 9 E 1 E->W Wind Line 5.14 5.50 . 63 3 Block 4 E 2 E->W Wind Line 5.14 5.50 . 19.5 19.7 ~ WoodWorks® ShearWalls Rueppeil 2590.wsr May. 23, 2007 13:38:23 WIND SHEAR LOADS (overlapping loads combined) (continued) Bloc}: 4 Block 9 Block 4 Block. 4 Block 4 Block 4 Block 4 Block 9 Block 9 Bloc}: 4 ., E S S S S S S S S 2 1 2 1 2 1 2 1 1 2 E->W E->W S->N S->N S->N S->N N->S N->S N->S N->S wind wind wind Wind Wind Wind Lee Lee Lee Lee Line Line Line Line Line Line Line Line Line Line 13.51 13.51 26.75 26.75 35.50 35.50 26.75 26.75 35.50 35.50 14.39 14.39 29.00 29.00 97,50 47,50 29.00 29.00 47,50 47.50 24.2 63.3 53.3 70.0 29.8 39.7 60.8 83.3 57.5 43.2 24.9 65.9 47.5 60.2 20.5 27,3 57.2 78.1 20.5 15.4 Level ) Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End ft Block 1 W 2 W->E Wind Line 0.50 5.50 93.2 Block 1 W 1 W->E Wind Line 0.50 5.50 57.6 Block 1 W 2 W->E wind Line 5.50 38.00 93.2 Block 1 W 1 W->E Wind Line 5.50 38.00 57.6 Block 1 w 1 W->E wind Pcint 13.00 13.00 769 Block 1 E 1 W->E Lee Line 0.50 3.00 41.5 Block 1 E 2 W->E Lee Line 0.50 3.00 31.1 Block 1 E 1 W->E Lee Line 3.00 5.50 41.5 Block 1 E 2 W->E Lee Line 3.00 5.50 31.1 Block 1 E 2 W->E Lee Line 5.50 38.00 31.1 Block 1 E 1 W->E Lee Line 5.50 38.00 41.5 slock 1 w 1 E->w Lee Line 0.50 5.50 41.5 Block 1 W 2 E->W Lee Line 0.50 5.50 31.1 Block 1 W 1 E->W Lee Line 5.50 38.00 41.5 Block 1 w 2 E->W Lee Line 5.50 38.00 31.1 Block 1 E 2 E->W Wind Line 0.50 3.00 43.2 Block 1 E 1 E->W Wind Line 0.50 3.00 57.6 Block 1 E 1 E->W Wind Line 3.00 5.50 57.6 Block 1 E 2 E->w Wind Line 3.00 5.50 43.2 Block 1 E 1 E->W Wind Line 5.50 38.00 57.6 Block 1 E 2 E->W Wind Line 5.50 38.00 93.2 Block 1 E 1 E->W Wind Point 13.00 13.00 769 Block 1 S 2 S->N Wind Line 0.00 16.00 93.2 Block 1 S 1 S->N Wind Line 0.00 18.00 57. n' Block 1 S 2 S->N Wind Line 18.00 29.00 93.2 Block 1 S 1 S->N Wind Line 18.00 29.00 57.6 Block 1 S 2 S->N Wind Line 29.00 34.50 93.2 Block 1 S 1 S->N Wind Line 29.00 39.50 57,6 Block 1 S 2 S->N Wind Line 34.50 47.50 93.2 Block 1 S 1 S->N Wind Line 34.50 97.50 57.6 Block 1 N 1 S->N Lee Line 0.00 97,50 40.7 Block 1 N 2 S->N Lee Line 0.00 47,50 30.5 Block 1 S 1 N->S Lee Line 0.00 18.00 90.7 Block 1 S 2 N->S Lee Line 0.00 18.00 30.5 Block 1 S 1 N->S Lee Line 18.00 29.00 40.7 Block 1 S 2 N->S Lee Line 18.00 29.00 30.5 Block 1 S 1 N->S Lee Line 29.00 39.50 90.7 Block 1 S 2 N->S Lee Line 29.00 39.50 30.5 Block 1 S 1 N->S Lee Line 39.50 97.50 90.7 Block 1 S 2 N->S Lee Line 34.50 47.50 30.5 Block 1 N 2 N->S Wind Line 0.00 97.50 93.2 Block 1 N 1 N->S Wind Line 0.00 47.50 57.6 Block 4 W 1 W->E Wind Point 0.50 0.50 560 Block 9 E 1 E->W Wind Point 0.50 0.50 560 L71nnL _ QInnL „ne.1 :., 1.,.,.d ...,.... ~~:-_ n __.._ _ ._ _ ~_ e__ __ _ _ _ .. .. ... .. _ _ _.__.. _,,,,,,, ,,,,,,,..,, ,,,~„ y,,,,~, a,,,,,,, „~~,,,,,. _ ,~a~, „~,,, urlc ulueee cwnulneo wlrn anorner, Manual = user-entered loads (so no block); F -Building face (north, south, east or west); Element -building surface on which loads generated or entered; Load Case -ASCE 7 All heights Case i or 2, ASCE 7 low rise T = Transverse, L =Longitudinal; Surf Dir- Windward or leeward side of the building; Prof -Profile (distribution); Location -start and end points on building element; Magnitude -Start =intensity of uniform and point loads or leftmost intensity of trapezoidal load, end =right intensity of trap load; Trib Ht - Tributary height of userapplied area loads only Loads on the North, East, South, West face(s) based on 10 psf minimum wind pressure as per ASCE 7-02 Section 6.1.4.1. WoodWorks® ShearWalls Rueppell 2590.wsr May. 23, 2007 13:38:23 WIND C8C LOADS Block Building Face Level Magnitude [pst] Interior End Zone Block 1 West 2 19.1 17.9 Block 1 East 2 19.1 17.9 Block 1 South 2 14.1 17.9 Block 1 North 2 14.1 17.4 Block 1 West 1 14.1 17.9 Block 1 East 1 19.1 17.9 Block 1 South 1 14.1 i7.9 Block 1 North 1 14.1 17.9 10 WoodWorks® ShearWalls Rueppell 2590.wsr May. 23, 200713:38:23 BUILDING MASSES Level 2 Force E-W 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 N-S N-S N-S N-S N-S N-S Both Both Both Both Both Both Both Both Both Both Both Both Both Both Level 1 Force Building Element Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof Roof L Gable R Gable L Gable R Gable Wall 1-2 Wall 1-1 wall 2-2 Wall 2-1 Wall 3-1 Wall 4-1 Wall 5-1 Wall A-1 Wall A-2 Wall B-1 Wall C-1 Wall D-2 Wall D-1 Wall F-1 Building Block Wall Profile Line Block 1 Block 1 Block 2 Block 2 Block 3 Block 3 Block 4 81ock 4 Block 1 Block 1 Block 2 Block 2 Block 3 dock 3 Block 4 Block 9 Block 3 Block 3 Block 4 Block 4 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 5 1 1 2 G G 1 2 3 4 5 A B C D G Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Block E-W Floor F3 n/a Both Wall 1-2 n/a Both Wall 1-1 n/a Both Wall 2-2 n/a E-W Floor F1 n/a Both wall 2-1 n/a E-W Floor F2 n/a E-W Floor F1 n/a Both Wall 3-1 n/a Both Wa11 4-1 n/a E-W Floor F2 n/a E-W Floor F3 n/a Both Wall 5-1 n/a Both Wall A-1 n/a N-S Floor F2 n/a Both Wall A-2 n/a N-S Floor F3 n/a N-S Floor F1 n/a N-5 Floor F4 n/a Wali Line 1 1 2 2 2 3 3 9 4 5 5 A A B B Profile Location [ft] Start End 5.00 39.00 5.00 39.00 14.00 39.00 14.00 39.00 6.00 16.00 6.00 15.00 -5.50 7.00 -5.50 7.00 16.00 48.50 16.00 4a.so -1.18 17.00 -1.18 17.00 -1.00 17.00 -1.00 17.00 17.00 36.50 17.00 36.50 0.00 8.00 8.00 16.00 19.00 26.75 26.75 35.50 15.00 38.00 6.50 15.00 6.50 13.00 0.50 13.00 0.50 3.00 3.00 5.50 5.50 38.00 18.00 29.00 29.00 39.50 34.50 47.50 3.50 14.00 14.00 18.00 0.00 3.50 0.00 47.50 Location [ft] [Ibs,Pff~Pstl hart End 243.8 243.8 243.8 243.8 145.2 145.2 127.5 127.5 135.0 135.0 135.0 135.0 196.3 146.3 196.3 146.3 255.0 255.0 zss.o zss.o 187.5 187.5 187.5 187.5 82.5 82.5 67.5 67.5 101.3 101.3 86.3 86.3 33.3 0.0 0.0 33.3 93.3 0.0 0.0 43.3 40.0 90.0 40.0 90.0 40.0 90.0 40.0 40.0 90.0 40.0 90.0 40.0 40.0 40.0 40.0 90.0 40.0 40.0 90.0 40.0 90.0 40.0 40.0 40.0 90.0 40.0 90.0 40.0 [Ibs,Pff,Pstl Width Width Line 5.50 36.00 237.5 237.5 Line 15.00 38.00 40.0 40.0 Line 6.50 15.00 40.0 90.0 Line 6.50 13.00 40.0 40.0 Line 0.50 3.00 55.0 55.0 Line 0.50 13.00 90.0 40.U Line 3.00 5.50 82.5 82.5 Line 0.50 3.00 55.0 SS.G Line 0.50 3.00 40.0 90.C Line 3.00 5.50 40.0 90.C Line 3.00 5.50 82.5 82.5 Line 5.50 38.00 237.5 237.5 Line 5.50 38.00 40.0 40.0 Line 18.00 29.00 40.0 40.0 Line 18.00 29.00 187.5 187.5 Line 29.00 34.50 40.0 40.0 Line 29.00 39.50 175.0 175.0 Line 0.00 18.00 162.5 162.5 Line 34.50 47.50 162.5 162.5 11 ~ WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 2007 13:38:23 BUILDING MA55E5 (continued) Both Wall e-1 n/a B Line 34.50 97.50 90.0 40.0 Both Wall C-1 n/a C Line 3.50 19.00 40.0 40.0 Both Wall D-2 n/a D Line 14.00 18.00 40.0 90.0 Both Wall D-1 n/a Line 0.00 3.50 40.0 90.0 Both Wa11 F-1 n/a G Line 0.00 47.50 40.0 40.0 N-S Floor F1 n/a G Line 0.00 18.00 162.5 162.5 N-S Floor F2 n/a G Line 18.00 29.00 187.5 187.5 N-S Floor F3 n/a G Line 29.00 34.50 175.0 175.0 N-S Floor F4 n/a G Line 39.50 97.50 162.5 162.5 Both Wall 1-1 n/a 1 Line 5.50 38.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 0.50 5.50 95.0 45.0 Both Wall 3-1 n/a 3 Line 0.50 3.00 95.0 45 0 Both wall 4-1 n/a 9 Line 3.00 5.50 45.0 . 45 0 Both Wall 5-1 n/a 5 Line 5.50 38.00 45.0 . 95 0 Both Wall A-1 n/a A Line 18.00 29.00 95.0 . 45 0 Both Wall A-2 n/a Line 29.00 34.50 95.0 . 45.0 Both Wall B-1 n/a B Line 0.00 18.00 95.0 45 0 Both wall B-2 n/a B Line 34.50 97.50 45.0 . 45 0 Both Wall F-1 n/a G Line 0.00 47.50 45.0 . 95.0 Force direction - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both,, Building element - Roof, gable end, wall or floor ,..~ . -•~~ •-~~.. •.. y.,,,..~or~ ~r,a~~, rvan rorc rvr uocr-a(J(JUCp rllasSes, mooru~c-reterto pran vrewforfloorarea number, Wall line -For generated masses, shearline that equivalent sine load is assigned to, or line that user-applied mass is applied to -Location - Start and end points of equivalent line load on wall line; Trib Width. -for user applied area loads only 12 WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 2007 13:38:23 ~, SEISMIC LOADS Level 2 Force Profile Location [ft] Mag (Ibs, plf,psf] Dir Start End Start End E-W Point -5.50 -5.50 68 68 E-W Line -5.50 0.50 52.2 52.2 E-w Point 0.50 0.50 79 79 E-W Line 0.50 3.00 66.5 66.5 E-w Point 3.00 3.00 39 39 E-W Line 3.00 5.00 66.5 66.5 E-W Line 5.00 5.50 153.5 153.5 E-w Point 5.50 5.50 93 93 E-w Line 5.50 6.00 153.5 153.5 E-w Point 6.00 6.00 48 48 E-W Line 6.00 6.50 201.6 201.6 E-W Point 6.50 6.50 75 75 E-W Line 6.50 7.00 215.9 215.9 E-w Line 7.00 13.00 163.7 163.7 E-W Point 13.00 13.00 29 29 E-W Line 13.00 14.00 149.9 149.4 E-W Line 14.00 15.00 198.1 198.1 E-W Point 15.00 15.00 25 25 E-w Line 15.00 16.00 198.1 198.1 E-W Line 16.00 38.00 149.9 149.9 E-W Point 38.00 38.00 339 339 E-W Line 38.00 39.00 135.6 135.6 E-W Line 39.00 39.00 87.0 87.0 N-S Line -1.18 -1.00 66.9 66.9 N-S Line -1.00 0.00 93.7 93.7 N-S Point 0.00 0.00 169 164 N-S Line 0.00 3.50 108.0 110.6 N-S Point 3.50 3.50 61 61 N-S Line 3.50 8.00 110.6 113.9 N-S Line 8.00 19.00 113.9 109.4 N-S Point 19.00 14.00 46 46 N-S Line 14.00 16.00 109.9 108.0 N-S Line 16.00 17.00 199.0 199.0 N-S Line 17.00 18.00 138.8 138.8 N-S Point 18.00 18.00 89 89 N-S Line 18.00 26.75 138.8 146.5 N-S Line 26.75 29.00 146.5 144.5 N-S Point 29.00 29.00 18 18 N-S Line 29.00 34.50 194.5 139.6 N-S Point 34.50 34.50 18 18 N-S Line 34.50 35.50 139.6 138.8 N-S Line 35.50 36.50 138.8 138.8 PJ-S Line 36.50 47.50 105.3 105.3 N-S Point 47.50 47.50 232 232 N-S Line 97.50 98.50 91.0 91.0 Level 1 Force Profile Location [ft] Mag [Ibs,plf,pst] Dir Start End Start End E-w Point 0.50 0.50 0'97 697 E-w Point 0.50 0.50 97 97 E-W Line 0.50 3.00 28.9 28.9 E-W Point 3.00 3.00 98 98 E-W Line 3.00 5.50 39.6 34.6 E-W Point 5.50 5.50 196 198 E-w Line 5.50 6.50 66.6 66.6 E-W Point 6.50 6.50 43 43 E-W Line 6.50 13.00 74.8 74.8 E-W Point 13.00 13.00 17 17 E-w Point 13.00 13.00 880 880 E-W Line 13.00 15.00 66.6 66.6 E-W Point 15.00 15.00 19 14 E-W Line 15.00 38.00 66.6 66.6 e-w eoint 36.00 38.00 417 417 N-S Point 0.00 0.00 296 246 N-S Line 0.00 3.50 51.1 51.1 N-S Point 3.50 3.50 35 35 13 ,~+.. WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 2007 13:38:23 SEISMIC LOADS (continued) N-S Line 3.50 14.00 51.1 51.1 N-S Point 14.00 14.00 27 27 N-S Line 14.00 18.00 51.1 51.1 N-S Point 16.00 18.00 75 75 N-S Line 18.00 29.00 56.3 56.3 N-S Point 29.00 29.00 22 22 N-S Line 29.00 34.50 53.7 53.7 N-S Point 34.50 34.50 22 22 N-S Line 34.50 47.50 51.1 51.1 N-S Point 47.50 47.50 285 285 Loads in table can be accumulation of loads from several building masses, so they do n of correspond with a particularbuilding element. location - Start and end of load in direction perpendicular to seismic force direction All loads entered by the user or generated by program are specified (unfacrored) Ioads.The program will apply a load factor of 0.70 and reliabiiity/redundancy factor to seismic toads before distributing them to the shearlines. 14 ~'~ WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 200713:38:23 ~ Flexible Diaphragm Wind Design SHEAR RESULTS Allo wable Sh ear [plf] Crit. h W For Shea r Force [plf] North-Sout V IFHS Int Ext Co C Total V Ibs Res . Shearlines G Dir Ld. Case V Ibs VIL Line 1 Leve12 1 840 36.5 44.2 339 1.00 S 339 6432 0.13 Lnl, Lev2 1 Both Level 1 1725 1 53 53.1 339 1.00 S 339 11002 0. Lnl, Levl 1 Both 1 . Line 2 Level 2 1 2804 74 8 229.3 339 1.00 S 339 4232 0. Ln2, Lev2 1 Both . Levet 1 1 5138 137.0 214.1 339 1.00 S 339 8124 0. Ln2, Levl 1 Both 1070 - 214.1 339 1.00 339 1693 0.63 Wall 2-1 1 Both 1 1820 - 214.1 339 1.00 339 2877 0.63 Wall 2-3 1 Both 1 2248 - 219.1 339 1.00 339 3554 0.63 Wall 2-2 1 Both 1 Line 5 Level 2 1 1292 39.8 45.3 339 1.00 S 339 9698 LnS, Lev2 1 Both Level 1 1 2742 4 84 152.3 339 1.00 S 339 6093 0.4 LnS, Levl 1 Both . Allo wable S hear [plt] Crit. W t t E W For Shear Force [plf] es as - V Ib VIL VIFHS Int Ext Co C Total V Ibs Res . Shearlines G Dir Ld. Case s Line A Level 2 1 560 50 9 111.9 339 1.00 S 339 1693 0.33 LnP., Lev2 1 Both . Line B 1 902 30.6 128.8 495 1.00 S 495 3463 0.26 LnB, Lev2 3 Both Level 1 1 2645 7 55 377.8 638 1.00 S 638 4966 0_59 LnB, Levl 2 Both . 638 1.00 638 0.0 Wall B-1 2 Both 1 1 2645 - 377.8 638 1.00 638 4966 0.59 Wall B-2 2 Both Line D Level 2 1 769 16.2 102.6 339 1.00 S 339 2539 0.3 LnD, Lev2 1 Both 910 - 102.6 339 1.00 339 1354 0.30 wall D-2 1 Both 1 359 - 102.6 339 1.00 339 1185 0.30 wall D-1 1 Both 1 Line E 1 1702 35.8 212.7 339 1.00 S 339 2708 0. LnE, Lev2 1 Both Level 1 1 3344 70.9 304.0 339 1.00 S 339 3724 0.90 LnE, Levl 1 Both Line F 1 1115 23.5 111.5 339 1.00 S 339 3385 0. LnF, Levl 1 Both Line G Level 2 1 1245 26.2 48.8 339 1.00 S 339 8632 0.19 LnG, Lev2 1 Both Level 1 1 1790 37.7 87.3 339 1.00 S 339 6940 0.2 LnG, Levl 1 Both _.,. .. ~~~~~,.~,.._ c~rrnr/1ua rn snaarwall height-to-widt h ratio for W Grp -Wall group as listed in Materials taoie; ror u~r- ror~e uuCCU~~a a~WOr~ ~~~• • ••-- •~~•-• • ---- --- - - interiorand exterior wall sheathing; V -Factored shear force applied to entire line and amount taken by each wall; V/L -Diaphragm shear foroe = factored shearline force divided by length of shearline; Following values marked with `means that value for shearline is the one for wall with critical design response on line; VIFHS` -Design shearforce = factored shear force per unit full height sheathing, Int' -Unit shear capacity of interior sheathing; Ext' -Unit shear capacity of exterior sheathing Co' - Perforation factor; C - Sheatl~ing combination rule. A =Add capacities, S =Strongest side only, X =Strongest side or twice weakest; Total` - Combined unit shear capacity inc. perforation factor and H/W factor, V -Combined shear capacity of wall or total capacity of shearline ; Crit Resp` - Critica/response = Vapp/FHS/Vcap =design shear force/unit shear capacity 15 WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 2007 13:38:23 nowr_ero~ ~T wun un~ nnnwu eflof GC Level 1 Line- Wall Position on WaII or O enin Location [ft] X Y Ld. Case Shear Tensile Holddown Force [Ibs] Dead U lift Cmb'd Dragstrut Force Ibs Line 1 1-1 Left wall End 0.00 5.75 1 978 478 Line 1 Vert. Element 0.00 19.25 1 354 354 1-1 Right Wall End 0.00 37.75 1 831 831 Line 2 2-2 Right Wall End 18.00 15.75 1 1927 1927 2-1 Left Wall End 18.00 0.75 1 3721 3721 2-1 Right Wall End 18.00 5.25 1 1927 1927 2-2 Left Wall End 18.00 5.75 1 1927 1927 Line 2 Vert. Element 18.00 12.75 1 1794 1799 2-3 Left wall End 18.00 18.75 1 1927 1927 2-3 Right Wall End 18.00 26.75 1 1927 1927 2-3 Left Wall End 18.00 18.50 1 852 2-3 Right Wall End 18.00 27.00 1 1507 2-2 Right Wall End 18.00 16.00 1 1195 Line 5 Line 5 Vert. Element 47.50 37.75 1 363 363 5-1 Left Wall End 47.50 5.75 1 1733 1733 5-1 Left Opening 1 47.50 8.25 1 1371 1371 5-1 Right Opening 1 47.50 14.75 1 1371 1371 5-1 Left Opening 2 47.50 18.25 1 1733 1733 5-1 Right Opening 2 47.50 22.75 1 1733 1733 5-1 Left Opening 3 47.50 33.25 1 1371 1371 5-1 Left Opening 1 47.50 6.50 1 204 5-1 Right Opening 1 97.50 14.50 1 302 5-1 Left Opening 2 47.50 18.50 1 30 5-1 Right Opening 2 47.50 22.50 1 368 5-1 Left Opening 3 47.50 33.50 1 380 Line A Line A Vert. Element 18.25 0.50 1 895 895 Line A Vert. Element 20.25 0.50 1 895 895 Line A Vert. Element 26.75 0.50 1 895 895 Line A Vert. Element 28.75 0.50 1 895 895 Line B B-2 Right Wall End 97.25 5.50 1 4431 4931 B-2 Left Wall End 34.75 5.50 1 4431 4931 B-2 Left Opening 1 38.25 5.50 1 4431 4431 B-2 Right Opening 1 94.75 5.50 1 4431 4931 B-2 Left Wall End 34.50 5.50 1 1921 B-2 Left Opening 1 38.50 5.50 1 632 B-2 Right Opening 1 44.50 5.50 1 966 Line D Line D Vert. Element 0.25 13.00 1 820 820 Line D Vert. Element 3.25 13.00 1 820 820 Line D Vert. Element 14.25 13.00 1 820 820 Line D Vert. Element 17.75 13.00 1 820 820 Line E E-1 Left wall End 18.25 15.50 1 4438 9438 Line E Vert. Element 25.75 15.50 1 1702 1702 E-1 Right Wall End 28.75 15.50 1 2736 2736 E-1 Left Wall End 18.00 15.50 1 1267 E-1 Right Wall End 29.00 15.50 1 1302 Line F F-1 Right Wall End 17.75 27.00 1 1003 1003 F-1 Left Wall End 8.25 27.00 1 1003 1003 F-1 Left Wall End 8.00 27.00 1 188 F-1 Right Wall End 18.00 27,00 1 692 Line G G-1 Left Wa11 End 0.25 38.00 1 1177 1177 Line G vent. Element 2.75 38.00 1 391 391 G-1 Left Opening 1 9.75 38.00 1 574 574 G-1 Right Opening 1 16.25 38.00 1 965 965 G-1 Left Opening 2 20.25 38.00 1 879 879 Line G Vert. Element 30.25 38.00 1 298 298 Line G Vert. Element 31.25 38.00 1 179 179 G-1 Right Opening 3 37.75 38.00 1 607 607 G-1 Left Opening 9 43.25 38.00 1 479 979 Line G vert. Element 47.25 38.00 1 307 307 G-1 Left Opening 1 10.00 38.00 1 996 G-1 Right Opening 1 16.00 38.00 1 270 G-1 Left O enin 2 20.50 38.00 1 494 16 WoodWorks® ShearWalls Rueppell 2590.wsr May. 23, 2007 13:38:23 DR4GSTRlIT 4ND HOLDDOWN FORCES IfleYihle wind design. continued) G-1 G-1 Right Opening 3 Left Opening 9 37.50 43.50 38.00 38.00 1 1 147 151 Level 2 Tensile 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 1-2 Right Opening 1 0.00 19.25 1 359 359 1-2 Right Wall End 0.00 37.75 1 359 354 1-2 Right Opening 1 0.00 19.00 1 457 Line 2 2-1 Left Wall End 18.00 0.75 1 1794 1799 2-1 Right Wall End 16.00 12.75 1 1794 1794 2-1 Right Wall End 18.00 13.00 1 1869 Line 5 5-1 Left Opening 1 47.50 18.25 1 363 363 5-1 Left Wall End 97.50 5.75 1 363 363 5-1 Right Opening 1 97.50 22.75 1 363 363 5-1 Right wall End 97.50 37.75 1 30'3 363 5-1 Left Opening 1 47.50 18.50 1 73 5-1 Right Opening 1 97.50 22.50 1 86 Line A A-1 Left Opening 1 20.25 0.50 1 895 895 A-i Left Wall End 18.25 0.50 1 895 895 A-1 Right Opening 1 26.75 0.50 1 895 895 A-1 Right wall End 28.75 0.50 1 895 895 A-1 Left Opening 1 20.50 0.50 1 153 A-1 Right Opening 1 26.50 0.50 1 153 Line B B-1 Left Wall End 39.75 5.50 1 1031 1031 B-1 Left Opening 1 38.25 5.50 1 1031 1031 B-1 Right Opening 1 44.75 5.50 1 1031 1031 B-1 Right Wall End 47.25 5.50 1 1031 1031 B-1 Left Wall End 34.50 5.50 1 504 B-1 Left Opening 1 38.50 5.50 1 111 B-1 Right Opening 1 44.50 5.50 1 295 Line D D-1 Left Wall End 0.25 15.00 1 820 820 D-1 Right Wall End 3.25 15.00 1 820 820 D-2 Left Wall End 14.25 13.00 1 820 820 D-2 Right Wall End 17.75 13.00 1 620 820 D-2 Left Wall End 14.00 13.00 1 132 D-2 Right Wall End 18.00 13.00 1 978 D-1 Right Wall End 3.50 15.00 1 302 Line E E-1 Right Wall End 25.75 15.50 1 1702 1702 E-1 Left Wall End 18.25 15.50 1 1702 1702 E-1 Left Wall End 18.00 15.50 1 645 E-1 Right Wall End 26.00 15.50 1 770 Line G G-1 Left Wall End 0.25 36.00 1 391 391 G-1 Left Opening 1 2.75 36.00 1 391 391 G-1 Right Opening 1 12.75 38.00 1 391 391 G-1 Left Opening 2 27.75 38.00 1 391 391 G-1 Right Opening 2 31.25 38.00 1 391 391 G-1 Left Opening 3 34.25 38.00 1 391 391 G-1 Right Opening 3 44.25 38.00 1 391 391 G-1 Right Wall End 47.25 38.00 1 391 391 G-1 Left Opening 1 3.00 38.00 1 68 G-1 Right Opening 1 12.50 38.00 1 181 G-1 Left Opening 2 28.00 36.00 1 169 G-1 Right Opening 2 31.00 38.00 1 91 G-1 Left Opening 3 34.50 36.00 1 170 G-1 Right Opening 3 44.00 38.00 1 79 Line-Wall - Shearline for fon;es carried by veRlca/ elements, wall for forces at wall or opening ends; Nos/don...- vert. e/emenr = column or strengthened studs req'dotherwise indicates stud location at wall end or opening;. Location - Co-0rdinates in Plan View; Ld. Case -Results are for critical load case: ASCE 7 Al/ heights Case > or 2, ASCE 7 low rise T = Transverse. L =Longitudinal; Shear -Factored wind shear overturning component ; Dead - Unfactored dead load resisting component; Uplift - Uplift wind load component; Cmb'd -Sum of factored overturning, dead and uplift forces; Dragstrut Force -Factored drag strut force at opening headers and gaps in walls along shearline Note: This table includes tension holddown foroes only. Dead load contribution to combined force is factored by 0.60 load combination factor 17 WoodWorks® Shearwalls Rueppell 2590.wsr May. 23, 200713:38:23 Wind Suction Design f'f1MPC1NFNTS ANrI CI Or1nINC; by SHFORI INF ------ --------- 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 1 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.OO 2 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 Z 1 1 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 4 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 1 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00 5 1 1 17.9 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00 2 1 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 Forcef Force Cap ForcelCap Factors Line Lev Gr Ca End Int End Int Tem Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 1 2 17.9 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 3 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 2 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 D 2 1 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 G 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.OC 1.00 2 1 17.9 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 Grp - Wal! Design Group, results for design groups for hgid, flexible design nsrea ror eacn wan; ~neatnmg.• rorce - unrr area eno zone vac, roan, map - Out-of-plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Forre - Forr;e tributary to each nail in end zone and interior zone; Cap -Factored withdraws! capacity of individual fastener according to NDS 11.2-3 18 WoodWorks® ShearWalis Rueppell 2590.wsr May. 23, 2007 13:38:23 Flexible Diaphragm Seismic Design SEISMIC INFU KMAIIUn Building Area Mass bs s .ft Story Shear (Ibs] E-W N-S Shear Ratio Rmax E-W N-S Reliability Factor p E-W N-S Leve12 37718 1539 6730 6730 0.350 0.391 0.54 0.70 Levell 31095 1613 3209 3209 0.422 0.196 0.82 -0.59 Structure 68813 - 9940 9940 - - 1.00 1.00 Vertical tartnquaice Joao cv = u.~ .pus u, ow - ~.or, ~~ - ~- SKtAK KtJULIJ North-South W For H1W Fact. Shear Force [plf] Allowable Shear [plf] 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 1 Both 1.0 1.0 935 40.6 49.2 242 1.00 S 292 4594 0.20 Level 1 Lnl, Levl 1 Both 1.0 1.0 1453 44.7 44.7 242 1.00 S 242 7859 0.18 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 2301 61.4 164.1 292 1.00 S 242 3023 0.76 Level 1 Levl Ln2 1 Both 1.0 1.0 3277 87.4 136.5 242 1.00 S 242 5803 0.56 , Wall 2-1 1 Both 1.0 1.0 683 - 136.5 242 1.00 242 1209 0.56 56 0 Wall 2-3 1 Both 1.0 1.0 1160 - 136.5 242 242 1.00 1 00 292 242 2055 2539 . 0.56 Wall 2-2 1 Both 1.0 1.0 1439 - 136.5 . Line 5 Level 2 LnS, Lev2 1 Both 1.0 1.0 1475. 45.9 51.7 242 1.00 S 242 6891 0.21 Level 1 LnS, Levl 1 Both 1.0 .67 2228 68.6 123.8 161 1.00 S 161 4003 0.77 East-West W For H/W Fact. Shear Force [plt] Allowable Shear (plf] Crit. Shearlines G Dir Int Ext V Ibs VIL VIFHS Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 1 Both 1.0 .03 953 41.2 90.6 151 1.00 S 151 756 0.60 Line B LnB, Lev2 3 Both 1.0 .75 811 27.5 115.9 265 1.00 S 265 2209 0.44 Level 1 Levl LnB 2 Both 1.0 .67 2054 43.2 293.4 304 1.00 S 304 2532 0.97 , wall B-1 2 Both 1.0 1.0 - 304 304 1.00 00 1 456 304 0.0 2532 - 0.97 Wall B-2 2 Both 1.0 .67 2059 - 293.4 . Line D Level 2 Lev2 LnD 1 Both 1.0 .87 616 13.0 82.2 212 1.00 S 212 1708 0.39 , Wall D-2 1 Both 1.0 1.0 329 - 82.2 292 1.00 242 967 0.34 Wall D-1 1 Both 1.0 .87 288 - 82.2 212 1.00 212 791 0.39 Line E LnE, Lev2 1 Both 1.0 1.0 1318 27.7 169.7 242 1.00 S 242 1939 0.68 Level 1 LnE, Lev1 1 Both 1.0 1.0 2318 48.8 210.7 242 1.00 S 242 2660 0.87 Line F LnF, Levl 1 Both 1.0 1.0 524 11.0 52.4 242 1.00 S 242 2918 0.22 Line G Level 2 LnG, Lev2 1 Both 1.0 .75 1513 31.9 59.3 161 1.00 S 181 5773 0.33 Level 1 LnG, Levl 1 Both 1.0 1.0 2061 43.9 100.6 292 1.00 S 242 4957 0.42 . , ~ r,~.:,.,r r,.,a,. ~ nccr= ~ an h Ainhr~ W Grp -Wall group as listed /n Matena/s tao/e; rorulr- urrecoun ur wrnu rur~c or~rry orrau~m~~, ~..• ~~~~ ..••••~~• •--- ____..._ __ .. _ _ ,, -- Case 1 or 2, ASCE 7 low rise T = Transverse, L =Longitudinal, all other results are for this load case; V -Factored shear force applied to entire line and amount taken by each wall; V/L -Diaphragm shearforce =factored shearline force divided by length of shearline; Following values marked with ' means that value for shearline is the one for wall with critical design response on line; V/FHS" -Design shearforce = (aGtored Shedf force per unit (ull height sheathing, lnY -Unit shear capacity of interior sheathing,' Ext• -Unit shear capacity of exterior sheathing Co' - Perforation factor,• C -Sheathing combination rule, A =Add capacities, S =Strongest side only, X =Strongest side or twice weakest; Total • - Combined unit shear capacity inc. perforation factor, V -Combined shear capacity of wall or total capacity of sheahine ; Crit Resp" -Critical response = Vapp/FHS/Vcap = design shearforce/unit shear capacity 19 WoodWorks® Shearwalis RueppeH 2590.wsr May. 23, 200713:38:23 IJRNVJ 1 RV 1 Level 1 Line- Wall Mew f7V6vvv.n. ~ Position on Wall or O enin Location [ft] X Y hear Tensile Holddown Force [Ibs] Dead U lift mb'd Dragstrut Force Ibs Line 1 1-1 Left Wall End 0.00 5.75 402 402 Line 1 Vert. Element 0.00 19.25 394 399 1-1 Right Wall End 0.00 37.75 79'0 796 Line 2 2-1 Left Wall End 18.00 0.75 2702 2702 2-1 Right Wall End 18.00 5.25 1229 1229 2-2 Left Wall End 18.00 5.75 1229 1229 Line 2 Vert. Element 18.00 12.75 1473 1473 2-2 Right Wall End 18.00 15.75 1229 1229 2-3 Left Wall End 18.00 18.75 1229 1229 2-3 Right Wall End 18.00 26.75 1229 1229 2-3 Left Wall End 18.00 18.50 593 961 2-3 Right Wall End 18.00 27.00 762 2-2 Right wall End 18.00 16.00 Line 5 5-1 Left Wall End 97.50 5.75 1528 1528 5-1 Left Opening 1 97.50 8.25 1114 1114 5-1 Right Opening 1 97.50 19.75 1114 1114 5-1 Left Opening 2 47.50 18.25 1526 1528 5-1 Right Opening 2 47.50 22.75 1528 1528 5-1 Left Opening 3 47.50 33.25 1114 1114 Line 5 Vert. Element 47.50 37.75 914 414 166 5-1 Left Opening 1 47.50 8.50 246 5-1 Right Opening 1 47.50 14.50 25 5-1 Left Opening 2 47.50 18.50 299 5-1 Right Opening 2 47.50 22.50 309 5-1 Left Opening 3 47.50 33.50 Line A Line A Vert. Element 18.25 0.50 725 725 Line A Vert. Element 20.25 0.50 725 725 Line A Vert. Element 26.75 0.50 725 725 Line A Vert. Element 26.75 0.50 725 725 Line B B-2 Left Wall End 34.75 5.50 3567 3567 B-2 Left Opening 1 38.25 5.50 3567 3567 B-2 Right Opening 1 44.75 5.50 3567 3567 B-2 Right Wall End 47.25 5.50 3567 3567 1492 B-2 Left Wall End 34.50 5.50 491 B-2 Left Opening 1 38.50 5.50 751 B-2 Right Opening 1 44.50 5.50 Line D Line D Vert. Element 0.25 13.00 657 657 Line D Vert. Element 3.25 13.00 657 657 657 Line D Vert. Element 14.25 13.00 657 657 Line D Vert. Element 17.75 13.00 657 Line E E-1 Right Wall End 28.75 15.50 1897 1897 E-1 Left wall End 18.25 15.50 3214 3214 Line E Vert. Element 25.75 15.50 1318 1318 878 E-1 Left Wall End 18.00 15.50 903 E-1 Right Wall End 29.00 15.50 Line F F-1 Left Wa11 End 8.25 27.00 472 472 F-1 Right Wall End 17.75 27.00 472 472 88 F-1 Left Wall End 8.00 27.00 326 F-1 Right Wall End 18.00 27.00 Line G G-1 Left Wall End 0.25 38.00 1380 1380 Line G Vert. Element 2.75 38.00 475 475 G-1 Left Opening 1 9.75 38.00 648 648 G-1 Right Opening 1 16.25 38.00 1123 1123 G-1 Left Opening 2 20.25 38.00 1017 1017 Line G Vert. Element 30.25 38.00 362 362 Line G Vert. Element 31.25 38.00 218 218 G-1 Right Opening 3 37.75 38.00 687 687 G-1 Left Opening 4 93.25 38.00 532 532 Line G Vert. Element 47.25 38.00 373 373 572 G-1 Left Opening 1 10.00 38.00 311 G-1 Right Opening 1 16.00 38.00 568 G-1 Left 0 enin 2 20.50 38.00 20 WoodWorks® ShearWalls Rueppell 2590.wsr May. 23, 2007 13:38:23 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) G-1 Right Opening 3 37.50 38.00 G-1 Left Opening 4 93.50 38.00 169 174 Level 2 Line- Position on Wall Location [ft] Tensile Holtldown Force [Ibs] Dragstrut Wall Line 1 or O enin X Y Shear Dead U lift Cmb'd Force Ibs 1-2 Right Opening 1 0.00 19.25 399 394 1-2 Right Wall End 0.00 37.75 399 394 1-2 Right Opening 1 0.00 19.00 Line 2 508 2-1 Left Wall End 18.00 0.75 1473 1473 -1 Right Wall End 18.00 12.75 1973 1473 2-1 Right Wall End 18.00 13.00 Line 5 1534 5-1 Left Wall End 97.50 5.75 419 5-1 Left Opening 1 47.50 18.25 914 419 5-1 Right Opening 1 47.50 22.75 414 914 5-1 Right Wall End 97.50 37.75 419 414 5-1 Left Opening 1 47.50 18.50 419 5-1 Right Opening 1 47.50 22.50 83 Line A 99 A-1 Left Wa11 End 18.25 0.50 725 A-1 Left Opening 1 20.25 0.50 725 725 A-1 Right Opening 1 26.75 0.50 725 725 725 A-1 Right Wall End 28.75 0.50 725 A-1 Left Opening 1 20.50 0.50 725 A-1 Right opening 1 26.50 0.50 124 Line B 124 B-1 Left Opening 1 38.25 5.50 927 927 B-1 Left Wall End 34.75 5.50 927 9~7 B-1 Right Opening 1 99.75 5.50 927 927 B-1 Right Wall End 97.25 5.50 327 927 B-1 Left Wall End 34.50 5 50 B-1 Left Opening 1 38.50 . 5.50 453 B-1 Right Opening 1 44.50 5.50 100 line D 265 D-2 Right Wall End 17.75 13.00 657 657 D-1 Left Wall End 0.25 15.00 657 657 D-1 Right Wall End 3.25 15.00 657 657 D-2 Left Wall End 14.25 13.00 657 657 D-2 Left Wall End 19.00 13.00 D-2 Right Wall End 18.00 13.00 106 D-1 Right Wall End 3.50 15 00 363 Line E . 242 E-1 Left Wall End 18.25 15.50 1318 1318 E-1 Right Wall End 25.75 15.50 1318 1318 E-1 Left Wall End 18.00 15.50 E-1 Right Wall End 26.00 15.50 999 Line G 596 G-1 Left Opening 1 2.75 38.00 475 475 G-1 Left Wall End 0.25 38.00 975 475 G-1 Right Opening 1 12.75 38.00 975 975 G-1 Left Opening 2 27.75 38.00 475 475 G-1 Right Opening 2 31.25 38.00 475 G-1 Left Opening 3 34.25 38.00 975 475 475 G-1 Right Opening 3 94.25 38.00 475 975 G-1 Right Wall End 47.25 38.00 975 475 G-1 Left Opening 1 3.00 38.00 G-1 Right Opening 1 12.50 38.00 82 G-1 Left Opening 2 28.00 38.00 220 G-1 Right Opening 2 31.00 38.00 206 G-1 Left Opening 3 34.50 38.00 110 G-1 Right Opening 3 44.00 38.00 206 96 Line-Wall - Sheartine for forces carried by vertical elements, wall for forces at wall or opening ends; Position - Vert element = column strengthened studs req'd, otherwise indicates stud location at wall end or o ... . pening; Location - Co-ordinates in Plan View; Ld or Case -Results are for critical load case: A SCE 7 AlI heights Case 1 or 2, ASCE 7 low rise T = Tr . ansverse. L =Longitudinal: Shear -Factored wind shear o~ert~.n;„9 component ; Dead - Unracrored dead load resisting component,' Uplift -No t relevant to seismic design; Cmb d -Sum of factored overturning dead and vertical earthquake forces; Dragstrut Force -Factored drag strut force a t opening headers and gaps in walls along sheartine , Note: This table includes tension ho/ddown forces only. Sheanvall does not check for either plan or vertica l structural irre gularities. 21 WoodWorks® Shearwalls Rueppe112590.wsr May. 23, 200713:38:23 Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force 22 WoodWorks® ShearWalls Rueppell 2590.wsr May. 23, 2007 13:38:23 23 COMPANY PROJECT Pacific NorthwestE ngineering Rueppell 2590 ~~ ~ ~, ~ J~ y'' ~ C `~ 4924109th StS W;S uite C 61 y y 1 J Lakewood,W A 98499 .~~:,,>a,,.~ »~,,,,.,~,,.,, (253) 682-2850 May 25,2007 09:20 Design Check Calculation Sheet Sizer 7.0 I nADS ( lbs. osf, or otf 1~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 10.00 (7.50)* psf Load2 Live Fu11 Area 90.00 17.50)* sf °'1'rroutary wiatn ~rL~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ~~ Dead 243 243 Live 900 900 Total 1143 1143 Bearing: Load Comb #2 #2 Len th 0.52 0.52 Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 ptF included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 59 Fv' = 180 fv/Fv' = 0.30 Bending(+) fb = 671 Fb' = 1161 fb/Fb' = 0.58 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.25 Total Defl'n 0.07 = <L/999 0.30 = L/240 0.23 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.992 1.300 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.OC 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 1143, v design = 913 lbs Bending(+): LC #2 = D+L, M = 1715 lbs-ft Deflection: LC #2 = D+L Ei= 178e06 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) (A11 LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT w~t)t~1/1Jo rks`~' Pacific NorthwestE ngineering Rueppell 2590 4924109th StS W;S uite C 62 Lakewood,W A 98499 .,,;.,,n,,;,..,,,.,,.M,,,, (253)682-2850 May 25,2007 09:21 Design Check Calculation Sheet Sizer 7.0 ~ LOADS 1 Ibs, psf, or plf )~ Load Type Distribution Magnitude Start End Location [ftj Start End Units Loadl Dead Full Area 10.00 (7.50)* psf Load2 Live Full Area 90.00 (7.50)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00(11.00)* psf Loads Live Full Area 90.00(11.00)* sf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) a' Dead 542 542 Live 1480 1480 Total 2022 2022 Bearing: Load Comb #2 #2 Len th 0.92 0 92 Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (inl usinn Nos Zees: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 83 Fv' = 180 fv/Fv' = 0.96 Bending(+) fb = 791 Fb' = 1169 fb/Fb' = 0.68 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.18 Total Defl'n 0.04 = <L/999 0.20 = L/240 0.19 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+L, V = 2022, V design = 1411 lbs Bending(+): LC #2 = D+L, M = 2022 lbs-ft Deflection: LC #2 = D+L EI= 178e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.5 awn lumber bending members shall be laterally supported according IO [he provisions OfND S Clause 4.4.1. COMPANY PROJECT k '`~ dW 1~ Pacific NorthwestE ngineering 4924109th StS W;S ufte C Rueppell 2590 83 s o r oo .. ,.b ~.. ,... ,~ :,,,,.>,,,;..~ Lakewood,W A 98499 82 2850 (253) 6 - May 25,2007 09:21 Design Check Calculation Sheet Sizer 7.0 1 C)OC]S 1 lbs. osf, or olf 1~ Load Type Distribution Magnitude Start End Location [ft] Start End Units Load1 Dead Full Area 10.00 (3.00)* psf Load2 Live Full Area 40.00 (3.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00 (8.50)* psf Loads Live Full Area 40.00 (8.50)* sf °'rrioutary wratn ~rc~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) _- Dead 608 608 1380 Live 1380 1988 Total 1988 Bearing: #2 Load Comb #2 Len th 0.91 0.91 Lumber-soft, D.Fir-L, No.2, 4x10" Self-weighto f7 .69 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 68 Fv' = 160 fv/Fv' = 0.38 Bending(+) fb = 717 Fb' = 1069 fb/Fb' = 0.67 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.18 Total Def1'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.990 1.200 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 1988, V design = 1977 lbs Bending(+) LC #2 = D+L, M = 2982 lbs-ft Deflection: LC #2 = D+L EI= 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 5=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT ~,~, k dW ~1/ Pacific NorthwestE ngineering 4924109th StS W;S uite C Rueppell 2590 B4 s o r t~o Lakewood.W A 98499 "~"" "'' "'~ ' "' "' " (253) 682-2850 May 25,2007 09:22 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or ptf )~ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) I o, st Lumber-soft, D.Fir-L, No.2, 4x10" Self-weighto f7 .69 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 92 Fv' = 180 fv/Fv' = 0.51 Bending(+) fb = 960 Fb' = 1069 fb/Fb' = 0.90 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.25 Total Defl'n 0.08 = L/901 0.30 = L/240 0.27 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.990 1.200 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 2663, V design = 1979 lbs Bending(+) LC #2 = D+L, M = 3995 lbs-ft Deflection: LC #2 = D+L EI= 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 5=snow W=wind I=impact C=construction CLd=concentra ted) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauRd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Full Area 10.00 (5.00)* psf Load2 Live Full Area 40.00 (5.00)* psf Load3 Dead Full UDL 80.0 plf Load9 Dead Full Area 10.00(11.00)* psf Loads Live Full Area 90.00(11.00)* sf 743 Dead 793 1920 Live 1920 2663 Total 2663 Bearing: #2 Load Comb #2 1.22 Len th 1.22 COMPANY PROJECT WoodWarks,vj PacificNorthwestEngineering Rueppe112590 4924109th StS W;S uite C FF1 Lakewood,W A 98499 .....,., ~ w „_., „..~.,. , (253) 682-2850 May 25,2007 09:22 Design Check Calculation Sheet Sizer 7.0 LOADS 1 Ibs, psf, or plf )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 10.00 psf Load2 Live Full Area 40.00 sf MAXIMUM REACTIONS (Ibs): w . i ~ , ~ ~ ~ +~ ~, 4 C ~ ~. ^ .7~ l G ~ ~• . ~1•"J .~~ l : ~ ~ i ~ ' ~ ~.q r'. ti.. Y_ h`y xj, ') ~- [- `a ~ IA ~ a ~ ~'ir ~A' .• e~ ~+ K_. ~~. .~ -~-J~ . "~ItY.. ~ 4 'y'1 `^'._. `,1~L ?yy ~Q ~~. ~A ASR 7L l't'~`..~jt ,~ 1~`b~ ~wlfj, 4. .` ~ ~ , ~ -F J At'~~~ tl ~ ~_~-~a~-,`,~ '] 1'r'~ 'r"~ 1. ~, ,K . a E t ~ ,j ~ 'J]_ 'T.f... i.~~ .y -Ce 1~, 0 h' 9{ Dead 67 67 Live 290 240 Total 306 306 I-Joist, generic, low stg., 1-314x9-112" Spaced at16 " Gc;S elf-weighto f1 .5 ptt included in loads; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nis Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n V = 306 M = 690 0.06 = <L/999 0.08 = <L/999 Vr = BOS Mr = 2990 0.22 = L/480 0.95 = L/290 V/Vr = 0.38 M/Mr = 0.23 0.25 0.17 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' n/a 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 E' n/a 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 306 lbs Bending(+): LC #2 = D+L, M = 690 lbs-ft Deflection: LC #2 = D+L EI= 186e06 lb-in2 K= 4.OOe06 lbs Total Deflection = 1.50 (De ad Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C =const ruction CLd=concentrat ed) (All LC's are lis ted in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. P lease verify that the defauttd eflection limits are appropriate for your application. 2.W oodWorks Sizer provides preliminary estimates for I-joistd esign.E ach wood I-joistp roducer develops its own proprietary design values.P lease contact the manufacturer for a custom I-joisty ersion ofS izer or other I-joistd esign software. 3.R efer to technical documentation for installation guidelines and construction details. 4. International Beams are listed in ICC-ESR 1290 and CCMC 12768 code approvals. 5.J oists shall be laterally supported at supports and continuously along the compression edge. 6.T his design is valid for an individual building member components nd has been based on information provided by the client. Completeness and accuracy ofi nputm ustb a verified by anyone who would rely on outputs s evidence of suitability for particular application. 7. International Beams is responsible only for the structural adequacy of this componentb ased on the design criteria and loadings shown and disclaims any responsibility for damages as a resutto ff gutty or incorrecti nformation,s pecifications,a nd/ordesigns furnished,a nd the correctness or accuracy of this information. COMPANY PROJECT ~~~~~ ~~~,~.~ Pacific NorthwestE ngineering 4924109th StS W;S uite C Rueppell 2590 SF1 ~ Lakewood,W A 98499 .,.f,,.~~f ,_,.~ u~:,:.,:.,,.,, , (253) 682-2850 May 25,2007 09:23 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf -~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 10.00(11.00)* psf Load2 Live Full Area 40.00(11.00)* psf Load3 Dead Full UDL 80.0 if 1r1DllLdLy W1QLn ~iL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) _ .. - fir,,."`, .~ w, ~ ~`L r ~~ ~ w l~:.,,rz..+-'''" ~ ' .~ .~.} _ f ~! _.. s. ~,\" ~ !%. .. ~~ mat 3'.~1"f~.'~,•J~ ~ ~-M.`4 ~" {{+~~'T^1..k '.~ { ~.tt~ ~'i9 I ~ ..J+ t. Y 4 "'~ . .,, - . ~^'~ f .~. 7 .~ ., r. ~1 t....`. - n~ 7'-4 Dead 742 742 Live 1613 1613 Total 2356 2356 Bearing: Load Comb #2 #2 Len th 0.69 0.69 Timber-soft, D.Fir-L, No.2, 6x10" Self-weighto f12 .41 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress Iasi) and Deflection (in) using Nos zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 53 Fv' = 170 fv/Fv' = 0.31 Bending(+) fb = 626 Fb' = 875 fb/Fb' = 0.72 Live Defl'n 0.06 = <L/999 0.24 = L/360 0.23 Total Defl'n 0.09 = L/929 0.37 = L/240 0.26 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 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 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 2356, V design = 1847 Ibs Bending(+): LC #2 = D+L, M = 4318 Ibs-ft Deflection: LC #2 = D+L EI= S11e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauftd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT it^~ k dllV W Pacific NorthwestE ngineering 4924109th StS W;S uite C Rueppell 2590 SF2 a r s oo Lakewood,W A 98499 ' ," " , ` ",," . ` , ~ (253) 682-2850 May 25,2007 09:23 Design Check Calculation Sheet Sizer 7.0 LOADS 1 Ibs, psf, or plf I~ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) . .~ ~',~,,: ~-.~" a,°r,,.,...-, ~~ `~'., .. .ter:.', 9'-9'1 10 *Min.b Baring length for beams is 112" for exterior supports Timber-soft, D.Fir-L, No.2, 6x10" Self-weighto f12 .41 plf included in loads; Lateral support:top= ats upports,b ottom= at supports; ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 40 Fv' = 195 fv/Fv' = 0.20 Bending(+) fb = 578 Fb' = 1006 fb/Fb' = 0.57 Live Defl'n 0.06 = <L/999 0.33 = L/360 0.19 Total Defl'n 0.17 = L/691 0.49 = L/240 0.35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 _ - 2 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - Shear LC #2 = D+S, V = 1652, V design = 1392 lbs Bending(+) LC #2 = D+S, M = 3986 lbs-ft Deflection: LC #2 = D+S EI= S11e06 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=concentra ted) (A11 LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Partial UD 80.0 80.0 1.00 9.75 plf Load2 Dead Partial Ar 15.00 (6.25)* 1.00 9.75 psf Load3 Snow Partial Ar 25.00 (6.25)* 1.00 9.75 sf 899 Dead 743 754 Live 613 1652 Total 1356 Bearing: #2 Load Comb #' 0.50* Len th 0.50* COMPANY PROJECT ' `.~~ Pacific NorthwestE ngineering Rueppell 2590 ~~~~ Y Y O i ~S 4924109th StS W;S uite C SF3 Lakewood,W A 98499 .... ~, .. ~ ?~ »";,.: _..,,,,~~ (253) 682-2850 May 25,2007 09:24 Design Check Calculation Sheet Sizer 7.0 LOADS (lbs, psf, or ptf )~ Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Snow Full Area 25. 00(16.00)* psf Load2 Dead Full Area 15. 00(16.00)* psf Load3 Dead Full UDL 80.0 plf Load9 Dead Full Area 10.00 (1.00)* psf Loads Live Full Area 40.00 (1.00)* sf -'i'rrnutary wratn ~rc~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) j ~~ .-~ ~ y ,, x< ~ ~ ., , 0' t-~.. ~._; .~ ~~k,~'*"w"~6Rt.~'r'~ytkrif+~i.+'YdEt~l,~ A ,.- ~f ,` sue; ~..M gyp{ ..n~tt~r~"~V.~.• 4~r.2~ Dead 680 680 Live 800 800 Total 1480 1480 Bearing: Load Comb #4 #4 Len th 0.50* 0.50* 'mm~.b eanng length for beams is ia~~ ror extenor supports Timber-soft, D.Fir-L, No.2, 6x8" Self-weighto f9 .8 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS Zoos Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 37 fb = 344 0.01 = <L/999 0.02 = <L/999 Fv' = 195 Fb' = 862 0.13 = L/360 0.20 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.40 0.07 0.10 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 4 Shear LC #4 = D+S, V = 1480, V design = 1017 lbs Bending(+) LC #4 = D+S, M = 1480 lbs-ft Deflection: LC #4 = D+S EI= 251e06 lb-in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live 5=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-ZBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJfECT .,~ Pacific NorthwestE ngineering Rueppell 2590 Wood W~ r k s 4924109th StS W;S ude C SF4 Lakewood,W A 98499 ,=,..u. M, , , _._ .,,,,~, (253) 682-2850 May 25,2007 09:24 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ Load Type Distribution Magnitude Start End Location [ft) Start End Units Loadl Dead Partial UD 80.0 80.0 1.00 9.75 plf Load2 Dead Partial Ar 15.00 (6.25)* 1.00 9.75 psf Load3 Snow Partial Ar 25.00 (6.25)* 1.00 9.75 psf Load4 Dead Point 660 7.75 lbs Loads Live Point 800 7.75 lbs "rL1DULdry W1Clth (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ..- -, . . ... . ~. 10, 9'-9'f Dead 878 1423 Live 613 1042 Total Bearing: 1492 2965 Load Comb #4 #3 Len th 0.50* 0 72 wnn.u eanng iengLn TOr peam5 IS l!Z' Tor eMenW SUppOrtS _ Timber-soft, D.Fir-L, No.2, 6x10" Self-weighto f12 .41 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nt>,S Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 69 Fv' = 195 fv/Fv' = 0.33 Bending(+) fb = 713 Fb' = 1006 fb/Fb' = 0.71 Live Defl'n 0.07 = <L/999 0.33 = L/360 0.21 Total Defl'n 0.21 = L/595 0.49 = L/290 0.94 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear LC #3 = D+.75(L+S), v = 2965, V design = 2235 lbs Bending(+): LC #3 = D+.75(L+S), M = 4919 Ibs-ft Deflection: LC #3 = D+.75(L+S) EI= 511e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauftd efleCtion limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT Pacific NorthwestE ngineering Rueppell 2590 1N~ot~ Wo r k s`~ 4924109th StS W;S uite C SF5 Lakewood, W A 98499 """ «"° ` " "' ' ' (253) 682-2850 May 25,2007 09:24 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Partial UD 80.0 80.0 0.00 10.17 plf Load2 Dead Point 899 3.42 lbs Load3 Live Point 754 3.42 lbs Load4 Dead Full Area 10.00 (6.00)* psf Loads Live Full Area 90.00 (6.00)* psf Load6 Dead Partial Ar 10.00 (5.00)* 3.42 13.50 psf Load? Live Partial Ar 40.00 (5.00)* 3.42 13.50 psf LoadB Dead Point 618 7.67 lbs Load9 Live Point 1031 7.67 lbs Load10 Dead Point 222 10.17 lbs Loadll Live Point 344 10.17 lbs Load12 Dead Point 222 13.00 lbs Load13 Live Point 349 13.00 lbs Load14 Dead Point 222 14.00 lbs Load15 Live Point 394 19.00 lbs Load16 Dead Point 222 17.00 lbs Load17 Live Point 349 17.00 lbs Load18 Dead Point 1423 13.58 lbs Load19 Live Point 1092 13.58 lbs Load20 Dead Partial Ar 15.00(11.00)* 7.67 10.17 psf Load21 Live Partial Ar 25.00(11.00)* 7.67 10.17 psf Load22 Dead Partial Ar 15.00 (5.00)* 0.00 3.92 psf Load23 Snow Partial Ar 25.00 (5.00)* 0.00 3.42 sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ~__..__.-.-- 17'- 3664 Dead 3572 5897 Live 5210 9561 Total 8782 Bearing: #2 Load Comb #2 2.87 Len th 2.64 Glulam-Bal., West Species, 24F-1.8E WS, 5-118x18" Self-weighto f21 .24 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv* = 142 Fv' = 265 fv*/Fv' = 0.53 Bending(+) fb = 1963 Fb' = 2236 fb/Fb' = 0.88 Live Defl'n 0.34 = L/616 0.58 = L/360 0.58 Total Defl'n 0.65 = L/320 0.88 = L/240 0.75 *The effect of point loads within a distance a or the suppoiL has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL Fv' 265 1.00 1.00 1.00 - Fb'+ 2900 1.00 1.00 1.00 0.932 Fcp' 650 - 1.00 1.00 - E' 1.8 million 1.00 1.00 - Emin' 0.85 million 1.00 1.00 - CV Cfu Cr Cfrt - - - 1.00 1.000 1.00 1.00 1.00 - - - 1.00 - - - 1.00 - - - 1.00 Notes Cn LCD 1.00 1.00 2 1.00 - 2 - - 2 - - 2 Shear LC #2 = D+L, V = 9561, V design* = 8703 1bs Bending(+): LC #2 = D+L, M = 45263 lbs-ft Deflection: LC #2 = D+L EI= 4483e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSIlAITC A190.1-1992 3.G LUTAM:b xd =actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b Baring length based on smaller of Fcp(tension), Fcp(comp'n). Wt~ od 1/Vo r k s ~`) COMPANY Pacific NorthwestE ngineering 4924109th StS W;S uite C PROJECT Rueppell 2590 SF6 Lakewood, W A 98499 ;, ,:~.., ,.,. w ,~, ..,,.,,., (253) 682-2850 May 25,2007 09:24 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ *Tributary Width (ft) MAXIMUM R EACTIONS (Ibs) and BEARING LENGTHS (in) I0~ 1st Glulam-Bal., West Species, 24F-1.8E WS, 3-1/8x13-1/2" Self-weighto f9 .71 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS Zoos: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.754 1.000 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 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 3490, V design = 3344 lbs Bending(+): LC #2 = D+L, M = 13949 lbs-ft Deflection: LC #2 = D+L EI= 1153e06 lb-in2 Total Deflection = 1.50(D ead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=conce ntrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC Load Type Distribution Magnitude Start End Location [ft] Start End Units Load/ Dead Partial Ar 10.00 (5.00)* 2.67 12.83 psf Load2 Live Partial Ar 40.00 (5.00)* 2.67 12.83 psf Load3 Dead Partial Ar 15.00 (5.00)* 0.00 2.67 psf Load9 Snow Partial Ar 25.00 (5.00)* 0.00 2.67 psf Loads Dead Partial Ar 15.00 (5.00)* 12.83 16.00 psf Load6 Snow Partial Ar 25.00 (5.00)* 12.83 16.00 psf Load? Dead Partial UD 80.0 60.0 2.67 12.83 plf Load8 Dead Point 743 2.67 lbs Load9 Live Point 6i3 2.67 lbs Load10 Dead Point 878 12.83 lbs Loadll Live Point 613 12.83 lbs Dead 1759 1777 Live 1681 1579 Total 3490 3355 Bearin : g Load Comb #2 #2 Len th 1.69 1.65 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fV = 119 Fv' = 265 fv/Fv' = 0.95 Bending(+) fb = 1763 Fb' = 1810 fb/Fb' = 0.97 Live Defl'n 0.30 = L/645 0.53 = L/360 0.56 Total Defl'n 0.71 = L/269 0.80 = L/240 0.89 DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.G LULAM:b xd =actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b Baring length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT k `~' lW W Pacific NorthwestE ngineering 4924109th StS W;S uite C Rueppell 2590 SF7 s ar oot Lakewood,W A 98499 ...,,..F, ,;,, ,,,,, , , ,,. (253) 682-2850 May 25,2007 09:24 Design Check Calculation Sheet Sizer 7.0 LOADS ( tbs, Psf, or plf )~ *Tributary Width (ft) _ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) +- - . r.. . ,.. - '"u'-• m ~ - . _ . .. "'tlf ~r '~ yam .d _".M+"- tl~ .~ ~~ : ~_„ . ..a~~%~ . ~. ~ a _ _ ~. I ~, J'-6'1 LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 1-ply Self-weighto f5 .99 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fV = 33 Fv' = 285 fv/Fv' = 0.11 Bending(+) fb = 282 Fb' = 1768 fb/Fb' = 0.16 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.28 = L/240 0.05 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# FV' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 0.802 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 704, V design = 951 lbs Bending(+): LC #2 = D+L, M = 968 lbs-ft Deflection: LC #2 = D+L EI= 440e06 1b-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S CL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contacty our local SCL manufacturer. 3.S ize factors vary from one manufacturer to another for SCL materials.T hey can be changed in the database editor. 4.6 UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota pplied equally to all plys. Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 10.00 (5.00)* psf Load2 Live Full Area 40.00 (5.00)* sf 154 Dead 154 S50 Live 550 704 Total 704 Bearing: #2 Load Comb #2 Len th 0.54 0.54 COMPANY PROJECT Woodworks`'' PacificNorthwestEngineering 4924109th StS W;S uite C Rueppe112590 SF8 ~ Lakewood,W A 98499 :::.n ..~.. ~i..~ .. ::Aw .AF ... it ~i (253) 682-2850 May 25,2007 09:25 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or pH )~ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) _.,, . _- - . _ lo~ gl LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-7I8", 1-ply Self-weighto f5 .99 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: *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/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 0.580 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 1257, V design* = 966 lbs Bending(+): LC #2 = D+L, M = 1653 lbs-ft Deflection: LC #2 = D+L EI= 490e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1. P lease verify that the defauftd eflection limits are appropriate for your application. 2.S GL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member desig n contacty our local SCL manufacturer. 3.S ize factors vary from one manufacturer to another for SCL materials.T hey can be changed in the database editor. 4.8 UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota pplied equally to all plys. Load Type Distribution Magnitude Start End Location [ft] Start End Units Load3 Dead Full DDL 80.0 plf Load2 Dead Full Area 10.00 (1.00)* psf Load4 Live Full Area 40.00 (1.00)* psf Loads Dead Point 154 8.25 lbs Load6 Live Point 550 8.25 lbs Dead 445 573 Live 226 684 Total 671 1257 Bearin : g Load Comb #2 #2 Len th 0.51 0.96 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv* = 70 Fv' = 285 fv*/Fv' = 0.24 Bending(+) fb = 482 Fb' = 1278 fb/Fb' = 0.38 Live Defl'n 0.02 = <L/999 0.30 = L/360 0.07 Total Defl'n 0.07 = <L/999 0.95 = L/290 0.16 COMPANY PROJECT `~ k dlN W Pacific NorthwestE ngineering 4924109th StS W;S uite C Rueppell 2590 SF9 s o r i~o Lakewood,W A 98499 .,., .... _ ._R , .,. , „~, (253) 682-2850 May 25,2007 09:25 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ~ ~ - ~ - ---~q~ifil~ir~' " ' ~- -,,,,-,1ti..v ~a - ~ - ~w~Yy~ ~~~y~~ ... -~~ s,.. SAG' I ~ ~~ ~FFy~ ~FRM.... '~ :+W._._ ~, -- .a ~- 7~ 10, LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 1-ply Self-weighto f5 .99 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fV = 61 FV' = 285 fv/Fv' = 0.21 Bending(+) fb = 992 Fb' = 1511 fb/Fb' = 0.33 Live Defl'n 0.02 = <L/999 0.23 = L/360 0.07 Total Defl'n 0.04 = <L/999 0.35 = L/240 0.11 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# FV' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 0.685 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 979, V design = 849 lbs Bending(+): LC #2 = D+L, M = 1685 lbs-ft Deflection: LC #2 = D+L EI= 440e06 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) Load combinations: ICC-IBC DESIGN NOTES: P lease verify that the defaultd eflection limits are appropriate for your application. 1 . 2.S CL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design COntaCty our local SCL manufacturer. 3.S ize factors vary from one manufacturer to another for SCL materials.T hey can be changed in the database editor. 4.6 UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota pplied equally to all plys. Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Full Area 10.00 (1.00)* psf Load2 Live Full Area 90.00 (1.00)* psf Load3 Dead Full UDL 80.0 plf Load9 Dead Point 159 5.00 lbs Loads Live Point 550 5.00 lbs 446 Dead 380 533 Live 297 979 Total 677 Bearing: #2 Load Comb #2 0.75 Len th 0.52 COMPANY PROJECT Pacific NorthwestE ngineering Rueppell 2590 ~~~~~~ y' ~C ~~~ 4924109th StS W;S uite C SF10 ! J Lakewood,W A 98499 " ` ""~ ` ~"' "" (253) 682-2850 May 25,2007 09:25 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, psf, or pN )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Load1 Dead Full Area 10.00(12.17)' psf Load2 Live Full Area 40.00(12.17)" sf 't'ributary Widtn (tt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in} 0' .~ tsr.. rr~,:.: 1 _ w' c: ~' a -_._. .-.rte .,~ ~-- 4' Dead 282 282 Live 1075 1075 Total 1357 1357 i Bear ng: Load Comb #' #2 Len th 1.03 1.03 LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-718", 1-ply Self-weighto f5 .99 plf included in loads; ' Lateral support: top= ats upports,b ottom= at supports; ~ Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 54 Fv' = 285 fv/Fv' = 0.19 Bending(+) fb = 937 Fb' = 1939 fb/Fb' = 0.23 Live Defl'n 0.01 = <L/999 0.15 = L/360 0.06 Total Defl'n 0.01 = <L/999 0.22 = L/240 0.06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 0.880 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 1357, V design = 749 lbs Bending(+) LC #2 = D+L, M = 1498 lbs-ft Deflection: LC #2 = D+L EI= 990e06 lb-in2 Total Deflection = 1.50 (De ad Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=const ruction CLd=concentrat ed) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: t.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S CL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contacty our local SCL manufacturer. 3.S ize factors vary from one manufacturer to another for SCL materials.T hey can be changed in the database edftor. 4.B UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota pplied equally to all plys. COMPANY PROJECT rv ~~0~ Wo r ks Pacific NorthwestE ngineering 4924 109th StS W;S ufte C Rueppell 2590 SF11 :, ~ Lakewood, W A 98499 .....„ ..., ,. ,, , ,. , , . (253) 682-2850 May 25,2007 09:25 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or ptf )~ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10 16'-10'{ Mm.b eanng length for beams is 1/2"for extenor supports LVL n-ply, 1.8E, 2200Fb, 1-3/4x11-7/8", 1-ply Self-weighto f5 .99 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 0.399 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 79B, V design = 647 lbs Bending(+): LC #2 = D+L, M = 2332 lbs-ft Deflection: LC #2 = D+L EI= 440e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 2=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2,S CL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contacty our local . SCL manufacturer. 3.S ize factors vary from one manufacturer to another for SCL materials.T hey can be changed in the database editor. 4.6 UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota pplied equally to all plys. Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 10.00 (1.00)* psf Load2 Live Full Area 40.00 (1.00)* psf Load3 Dead Partial Ar 10.00 (2.00)* 0.00 3.67 psf Load4 Live Partial Ar 90.00 (2.00)* 0.00 3.67 sf Dead 200 143 Live 598 369 Total 798 511 Bearing: Load Comb #2 #2 Len th 0.61 0.50* Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 47 Fv' = 285 fv/Fv' = 0.16 Bending(+) fb = 680 Fb' = 758 fb/Fb' = 0.90 Live Defl'n 0.20 = <L/999 0.56 = L/360 0.36 Total Defl'n 0.31 = L/645 0.89 = L/240 0.37 COMPANY PROJECT WoodWo rks"' Pacific NorthweslE ngineering Rueppell 2590 4924109th StS W;S uite C SF12 Lakewood,W A 98499 .... G, •~, ~ ;~ „ , ,,,. ,r , (253) 682-2850 May 25,2007 09:25 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pff )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 10.00 (6.50)* psf Load2 Live Full Area 40.00 (6.50)* sf iiluu~ary w1aLn (rL) -- MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) I o' di Dead 145 145 Live 520 Total 665 520 Bearing: 665 Load Comb #2 #2 Len th 0.50* 0.50* rvmi.u cain~y icnyui iui uearns is uc rorex[enorsupports Lumber-soft, D.Fir-L, No.2, 4x10" Self-weighto f7 .69 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 19 Fv' = 180 fv/Fv' = 0.11 Bending(+) fb = 160 Fb' = 1073 fb/Fb' = 0.15 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.03 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.994 1.200 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 665, V design = 409 lbs Bending(+): LC #2 = D+L, M = 665 lbs-ft Deflection: LC #2 = D+L EI= 369e06 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) (A11 LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT WoodWa r~S~x~ Pacific NorthwestE ngineering Rueppell2590 4924 109th StS W;S uite C SF13 Lakewood,W A 98499 ,, ,.,..,. . ,, ,. , , (253) 682-2850 May 25,2007 09:26 Design Check Calculation Sheet Sizer 7.0 LOADS ( tbs, psf, or plf )~ Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load2 Dead Fu11 Area 10.00 (5.00)* No Load3 Live Full Area 90.00 (5.00)* Yes Load9 Dead Point 250 2.75 No Loads Live Point 500 2.75 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' ~' Dead 75 458 _ Sq Live 286 1295 263 Uplift Total 361 1703 2 316 Bearing: Load Comb #3 #2 #4 Length 0.50* 0.50* 0.50* Cb *p A:n L... .. ~.. 1.00 ..u. s,. 1.75 1.00 __. .._ __. ...~ ._.. ~ ....... .............. „~ ,.., .........vi au,,,,a,na anu uc wl uRC11nCVIGIC JUFJpV1IS Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; ~ Analysis vs. Allowable Stress (psil and Deflection lint ~~~~~„ unc ~nnc . Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv* = 38 Fv' = 180 fv*/Fv' = 0.21 Bending(+) fb = 99 Fb' = 1166 fb/Fb' = 0.09 Bending(-) fb = 195 Fb' = 1169 fb/Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.15 = L/290 0.02 -«~ ~~ r~~..~ ~~QU~ w~~.,l„ a ais~ance a or the support has been included as per NDS 3.9.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.996 1.300 1.00 1.00 1.00 1.00 - 3 Fb'- 900 1.00 1.00 1.00 0.999 1.300 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 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear LC #2 = D+L, V = 1195, V design* = 637 lbs Bending(+): LC #3 = D+L (pattern: L ) , M = 259 lbs-ft Bending(-): LC #2 = D+L, _ M = 370 l bs-ft Deflection: LC #3 = D+L (pattern: L ) EI= 178e06 lb- in2 Total Deflection = 1 .50(D _ ead Load Defl ection) + Live Load Deflec tion. (D=dead L=live S=snow W=wind I=i mpact C=construction CLd =concentrated) (All LC's are listed in the Analysis output) (Load Pan ern: s=siz, X=L+S or L+c, _=no pattern load in thi s span) Load combinations: ICC-IB C DESIGN NOTES: 1. P lease verify that the defaultd eflection limits are appropriate for your application. 2.C ontinuous or Cantilevered Beams:ND S Clause 4.2.5.5 requires thatn ormal grading provisions be extended to the middle 2!3 of 2 span beams and to the full length ofc antileUers and other spans. 3.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT A ' ;~ Pacific NorthwestE ngineering Rueppell 2590 ~~~~jJ\J('~~~c~ 4924109thStSW;SuiteC R1 Y Y V J lakewood,W A 98499 (253) 682-2850 May 25,2007 09:22 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Partial Ar 15.00(12.50)* 1.75 3.00 psf Load2 Snow Partial Ar 25.00(12.50)* 1.75 3.00 psf Load3 Dead Point 618 1.75 lbs Load4 Live Point 1031 1.75 lbs iiluu~ary wiacn ~rt~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) I ~' Zi Dead 315 V Live 930 555 Total 745 683 Bearing: 1238 Load Comb #2 #3 Len th 0.50* 0.57 ~.,,~,... canny icnyui wi ucama w vt iui excenor supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 62 Fv' = 180 fv/Fv' = 0.35 Bending(+) fb = 507 Fb' = 1165 fb/Fb' = 0.93 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.08 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.996 1.300 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 1157, V design = 1051 lbs Bending(+): LC #2 = D+L, M = 1299 lbs-ft Deflection: LC #2 = D+L EI= 178e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT ~I/tlQt~ Wo rks``~ Pacific NorthwestE ngineering Rueppell 2590 4924 109th StS W;S uite C R2 Lakewood,W A 98499 ....,.,.,,. ~ .. , , :,~,,, , (253) 682-2850 May 25,2007 09:23 Design Check Calculation Sheet Sizer 7.0 LOADS I lbs, psf, or plf )~ Load Type Distribution Magnitude Location [ftj Pat- Start End Start End tern Loadl Dead Full Area 15.00 (5.50)' No Load2 Snow Full Area 25.00 (5.50) Yes -rrioutary wiatn (tt) - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10' 3' g' of Dead 10'0 292 292 106 Live 175 974 474 175 Total 282 767 767 2g2 Bearing: Load Comb #7 #5 #8 #7 Length 0.50* 0.50` 0.50' 0.50' Cb 1.00 1.75 1.75 1.00 wu~ ~.u Ca..I ly lanyul Iol oeams Is uc ror eMenor supports and 1!Z" for intermediate supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 pff included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 16 Fv' = 207 fv/Fv' = 0.08 Bending(+) fb = 69 Fb' = 1390 fb/Fb' = 0.05 Bending(-) fb = 84 Fb' = 1394 fb/Fb' = 0.06 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/290 0.01 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 160 ~ 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.996 1.300 1.00 1.00 1.00 1.00 - 7 Fb'- 900 1.15 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear LC #2 = D+S, V = 407, V design = 270 lbs Bending(+): LC #7 = D+S (pattern: SsS), M = 175 lbs-ft Bending(-): LC #5 = D+S (pattern: SSs), M = 219 lbs-ft Deflection: LC #3 = D+S (pattern: Sss) EI= 178e06 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) (Load Pattern: s=S/2, X=L+S or L+C, = no pattern load in this span) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauftd eflection limits are appropriate for your application. 2.C ontinuous or Cantilevered Beams:ND S Clause 4.2.5.5 requires thatn ormal grading provisions be extended to the middle 2!3 of 2 span beams and to the full length ofc antilevers and other spans. 3.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. COMPANY PROJECT ~~~~a , ,~ ~~~~ \ /~ J Pacific NorthwestE ngineering 4924109th StS W;S uite C Rueppe112590 R3 y y Lakewood,W A 98499 .,.,.,:.y~.>~,..,,.,n:•~~~,~,~ (253)682-2850 May 25,2007 09:23 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10~ 2'_g~i Min.b eanng length for beams is 1/2"for extenor supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.997 1.300 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 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 558, V design = 288 lbs Bending(+): LC #2 = D+L, M = 398 lbs-ft Deflection: LC #2 = D+L EI= 178e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full Area 15.00(11.00)* psf Load2 Live Full Area 25.00(11.00)* sf Dead 214 214 Live 344 344 Total 558 558 Bearing: Load Comb #2 #2 Len th 0.50* 0.50* Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 17 Fv' = 180 fv/Fv' = 0.09 Bending(+) fb = 136 Fb' = 1166 fb/Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.08 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.13 = L/240 0.02 COMPANY PROJECT ' ~;~, Pacific NorthwestE ngineering Rueppell 2590 ~~ ~~ { / \ 1 /"1 Y ~ C 4924 109th StS W;S uite C R4 Y V ~,J 1 .J Lakewood,W A 98499 ., ... n rr r:.:,4 n.~;...', r~:,.i ..i...~ (253) 682-2850 May 25,2007 09:23 Design Check Calculation Sheet Sizer 7.0 LOADS { Ibs, psf, or plf -~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Load1 Dead Full Area 15.00 (5.50)* psf Load2 Snow Full Area 25.00 (5.50)* sf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' Dead 277 277 Live 430 430 Total Bearing: 706 706 Load Comb #2 #2 Len th 0.50* 0.50* ,.,,, ,... ~wu~y ,cuyui ,v, ucania is u~ ivi cnacnui auNNuna Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; Lateral support: top= als upports,b ottom= at supports; ~ Analysis vs. Allowable Stress (psi- and Deflection {in) using NIBS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 34 Fv' = 207 fv/Fv' = 0.16 Bending(+) fb = 932 Fb' = 1332 fb/Fb' = 0.32 Live Defl'n 0.03 = <L/999 0.21 = L/360 0.13 Total Defl'n 0.05 = <L/999 0.31 = L/240 0.17 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.990 1.300 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 Emin' 0.59 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+S, V = 706, V design = 570 lbs Bending(+): LC #2 = D+S, M = 1104 lbs-ft Deflection: LC #2 = D+S EI= 178e06 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) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1.