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07-0239 Permit Pkg 062007City 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 lrformation Site Address: 15136 Durant Drive SE Assessor Parcel No. 81840000900 Contractor Inforttlation: Name: Applicant Address: Contractor License No: Project Information: Project: Vista Green Description of Work: Plan 2513, Lot 9 Sq. Ft. per floor: (1st) 1272 (2nd) 1251 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: Applicant's Affadavit City: Tacoma Subdivision: Vista Green Contact: City: Expires: Permit No: BLD-07-0239-YL Issue Date: 06/20/2007 (Work must be started within 180 days) Receipt No: 48979 Phone: 206-940-5209 State: WA Zip 98409 Phone: State: Zip: Business License: (3rd) 0 Garage 623 Basement 0 Lot: 9 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 , 84.75 0.00 0.00 0.0000 0.0000 118.00 20.00 98.00 7.0000 14.0000 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 ERU 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 679.54 0.00 679.54 0.2160 3,146.0000 square foot 4.50 4.50 0.00 0.0000 0.0000 $12,337.57 I certify that 1 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 a actions of record. If applying as a contractor, I futher certify that I am currently registered ~ th ~te o~shington. Sign Firm Date ~ -ZG' °- l5 # Sets of Prints: Final tr~s on; .Date: 2 ~~ ~' ~i ~. .~ ~~~ ~`. . € ~~ ~~ `. 1 } ~ ~~. e, I,. ~ ~® ~` ~ ~ ~~ ~~9 P W Q G a Q V W ~ 0 W Z Q M~ ~ W ~"' I ~ U J ~ ~. _a LL ~ W H ~ U W a~ n E Z c m a L .~ m a~ E a~ n E cn Z ~ ~ ~ ~ ~ ~ Z Q ~ C ~ ~ c ~ C C ~ m ~ ~ m ~' s :~ : , ~ ~:s _, . ~ `m ~ Q 3 y ~ .~` ~ Q U '. _ a~ UN r •_ ~ N S ~ . ~. -p r N rn '~ N .C N .~ O ~ ~ ~~, . r N (p C •+ ~ v , wp e ~ " N ~` ~~ ! t ~~ . +-'~O ~ ~ ~ ~ U ti N ~ T o- ~ ~ ~8 p ~, ~~ ~~~: cow- ~:...' -~ ~ fA (0 -C U ~ :..- ..e..,.. # ~~e N 3 Q ~°e L ` ` ~ ~ ~ S ,s ~ 0 U N ~ L ~ ,., .s... ~ Q o ~-~ ~ . ., U C~ c v N o +J c6 U ~ Q ~ ~ O U ~ c U " ~ ~ . ~ (0 N V ~ ~ _ ~. ~ Q 7 i ,~ 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: 15136 Durant Drive SE Assessor Parcel No. 81840000900 Contractor Information: Name: Applicant Address: Contractor License No: Project Information:. Project: Vista Green Description of Work: Plan 2513, Lot 9 Sq. Ft. per floor: (1st) 1272 (2nd) 1251 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: Applicant's AfFadavit: City: Tacoma Subdivision: Vista Green Contact: City: Expires: Permit No: BLD-07-0239-YL Issue Date: 06/20/2007 (Work must be started within 180 days) Receipt No: 48979 Phone: 206-940-5209 State: WA Zip 98409 Phone: State: Zip: Business License: (3rd) 0 Garage 623 Basement 0 Lot: 9 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 84.75 0.00 0.00 0.0000 0.0000 118.00 20.00 98.00 7.0000 14.0000 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 ERU 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 679.54 0.00 679.54 0.2160 3,146.0000 square foot 4.50 4.50 0.00 0.0000 0.0000 $12,337.57 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 a ~actions of record. If applying as a contractor, I futher certify that I am currently registered ' th Fate of Washington. Sign Firm Date ~ -z6~-d OFFtC1AL USE ONLY # Sets. of Prktts: finallrts "on: [)ate: 2- ~~ By: o~ F T~P~ CITY OF _.. ~ YELM '~ P.O. Box 479 RECE~T No. 4 8 9 7 9 Yelm, WA 98597 360-458-3244 RECEIVED ****TWELVE THOUSAND THREE HUNDRED THIRTY SEVEN DOLLARS & 57 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF. NO. PREMIER BUILDERS 06/20/07 48979 12,337.57 CHECK 2033 2920 50079TH ST TACOMA, WA 98409 BUDGETARY B -07-0239-YL S TE : 15136 DURANT ,x7R SE ~f T~ -1 CITY OF o v YELM P.O. Box 479 Yelm, WA 98597 I' 360-458-3244 RECEIVED ****TWELVE THOUSAND SIXTY NINE DOLLARS & 22 CENTS RECEIVED FROM DATE REC. NO. PREMIER BUILDERS 06/20/07 48980 2920 SO 79TH ST TACOMA, WA 98409 BUDGETARY BLD-07-0240-YL SITE: 15142 DURANT DR SE DIANA RECEIPT No. 4 8 9 8 0 AMOUNT REF. NO. 12,069.22 CHECK 2033 a~~E T"EP~ CITY OF d ~ YELM P.O. Box 479 RECEIPT No. 4 8 9 81 Yelm, WA 98597 360-458-3244 RECEIVED ****TWELVE THOUSAND THREE HUNDRED TWENTY DOLLARS & 35 CENTS RECEIVED FROM DATE REC. NO. AMOUNT REF NO. PREMIER BUILDERS 06/20/07 48981 12.320.35 CHECK 2@33 2920 SO 79TH ST , TACOMA, WA 98409 BUDGETARY DIANA BLD-07-0227-YL SITE: 15154 DURANT DR SE '~pfTNFp~' City of Yelm ~~~ Permit Fees Schedule ;. ~: r. ~~ Community Development Department - ii:' Permit No: BLD-07-0239-YL Building Division ,`~j•~ ~~, ,~ r Phone: (360) 458-8407 ~`~ YELM Fax: (360) 458-3144 Applicant: 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 2513, Lot 9 Site Address: 15136 Durant Drive SE Assessor Parcel No. 81840000900 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 84.75 0.00 0.00 0.0000 0.0000 Plumbing Permit 032 001-322-10-00 118.00 20.00 98.00 7.0000 14.0000 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 105 001-345-85-00 679.54 0.00 679.54 0.2160 3,146.0000 square foot State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: $12,337.57 _'~.'~',5~th.1~' B F' F'L~Jh1B II dG K• `~ YE~M c~+H~~IrY scflcoi~ YELN Wq 98 97 G~~rK: T2rmir!a I : ~'-r'r~y Re~~eipt; 17~ Manual Rey 4~~15 'e'ut: tiH~Wr~~~ hBUII_DEP,S HOI,Gt<0 BUICLC~C i C. LIC, HOI~J;~t;C EU7~GE~?;, ~ 20~ 293kG ST C7 E P,G'r, !~A y6560 ~' 1S/G:f~i 1 : lr+ ~~M Ot;: ~Itatn 1 CPF290G VIST,r, GR~EiJrIG~TZO,y 80~5.U0 ~GT~ 9 1~+ 12 '~~btotal: &02;,.0 ~ ?ax: 0.00 Tetalc 8025,On ~ Che~-k 20~ 9025,00 ~~ C,'~ar~g~ Cuz; G.~~O \~ _ THANK YOU F':.' GE 01 ~ ~_~ 1 CITY OF YELM ' iIDENTiAL BUILDING PERMIT APPLIC ~ 7N FORM -''~ ~`Y `~ ~.~~ ~~ Project Address:~J~l ~~ ~ ~2~,an1~ ~2~ Parcel #: ~~ ~~ O ~ ~ ~ `~ ~ ~ Subdivision:-S 1~ ~ 2Q @r~ Lot #:~_ Zoning; New Construction u Plumbing u u Re-Model / Re-Roof /Addition u Home Occupation Sign Mechanical u Mobile /Manufactured Home Placement u Oth~ ~~ Project Description/Scope of Work: ~~~ ~ d~'~ ~7~ '9~ ~/~ Project Value: X27 ~ ~ ~ / O~ .;~ Building Area (sq. ft) 1~` Floor / 7~ 2"~ Floorl~"S! Garage ~?Z3 Deck "~" Basement ~ Carport -- Patio # Bedrooms # Bathrooms 2 "~ Heating: A~~THER or ELECTRIC (Circle One) Are there any environmentally sensitive areas located on the parcel? /1i' ~~ If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: ~ ~e,It ~k~ic>r~Rt7 ADDR S 20 Z- v2.~J,~ ~' EMAIL CITY y STATE~~ZIP TELEPHONE .;'3 ~?`7 $~ 7 ~9 ARCHITECT/ENGINEER^~ ~ n,~ ~l LICENSE # ADDS EMAI L CITYt/'~c,u ~.,L1_U n STATE~ZIP TELEPHONES-- ~ ~S~~a GENERAL CONTRACTO Rem -r,e,~ ~ ~ ddELEPHONE ~ ~o~~ 20 ADDRESS ...;1L3 Z c~ ate ?9 ~ ~~`- EMAIL CITY~c~ Goo,,,,, ~ti STATE i-L' ZIP % ~ ~ d ? FAX ~S-3 ~ Z ~ ~ CONTRACTOR'S LICENSE ,~Frh~/4s~d 7~c~CEXP DATE©~CITY LICENSE # PLUMBING CONTRACTOR ~ TELEPHONE S ADDRESS ~'Z ~ 4 ~ st- EMAIL CITY STATE t.yr~ ZIP FAX CONTRA OR'S LICENSE # EXP DATE CITY LICENSE # MECHANICAL CONTRACTOR ra T ca TELEPHONE Z~ ~3 ~ T7 /~ Z ADDRESS EMAIL CITY~j A-ic.'A ~J ~ t TATE ~ ¢ ZIP FAX CONTRACTOR'S LI NSE # EXP DATE CITY LICENSE # Copy of mitigation agreement with Yelm Community Schools, if applicable. 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance wkh the laws, rules and regulations of the State of Washington and the City of Yelm. 1 Owner's Agent /Contractor's Agent _ S`~-3>-0`7 Date (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 if work is suspended or abandoned for a period of 180 days 105 Yelm Avenue Weal (360) 458-3835 PO Box 479 (360) 458-3144 FAX Yelm, WA 98597 www.ci.yelm.ma.us F.?OM :YELM SEWER DEPT. ^G FAX N0. :360-458-3166 Apr. ~ ~ 2638 82: a~ PM P1 O~ CH,~ p~~ ~°~ ~~, ~~.~ ~"~ANSIVIISSIOI~ 4 CITY QF YELM EL w ofoN ~.'•U• ~~~~ 479 -~ 931 ~tP 1ZOA.D N~, YELM, WA 98597 360-458$4'f 1 ~, r~~ ~~~',~ ~ ~ ~A~ 360-~58-8166 ~ro: ~r~c r~ ,t~ A~t~ ~rorn: {~A.~}p~' DATE; ~-~~~~~ I-',AGES: 1 ,including this ~r~vet' shc;et Suk~ject: Hdu,Sc: ~' ~~ ~ ~ ~ ~ s~'"g G~~'N ~QIVIME~JTS : ~ ©"C ~t. ~ . 5 J 3 ~ p ~.,~ ~. ~.~.;T. D ~, , .s ~ , ~~ ~~~,~I-OU * * ~1~ you do i~ot receive all copies or any copy is not 1e~,iblc, please call (36U) 458-~i4 t 1 as soon as possible. . APk-21-2006 10:21 City of Yelrn Public Works 360 456 8417 P.02 ~~~~H~A~ Cit o 'elm yf Public Works Department 901 Rhoton Road P.O. Box 479 YTLM 1'elm, VVA 98597 WAiNINp70N (360) -358.8106 Fax: (3G0) 45S•5~117 NEW HOME FINAL DATE: ~~~~ DEVELOPMENT: .. BUILDER'S I~~AME: LOT #: ~_ COMMENTS: ADDRESS: ~F INSPEC,'TED I31.': Daft; • ~{ lg-4 o .lohn (ve)x o ldward ;>mith Tim Rari~:k TOTAL P.02 CITY OF YELM INSPECTION LOG PROJECT lot 9 2513 PERMIT NUMBER 07-0239 ADDRESS 15136 Durant Drive SE SET BACKS Date: 6-25-07 Corrections UNDER FLOOR ® Corrections 2-5-08 DRY WELL ^_ Corrections FOOTING REBAR _ _®Date:_6-25-07 27-07 WALL REBAR ®Date 6- Footing ^ 12" ~ 16" Wall ^ 6" ®8" Required vents_ Corrections Other_ Other COMBINED FRAME/ EXTERIOR SHEAR WALL INSPECTION Hold downs ® 2-13-08 Shear Nailing ®_ 2-13-08 Frame 3-13-08 ® Gas/Propane ^ _ Plumbing _ ® 3-13-08 Mechanical ®_ 3-13-08 Corrections: INSULATION ^Gas ®Electric ^Other ®Foam and Seal ^Vapor barrier ^PVA Corrections: 3-17-08 SHEET ROCK/SHEAR WALL NAIL Corrections: 3-26-08 FINAL ®Sewer Final ®Electrical ^ Civil Final ^Landscape Final ®C of O ®Address ®Insulation ^ Site Drainage ^ Sidewalk Corrrections: 4-29-08 ENGINEERING ANALYSIS FOR: PREMIERE BUILDERS ~, SITE: ~~~y ~~~` ,~ I ~~ ~ - V STA GREEN LOT #9 ~o~; . YELM, WA - ORIGINAL STAMP MUST BE RED TO BE VALID .~Z,L Sg~,B, ~ _r .i~~- 39315 EXPIRES: 05 ! 08 / 09 DATE: PLAN NUMBER: :~nACIFIC NORTHWEST a. 5-23-2007 RUEPPELL 2513 ENGZNEERINGINC. rrn s.. sw. s.,. c uksa. we wwv CONSULTING ENGINEERS .. `~ PACIFIC NORTHWEST ENGINEERING 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 Engineering: 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 (psfl U.N.O. 2006 International Building Code D 1.30 0.48 6.5 D 85 mph Exposure B - Uninhabitable attics without storage 10 -Uninhabitable attics with storage 20 -Habitable attics and sleeping areas 30 -All other areas except balconies and decks 40 -Balconies and Decks 60 DEAD LOADS (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" PACIFIC NORTHWEST ENGINEERING INC. 4924 109T" ST SW,~S UITE C LAKEWOOD, WA. 98499-3733 Phone (253) 682-2850 Fax (253) 682-2851 2of47 WoodWorks® Shearwails SOFTWARE FOR WOOD DESIGN yr sa' RUEPPELL 2513 SHEAR.wsw Woodworks®Shearwalls 7.01 May 23, 2007 19:01:29 55' Level 1 of 2 50' K-1 J 1 '- ~ ,A_ J-2 45' ,. _. 40' 35' 30' `- ~ 25' 20' 15' .._ d~ 10~ _ _ _~ ~- C-1 5, A 1 0, -5' -10' -15' 5' -30' -25' -20' -15' -10' -5' 0' S' 10' 15' 20' 25' 30' 35' 40' 45' 50' S5' 60' 65' 70' 75' 80' 3of47 ~ WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN RUEPPELL 2513 SHEAR.wsw Woodworks®Shearwalls 7.01 May 23, 2007 19:01:29 55' Level 2 of 2 50' K-1 ___.__.._~ _ 45' 40' N 35' 30' j 25' 1-1 20' 15' E-1 '" v ~-~ co D-1 B 1 5' 0' -5' -10' -15' 5' -30' -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' S0' S5' 60' 65' 70' 75' 80' 4 of 47 WoodWorks®Sheatwalls SOFTWARE FOR WOOD DESIGN RUEPPELL 2513 SHEAR.wsr Woodworks®Shearwalls 7.01 May.2 3,2 00719:01:16 Project Information COMPANY AND PROJECT INFORMATION Com an Project Pacific Northwest En ineerin Inc. RUEPPELL 2513 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7-OS All heights ASCE 7-OS Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C8C Panels 0.70 seismic Wind Seismic 1.90 1.60 1.00 Wind 1.00 1.00 NaiIW ithdrawalM odification Max ShearwallO ffset [ftj Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F Dry Dry 0.50 0.92 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - _ _ _ ShearwallRelativeRigidlty: Designed capacity using flexible distribution HOId-down Forces: Based on applied shearline force Seismic 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 65mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed Site Profile Class D Topographic Information [ft] SpectralR esponse Acceleration Shape Height Length S1:0.980g Ss:1.300g - - - FundamentalP eriod E-W N-S Site Location: - T Used 0.167s 0.167s - Approximate Ta 0.167s 0.167s - Maximum T 0.201s 0.201s Response FaCtorR 6.50 6.50 of 47 WoodWorks®Shearwalis RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 StructuralD ata STORY INFORMATION Story Floor/Ceiling Wall Elev ft De th in Hei ht ft Ceiling 20.67 0. 0 Level2 12.67 10.0 8.00 Leve11 2.83 10.0 9.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face T Roof Panels Sloe Overhan ft Blocks 2 Story E-W Ridge Location X,Y = -19.50 7 .50 North Side 18.0 1.50 ExtentX,Y= 43.50 38.50 South Side 18.0 1.50 Ridge Y Location, Offset 26.75 0.00 East xip 16.0 1.50 Rid a Elevation H ei ht 26.92 6.25 West xip 18.0 1 .50 Block 2 1 Story E-W Ridge Location X,Y = 0.00 0.00 North Side 18.0 1.50 EExtentX ,Y = 28.50 21.50 South side 18.0 1 . so Ridge Y Location, Offset 10.75 0.00 East xip 18.0 1.50 Rid a Elevation, Hei ht 15.33 3.49 West Hip 16.0 1.50 6 of 47 WoodWorks®ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 MATERIALS by WALL GROUP Gr Wall Surf Sheathing [in] Material Thick Orient Fasteners Size T Spcg [in] Ed Fld Blk Framing Members [in] S cies G S c Apply Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 1,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem-Fir 0.43 16 1,2,3 3 Ext Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem-Fir 0.43 16 1,2,3 Grp -Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg -Edge or Seld nail spacing; B/kg - Blocked; G -Specific gravity; Spc -Wall stud spacing 7of47 ~. WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 SHEARLINE.W ALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Grou s X ft Start End ft ft ft Line 1 Level 2 Line 1, Level 2 Seg 1 -19.50 9.50 46.00 36.50 30.50 8.00 Wall 1-1 Seg 1 -19.50 9.50 96.00 36.50 30.50 Opening 1 20.50 26.50 6.00 6.75 Level 1 Line 1, Level 1 Seg 1 -19.50 6.50 43.50 37.00 28.00 9.00 Wall 1-1 Seg 1 -19.50 6.50 93.50 37.00 28.00 Opening 1 20.50 26.50 6.00 6.75 Opening 2 90.50 93.50 3.00 6.75 Line 2 Level 1 Line 2, Level 1 Seg 1 -8.00 6.50 96.00 39.50 0.00 9.00 Wall 2-1 Seg 1 -8.00 43.50 46.00 2.50 0.00 Line 3 Level 1 Line 3, Level 1 Seg 1 -6.00 6.50 46.00 39.50 3.00 9.00 wall 3-1 Seg 1 -6.00 6.50 9.50 3.00 3.00 Line 4 Level 2 Line 9, Level 2 NSW 0.00 0.00 9.50 9.50 0.00 6.00 Wall 4-1 NSW 0.00 5.50 9.50 4.00 4.00 Level 1 Line 4, Level 1 Seg 1 0.00 0.00 46.00 46.00 9.50 9.00 Wall 4-1 Seg 1 0.00 0.00 9.50 9.50 9.50 Line 5 Level 1 Line 5 Level 1 Seg 1 2.50 0.00 46.00 46.00 O.GO 9.00 Wall 5-1 Seg 1 2.50 43.50 46.00 2.50 0.00 Line 6 Level 2 Lire 6, Level 2 Seg 1 12.G0 5.50 96.00 90.50 0.00 8.00 Wall 6-1 Seg 1 12.00 5.50 7.50 2.00 0.00 Line 7 Level 2 Line 7, Level 2 Seg 1 24.00 7.50 46.00 38.50 36.00 8.G0 Wall 7-2 Seg 1 29.00 21.50 46.00 29.50 22.00 Opening 1 27.50 30.00 2.50 6.75 Wall 7-1 Seg 1 29.00 7.50 21.50 19.00 19.00 Level 1 Line 7, Level 1 Seg 3 29.00 0.00 43.50 43.50 12.00 9.00 Wall 7-2 Seg 3 29.00 38.50 43.50 5.00 S.GO wall 7-1 Seg 3 24.00 21.50 33.50 12.00 7.00 Opening 1 23.50 26.50 3.00 6.75 Line 8 Level 1 Line 8, Level 1 NSW 26.00 33.50 38.50 5.00 0.00 9.00 Wall B-1 NSW 26.00 33.50 36.50 5.00 S.GO Line 9 Level 1 Line 9, Level 1 Seg 1 28.50 0.00 21.50 21.50 21.50 9.00 Wall 9-1 Seg 1 28.50 0.00 21.50 21.50 21.50 East-West Type Wall Location Extent [ft] Length FHS Height Shearlines Grou s Y ft Start End ft ft ft Line A Level 1 Line A, Level 1 Seg 1 0.00 0.00 28.50 28.50 6.50 9.00 Wall A-1 Seg 1 0.00 0.00 28.50 28.50 6.50 Opening 1 3.00 25.00 22.00 6.75 Line B Level 2 Line B, Level 2 Seg 1 5.50 0.00 12.00 12.00 6.00 8.00 Wa11 B-1 Seg 1 5.50 0.00 12.00 12.00 6.00 Opening 1 3.00 9.00 6.00 6.75 Line C Level 1 Line C, Level 1 Seg 2 6.50 -19.50 -6.00 13.50 6.50 9.00 wall C-1 Seg 2 6.50 -19.50 -6.00 13.50 6.50 O enin 1 -i~.~0 -9.50 7.00 6.75 2S OT 4! WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 SHEARLINE,W ALL and OPENING DIMENSIONS (continued) Line D Level 2 Line D, Level 2 Seg 1 7.50 0.00 24.00 29.00 7.00 8.00 Wall D-1 Seg 1 7.50 12.00 24.00 12.00 7.00 Opening 1 15.00 20.00 5.00 6.75 Line E Level 2 Line E, Level 2 Seg 1 9.50 -19.50 29.00 43.50 7.00 8.00 wall E-1 Seg 1 9.50 -19.50 0.00 19.50 7.00 Opening 1 -18.50 -15.00 3.50 6.75 Opening 2 -10.50 -2.50 B.00 6.75 Level 1 Line E, Level 1 NSW 9.50 -19.50 0.00 19.50 0.00 9.00 wall E-1 NSW 9.50 -6.00 0.00 6.00 0.00 Opening 1 -5.00 -1.00 4.00 6.75 Line F Level 1 Line F, Level 1 Seg 1 21.92 -19.50 26.50 46.00 25.00 9.00 wall F-2 Seg 1 21.50 29.00 28.50 4.50 9.50 Wall F-1 Seg 1 22.00 0.00 23.50 23.50 20.50 Opening 1 5.50 8.50 3.00 6.75 Line I Level 2 Line I, Level 2 Seg 1 22.00 -19.50 24.00 93.50 17.50 8.00 wall I-1 Seg 1 22.00 0.00 23.50 23.50 17.50 Opening 1 6.50 12.50 6.00 6.75 Line G Level 1 Line G, Level 1 NSW 33.50 29.00 26.00 2.00 0.00 9.00 wall G-1 NSw 33.50 29.00 26.00 2.00 O.GO Line H Level 1 Line H, Level 1 NSW 38.50 29.00 26.00 2.00 0.00 9.00 Wall H-1 NSW 38.50 29.00 26.G0 2.00 0.00 Line J Level 1 Line J, Level 1 Seg 1 43.50 -19.50 24.00 43.50 16.00 9.00 wall J-1 Seg 1 43.50 -19.50 -8.00 11.50 7.50 Opening 1 -18.50 -15.50 3.00 6.75 wall J-2 Seg 1 93.50 2.50 24.00 21.50 8.50 Opening 1 6.50 19.50 13.00 6.75 Line K Level 2 Line K, Level 2 Seg 1 96.00 -19.50 24.00 43.50 26.00 8.00 wall K.-1 Seg 1 96.00 -19.50 24.00 43.50 26.00 Opening 1 -18.50 -13.00 5.50 6.75 Opening 2 -3.50 2.50 6.00 6.75 Opening 3 15.00 20.00 5.00 6.75 Level 1 Line K, Level 1 Seg 1 46.00 -8.00 2.50 10.50 0.00 9.00 Wall K,-1 Seg 1 46.00 -8.00 2.50 10.50 0.00 Opening 1 -6.00 0.00 6.00 6.75 Type -Seg =segmented, prf =perforated, NSW =non-sheanvall; Location -dimension perp. to wall; FHS -length offull-height sheathing; Wall Group(s) - refer to Materials by Wall Group table, r efer to Shear Results tables for each design case ifm ore than one group 9 of 47 WoodWorks® Shearwalis RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 Loads WIND SHEAR LOADS (overlapping loads combined) Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht ft Block 1 W 1 W->E Wind Line 5.50 6.00 20.0 Block 1 W 2 W->E Wind Line 5.50 6.00 19.7 Block 1 W 1 W->E wind Line 6.00 9.50 20.0 25.7 Block 1 W 2 W->E Wind Line 6.00 9.50 19.7 19.1 Block 1 W 1 W->E Wind Line 9.50 26.75 25.7 53.7 Block 1 W 2 W->E Wind Line 9.50 26.75 19.1 16.1 Block 1 W 1 W->E Wind Line 26.75 46.00 53.7 22.4 Block 1 W 2 W->E Wind Line 26.75 46.00 16.1 19.5 Block 1 W 1 W->E Wind Line 46.00 47.50 2.4 0.0 Block 1 W 2 W->E Wind Line 46.00 47.50 -0.3 0.0 Block 1 E 1 W->E Lee Line 5.50 6.00 20.0 Block 1 E 2 W->E Lee Line 5.50 6.00 12.5 Block 1 E 2 W->E Lee Line 6.00 7.50 12.5 14.3 Block 1 E 1 W->E Lee Line 6.00 7.50 20.0 22.4 Block 1 E 1 W->E Lee Line 7.50 26.75 22.4 53.7 Block 1 E 2 W->E Lee Line 7.50 26.75 19.3 37.4 Block 1 E 1 W->E Lee Line 26.75 96.00 53.7 22.4 Block 1 E 2 W->E Lee Line 26.75 96.00 37.9 14.3 Block 1 E 1 W->E Lee Line 46.00 97.50 2.9 0.0 Block 1 E 2 W->E Lee Line 46.00 97.50 1.8 0.0 Block 1 W 2 E->W Lee Line 5.50 6.00 12.5 Block 1 W 1 E->W Lee Line 5.50 6.00 20.0 Block 1 W 1 E->W Lee Line 6.00 9.50 20.0 25.7 Block 1 W 2 E->W Lee Line 6.00 9.50 12.5 16.7 Block 1 W 1 E->W Lee Line 9.50 26.75 25.7 53.7 Block 1 [4 2 E->W Lee Line 9.50 26.75 16.7 37.4 Block 1 W 2 E->W Lee Line 26.75 46.00 37.4 19.3 Block 1 W 1 E->W Lee line 26.75 46.00 53.7 22.4 Block 1 W 1 E->W Lee Line 46.00 97.50 2.4 0.0 Block 1 W 2 E->W Lee Line 96.00 97.50 1.8 0.0 Block 1 E 2 E->W Wind Line 5.50 6.00 19.7 Block 1 E 1 E->W Wind Line 5.50 6.00 20.0 Block 1 E 1 E->W Wind Line 6.00 7.50 20.0 22.4 Block 1 E 2 E->W Wind Line 6.00 7.50 19.7 19.5 Block 1 E 2 E->W Wind Line 7.50 26.75 19.5 16.1 Block 1 E 1 E->W Wind Line 7.50 26.75 22.9 53.7 Block 1 E 2 E->W Wind Line 26.75 96.00 16.1 19.5 Block 1 E 1 E->W Wind Line 26.75 46.00 53.7 22.9 Block 1 E 1 E->W Wind Line 46.00 47.50 2.9 0.0 Block 1 E 2 E->W Wind Line 46.00 47.50 -0.3 0.0 Block 1 S 1 S->N Wind Line -21.00 -15.50 0.0 2.4 Block 1 S 2 5->N Wind Line -21.00 -15.50 0.0 -0.3 Block 1 S 2 S->N Wind Line -19.50 -0.25 19.9 15.4 Block 1 S 1 S->N Wind Line -19.50 -0.25 22.9 53.7 Block 1 S 2 S->N Wind Line -0.25 0.00 15.4 Block 1 S 1 S->N Wind Line -0.25 0.00 53.7 Block 1 S 2 S->N Wind Line 0.00 9.75 15.4 Block 1 S 1 S->N wind Line 0.00 9.75 53.7 Block 1 S 2 S->N Wind Line 4.75 12.00 15.4 16.9 Block 1 S 1 S->N Wind Line 4.75 12.00 53.7 91.9 Block 1 S 1 S->N wind Line 12.00 24.00 91.9 22.4 Block 1 S 2 S->N Wind Line 12.00 29.00 16.9 19.4 Block 1 S 2 S->N Wind Line 24.00 25.50 -0.3 0.0 Block 1 S 1 S->N Wind Line 24.00 25.50 2.9 0.0 Block 1 N 2 S->N Lee Line -21.00 -19.50 0.0 1.8 Block 1 N 1 S->N Lee Line -21.00 -19.50 0.0 2.9 Block 1 N 1 S->N Lee Line -19.50 -0.25 22.4 53.7 Block 1 N 2 S->N Lee Line -19.50 -0.25 15.0 38.4 Block 1 N 2 S->N Lee Line -0.25 9.75 38.9 Block 1 N 1 S->N Lee Line -0.25 4.75 53.7 Block 1 N 1 S->N Lee Line 4.75 24.00 53.7 22.4 Block 1 N 2 S->N Lee Line 4.75 24.00 38.4 15.0 Block 1 N 2 S->N Lee Line 24.00 25.50 1.8 0.0 Block 1 N 1 S->N Lee Line 29.00 25.50 2.4 0.0 Block 1 S 1 N->S Lee Line -21.00 -19.50 0.0 2.4 Block 1 S 2 N->S Lee Line -21.00 -19.50 0.0 1.8 Block 1 S 1 N->S Lee Line -19.50 -0.25 22.4 53.7 Block 1 S 2 N->S Lee Line -19.50 -0.25 15.0 38.9 Block 1 S 1 N->S Lee Line -0.25 0.00 53.7 10 of 47 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 I WIND SHEAR LOADS (overlapping loads combined) ~ ,.,,...:.,~ ~a~ Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 S S S S S S S S S N N N N N N N N N N 2 1 2 2 1 2 1 1 2 2 1 1 2 1 2 2 1 2 1 N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S N->S Lee Lee Lee Lee Lee Lee Lee Lee Lee wind Wind Wind Wind Wind wind Wind Wind Wind Wind Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line -0.25 0.00 0.00 4.75 4.75 12.00 12.00 24.00 24.00 -21.00 -21.00 -19.50 -19.50 -0.25 -0.25 4.75 4.75 24.00 24.00 0.00 4.75 9.75 12.00 12.00 29.00 29.00 25.50 25.50 -19.50 -19.50 -0.25 -0.25 9.75 9.75 29.00 24.00 25.50 25.50 38.9 53.7 38.4 38.9 53.7 29.6 91.9 2.4 1.B 0.0 0.0 22.4 19.4 53.7 15.4 15.4 53.7 -0.3 2.4 9.6 41.9 15.0 22.4 0.0 0.0 -0.3 2.4 53.7 15.4 19.4 22.9 0.0 0.0 Levell Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft) [Ibs,plf,psf] Ht Case Dir Dir Start End Start End ft Accum. E 2 W->E Lee Line 9.50 10.75 22.8 21.5 Accum. E 1 W->E Lee Line 9.50 10.75 90.4 38.4 Accum. E 1 W->E Lee Line 21.50 23.00 41.2 38.8 Accum. E 2 W->E Lee Line 21.50 23.00 30.6 29.1 Accum. E 2 E->W Wind Line 9.50 10.75 19.6 19.7 Accum. E 1 E->W Wind Line 9.50 10.75 90.4 96.9 Accun. E 2 E->W wind Line 21.50 23.00 93.0 43.2 Accum. E 1 E->W Wind Line 21.50 23.00 99.1 46.7 Accum. S 1 S->N Wind Line 0.00 5.50 24.9 33.9 Accwr,. S 2 S->N Wind Lire 0. CO 5.50 20.5 19. 4 Accur.:. N 2 S->t1 Lee Line 24.00 26.00 50.0 47.9 Acci:m. N 1 S->N Lee Line 24.00 26.00 78.9 75.7 Accum. S 2 N->S Lee Line 0.00 5.50 19.6 20.4 Accwn. S 1 N->S Lee Line 0.00 5.50 24.9 33.9 Accum. N 2 N->S Wind Line 24.00 26.00 62.8 63.2 P.ccum. N 1 N->S Wind Line 24.00 26.00 78.9 75.7 Block 1 W 1 W->E wind Point 5.50 5.50 41 Block 1 W 2 W->E Wind Line 6.50 7.50 63.5 Block 1 W 1 W->E Wind Line 6.50 7.50 99.5 102.7 Block 1 W 1 W->E Wind Point 7.50 7.50 90 Block 1 W 1 W->E wind Point 9.50 9.50 455 Block 1 W 1 W->E Wind Point 22.00 22.00 1589 Block 1 W 2 W->E Wind Line 93.50 96.00 43.2 Block 1 W 1 W->E Wind Line 93.50 96.00 57.6 Block 1 W 1 W->E Wind Point 46.00 96.00 899 Blcck. 1 E 1 W->E Lee Line 6.50 7.50 74.3 75.9 Block 1 E 2 W->E Lee Line 6.50 7.50 98.7 99.8 Block 1 E 1 W->E Lee Line 33.50 38.50 38.8 Block 1 E 2 W->E Lee Line 33.50 38.50 29.1 Block. 1 E 2 W->E Lee Line 38.50 43.50 29.1 Block 1 E 1 W->E Lee Line 38.50 43.50 38.8 Block 1 E 1 W->E Lee Line 43.50 46.00 38.8 Block 1 E 2 W->E Lee Line 43.50 46.00 29.1 Block 1 W 1 E->W Lee Line 6.50 7.50 75.8 Block 1 W 2 E->W Lee Line 6.50 7.50 44.6 Block 1 W 2 E->w Lee Line 43.50 46.00 29.1 Block 1 W 1 E->W Lee Line 43.50 46.00 46.7 Block. 1 E 1 E->W Wind Point 5.50 5.50 41 Block 1 E 2 E->W wind Line 6.50 7.50 63.1 63.0 Block. 1 E 1 E->W Wind Line 6.50 7,50 82.2 83.8 Block 1 E 1 E->W Wind Point 7.50 7.50 90 Block 1 E 1 E->W Wind Point 9.50 9.50 455 Block 1 E 1 E->W Wind Point 22.00 22.00 1584 Block. 1 E 1 E->W Wind Line 33.50 38.50 46.7 Block 1 E 2 E->W Wind Line 33.50 38.50 43.2 Block 1 E 1 E->W Wind Line 38.50 43.50 46.7 Block 1 E 2 E->W Wind Line 38.50 43.50 93.2 Block 1 E 1 E->W Wind Line 43.50 46.00 96.7 Block 1 E 2 E->W Wind Line 43.50 96.00 93.2 I I VI'FI WoodWorks® ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 WIND SHEAR LOADS (overlapping loads combined) (continued} Block 1 E 1 E->W Wind Point 46.00 46.00 849 Block 1 S 2 S->N Wind Line -19.50 -6.00 43.2 Block 1 S 1 S->N Wind Line -19.50 -6.00 46.7 Block 1 S 1 S->N Wind Line -6.00 -1.50 46.7 Block 1 S 2 S->N Wind Line -6.00 -1.50 93.2 Block 1 S 1 S->N Wind Line 24.00 26.00 78.9 75.7 Block 1 S 2 S->N Wind Line 29.00 26.00 62.8 63.2 Block 1 S 1 S->N Wind Line 26.00 28.50 29.0 24.9 Block 1 S 2 S->N Wind Line 26.00 28.50 20.0 20.5 Block 1 N 1 S->N Lee Line -19.50 -6.00 96.7 Block 1 N 2 S->N Lee Line -19.50 -8.00 30.7 Block 1 N 2 S->N Lee Line -8.00 -1.50 30.7 Block 1 N 1 S->N Lee Line -8.00 -1.50 96.7 Block 1 N 2 S->N Lee Line 2.50 2.56 34.9 35.0 Block 1 N 1 S->N Lee Line 2.50 2.56 53.2 53.3 Block 1 N 1 S->N Lee Line 26.00 28.50 29.0 29.9 Block 1 tJ 2 S->N Lee Line 26.00 28.50 17.2 14.6 Block 1 S 1 N->S Lee Line -19.50 -6.00 46.7 Block 1 S 2 N->S Lee Line -19.50 -6.00 30.7 Block 1 S 1 N->S Lee Line -6.00 -1.50 46.7 Block 1 S 2 N->S Lee Line -6.00 -1.50 30.7 Block 1 S 2 N->S Lee Line 24.00 26.00 50.0 97.9 Block. 1 5 1 N->S Lee Line 29.00 26.00 78.9 75.7 Block 1 S 1 N->S Lee Line 26.00 28.50 29.0 24.9 Block 1 S 2 N->S Lee Line 26.00 28.50 17.2 14.6 Block 1 N 1 N->S Wind Line -19.50 -8.00 96.7 Block 1 N 2 N->S Wind Line -19.50 -8.00 93.2 Block 1 N 2 N->S wind Line -8.00 -1.50 93.2 Block 1 N 1 N->S Wind Line -8.00 -1.50 46.7 Block 1 N 1 N->S Wind Line 2.50 2.56 53.2 53.3 Block 1 N 2 N->S Wind Line 2.50 2.56 42.9 42.9 Block 1 N 1 N->S Wind Line 26.00 28.50 29.0 24.9 Block 1 N 2 N->S Wind Line 26.00 28.50 20.0 20.5 Block 2 W 1 W->E Wind Line -1.50 0.00 0.0 2.9 Block 2 W 2 W->E Wind Line -1.50 0.00 0.0 -0.2 Block 2 W 2 W->E Wind Line 0.00 5.50 20.6 20.0 Block 2 W 1 W->E Wind Line 0.00 5.50 24.9 33.9 Block 2 W 2 W->E wind Line 5.50 6.50 20.3 Block 2 w 1 w->E Wind Line 5.50 6.50 38.6 41.9 Block 2 W 1 W->E Wind Line 7.50 9.50 94.7 101.2 Block 2 W 2 w->E Wind Line 7.50 9.50 63.0 Block 2 W 1 W->E Wind Line 9.50 10.75 78.7 82.8 Block 2 W 2 W->E Wind Line 9.50 10.75 42.3 Block 2 w 2 W->E Wind Line 10.75 15.69 42.3 92.8 Block 2 W 1 W->E wind Line 10.75 15.69 82.8 74.6 Block. 2 W 2 w->E wind Line 15.69 18.94 42.8 Block 2 W 1 w->E Wind Line 15.69 18.94 79.8 64.2 Block 2 W 2 W->E wind Line 18.94 23.00 42.8 43.2 Block 2 W 1 W->E Wind Line 18.94 23.00 64.2 57.6 Block 2 W 1 W->E Wind Line 23.00 43.50 57.6 Block 2 W 2 w->E Wind Line 23.00 43.50 43.2 Block 2 E 2 W->E Lee Line -1.50 0.00 0.0 1.6 Block 2 E 1 W->E Lee Line -1.50 0.00 0.0 2.4 Block_ 2 E 2 W->E Lee Line 0.00 6.50 12.8 19.7 Block 2 E 1 W->E Lee Line 0.00 6.50 24.9 35.5 Block 2 E 2 W->E Lee Line 7.50 9.50 46.6 Block 2 E 1 W->E Lee Line 7.50 9.50 71.0 Block 2 E 1 W->E Lee Line 10.75 12.00 38.9 36.9 Block 2 E 2 W->E Lee Line 10.75 12.00 21.5 20.2 Block 2 E 2 W->E Lee Line 12.00 16.30 20.2 17.6 Block 2 E 1 W->E Lee Line 12.00 16.30 36.4 32.2 Block 2 E 1 w->E Lee Line 16.30 17.00 32.2 clock 2 E 2 W->E Lee Line 16.30 17.00 17.6 Block 2 E 1 W->E Lee Line 17.00 21.50 32.2 24.9 Block 2 E 2 W->E Lee Line 17.00 21.50 17.6 12.8 Block 2 E 1 W->E Lee Line 23.00 33.50 38.8 Block 2 E 2 W->E Lee Line 23.00 33.50 29.1 Block 2 W 1 E->W Lee Line -1.50 O.DO 0.0 2.9 Block 2 W 2 E->W Lee Line -1.50 0.00 0.0 1.6 Block 2 W 1 E->W Lee Line 0.00 5.50 29.9 33.9 Block 2 W 2 E->w Lee Line 0.00 5.50 12.8 18.6 Block 2 w 2 E->W Lee Lae 5.50 6.50 15.5 12 of 47 8 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 2 W 1 E->W Lee Line 5.50 6.50 29.1 Block 2 W 2 E->W Lee Line 7.50 9.50 99.8 Block 2 W 1 E->w Lee Line 7.50 9.50 83.8 Block 2 W 1 E->w Lee Line 9.50 10.75 61.3 Block 2 W 2 E->W Lee Line 9.50 10.75 38.5 Block 2 W 1 E->W Lee Line 10.75 15.69 61.3 53.3 Block 2 w 2 E->w Lee Line 10.75 15.69 36.5 33.3 Block 2 W 2 E->W Lee Line 15.69 16.94 33.3 Block 2 W 1 E->W Lee Line 15.69 18.94 53.3 Block 2 w 1 E->W Lee Line 18.99 23.00 53.3 96.7 Block 2 W 2 E->w Lee Line 18.99 23.00 33.3 29.1 Block 2 W 1 E->W Lee Line 23.00 43.50 46.7 Block 2 W 2 E->W Lee Line 23.00 93.50 29.1 Block 2 E 1 E->W Wind Line -1.50 0.00 0.0 2.4 Block 2 E 2 E->W Wind Line -1.50 0.00 0.0 -0.2 Block 2 E 2 E->W wind Line 0.00 6.50 20.6 19.9 Block 2 E 1 E->W Wind Line 0.00 6.50 29.9 35.5 Block 2 E 1 E->W Wind Line 7.50 9.50 88.7 95.2 Block 2 E 2 E->W Wind Line 7.50 9.50 63.3 Block 2 E 1 E->W Wind Line 10.75 12.00 46.4 44.3 Block 2 E 2 E->W Wind Line 10.75 12.00 19.7 19.9 Block 2 E 1 E->W Wind Line 12.00 16.30 49.3 34.5 Block 2 E 2 E->W Wind Line 12.00 16.30 19.9 20.1 Block 2 E 1 E->w wind Line 16.30 17.00 39.5 32.2 Block 2 E 2 E->w Wind Line 16.30 17,00 20.1 Block 2 E 2 E->W Wind Line 17.00 21.50 20.1 20.6 Block 2 E 1 E->w Wind Line 17.00 21.50 32.2 24.9 Block 2 E 2 E->W Wind Line 23.00 33.50 43.2 Block 2 E 1 E->W Wind Line 23.00 33.50 96.7 Block 2 S 2 S->N Wind Line -1.50 0.00 43.2 42.9 Block 2 S 1 S->N Wind Line -1.50 0.00 46.7 49.1 Block 2 S 2 S->N Wind Line 5.50 7.50 19.9 Block 2 S 1 S->N Wind Line 5.50 7.50 33.9 40.4 Block 2 S 2 S->N Wind Line 7.50 9.50 19.4 Block 2 S 1 S->N Wind Line 7.50 9.50 90.4 96.9 Block 2 S 1 S->N Wind Line 9.50 10.75 46.9 50.9 Block 2 S 2 S->N Wind Line 9.50 10.75 19.4 Block 2 S 1 S->N Wind Line 10.75 12.G0 22.5 Block 2 S 2 S->N Wind Line 10.75 12.00 20.7 Block 2 S 1 S->N Wind Line 12.00 17.75 47.7 Block 2 S 2 S->N Wind Line 12.00 17.75 19.0 Block 2 S 1 S->N Wind Line 17,75 19.00 47.7 93.6 Block 2 S 2 S->N Wind Line 17.75 19.00 19.0 Block 2 S 2 S->N Wind Line 19.00 21.00 19.0 Block 2 S 1 S->N Wind Line 19.00 21.00 43.6 37.1 Block 2 S 2 S->N Wind Line 21.00 29.00 19.0 19.6 Block 2 S 1 S->N wind Line 21.00 24.00 37.1 32.2 Block 2 S 1 S->N Wind Line 28.50 30.00 2.4 0.0 Block 2 S 2 S->N Wind Line 28.50 30.00 -0.3 0.0 Block 2 N 2 S->N Lee Line -1.50 2.50 30.7 34.9 Block 2 N 1 S->N Lee Line -1.50 2.50 46.7 53.2 Block 2 N 2 S->N Lee Line 2.56 8.28 35.0 Block 2 N 1 S->N Lee Line 2.56 8.28 53.3 Block 2 N 2 S->N Lee Line 6.28 10.75 26.3 27.6 Block 2 N 1 S->N Lee Line 8.28 10.75 40.0 42.1 Block 2 N 1 S->N Lee Line 10.75 12.00 46.7 Block 2 N 2 S->N Lee Line 10.75 12.00 30.7 B1ocY 2 N 1 S->N Lee Line 12.00 17.75 56.9 61.3 Block 2 N 2 S->N Lee Line 12.00 17.75 37.1 40.3 Block 2 N 2 S->N Lee Line 17.75 24.00 40.3 37.1 Block 2 N 1 S->N Lee Line 17.75 24.00 61.3 56.4 Block 2 N 2 S->N Lee Line 28.50 30.00 1.6 0.0 Block 2 N 1 S->N Lee Line 28.50 30.00 2.9 0.0 Block 2 S 1 N->S Lee Line -1.50 0.00 46.7 99.1 Block 2 S 2 N->S Lee Line -1.50 0.00 30.7 32.3 Block 2 S 1 N->S Lee Line 5.50 7.50 33.9 Block 2 S 2 N->S Lee Line 5.50 7.50 20.4 Block 2 S 2 N->S Lee Line 7.50 9.50 20.9 Block 2 S 1 N->S Lee Line 7.50 9.50 33.9 Block 2 S 1 N->S Lee Line 9.50 10.75 33.9 Block 2 S 2 N->S Lee Line 9.50 10.75 20.4 Block 2 S 2 N->S Lee Line 10.75 12.00 13.0 Block 2 S 1 N->S Lee Line 10.75 12.00 22.5 13 of 47 9 ~ WoodWorks® Sheal'walls RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 2 S 2 N->S Lee Line 12.00 17.75 22.6 Block 2 S 1 N->S Lee Line 12.00 17.75 37.1 Block 2 S 2 N->S Lee Line 17.75 19.00 22.6 Block 2 S 1 N->S Lee Line 17.75 19.00 37.1 Block 2 S 1 N->S Lee Line 19.00 21.00 37.1 Block 2 S 2 N->S Lee Line 19.00 21.00 22.6 Block 2 S 1 N->S Lee Line 21.00 24.00 37.1 32.2 Block 2 S 2 N->S Lee Line 21.00 24.00 22.6 19.9 Block 2 S 1 N->S Lee Line 28.50 30.00 2.9 0.0 Block 2 S 2 N->S Lee Line 28.50 30.00 1.6 0.0 Block 2 N 2 N->S Wind Line -1.50 2.50 43.2 42.4 Block 2 N 1 N->S Wind Line -1.50 2.50 46.7 53.2 Block 2 N 1 N->S Wind Line 2.56 8.28 53.3 71.9 Block 2 N 2 N->S Wind Line 2.56 8.28 42.4 Block 2 N 2 N->S Wind Line 8.28 10.75 44.0 43.7 Block 2 N 1 N->S Wind Line 6.28 10.75 85.2 91.1 Block 2 N 1 N->S Wind Line 10.75 12.00 96.7 Block 2 N 2 N->S Wind Line 10.75 12.00 93.2 Block 2 N 1 N->S Wind Line 12.00 17.75 76.7 71.9 Block 2 N 2 N->S Wind Line 12.00 17.75 92.1 91.5 Block 2 N 1 N->S wind Line 17.75 24.00 71.9 56.9 Block 2 N 2 N->S Wind Line 17.75 24.00 41.5 42.1 Block 2 N 2 N->S Wind Line 28.50 30.00 -0.3 0.0 Block 2 N 1 N->S Wind Line 28.50 30.00 2.4 0.0 Block - 81ock used in load generation, Accum. =loads from one block combined with another, Manual = user-entered loads (so no btock); F - csuuorng race tnortn, s ourn, a asto r west; t cement- burldrng surface on which loads generated or entered,~L oad Case -ASCE 7 A71 heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal; S urf Dir - Windward or Leeward side of the building; P rof- Protrle (distribution); L ovation - starta nd end points on building element,~M agnitude - Start= intensity of uniform and point! oads or leftmost intensity oft rapezoidal load, a nd = right intensity of trap load,' Trib Ht- Tributary heighto fu sec-applied area loads only Loads on the North, E ast, S outh, W estf ace(s) based on 10 psfm inimum wind pressure as per ASCE 7-02 Section 6.1.4.1. 14 of 47 10 WoodWorks® ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 WIND C8C LOADS Block Building Face Level Magnitude [psf] Interior End Zone Block 1 West 2 19.1 17.4 Block 1 East 2 19.1 17.4 Block 1 South 2 14.1 17.4 Block 1 North 2 14.1 17.4 Block 1 West 1 14.1 17.9 Block 1 East 1 19.1 17.9 Block 1 South 1 19.1 17.9 Block 1 North 1 19.1 17.4 Block 2 West 1 19.1 17.4 Block 2 East 1 14.1 17.9 Block 2 South 1 14.1 17.4 Block 2 North 1 14.1 17.9 15 of 47 11 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 BUILDING MASSES Level2 Magnitude Trib Force Building Block Wall Profile Location [ft] pbs,plf,psf] Width Dir Element Line Start End Start End ft E-w Roof Block 1 1 Line 6.00 47.50 398.8 398.8 E-W Roof Block 1 7 Line 6.00 47.50 398.8 398.8 N-S Roof Block 1 D Line -21.00 25.50 311.3 311.3 N-S Roof Block 1 K Line -21.00 25.50 311.3 311.3 Both Wall 1-1 n/a 1 Line 9.50 46.00 40.0 40.0 Both Wall 9-1 n/a 4 Line 5.50 9.50 40.0 40.0 Both Wall 6-1 n/a 6 Line 5.50 7.50 40.0 90.0 Both Wall 7-1 n/a 7 Line 7.50 21.50 40.0 40.0 Both Wall 7-2 n/a 7 Line 21.50 46.00 40.0 40.0 Both wall B-1 n/a B Line 0.00 12.00 40.0 40.0 Both Wall D-1 n/a D Line 12.00 24.00 40.0 40.0 Both Wall E-1 n/a E Line -19.50 0.00 40.0 40.0 Both Wall K-1 n/a K Line -19.50 24.00 40.0 40.0 Levell Magnitude Trib Force Building Block Wall Profile Lceation [ft] pbs,plf,psf] Width Dir Element Line Start End Start End ft E-w Roof Block 2 9 Line -1.50 23.00 236.3 236.3 E-W Roof Block 2 9 Line -1.50 23.00 236.3 236.3 E-W Floor F7 n/a 1 Line 6.50 9.50 67.5 67.5 E-W Floor F2 n/a 1 Line 9.50 21.SC 240.C 240.0 Both Wall 1-1 n/a 1 Line 9.50 46.00 40.0 90.0 E-W Floor F3 n/a 1 Line 21.50 33.50 217.5 217.5 E-W Floor F4 n/a 1 Line 33.50 38.50 227.5 227.5 E-W Floor F5 n/a 1 Line 38.50 43.50 217.5 217.5 E-W Floor F6 n/a 2 Line 93.50 46.00 52.5 52.5 E-W Floor F7 n/a 3 Line 6.50 9.50 67.5 67.5 E-w Floor F1 n/a 9 Line 0.00 9.50 142.5 142.5 Both Wall 4-1 n/a 4 Line 5.50 9.50 40.0 40.0 E-W Floor F6 n/a 5 Line 43.50 46.00 52.5 52.5 Both Wall 6-1 n/a 6 Line 5.50 7.50 40.0 40.0 Both Wall 7-1 n/a 7 Line 7.50 21.50 40.0 40.0 Both Wall 7-2 n/a 7 Line 21.50 46.00 90.0 40.0 E-W Floor F3 n/a 7 Line 21.50 33.50 217.5 217.5 E-W Floor FS n/a 7 Line 38.50 93.50 217.5 217.5 E-w Floor F9 n/a 8 Line 33.50 38.50 227.5 227.5 E-w Floor F1 n/a 9 Line 0.00 9.50 142.5 142.5 E-w Floor F2 n/a 9 Line 9.50 21.50 240.0 240.0 N-S Roof Block 2 A Line -1.50 30.00 183.8 183.8 N-S Roof Block 2 F Line -1.50 30.00 183.8 183.8 N-S Floor F4 n/a A Line 0.00 2.50 230.0 230.0 N-S Floor FS n/a A Line 2.50 24.00 217.5 217.5 N-S Floor F7 n/a A Line 24.00 28.50 107.5 107.5 Both Wall B-1 n/a B Line 0.00 12.00 90.0 40.0 N-S Floor F1 n/a C Line -19.50 -8.00 185.0 185.0 N-S Floor F2 n/a C Line -8.00 -6.00 197.5 197.5 Both Wall D-1 n/a D Line 12.00 29.00 40.0 40.0 Both Wall E-1 n/a E Line -19.50 0.00 40.0 40.0 N-S Floor F3 n/a E Line -6.00 0.00 182.5 182.5 N-S Floor F7 n/a F Line 29.00 28.50 107.5 107.5 N-S Floor F6 n/a G Line 29.00 26.00 25.0 25.0 N-S Floor F6 n/a H Line 29.00 26.00 25.0 25.0 N-S Floor F1 n/a J Line -19.50 -8.00 185.0 165.0 N-S Floor FS n/a J Line 2.50 24.00 217.5 217.5 16 of 47 12 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 BUILDING MASSES (continued) Both Wall K-1 n/a K Line -19.50 29.00 40.0 40.0 N-S Floor F2 n/a K Line -8.00 -6.00 197.5 197.5 N-S Floor F3 n/a K Line -6.00 0.00 182.5 182.5 N-S Floor F4 n/a K Line 0.00 2.50 230.0 230.0 Both Wall 1-1 n/a 1 Line 6.50 43.50 95.0 95.0 Both wall 2-1 n/a 2 Line 93.50 46.00 45.0 45.0 Both Wall 3-1 n/a 3 Line 6.50 9.50 45.0 45.0 Both Wall 4-1 n/a 4 Line 0.00 9.50 45.0 45.0 Both wall 5-1 n/a 5 Line 43.50 46.00 45.0 45.0 Both Wall 7-1 n/a 7 Line 21.50 33.50 45.0 95.0 Both Wall 7-2 n/a 7 Line 38.50 93.50 95.0 95.0 Both Wall 8-1 n/a 8 Line 33.50 38.50 45.0 45.0 Both Wall 9-1 n/a 9 Line 0.00 21.50 45.0 95.0 Both Wall A-1 n/a A Line 0.00 28.50 45.0 45.0 Both Wall C-1 n/a C Line -19.50 -6.00 45.0 45.0 Both Wall E-1 n/a E Line -6.00 0.00 45.0 95.0 Both Wall F-2 n/a F Line 24.00 28.50 95.0 45.0 Both Wall G-1 n/a G Line 24.00 26.00 45.0 45.0 Both Wall H-1 n/a H Line 24.00 26.00 45.0 95.0 Both Wall J-1 n/a J Line -19.50 -8.00 45.0 45.0 Both Wall J-2 n/a J Line 2.50 29.00 45.0 45.0 Both Wall K-1 n/a K Line -8.00 2.50 95.0 45.0 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 area used to generate mass, w all line for user-applied masses, F loor D# - refer to plan view for floor area number, W all line - For generated masses, shearfine that equivalentl ine load is assigned to,o r line thatu ser-applied mass is applied to -Location - Starta nd end points ofe quivalentl ine load on wall line; T rib l~dth. - for user applied area loads only 17 of 47 13 WoodWorks® ShearWal Is RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [Ibs, plf,psf] Dir Start End Start End E-W Point 5.50 5.50 89 84 E-W Line 5.50 6.00 14.0 19.0 E-W Line 6.00 7.50 136.0 136.0 E-W Point 7.50 7.50 84 84 E-W Line 7.50 9.50 136.0 136.0 E-W Point 9.50 9.50 136 136 E-W Line 9.50 21.50 136.0 136.0 E-W Line 21.50 46.00 136.0 136.0 E-W Point 96.00 46.00 309 304 E-W Line 96.00 97.50 122.0 122.0 N-S Line -21.00 -19.50 108.8 108.8 N-S Point -19.50 -19.50 255 255 N-S Line -19.50 0.00 122.8 122.8 N-S Point 0.00 0.00 28 28 N-S Line 0.00 12.00 122.8 122.8 N-S Point 12.00 12.00 19 14 N-S Line 12.00 24.00 122.8 122.8 N-S Point 24.00 24.00 269 269 N-S Line 24.00 25.50 108.8 108.8 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E-W Line -1.50 0.00 97.8 47.8 E-w Point 0.00 0.00 130 130 E-W Line 0.00 5.50 85.7 85.7 E-W Point 5.50 5.50 167 167 E-w Point 5.50 5.50 49 49 E-W Line 5.50 6.50 93.8 93.8 E-W Point 6.50 6.50 61 61 E-W Line 6.50 7.50 116.6 116.6 E-w Point 7.50 7.50 49 99 E-W Point 7.50 7.50 396 398 E-W Line 7.50 9.50 116.6 116.6 E-w Point 9.50 9.50 106 106 E-W Point 9.50 9.50 1122 1122 E-W Line 9.50 21.50 113.5 113.5 E-W Point 21.50 21.50 20 20 E-W Line 21.50 23.00 109.0 109.0 E-w Point 22.00 22.00 2481 2961 E-W Line 23.00 33.50 61.2 61.2 E-w Point 33.50 33.50 9 9 E-W Line 33.50 38.50 63.2 63.2 E-W Point 38.50 38.50 9 9 E-W Line 38.50 43.50 61.2 61.2 E-w Point 43.50 93.50 150 150 E-W Line 43.50 96.00 27.8 27.8 E-W Point 46.00 96.00 2119 2119 E-W Point 46.00 46.00 229 229 N-S Point -19.50 -19.50 316 316 N-S Line -19.50 -8.00 54.6 59.6 N-S Point -8.00 -6.00 11 11 N-S Line -8.00 -6.00 57.1 57.1 N-S Point -6.00 -6.00 19 14 N-S Line -6.00 -1.50 59.1 54.1 N-S Line -1.50 0.00 91.3 91.3 N-S Point 0.00 0.00 59 59 N-S Line 0.00 2.50 100.9 100.9 N-S Point 2.50 2.50 11 11 N-S Line 2.50 12.00 98.9 98.9 N-S Point 12.00 12.00 B 8 N-S Line 12.00 24.00 98.9 98.9 N-S Point 29.00 24.00 233 233 N-S Line 29.00 26.00 62.2 62.2 N-S Point 26.00 26.00 23 23 N-S Line 26.00 28.50 68.0 6P.0 N-S Point 28.50 28.50 9Q 98 18 of 47 14 WOOCIWOI'ICS® $I1@8~'WaIIS RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 SEISMIC LOADS Loads in table can be accumulation of loads from several building masses, so they do notc orrespond with a particular building element. L ovation - Starta nd end ofl oad in direction perpendicular to seismic force direction A!I loads entered by the user or generated by program are specked (unfactored) loads. The program will apply a load factor of0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. 19 of 47 15 ~ WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force [plf] Allowable Shear [plf) Crit. Shearlines G Dir Ld.C ase V Ibs V/L V/FHS Int Ext Co C Total V bs Res . Line 1 Level 2 Lnl, Lev2 1 Both 1 1738 47.6 57.0 339 1.00 S 339 10325 0.17 Level 1 Lnl, Levl 1 Both 1 2368 69.0 69.6 339 1.00 S 335 9479 0.25 Line 3 Ln3, Levl 1 Both 1 910 23.0 303.9 339 1.00 S 339 1016 0.90 Line 4 Ln4, Levl 1 S->N 1 1352 29.4 142.3 339 1.00 S 339 3216 0.92 1 N->S 1 1997 31.5 152.3 339 1.00 S 339 3216 0.95 Line 7 Level 2 Ln7, Lev2 1 Both 1 1738 45.1 48.3 339 1.00 S 339 12187 0.19 Wall 7-2 1 Both 1 1062 - 48.3 339 1.00 339 7447 0.19 Wa11 7-1 1 Both 1 676 - 98.3 339 1.00 339 9739 0.14 Level 1 Ln7, Levl 3 S->N 1 3179 73.1 269.9 995 1.00 S 495 5937 0.59 3 N->S 1 3252 74.8 271.0 495 1.00 S 495 5937 0.55 Wa11 7-2 3 S->N 1 1324 - 264.9 495 1.00 495 2479 0.59 3 N->S 1 1355 - 271.0 495 1.00 495 2479 0.55 Wa11 7-1 3 S->N 1 1859 - 269.9 495 1.00 495 3463 0.59 3 N->S 1 1897 - 271.0 495 1.00 495 3463 0.55 Line 9 Ln9, Levl 1 Both 1 168 7.8 7.8 339 1.00 S 339 7278 0.02 East-West W For Shear Force [plf] Allowable Shear [plt] Crit. Shearlines G Dir Ld.C ase V Ibs V!L V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 W->E 1 195 6.9 30.1 339 1.00 S 339 2200 0.09 1 E->W 1 195 6.8 29.9 339 1.00 S 339 2200 0.09 Line B Level 2 LnB, Lev2 1 Both 1 41 3.4 6.8 339 1.00 S 339 2031 0.02 Line C Level 1 LnC, Levl 2 W->E 1 1722 127.5 264.9 638 1.00 S 638 4147 0.42 2 E->W 1 1631 120.8 250.9 638 1.00 S 638 9197 0.39 Line D Level 2 LnD, Lev2 1 Both 1 90 3.7 12.8 339 1.00 S 339 2370 0.09 Line E LnE, Lev2 1 Both 1 955 10.5 65.0 339 1.00 S 339 2370 0.19 Line F Level 1 LnF, Levl 1 W->E 1 3516 73.3 190.7 339 1.00 S 339 8463 0.42 1 E->W 1 3386 70.5 135.4 339 1.00 S 339 8463 0.40 Wall F-2 1 W->E 1 633 - 140.7 339 1.00 339 1523 0.92 1 E->W 1 609 - 135.4 339 1.00 339 1523 0.90 wall F-1 1 W->E 1 2883 - 140.7 339 1.00 339 6990 0.92 1 E->W 1 2776 - 135.4 339 1.00 339 6990 0.90 Line I Level 2 LnI, Lev2 1 Both 1 1584 36.4 90.5 339 1.00 S 339 5924 0.27 Line J Level 1 LnJ, Levl 1 W->E 1 2136 49.1 133.5 339 1.00 S 339 5416 0.39 1 E->w 1 2096 98.2 131.0 339 1.00 S 339 5416 0.39 Wall J-1 1 W->E 1 1001 - 133.5 339 1.00 339 2539 0.39 1 E->W 1 982 - 131.0 339 1.00 339 2539 0.39 wall J-2 1 W->E 1 1135 - 133.5 339 1.00 339 2877 0.39 1 E->w 1 1113 - 131.0 339 1.00 339 2877 0.39 Line K Level 2 LnK, Lev2 1 Both 1 899 19.5 32.7 339 1.00 S 339 8802 0.10 W Grp - Wall group as listed in Materials table; For Dir- force direction, always 'both"; t-!/W factor- Factor due to sheanvau herght-to-wrdth ratio for interior and exterior wall sheathing; V -Factored shear force applied to entire line and amount taken by each watt; V/L - Diaphra~ ~f~#Prce = 16 V{~OOC~VUO/'~(S® $~1@al'WaI~S RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 factored shearline force divided by length ofs heartine; Following values marked with "means thaty alue for shearline is the one for wall with critical design response on line; V /FHS" -Design shear force = factored shear force per unitf ull height sheathing, l nt" -Unit shear capacity ofi nterior sheathing; E xt" -Unit shear capacity ofe xterior sheathing Co' -Perforation factor, C -Sheathing combination rule,A =Add capacities, S = Strongests ide on/y,X = Strongest side or twice weakest; Total" - Combined units hear capacity inc. p erforation factor and HNV factor; V -Combined shear capacity ofw all or total capacity of shearline ; C ritR esp" - Critica/ response = Vapp/FHS/Vcap =design shear force/unit shear capacity 21 of 47 17 WoodWorks® ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall or O nin Location [ft] X Y Ld.C ase Shear Tensile Holddown Force pbs] Dead U lift Cmb'd Dragstr~t Force Ibs Line 1 1-1 Left Wall End -19.50 6.75 1 761 761 Line 1 Vert. Element -19.50 9.75 1 956 456 1-1 Left Opening 1 -19.50 20.25 1 1217 1217 1-1 Right Opening 1 -19.50 26.75 1 1217 1217 1-1 Left Opening 2 -19.50 40.25 1 761 761 Line 1 Vert. Element -19.50 45.75 1 456 956 1-1 Left Opening 1 -19.50 20.50 1 288 1-1 Right Opening 1 -19.50 26.50 1 96 1-1 Left Opening 2 -19.50 90.50 1 192 Line 3 3-1 Left wall End -6.00 6.75 1 2731 2731 3-1 Right wall End -6.00 9.25 1 2731 2731 3-1 Right wall End -6.00 9.50 1 891 Line 4 4-1 Left Wall End 0.00 0.25 1 1281 1281 4-1 Right Wall End 0.00 9.25 1 1371 1371 4-1 Right Wall End 0.00 9.50 1 1148 Line 7 Line 7 Vert. Element 24.00 7.75 1 386 386 Line 7 Vert. Element 24.00 21.25 1 386 386 Line 7 Vert. Element 24.00 21.75 1 386 386 7-1 Right Opening 1 24.00 26.75 1 2389 2389 Line 7 Vert. Element 24.00 27.25 1 386 386 Line 7 Vert. Element 24.00 30.25 1 386 38'0 7-1 Right Wa11 End 29.00 33.25 1 2439 2439 7-2 Left Wall End 24.00 38.75 1 2384 2389 7-2 Right wall End 24.00 93.25 1 2935 2939 Line 7 Vert. Element 24.00 95.75 1 386 386 7-2 Left Wall End 29.00 38.50 1 981 7-1 Right Wali End 29.00 33.50 1 607 7-1 Fight Opening 1 24.00 26.50 1 1981 Line 9 9-1 Left Wall End 28.50 0.25 1 70 70 9-1 Right Wall End 26.50 21.25 1 70 70 Line A A-1 Left Opening 1 2.75 0.00 1 269 269 A-1 Left Wall End 0.25 0.00 1 270 270 A-1 Right Opening 1 25.25 0.00 1 270 270 A-1 Right Wall End 28.25 0.00 1 269 269 A-1 Left Opening 1 3.00 0.00 1 70 A-1 Right Opening 1 25.00 0.00 1 81 Line B Line B Vert. Element 0.25 5.50 1 55 55 Line B Vert. Element 2.75 5.50 1 55 55 Line B Vert. Element 9.25 5.50 1 55 55 Line B Vert. Element 11.75 5.50 1 55 55 Line C C-1 Left Opening 1 -16.75 6.50 1 2258 2258 C-1 Left Wall End -19.25 6.50 1 2389 2389 C-1 Right Opening 1 -9.25 6.50 1 2389 2389 C-1 Right Wall End -6.25 6.50 1 2258 2258 C-1 Left Opening 1 -16.50 6.50 1 912 C-1 Right Opening 1 -9.50 6.50 1 981 Line 0 Line D Vert. Element 12.25 7.50 1 103 103 Line D Vert. Element 19.75 7.50 1 103 103 Line D Vert. Element 20.25 7.50 1 103 103 Line D Vert. Element 23.75 7.50 1 103 103 Line E Line E Vert. Element -14.75 9.50 1 520 520 Line E Vert. Element -10.75 9.50 1 520 520 Line E Vert. Element -5.25 9.50 1 162 162 Line E Vert. Element -0.75 9.50 1 357 357 Line E Vert. Element -0.25 9.50 1 520 520 Line F F-1 Left Wall End 0.25 22.00 1 1266 126'0 F-1 Left Opening 1 5.25 22.00 1 1219 1219 F-1 Right Opening 1 8.75 22.00 1 1266 1266 F-1 Right Wall End 23.25 22.00 1 1219 1219 F-2 Left Wall End 29.25 21.50 1 1266 1266 F-2 Ri ht Wall End 28.25 21.50 1 1219 1 GL VI '+/ 18 WoodWorks® ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 DRAGSTRl1T AND HOl_DDOWN FORCES IfleYihle wind desian.c ontinuedl F-2 Left Wall End 24.00 21.50 1 303 F-1 Left Wall End 0.00 22.00 1 1429 F-1 Right Wall End 23.50 22.00 1 267 F-1 Left Opening 1 5.50 22.00 1 1058 F-1 Right Opening 1 8.50 22.00 1 1278 Line 1 Line I Vert. Element 0.25 22.00 1 724 724 Line I Vert. Element 6.25 22.00 1 724 724 Line I Vert. Element 12.75 22.00 1 724 724 Line I Vert. Element 23.25 22.00 1 724 729 Line J J-1 Right Opening 1 -15.25 43.50 1 1201 1201 J-1 Right wall End -8.25 93.50 1 1179 1179 J-2 Left Wall End 2.75 43.50 1 1201 1201 J-2 Left Opening 1 6.25 93.50 1 1179 1179 J-2 Right Opening 1 19.75 93.50 1 1201 1201 J-2 Right Wall End 23.75 43.50 1 1179 1179 J-1 Right Wall End -8.00 93.50 1 937 J-1 Right Opening 1 -15.50 93.50 1 196 J-2 Left Wall End 2.50 93.50 1 79 J-2 Left Opening 1 6.50 93.50 1 259 J-2 Right Opening 1 19.50 93.50 1 380 Line K Line K Vert. Element -12.75 96.00 1 261 261 Line K Vert. Element -6.25 96.00 1 163 163 Line K Vert. Element 0.25 96.00 1 98 98 Line K Vert. Element 2.75 96.00 1 261 261 Line K Vert. Element 14.75 96.00 1 261 261 Line K Vert. Element 20.25 96.00 1 261 261 Line K Vert. Element 23.75 46.00 1 261 261 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force pbs] Dragstrut Wall or O nin X Y Ld.C ase Shear Dead U lift Cmb'd Force Ibs Line 1 1-1 Left Opening 1 -19.50 20.25 i 456 956 1-1 Left wall End -19.50 9.75 1 456 956 1-1 Right Opening 1 -19.50 26.75 1 456 456 1-1 Right wall End -19.50 45.75 1 456 456 1-1 Left Opening 1 -19.50 20.50 1 103 1-1 Right Opening 1 -19.50 26.50 1 183 Line 7 7-1 Left Wall End 24.00 7.75 1 386 386 7-1 Right Wall End 24.00 21.25 1 386 386 7-2 Left Wall End 24.00 21.75 1 386 386 7-2 Left Opening 1 24.00 27.25 1 386 386 7-2 Fight Opening 1 24.00 30.25 1 386 386 7-2 Right Wall End 24.00 45.'75 1 386 386 7-2 Left Opening 1 24.00 27.50 1 63 7-2 Right Opening 1 24.00 30.00 1 50 Line B B-1 Left Opening 1 2.75 5.50 1 55 55 B-1 Left Wall End 0.25 5.50 1 55 55 B-1 Right Opening 1 9.25 5.50 1 55 55 B-1 Right wall End 11.75 5.50 1 55 55 B-1 Left Opening 1 3.00 5.50 1 10 B-1 Right Opening 1 9.00 5.50 1 10 Line D D-1 Left wall End 12.25 7.50 1 103 103 D-1 Left Opening 1 14.75 7.50 1 103 103 D-1 Right Opening 1 20.25 7.50 1 103 103 D-1 Right Wall End 23.75 7.50 1 103 103 D-1 Left Wa11 End 12.00 7.50 1 45 D-1 Left Opening 1 15.00 7.50 1 18 D-1 Right Opening 1 20.00 7.50 1 36 Line E E-1 Right Opening 1 -14.75 9.50 1 520 520 E-1 Left Opening 2 -10.75 9.50 1 520 520 E-1 Right Opening 2 -2.25 9.50 1 520 520 E-1 Right Wall End -0.25 9.50 1 520 520 E-1 Right Wall End 0.00 9.50 1 251 E-1 Right Opening 1 -15.00 9.50 1 47 E-1 Left Opening 2 -10.50 9.50 1 198 E-1 Ri ht 0 enin 2 -2.50 9.50 1 115 23 of 47 19 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 DFiAGSTRUT AND NOLDDOWN FORCES (flexible wind design,c ontinued) Line I-1 Left Wall End 0.25 22.00 1 729 729 I-1 Left Opening 1 6.25 22.00 1 729 724 I-1 Right Opening 1 12.75 22.00 1 724 724 I-1 Right Wall End 23.25 22.00 1 724 724 I-1 Left Wall End 0.00 22.00 1 710 I-1 Right Wall End 23.50 22.00 1 18 I-1 Left Opening 1 6.50 22.00 1 358 I-1 Right Opening 1 12.50 22.00 1 577 Line K K-1 Right Opening 1 -12.75 96.00 1 261 261 K-1 Left Opening 2 -3.75 96.00 1 261 261 K-1 Right Opening 2 2.75 96.00 1 261 261 K-1 Left Opening 3 19.75 46.00 1 261 261 K-1 Right Opening 3 20.25 96.00 1 261 261 K-1 Right Wall End 23.75 46.00 1 261 261 K-1 Right Opening 1 -13.00 46.00 1 127 K-1 Left Opening 2 -3.50 46.00 1 2 K-1 Right Opening 2 2.50 46.00 1 119 K-1 Left Opening 3 15.00 46.00 1 95 K-1 Right Opening 3 20.00 46.00 1 53 LJne-Wall - Shearline for forces carried by vertical elements, watt for forces at wall or opening ends; Position...- Vert. element = column or srrengrneneo sruos req aornenvJSe moicares stua iocat~on atw all entl or opening;. L ovation - Co-0rdinates in Plan View; Ld. C ase -Results are for critical load case:A SCE 7 Al! heights Case 1 or 2, ASCE 7 low rise T = Transverse, L =Longitudinal; Shear - Factored wind shear overturning component; Dead - Unfactored dead load resisting component; U plift- Upliftw ind load component; C mb'd -Sum off actored overturning, d ead and upliftf orces; D ragstrutFo rce -Factored drag strutf once at opening headers and gaps in walls along shearline Note: This table includes tension holddown forces only. Dead load contribution to combined force is factored by O.601oad combination factor 24 of 47 20 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 Wind Suction Design CnMPONFNTS ANr) CI AMINO by SHFeRI 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 0.34 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 2 1 1 17.4 46.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 1 17.4 46.0 0.36 23 19 68 0.39 0.28 1.00 1.00 9 1 1 17.4 46.0 0.36 23 19 68 0.39 0.28 1.00 1.00 1 17.9 96.0 0.36 23 19 66 0.39 0.28 1.00 1.00 5 1 1 17.4 46.0 0.36 23 19 68 0.34 0.28 1.00 1.00 6 2 1 17.4 48.0 0.36 23 19 66 0.34 0.28 1.00 1.00 7 1 3 17.4 46.0 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 8 1 17.4 46.0 0.36 23 19 68 0.34 0.28 1.00 1.00 5 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [fbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev G Ca End Int End Int Tem Moist A 1 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 2 1 17.4 98.0 0.36 23 19 68 0.34 0.26 1.00 1.00 C 1 2 17.4 98.0 0.36 23 19 66 0.34 0.26 1.00 1.00 D 2 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 E 1 17.4 98.0 0.36 23 19 66 0.34 0.28 1.00 1.00 2 1 17.4 98.0 0.36 23 19 66 0.34 0.28 1.00 1.00 F 1 1 17.4 98.0 0.36 23 19 66 0.34 0.28 1.00 1.00 G 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 H 1 17.4 98.0 0.36 23 19 68 0.39 0.28 1.00 1.00 J 1 1 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 K 1 1 17.4 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 Grp - wan uesrgn Group, results for design groups for rigid, flexible design listed for each wall,' Sheathing: Fone -Unit area end zone G&G load, Cap - Out-of-plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fa stener Withdrawal: Fo rce -Force tributary to each nail in end zone and interior zone; C ap -Factored withdrawalc apacity of individual fastener according to NDS 11.2-3 25 of 47 21 WoodWorks®ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Mass Ibs s .ft Story Shear [Ibs] E-W N-S Shear Ratio Rmax E-W N-S Reliability Factor p E-W N-S Level2 35666 1660 6237 6237 0.257 0.163 0.09 -1.00 Level1 96011 1881 4654 4654 0.392 0.362 0.82 0.73 Structure 81678 - 10890 10890 - - 1.00 1.00 Vertrcal earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.17 D SHEAR RESULTS North-South W For HNY Fact. Shear Force [plf] Allowable Shear [plfJ Crit. Shearlines G Dir Int Ext V bs VIL VlFHS Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 2177 59.6 71.9 292 1.00 S 242 7375 0.30 Level 1 Ln1, Levl 1 Both 1.0 1.0 2657 71.8 94.9 242 1.00 S 242 6770 0.39 Line 3 Ln3, Levl 1 Both 1.0 .67 396 10.0 132.1 161 1.00 S 161 484 0.82 line 4 Ln4, Levl 1 Both 1.0 1.0 1030 22.4 108.9 292 1.00 S 242 2297 0.45 Line 7 Level 2 Ln7, Lev2 1 Both 1.0 1.0 2189 56.9 60.8 292 1.00 S 242 8705 0.25 Wall 7-2 1 Both 1.0 1.0 1338 - 60.8 292 1.00 242 5320 0.25 wall 7-1 1 Both 1.0 1.0 851 - 60.8 242 1.00 242 3385 0.25 Level 1 Ln7, Levl 3 Both 1.0 1.0 3314 76.2 276.1 353 1.00 S 353 9241 0.78 Wall 7-2 3 Both 1.0 1.0 1381 - 276.1 353 1.00 353 1767 0.78 Wail 7-1 3 Both 1.0 1.0 1933 - 276.1 353 1.00 353 2474 0.78 Line 9 Ln9, Levl 1 Both 1.0 1.0 226 10.5 10.5 242 1.00 S 292 5199 0.04 East-West W For H11N Fact. Shear Force [plf] Allowable Shear [plt] Crit. Shearlines G Dir Int Ext V Ibs VIL VlFHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 .67 360 12.6 55.3 161 1.00 S 161 1142 0.34 Line B Level 2 LnB, Lev2 1 Both 1.0 .75 117 9.7 19.4 181 1.00 S 181 1088 0.11 Line C Level 1 LnC, Levl 2 Both 1.0 .67 1992 193.8 298.7 309 1.00 S 304 2152 0.98 Line D Level 2 LnD, Lev2 1 Both 1.0 .75 299 10.2 34.8 181 1.00 S 181 1511 0.19 Line E LnE, Lev2 1 Both 1.0 .63 785 18.1 112.2 151 1.00 S 151 1966 0.74 Line F Level 1 LnF, Levl 1 Both 1.0 1.0 3096 63.5 121.8 242 1.00 S 242 6045 0.50 wall F-2 1 Both 1.0 1.0 598 - 121.8 242 1.00 242 1086 0.50 Wa11 F-1 1 Both 1.0 1.0 2498 - 121.8 292 1.00 242 9957 0.50 Line I Level 2 LnI, Lev2 1 Both 1.0 1.0 1737 39.9 99.2 292 1.00 S 242 9232 0.91 Line J Level 1 LnJ, Levl 1 Both 1.0 .89 2276 52.3 192.3 215 1.00 S 215 3761 0.66 wall J-1 1 Both 1.0 1.0 1067 - 192.3 292 1.00 292 1819 0.59 Wall J-2 1 Both 1.0 .89 1209 - 192.3 215 1.00 215 1948 0.66 Line K Level 2 LnK, Lev2 1 Both 1.0 1.0 1483 39.1 57.0 242 1.00 S 292 6287 0.24 w Grp - wau group as listed in Materials table; For Dir -Direction of wind force along shearline; Ld. case -Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 !ow rise T = Transverse, L = Longitudinal, a !! other results are ror this load case; V -Factored shear force applied to entire line 26 of 47 22 ~I WOOC~WO/'/(S® $I1@c'II'WaIIS RUEPPELL 2513 SHEAR.wsr May. 23, 200719:01:16 ~ and amount taken by each wall; V /L -Diaphragm shear force =factored shearline force divided by length ofs hearline; Following values marked with `means thaw alue for shearline is the one for wall with critical design response on line; V /FHS' -Design shear force = factored shear force per unitf ull height sheathing, l nt' -Unit shear capacity ofi nterior sheathing; E xC -Unit shear capacity ofe xterior sheathing Co' -Perforation factor, C -Sheathing combination rule,A =Add capacities, S = Strongests ide only,X = Strongest side or twice weakest,' Total' - Combined units hear capacity inc. p erforation factor, V -Combined shear capacity ofw all or total capacity ofs hearline ; C rit Resp' -Critical response = VappiFHSNcap = design shear force/units hear capacity 27 of 47 23 WoodWorks® Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall or O nin Location [ft] X Y Shear Tensile Holddown Force pbs] Dead U lift Cmb'd Dragstrut Force Ibs Line 1 1-1 Left Wall End -19.50 6.75 859 854 Line 1 Vert. Element -19.50 9.75 571 571 1-1 Left Opening 1 -19.50 20.25 1925 1925 1-1 Right Opening 1 -19.50 26.75 1925 1425 1-1 Left Opening 2 -19.50 90.25 859 859 Line 1 Vert. Element -19.50 95.75 571 571 1-1 Left Opening 1 -19.50 20.50 323 1-1 Right Opening 1 -19.50 26.50 108 1-1 Left Opening 2 -19.50 40.50 215 Line 3 3-1 Left Wall End -6.00 6.75 1189 1189 3-1 Right Wall End -6.00 9.25 1189 1189 3-1 Right Wall End -6.00 9.50 366 Line 4 9-1 Left wall End 0.00 0.25 976 976 9-1 Right wall End 0.00 9.25 976 976 9-1 Right Wall End 0.00 9.50 817 Line 7 Line 7 Vert. Element 24.00 7.75 486 486 Line 7 Vert. Element 24.00 21.25 486 486 Line 7 Vert. Element 24.00 21.75 486 486 7-1 Right Opening 1 24.00 26.75 2485 2485 Line 7 Vert. Element 24.00 27.25 486 486 Line 7 Vert. Element 24.00 30.25 486 486 7-1 Right Wall End 24.00 33.25 2485 2985 7-2 Left Wall End 24.00 38.75 2485 2485 7-2 Right wall End 24.00 43.25 2485 2485 Line 7 Vert. Element 24.00 45.75 486 486 7-2 Left Wall End 24.00 38.50 1000 7-1 Right Wall End 24.00 33.50 619 7-1 Right Opening 1 24.00 26.50 2019 Line 9 9-1 Left wall End 28.50 0.25 95 95 9-1 Right Wa11 End 26.50 21.25 95 95 Line A A-1 Left Wall End 0.25 0.00 498 996 A-1 Left Opening 1 2.75 0.00 498 498 A-1 Right Opening 1 25.25 0.00 498 998 A-1 Right Wa11 End 28.25 0.00 498 998 A-1 Left Opening 1 3.00 0.00 128 A-1 Right Opening 1 25.00 0.00 149 Line B Line B Vert. Element 0.25 5.50 155 155 Line B Vert. Element 2.75 5.50 155 155 Line B Vert. Element 9.25 5.50 155 155 Line B Vert. Element 11.75 5.50 155 155 Line C C-1 Left Wall End -19.25 6.50 2689 2689 C-1 Left Opening 1 -16.75 6.50 2689 2689 C-1 Right Opening 1 -9.25 6.50 2689 2689 C-1 Right wall End -6.25 6.50 2689 2689 C-1 Left Opening 1 -16.50 6.50 965 C-1 Right Opening 1 -9.50 6.50 592 Line D Line D Vert. Element 12.25 7.50 279 279 Line D Vert. Element 19.75 7.50 279 279 Line D Vert. Element 20.25 7.50 279 279 Line D Vert. Element 23.75 7.50 279 279 Line E Line E Vert. Element -19.75 9.50 696 898 Line E Vert. Element -10.75 9.50 896 898 Line E Vert. Element -5.25 9.50 281 281 Line E Vert. Element -0.75 9.50 617 617 Line E Vert. Element -0.25 9.50 898 898 Line F F-2 Right wall End 28.25 21.50 1097 1097 F-1 Left Wall End 0.25 22.00 1097 1097 F-1 Left Opening 1 5.25 22.00 1097 1097 F-1 Right Opening 1 6.75 22.00 1097 1097 F-1 Right Wall End 23.25 22.00 109? 1097 F-2 Left Wall End 24.25 21.50 1097 10 7 cvviYr 24 WoodWorks® ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic desian.c ontinuedl F-2 Left Wall End 29.00 21.50 263 F-1 Left Wall End 0.00 22.00 1237 F-1 Right Wall End 23.50 22.00 231 F-1 Left Opening 1 5.50 22.00 916 F-1 Right Opening 1 8.50 22.00 1107 Line I Line I Vert. Element 0.25 22.00 794 794 Line I Vert. Element 6.25 22.00 799 794 Line I Vert. Element 12.75 22.00 794 799 Line I Vert. Element 23.25 22.00 794 794 Line J J-2 Right Opening 1 19.75 43.50 1280 1280 J-1 Right Opening 1 -15.25 43.50 1280 1280 J-1 Right Wall End -8.25 43.50 1280 1280 J-2 Left Wall End 2.75 43.50 1280 1280 J-2 Left Opening 1 6.25 43.50 1280 1280 J-2 Right Wall End 23.75 43.50 1280 1280 J-1 Right Wall End -8.00 43.50 965 J-1 Right Opening 1 -15.50 43.50 209 J-2 Left Wall End 2.50 43.50 89 J-2 Left Opening 1 6.50 43.50 276 J-2 Right Opening 1 19.50 43.50 405 Line K Line K Vert. Element -12.75 46.00 456 456 Line K Vert. Element -6.25 96.00 285 285 Line K Vert. Element 0.25 96.00 171 171 Line K Vert. Element 2.75 96.00 456 456 Line K Vert. Element 14.75 46.00 456 456 Line K Vert. Element 20.25 96.00 456 456 Line K Vert. Element 23.75 96.00 456 456 Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force (Ibs] Dragstrut Wall or O nin X Y Shear Dead U lift Cmb'd Force bs Line 1 1-1 Left Wall End -19.50 9.75 571 571 1-1 Left Opening 1 -19.50 20.25 571 571 1-1 Right Opening 1 -19.50 26.75 571 571 1-1 Right Wa11 End -19.50 95.75 571 571 1-1 Left Opening 1 -19.50 20.50 129 1-1 Right Opening 1 -19.50 26.50 229 Line 7 7-1 Left Wall End 24.00 7.75 986 486 7-1 Right Wa11 End 24.00 21.25 486 486 7-2 Left Wall End 24.00 21.75 486 986 7-2 Left Opening 1 24.00 27.25 986 486 7-2 Right Opening 1 24.00 30.25 486 486 7-2 Right Wall End 29.00 45.75 986 466 7-2 Left Opening 1 29.00 27.50 79 7-2 Right Opening 1 29.00 30.00 63 Line B B-1 Left Wall End 0.25 5.50 155 155 B-1 Left Opening 1 2.75 5.50 155 155 B-1 Right Opening 1 9.25 5.50 155 155 B-1 Right Wall End 11.75 5.50 155 155 B-1 Left Opening 1 3.00 5.50 29 B-1 Right Opening 1 9.00 5.50 29 Line D D-1 Left Opening 1 14.75 7.50 279 279 D-1 Left Wall End 12.25 7.50 279 279 D-1 Right Opening 1 20.25 7.50 279 279 D-1 Right Wall End 23.75 7.50 279 279 D-1 Left Wall End 12.00 7.50 122 D-1 Left Opening 1 15.00 7.50 48 D-1 Right Opening 1 20.00 7.50 99 Line E E-1 Right Wall End -0.25 9.50 898 898 E-1 Right Opening 1 -14.75 9.50 896 898 E-1 Left Opening 2 -10.75 9.50 698 898 E-1 Right Opening 2 -2.25 9.50 898 898 E-1 Right Wall End 0.00 9.50 433 E-1 Right Opening 1 -15.00 9.50 81 E-1 Left Opening 2 -10.50 9.50 342 E-1 Ri ht 0 enin 2 -2.50 9.50 198 29 of 47 25 WoodWorks® ShearWalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design,c ontinued) Line I I-1 Left Opening 1 6.25 22.00 799 799 I-1 Left Wall End 0.25 22.00 794 799 I-1 Right Opening 1 12.75 22.00 799 799 I-1 Right Wall End 23.25 22.00 794 799 I-1 Left wall End 0.00 22.00 779 I-1 Right Wall End 23.50 22.00 20 I-1 Left Opening 1 6.50 22.00 393 I-1 Right Opening 1 12.50 22.00 633 Line K K-1 Left Opening 2 -3.75 96.00 456 956 K-1 Right Opening 1 -12.75 96.00 456 956 K-1 Right Opening 2 2.75 46.00 956 956 K-1 Left Opening 3 19.75 96.00 956 956 K-1 Right Opening 3 20.25 46.00 456 956 K-1 Right wall End 23.75 46.00 956 956 K-1 Right Opening 1 -13.00 46.00 222 K-1 Left Opening 2 -3.50 46.00 4 K-1 Right Opening 2 2.50 46.00 206 K-1 Left Opening 3 15.00 96.00 79 K-1 Right Opening 3 20.00 96.00 92 Line-Wall - Sheartine for forces carried by vertical elements, wall for forces at wall or opening ends; Position...- Vert. element = column or strengthened studs req'd,o thenvise indicates stud location atw al! end or opening;L ovation - Co-oniinates in Plan View; Ld.C ase - l~esu/ts are for critical load case:A SCE 7 AI! heights Case 1 or 2, ASCE 7 !ow rise T = Transverse, L =Longitudinal; Shear - Factored wind shear overturning component; Dead - Unfactored dead toad resisting ~mponent; Uplift- Notr elevantt o seismic design; Cmb d -Sum of factored overuming, dead and vertical earthquake forces;DragstrutFo rce -Factored drag strutf orce ato pening headers and gaps in walls along shearline Note: This table includes tension holddown forces only. Shearv/al! does not check for either plan or vertical structural irregularities. Dead load contribution to combined force is factored by 0.479 due to load combination factor and vertical seismic force 30 of 47 26 WoodWorks®Shearwalls RUEPPELL 2513 SHEAR.wsr May. 23, 2007 19:01:16 31 of 47 27 "- '~ ` s- ~ COMPANY PACIFIC NORTHWEST ENGINEERING, INC. PROJECT RUEPPELL 2513 -" ~ ~ ~ ~ 4924109TH ST SW SUITE C F1 '~~~~ ~~ ~ LAKEWOOD,W A 98499 May 23,2007 19:02 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or ptf )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10' S'-10" 11'-8't Lumber-soft, D.Fir-L, No.2, 4x10" Self-weighto f7 .69 ptf 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' 1B0 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.992 1.200 1.00 1.00 1.00 1.00 - 3 Fb'- 900 1.00 1.00 1.00 0.998 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 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 Shear LC #2 = D+L, V = 3309, V design = 2610 lbs Bending(+): LC #3 = D+L (pattern: L_), M = 2784 lbs-ft Bending(-): LC #2 = D+L, M = 3861 lbs-ft Deflection: LC #3 = D+L (pattern: 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) (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 213 oft 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. Load Type Distribution Magnitude Location [ft] Pat- - Start End Start End tern Loadl Dead Full UDL 100.0 No Load2 Live Full UDL 400.0 Yes Load3 Dead Full UDL 80.0 No Load4 Live Full UDL 320.0 Yes Dead 411 1369 911 Live 1837 5250 1837 Total 2248 6619 2298 B i ear ng: Load Comb #3 #2 #9 Length 1.03 2.65 0.90 Cb 1.00 1.14 1.00 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 121 Fv' = 180 fv/Fv' = 0.67 Bending(+) fb = 669 Fb' = 1071 fb/Fb' = 0.62 Bending(-) fb = 928 Fb' = 1078 fb/Fb' = 0.86 Live Defl'n 0.09 = <L/999 0.19 = L/360 0.18 Total Defl'n 0.04 = <L/999 0.29 = L/240 0.15 32 of 47 - COMPANY PROJECT ~ PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 r,._... y~i.m '~ i ! J~ 4924109TH ST SW SUITE C F2 r' "' ® LAKEWOOD,W A 98499 ., ~ > . _ : May 23,2007 19:02 k.': H 1 111 i.: N L-~ t N 1._ Design Check Calculation Sheet Sizer 7.0 LOADS 1 Ibs, psf, ~ Pff Y *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) l0' 14'-4'~ Lumber-soft, Hem-Fir, No.2, 2x10" Spaced at16 " Gc;S elf-weighto f2 .87 plf included in loads; Lateral support: top= full,b ottom= ats upports; Repetitive factor:a pplied where permitted (refer to online help); 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' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ BSO 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 498, V design = 494 lbs Bending(+): LC #2 = D+L, M = 1784 lbs-ft Deflection: LC #2 = D+L EI= 129e06 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 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 Location [ft] Units Start End Start End Loadl Dead Full Area 10.00 (16.0)* psf Load2 Live Full Area 40.00 (16.0)* sf Dead 116 116 Live 382 382 Total 498 998 Bearing: Load Comb #2 #2 Len th 0.82 0.82 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 48 Fv' = 150 fv/Fv' = 0.32 Bending(+) fb = 1001 Fb' = 1075 fb/Fb' = 0.93 Live Defl'n 0.39 = L/437 0.46 = L/360 0.82 Total Defl'n 0.57 = L/300 0.72 = L/240 0.80 33 of 47 -. COMPANY PROJECT .~ PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C R1 LAKEWOOD,W A 98499 E ~ _ ~ ~ • May 23,2007 19:02 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 UDL 90.0 plf Load2 Snow Full UDL 150.0 plf Load3 Dead Point 324 2.50 lbs Load4 Snow Point 987 2.50 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) .. .,. . y _ ..~ ~ .,,.:,~., r~ ~ r,. .: .r „_ ~.. . _ . Dead 683 539 Live 1027 810 Total 1710 1399 Bearin g: Load Comb #2 #2 Len th 0.50' 0.50* mm.n eanng iengm Tor oeams is la ror ex[enor 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 Nos Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 56 fb = 848 0.13 = L/656 0.25 = L/428 Fv' = 195 Fb' = 862 0.30 = L/360 0.95 = L/240 fv/Fv' = 0.29 fb/Fb' = 0.98 0.42 0.56 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 2 Fb'+ 750 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 - - 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+S, V = 1710, V design = 1559 lbs Bending(+): LC #2 = D+S, M = 3644 lbs-ft Deflection: LC #2 = D+S EI= 251e06 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. 34 of 47 - - COMPANY PROJECT ~ °s ~ ._ PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 ~~~~ y ~ 4924109TH ST SW SUITE C R2 {V ~ """"" ' ~ LAKEWOOD,W A 98499 ~ , ` May 23,2007 19:02 ~., j c r-~ c , : rv r _ r_ r rv is Design Check Calculation Sheet Sizer 7.0 LOADS l tit psf, or plf )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10, 6'-6'~ 'Min.b Baring length for beams is 1 /2"for exterior 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 Nos zoos: 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 2 Fb'+ 750 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 - - 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+S, V = 812, V design = 656 lbs Bending(+): LC #2 = D+S, M = 1319 lbs-ft Deflection: LC #2 = D+S EI= 251e06 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 UDL 90.0 plf Load2 Snow Full UDL 150.0 if Dead 324 329 Live 987 487 Total 812 812 Bearing: Load Comb #2 #2 Len th 0.50* 0.5 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 29 Fv' = 195 fv/FV' = 0.12 Bending(+) fb = 307 Fb' = 862 fb/Fb' = 0.36 Live Defl'n 0.02 = <L/999 0.22 = L/360 0.11 Total Defl'n 0.05 = <L/999 0.32 = L/240 0.15 35 of 47 - ~. COMPANY PROJECT _..r .,,, __ ,- Y PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C R3 LAKEWOOD,W A 98499 May 23,2007 19:02 Design Check Calculation Sheet Sizer 7.0 LOADS 1 Ibs, psf, or pff )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 270.0 plf Load2 Snow Full UDL 950.0 if MAXIMUM REACTIONS (Ibsj and BEARING LENGTHS (inj ~ t ~ r a"~ `~ ~V ~~...F~ ~ T w~,t~ ary v~C.^ :4+Y :.e'"+!'~M~.y~ r~`~. ,~_ ~-1 ~ .1.--~~.RY"~' s.+v.~.`M". sl Sf 7' Wog 1'' ~. .._ 0' Dead 1283 1283 Live 2025 2025 Total 3306 3308 Bearing: Load Comb #2 #2 Len th 0.9E 0.96 Timber-soft, D.Fir-L, No.2, 6x12" Self-weighto f15 .02 pif inGuded in loads; Lateral support: top= ats upports,b ottom= at supports; AnaIySIS VS. AIIOWable $treSS (pSl) and DefleCtiOn {In) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 62 Fv' = 195 fv/Fv' = 0.32 Bending(+) fb = 737 Fb' = 998 fb/Fb' = 0.74 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.29 Total Defl'n 0.14 = L/755 0.45 = L/240 0.32 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 2 Fb'+ 875 1.15 1.00 1.00 0.992 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' 0.97 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+S, V = 3308, V design = 2603 lbs Bending(+) LC #2 = D+S, M = 7942 lbs-ft Deflection: LC #2 = D+S EI= 906e06 lb-in2 Total Deflection = 1.50(De ad Load Deflection) + Live Load Defle ction. (D=dead L=live S=snow W=wind I=impact C=construction CL d=concentrat ed) (All LC's are lis ted in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaukd 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. 36 of 47 - - .,. _ COMPANY PROJECT .r PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C R4 LAKEWOOD,W A 98499 ... t t ~ - + : ., : .. May 23,2007 19:02 G N C3 f N ..~ E'~. H I N l.::d Design Check Calculation Sheet Sizer 7.0 LOADS 1 Ibs, pstf~ or plf l: Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Point 1060 3.00 lbs Load2 Snow Point 1350 3.00 lbs Load3 Dead Partial UD 270.0 270.0 0.00 3.00 plf Load9 Snow Partial UD 480.0 480.0 0.00 3.00 if 'MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) °~ f~_. >w fir. ..•... yr~~Yn ,- t Y~' ,, .. 'LC.~>syr KH~~.~ ~. am,.. ~ 1'r'_. ~ ~' rw~ . 0' Dead 1030 922 Live 1598 1242 Total 2578 2164 B i ear ng: Load Comb #2 #2 Len th 0.75 0.63 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 Nos 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 60 fb = 624 0.02 = <L/999 0.04 = <L/999 Fv' = 195 Fb' = 1006 0.17 = L/360 0.25 = L/240 fv/Fv' = 0.31 fb/Fb' = 0.62 .0.12 0.16 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 2 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 - - 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+S, V = 2169, V design = 2107 lbs Bending(+): LC #2 = D+S, M = 4303 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 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. 37 of 47 ~„- - COMPANY PROJECT _~..,.,, PACIFIC NORTHWEST ENGINEERING, INC. 4924109TH ST SW SUITE C RUEPPELL2513 SF1 LAKEWOOD,W A 98499 3 May 23,2007 19:02 Design Check Calculation Sheet Sizer 7.0 LOADS (It>s, psf, or plf )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) lo~ 1 s+ Glulam-Unbal., West Species, 24F-1.8E WS, 3-118x12" Self-weighto f8 .63 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 Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.744 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+S, V = 1599, V design = 1355 lbs Bending(+): LC #2 = D+S, M = 6196 lbs-ft Deflection: LC #2 = D+S EI= S10e06 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.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSIlAITC A1 90.1-1992 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). Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 60.0 plf Load2 Snow Full UDL 125.0 if Dead 549 549 Live 1000 1000 Total 1549 ~ 1549 B i ear ng: Load Comb #t #2 Len th 0.76 0.76 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 54 Fv' = 305 fv/Fv' = 0.16 Bending(+) fb = 991 Fb` = 2052 fb/Fb' = 0.48 Live Defl'n 0.23 = L/843 0.53 = L/360 0.93 Total Defl'n 0.41 = L/462 0.80 = L/290 0.52 38 of 47 - -- - COMPANY PROJECT - ", v PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 ' ` _ 4924109TH ST SW SUITE C SF2 LAKEWOOD,W A 98499 May 23,2007 19:03 Design Check Calculation Sheet Sizer 7.0 LOADS 1 Imo, psf, ~ Ptf 1~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Point 1263 1.00 lbs Load2 ~ Live Point 2025 1.00 lbs Load3 Dead Full UDL 80.0 plf Load4 Live Full UDL 320.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) x ~.• ~ ~~,..~r ++~r~'~.f1~ ~~ `rye i«`''~"~'~~47 ,~ ~ ~{ - ---~T x ~~ .. «.. 0' v u'w7~"~~""~~"~t 'cT rvr~ ~. ,art,, ' rt+ t'~,,,n~ ".. < - ~~ r .....,,:..` ~. Dead 990 562 Live 1830 1155 Total 2820 1717 Bearing: Load Comb #2 #2 Len th 0.62 0.50* 'Min.b eating length Tof beams iS 1/1" for eXtenOr SUppOrtS Timber-soft, D.Fir-L, No.2, 6x8" Self-weighto f9 .8 pH 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 a Shear Bending(+) Live Defl'n Total Defl'n fv = 93 fb = 609 0.01 = <L/999 0.02 = <L/999 Fv' = 170 Fb' = 750 0.10 = L/360 0.15 = L/240 fv/Fv' = 0.55 fb/Fb' = 0.81 0.09 0.11 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'+ 750 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 = 2820, v design = 2564 lbs Bending(+): LC #2 = D+L, M = 2615 lbs-ft Deflection: LC #2 = D+L EI= 251e06 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 fw your application. 2.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. 39 of 47 ~„ - .. " -... COMPANY PROJECT rr...,. PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C SF3 LAKEWOOD,W A 98499 i_ rv c-a `~ rv 'c` r:' F a ~ r "ice, r3 May 23,2007 19:03 Design Check Calculation Sheet Sizer 7.0 LOADS l lbs. psi, or plf -~ Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Point 2690 1.50 lbs Load2 Snow Point 3910 1.50 lbs Load3 Dead Full UDL 80.0 plf Load9 Dead Full UDL 60.0 plf Loads Snow Full UDL 100.0 if ~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o' 1 Dead 3929 1332 Live 4151 1109 Total 7579 2941 B i ear ng: Load Comb #2 #2 Len th 2.89 0.93 ' PSL, 2.OE, 2900Fb, 3-112x11-718" Self-weighto f12 .99 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 = 264 Fv' = 328 fv/Fv' = 0.81 Bending(+) fb = 1717 Fb' = 2995 fb/Fb' = 0.57 Live Defl'n 0.19 = L/840 0.45 = L/360 0.43 Total Defl'n 0.49 = L/331 0.67 = L/240 0.72 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 0.696 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+S, V = 7574, V design = 7329 lbs Bending(+): LC #2 = D+S, M = 11771 lbs-ft Deflection: LC #2 = D+S EI= 977e06 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 eeection 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. 40 of 47 - COMPANY PROJECT - '~ PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 .. ~ 4924109TH ST SW SUITE C SF4 ~~ LAKEWOOD,W A 98499 >,,,,.., May 23,2007 19:03 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or pif )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10' 17'-s° 2T-s'+ Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x12" Self-weighto f14 .16 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos Zoos: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 0.984 1.000 1.00 1.00 1.00 1.00 - 4 Fb'- 1450 1.00 1.00 1.00 0.997 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.6 million 1.00 1.00 - - - - 1.00 - - 5 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 5 Shear LC #3 = D+.75(L+S), V = 5570, V design = 5290 lbs Bending(+) LC #9 = D+S, M = 15895 lbs-ft Bending(-) LC #2 = D+L, M = 14810 lbs-ft Deflection: LC #5 = D+L (pattern: L ) Ei= 1328e06 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 defauttd 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 rades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4.G LULAM:b xd =actual breadth x actual depth. 5.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.G LULAM:b Baring length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Start End Location [ft] Start End Pat- tern Load3 Dead Point 3424 23.00 No Load9 Snow Point 4151 23.00 Yes Loads Dead Partial UD 70.0 70.0 0.00 23.00 No Load6 Live Partial UD 280.0 280.0 0.00 23.00 Yes Load? Dead Partial UD 30.0 30.0 0.00 12.00 No LoadB Live Partial UD 120.0 120.0 0.00 12.00 Yes Dead 683 3598 1552 Live 2886 5912 2012 Total 3569 9461 3564 Bearing: Load Comb #5 #3 #4 Length 1.07 2.97 0.93 Cb 1.00 1.15 1.00 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 129 Fv' = 305 fv/Fv' = 0.42 Bending(+) fb = 1551 Fb' = 2717 fb/Fb' = 0.57 Bending(-) fb = 1445 Fb' = 1945 fb/Fb' = 1.00 Live Defl'n 0.37 = L/565 0.58 = L/360 0.64 Total Defl'n 0.94 = L/979 0.86 = L/240 0.50 41 of 47 - ,., , COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C SF5 LAKEWOOD,W A 98499 ~ ~ ' ~ + ~ May 23,2007 19:03 Design Check Calculation Sheet Sizer 7.0 LOADS (lbs, psf, or plf l~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Point 1080 5.67 lbs Load2 Snow Point 1350 5.67 lbs Load3 Dead Partial UD 270.0 270.0 5.67 12.00 plf Load4 Snow Partial UD 450.0 450.0 5.67 12.00 if MAXIMUM REACTIONS (Ibs} and BEARING LENGTHS (in) -w•~urr ~ 1 Dead 1099 1897 Live 1965 2735 Total 2564 4582 B i ear ng: Load Comb #2 #2 Len th 0.98 1.75 PSL, 2.OE, 2900Fb, 3-112x11-718" Self-weighto f12 .99 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using rfos Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear Bending(+) Live Defl'n Total Defl'n fv = 140 fb = 2089 0.20 = L/710 0.92 = L/342 Fv' = 328 Fb' = 3064 0.90 = L/360 0.60 = L/290 fv/Fv' = 0.43 fb/Fb' = 0.68 0.51 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 0.917 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Emin' 1.04 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+S, V = 9582, V design = 3886 lbs Bending(+): LC #2 = D+S, M = 19321 lbs-ft Deflection: LC #2 = D+S EI= 977e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Li ve Load Deflection. (D=dead L=live 5=snow W=wind I=impact C=con struction 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 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. 42 of 47 - COMPANY PROJECT - ~ ~ ~. --; - PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 .^. ~ h 4924109TH ST SW SUITE C SF6 ~~ '~~~ i.AKEWOOD,W A 98499 . - F .. , May 23,2007 19:03 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf -~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) .+~'r; saw' - 10, 5'~" 16'-2'1 'Min.b Baring length for beams is 1/2" for exterior supports PSL, 2.OE, 2900Fb, 2-11!16x11-7/8" Self-weighto f9 .97 pff 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' 265 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.887 1.00 - 1.00 1.00 - - 4 Fb'- 2900 1.00 - 1.00 0.970 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Emin' 1.09 million - 1.00 - - - - 1.00 - - 4 Shear LC #2 = D+L, V = 2637, V design = 2231 lbs Bending(+): LC #9 = D+L (pattern: L), M = 9124 lbs-ft _ Bending(-): LC #2 = D+L, M = 4511 lbs-ft L) EI= 750e06 lb-in2 Deflection: LC #9 = D+L (pattern: _ 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 defauttd 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 edttor. Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load! Dead Full UDL 80.0 No Load2 Live Full UDL 320.0 Yes Dead 54 1009 396 Live 783 3572 1493 Uplift 536 Total 837 4576 1839 Bearing: Load Comb #3 #2 #4 Length 0.50' 1.90 0.76 Cb 1.00 1.20 1.00 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 105 Fv' = 285 fv/Fv' = 0.37 Bending(+) fb = 769 Fb' = 2577 fb/Fb' = 0.30 Bending(-) fb = 857 Fb' = 2819 fb/Fb' = 0.30 Live Defl'n 0.08 = <L/999 0.36 = L/360 0.22 Total Defl'n 0.11 = <L/999 0.59 = L/290 0.20 43 of 47 ~,,,,, v COMPANY PROJECT PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C SF7 LAKEWOOD,W A 98499 ~° May 23,2007 19:03 i. r~ cWa ~: rv r- ~ f ~ i~`~~~ t Design Check Calculation Sheet suer 7.0 LOADS 1 Ibs, psf, or plf p Load Type Distribution Magnitude Location [ft] Units Start End Start End Load/ Dead Full Area 10.00 psf Load2 Live Full Area 90.00 sf MAXIMUM REACTIONS (Ibs): tt n~x~"'+~ ,t ~'~~,~+~Y~ 'y'~'7 ~'~t - e~~`'',~,ryi"~~:i~":~~141 i ~,~T,~it'' i ~.j~,~N, ~-~!ff'`ait ~r. +1'' ~. , 'R" i ~ K t l r, _ ' y~~ ~ ~, t . ~c}S i ~, . ^.. a~ d',. : ~•.. y ~ is r~; ~ ~w ;%~~". b' s'_~'+ Dead 125 125 Live 940 940 Total 565 565 I~oist, generic, low stg., 1-3/4x11-718" Spaced at16 " Gc;S elf-weighto ft .88 ptf included in loads; Analysis vs. Allowable Stress (psi) and Deflection fin/ using NDS 2D05: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear V = 565 Vr = 990 V/Vr = 0.57 Bending(+) M = 2330 Mr = 3935 M/Mr = 0.59 Live Defl'n 0.35 = L/571 0.41 = L/460 0.84 Total Defl'n 0.49 = L/400 0.83 = L/240 0.60 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 = 565 lbs Bending(+): LC #2 = D+L, M = 2330 lbs-ft Deflection: LC #2 = D+L EI= 285e06 lb-in2 K= S.OOe06 lbs Total Deflection = 1.50 (De ad Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C =construction 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-joists 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/or designs furnished,a nd the correctness or accuracy of this information. 44 of 47 - ., COMPANY PROJECT - .:~ ~ PACIFIC NORTHWEST ENGI NEERING, INC. RUEPPELL 2513 ` ' 4924109TH ST SW SUITE C SF8 LAKEWOOD,W A 98499 .. . , May 23,2007 19:03 Design Check Calculation Sheet Sizer 7.0 LOADS 1 ~bs, Psf, or ptf I: MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10' 14'-6" 16'-6" 'Min.b Baring length for beams is 1/2"for exterior supports LVL n-ply, 1.8E, 2200Fb, 1-314x11-7/8", 2-Plys Self-weighto f11 .98 plf included in loads; Lateral support: top= ats upports,b ottom= at supports; Analysis vs. Allo wable Stress (psi ) and Deflection ( in) using NDS Zoos: ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 4 Fb'+ 2200 1.00 - 1.00 0.973 1.00 - 1.00 1.00 - - 5 Fb'- 2200 1.15 - 1.00 0.934 1.00 - 1.00 1.00 - - 4 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 4 Emin' 0.93 million - 1.00 - - - - 1.00 - - 4 Shear LC #9 = D+S , V = 3359, V design = 3337 lbs Bending(+): LC #5 = D+L (pattern: L_), M = 959 lbs-ft Bending(-): LC #9 = D+S , M = 6667 lbs-ft Deflection: LC #4 = D+S EI= 990e06 lb-in2/ply Total Deflection = 1.50( Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrat ed) (All LC's are listed i n the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-I BC Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Point 1283 16.50 No Load2 Snow Point 2025 16.50 Yes Load3 Dead Full UDL 13.3 No Load4 Live Full UDL 53.2 Yes Dead 3 1697 Live 386 2309 Uplift 276 Total 389 9002 Bearing: Load Comb #5 #9 #0 Length 0.50* 1.15 0.00 Cb 1.00 1.33 0.00 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 120 Fv' = 328 fv/Fv' = 0.37 Bending(+) fb = 139 Fb' = 2145 fb/Fb' = 0.06 Bending(-) fb = 973 Fb' = 2367 fb/Fb' = 0.91 D fl i e ect on: Interior Live -0.10 = <L/999 0.48 = L/360 0.21 Total -0.17 = <L/999 0.73 = L/240 0.23 Cantil. Live 0.09 = L/279 0.13 = L/180 0.66 Total 0.15 = L/156 0.20 = L/120 0.77 45 of 47 DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate far 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. 5.T he critical deflection value has been determined using mabmum back-span deflection.C antilever deflections do notg overn design. 46 of 47 - ~ COMPANY PROJECT - "'- PACIFIC NORTHWEST ENGINEERING, INC. RUEPPELL 2513 4924109TH ST SW SUITE C SF9 LAKEWOOD,W A 98499 May 23,2007 19:03 L. N ~ Ly ~t N ~ ~C= E_ Vi=a 1 N L Design Check Calculation Sheet Sizer 7.0 ' LOADS l ibs, psf, or ptf ): Load Type Distribution Magnitude Start End Location [ftJ Start End Units Loadl Dead Full UDL 80.0 plf Load2 Dead Full UDL 80.0 plf Load3 Live Full UDL 320.0 plf Load4 Dead Full UDL 270.0 plf Loads Snow Full UDL 450.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) _., ..~., ~,.... rte..-. .. ~~»w _ w.e+~;.- ~v N..;~ r?r-rl ~ .... a - . - .. - ,.. -._,,,ys ~. .~ 4~ 1 _,.,.. . ~...~. ...r - - - -..-,.°.. . - r.+ ~. y. ~. r- . 1 A, ~~ 1327 Dead 1327 1732 Live 1732 3060 Total 3060 Bearing: #3 Load Comb #3 0.89 Len th 0.69 Timber-soft, D.Fir-L, No.2, 6x10" Self-weighto f12 .41 pN 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 = 65 Fv' = 195 fv/Fv' = 0.33 Bending(+) fb = 666 Fb' = 1006 fb/Fb' = 0.66 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.16 Total Defl'n 0.07 = <L/999 0.30 = L/240 0.24 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 = 3060, V design = 2252 lbs Bending(+): LC #3 = D+.75(L+S), M = 4590 lbs-ft Deflection: LC #3 = D+.75(L+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=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. 47 of 47