Loading...
20050544 Permit Pkg 050206H Z W Q a w 0 Z M~ W CI J 0 H U U Z Q a V V W Q V LL NH~/ LL. W J Q Z W ~_ W N E 7 Z c N a N 0 r a~ ~, z = _ U 'd ~U N N ~ Q cu-~a d N ° U O rn Z Q m Y ~ rn ~ ~ ~a ~ ~ ~~ 0 m 0 m ~ Q cn m c m ° fl. ~ c~ ~ a U_ ~ U ~ ~ ~ U °°o V N f0 ~ w ~ ~O>, -° U ~ N rn~ .__ ~~. U C m O ~ ~ '~ ... C ~ a`~~U ~~~ _ o ° °'rn ,c o t N ~ •- (0 ~3 ~ c m U ~ ti C ~ N .Q ~ ~ ~ ~ U Q ~ .~ ~ ~ '~ ° U ~ 0 0 iU~ ~Q ~~ ~~ ~~ ~~ Applicant: Name: Landshapes NW, Inc. Address: 1151E 112th Street City: Tacoma Permit No: BLD-05-0544-YL Issue Date: 05/02/2006 (Work must be started within 180 days) Receipt No: Phone: 253.537.6370 State: WA Zip 98445 Property Information: .~ Site Address: Assessor Parcel No. ~~ ~ ~~ C' ~ ~ Ln Z'C~~ Subdivision: Lot: 2 Contractor Information: Name: Landshapes NW Contact: Lubbesmeyer, John Phone: 253-537-6370 Address: 1151 East 112th Street City: Tacoma State: WA Zip: 98445 Contractor License No: LANDSN1965MT Expires: 08/13/06225 Business License: 1673.0 Project Information: Project: Country Vista Estates Description of Work: Single Family Model Home Sq. Ft. per floor: (1st) 0 (2nd) 0 (3rd) 0 Garage 0 Basement 0 Heat Type (Electric, Gas, Other): Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc --------------------------- Building Permit 100-500k ----------- 1,419.91 ---------- 993.75 ----------- 426.16 ----------- 5.6000 ----------- 76.1000 ----------- $1,000 Building Plan Review 599.91 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 111.00 20.00 91.00 7.0000 13.0000 Fixture Sewer Inspection 145.00 0.00 145.00 145.0000 1.0000 ERU Water ERU 1,500.00 0.00 1,500.00 1,500.0000 1.0000 ERU Water Meter (SFD) 300.00 300.00 0.00 0.0000 0.0000 Water Deposit 40.00 40.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Sewer Deposit 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 4.50 4.50 0.00 0.0000 0.0000 Fire District Impact Fee 511.49 0.00 511.49 0.2160 2,368.0000 square foot Sewer ERU 5,569.00 0.00 5,569.00 5,569.0000 1.0000 ERU TOTAL FEES: $11,086.56 ~plicanYs Affadavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I futher certify that I am currently registered in th State of ashingt I Signature ~ w Date ' '~ Firm 19~i~ ~~! City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 OFFICIAL USE ONLY # Sets of Prints: Final Inspection: Date: By: ~. ~~f ~~ t `y~~;V ,~3 `1~ .~~ (}~. ~~ !~' ~~~ ~, . _, APPRpVED a~ _:.._. '•.~ ~ ~' ~ ~'` ~ 0. ~ ;~ ~~ ~~~ i 4~~iGe Coo ~. __ j PIERCE ~;O TY 200 WA. ST1~TE ENERGY DEVELOPM NT CENTER CODE INF(~~RMATION P ,, ~ 1~~~['~`J'1•~~:~-~ I~~i ~ ~ q Application No. Date: PLEASE COMPLETE THE OLLOWING: Glazing area calculation: Heat system sizing calculation: ~~ sf _ ~~?5~ sf = ICJ , % 1t~3~'~ x 20 = ~~©~ btu's Window area _.Heated floor area = % of glazing Heated floor area x btu per sq. ft. =total system output Refer to the table below to determine your com liance path. Divide the system output by the equipment efficiency rating to determine the total Btu in ut allowed. JOB TYPE: OCCUPANCY: i l COMPLIANCE PATH: HEAT SYSTEIV~ SIZE: ` ew [ ]Remodel ng e Family ,S [ ]Multi-family ~Presc i live Ch. 6 (circle one) I * u III (~ Btu input ~~ Efficiency rating ~ [ ]Addition [ ]Component Performance Ch. 5 _ [ ]WATTS [ ]System analysis Ch. 4 HSPF rating FUEL TYPE: HEAT TYPE: ~ ELEC. UTILITY PROVIDER: [ ]Electric ~ Forced Air F ace [ ]Tacoma City Light ~] Nat. Gas [ ]Heat Pump ~ [ ]Puget SoundEnergy [ ]Propane [ ]Radiant Heat ~ ystem (baseboard, wall cadet [ ] Peninsula Power [ ]Oil, wood [ ] Hydronics syst m ,'Other [ ]Gas or Wood love VENTILATION IND OR AIR QUALITY (VIAQ) INFORMATION (check one) Ventilation Option: [ ] A [ ] B ~,C [ ] D [ ] AAHX System Size:__cfin [XJ Intermittently operating [ ]Continuous operating PRESCRIPTIVE RE UIREMENTS°'' FOR GROUP R OCCUPANCY C IMATE ZONE 1-ALL FUEL TYPES Option• Glazing Area LQ Glazing U-factor U~ °or 9 value Ceiling ~ Vaulted s c ilin Wall Abo ~~ Wall int. 4 Wall, ext:, 4' Floor 5 Slab a of floor g e ve fade >; below grade below., de ~ on grade vertical Overhead Ir l2% 035 0:58. 0 0 R-38 R-30 R-1:5 R-15 R-10 R-30 R-]0 II: * 13%: 0;40: 0,58 0: 0 R=38 R-30 R-21 R-2'1 R-I0 R-30 R-10 III; UrIIiinited 0:4D -0.S8 0. R-38 R-30 R-21 R-21 R-10 R-~0 R-10 Group R-3 Occu}iancy _. _ Only _ * Refere nce Case _.. _; 0. Nominal R-values are for wood frame assemblies ~ 1. Minimum requirements for each option listed. For of the requirements of the 1 S% glazing option (or 1 compliance by Chapters 4 or S of the W.S.E.C. 2. Requirement applies to all ceilings except single ra 3. Requirement applicable to only to single rafter or j. 4. Below grade walls shalt be insulated either ou the < insulation installed on below grade walls shall be a specifications. S. Floors over crawl spaces or exposed to ambient air 6. Required slab perimeter insulation shall be a water 7. Int. denotes standard framing 16 inches on center H 9. Doors, including al fue doors, shall be assigned del 10. Where a maximum glazing area is listed, the total g equal to that value. Overhead glazing with a U-fact 11. Overhead glazing shall have U-factors determined . 12. Log and solid timber watts with a minimum averae dy or assemblies built N accordance with Section 601.1 sample, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it. shall comply with all gher). Proposed designs which cannot meet the specific requirements of a listed option, above may calculate :er or joist vaulted ceilings. '~st vaulted ceilings. tenor to a tninunum level of R-10, or on the interior to the same level as walls above grade. Exterior valet resistant material, manufactured for its intended use, and installed according to the manufacturers. onditions. sistant material, manufacftured for its intended use, and installed according to manufacturer's specifications. th headers insulated with a minimum of R-S insulation. ult U-factors from Table 10-60. ~zutg area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or r of U~.40 or less is not included in glazing area limitations. accordance with NFRC 100 or as specified in Section 502.1.5. log thickness of 3.S inches are exempt from this insulation requirement. . .... w ..... y CITY OF YELNI ' REStDE~~tTIAL BtlIL©Il~t's PERMIT APPLICATION FORNiI Project Address: Parcel #.~~ _ L ' _ V `` Subdivision:1~ Lot #: L- Zoning; New Construction ^ Re-Model / Re-Roof /Addition ^ Home Occupation Sign Plumbing ^ Mechanics ^ Mobile /Manufactured Home. Placement ^ Other Project Description/Scope of W rk: ~'~Q`~_;-~ ~~~ ~t ~Y1~,[E' I ~~ ~~~ Project Value: Building Area (sq. ft) 15t Floo r 2"d Floor Garage Deck Basem ~ nt Carport Patio # Bedrooms . # Bathr ~oms~i~J Heating: 'AS THER or ELECTRIC (Circle One) Are there any environmentally s nsitive areas located on the parcel? ~_ If yes; a completed environmental check ist must accompany permit application. BUILDING OWNER NAME: ADDRESS ~; ~ ? ""'" EMAIL CITYT~C`c~Yll1A STATE ZI ~ ` '~' TELEPHONE ~" ' ~"" ` °~ ARCHITECTlENGINEER ' ''-`= C.~ ~- ~., h~. LICENSE # ADDRESS L7 ~ E~ EMAIL CITY`"~C.,'YY1F-! STATE ZIP `~'. TELEPHONE~'?.a 5°'~`"f,~~ GENERAL CONTRACTOR TELEPHONE ~ ~ ~'' ADDRESS ~ - EMAIL CITY STATE ZIP c-• FAX `~~~`" - ~ I13 ~ CONTRACTOR'S LICENSE # L ~ XP DATE CIT (LICENSE # PLUMBING CONTRACTOR ADDRE ~ ~ 5S " ELEPHONE ~' ~- SS - ~ MAIL CITY~i~~i-{H!l'"l STATE '- ZIPS. 3~, FAX CONTRACTOR'S LICENSE # ~~ EXP DATE_CITY LICENSE # MECHANICAL CONTRACTOR °Zr< L TELEPHONE ` ~ ' "1 -- t~ (9 ADDRESS ~J ~ ~'' ' • . ~, Iw EMAIL CITY``~t'l~4SR117~1f STATE - ZiP FAX''2~.i~J ~Y..t."1-~.`~~Ga CONTRACTOR'S LICENSE # ' ' ~" ~;;~~ EXP DATE CITY LICENSE # Copy of mitigation agre ment with Yelm Community Schools, if applicable. I hereby certify that the above informs ion is correct and that the construction on, and the occupancy and the use of the above described property will be In ac ordance with the lawn, rules and regulations of the State of Washington and the City of Y l~ Applicant's Signature Date Owner /Contractor /Owner's gent /Contractor's Agent (Please circle one.) All permits are non-transferabl and will expire if work authorized by such permit is not bt~gun within 180 days of issuance, o if work is suspended or abandoned for a period of 180 days I 105 Yelm Aoenue Wear PO Box 479 ; (360) 458-3835 (360) 458-3144 FAX Yelm, WA 98597 ~~ www.ci.yelm.wa.eas YELM CQNNUNITY SCHOOLS PO BOX 476 YELN, NA 98597 Clerk: Croy Terminal: 1 Receipt: 23773 Manual Receipt: NLUBBESMEYER NCONSTRUCTION LUBBESMEYER, CONSTRUCTION 7/18/2006 1:26 PM Qty Item Price 1 CPF2900 13375.00 MITIGATION COUNTRY VISTA - 06-013 - LOTS 1,2,3,4,5 Subtotal: 13375.00 Total: 13375.00 Check 13375.00 4233 Change Due: 0,00 THANK YOU ~. . C i T Y G . ~ -oF 7H~ pq~ City Hall `o~ 7~9 Phone 458-3244 YELM 4 ~ Yelm Municipal Court Phone 458-3242 P.O. BOx 479 Police Department Yelm, WA 98597 YELM Phone 458-5701 Sewer Department Phone 458-8410 Date: _ J "~~ - c~- t•' _~-- ~ - ~Gr C ~`~~1 ~i~=~ l ~- t if`t cL~• ~. ~ 1 L'~ Cr ~ ~~ ~ F ~ r i i • j - -' j ; ` ~~ i ~ ~ ~ ~ J 4, ~y ~• L ,f~lN, ~~ ~ ~ ~r~~ ~~ `:~ 7 ~ ~ ~ ;~ ; -- ,. ~. ~ ~ ~ ~ -f~ r .1t •;.;~ ~~t~p~ CITY OF ~~ YELM P.O. Box 479 Yelm, WA 98597 360-458-8403 R~~~L},EVEN THOUSAND EIGHTY 3I% DOLLARS & 56 CENTS RECEIVED FROM DATE REC. NO. LANDSHAPES NW 05/03/06 41850 1151 E 112TH ST TACOMA i~iA 98445 BUDGETARY NO SITE ADDRESS SEE GARY MODEL COUNTRY VISTA ESTATES JANINE - - - RECEIPT No. 418 5 0 AMOUNT 11.086.56 CHECK ~~ REF. NO. ', 3705 145. WTR ERU1500. HTR300, DEP90. TRAFFAC757.50.BC4.50. FIRE511.49.SWRERU5569 City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360)458-3144 App1lC•at11~` Name: Landshapes NW, Inc. Address: 1151E 112th Street City: Tacom Ptoj~ept;hNfoRnation:' ~ . Project: Country Vista Estates Description of Work: Single Family Model Home Site Address: Permit Fees Sched e PAID Permit No: BLD-05-0544-YL MAY - 2 2006 CITY OF YELM .. `~ ~O ` ..~ J x Phone: 253.537.8370 a State: WA Zip 98445 Assessor Parcel No. ... _ Fees;` .. .. i . ~: , Item Acct Code Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k 032 001-322-10-00 1,419.91 993.75 426.16 5.6000 76.1000 51,000 Building Plan Review 100 001-345-83-00 599.91 0.00 0.00 0.0000 0.0000 Mechanical Permit 032 001-322-10-00 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 032 001-322-10-00 111.00 20.00 91.00 7.0000 13.0000 Fixture 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) 712401-343-80-01 300.00 300.00 0.00 0.0000 0.0000 Water Deposit 740 402-389-00-00 40.00 40.00 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 Sewer Deposit 742 402-389-01-00 50.00 50.00 0.00 0.0000 0.0000 State Building Fee 160 001-386-00-00 4.50 4.50 0.00 0.0000 0.0000 Fire District Impact Fee 105 001-345-85-00 511.49 0.00 511.49 0.2160 2,368.0000 square foot Sewer ERU 802 412-343-50-01 5,569.00 0.00 5,569.00 5,569.0000 1.0000 ERU TOTAL FEES: 111,086.56 n .~_ -::r: ~; j ~ -~ ~+~ ~.. V~ -I Y r~5 r i- i i i .. ~ - - ~ ,_ :., .. . _, ~ ~i'~~'~`~~ i_r ~.. .... ~~~s. . ,... ~. i : n, Y ji 4' 1, T'~' _ '_+~ 'T~ ~`~t`.~ ni~ ~ - ~~ ~ 1 ~ '%; t ... .. ......... ..._. - -...... ' -.._ .. _._ _- 1 _.._ _.._ _._~._~L.-~ I REGISTERED_AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST..# _, EXP. DATE CC01 LANDSNI965MT 08/13/2006 EFFECTIVE DATE. 08/13/,2004 ,.- .......... ...:.. . LANDSHAPES NORTHWEST, __ZNC::' ,.: 1151 EAST' 112TH STREET TACQMA,WA 98445 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES F625-052-000 (8/97) Please 12em®ve And Sign Identificatian hard ref®re Placing In illf®ld ~---- Detach And Display Certificate ----z ENGINEERING ANALYSI, FOR: LUBBESMEYER CON SITE: YELM, WA 98597 ORIGINAL STAMP MUST BE RED TO BE VALID TRUCTION sir oetE PLAN NUMBER: ~ PACIFIC NORTHWEST rq~r~~ s 8 7 EN6INEERIN6INC. f ~6jt`•~i~~ ~ ~ ~~ ~ ~ 4-2812005 LUBBESMEYER 1830 0 .sr ~o9.tis..9w.sanai:Lri..wa.wwvuss FAons /Fax (25J) Sl9-72bS aE 'l~~ j~go ~ ~ ~ CONSULTING ENGINEERS PAC-F/C NORTHWEST E G/NEER/NG INC. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of w~rk. Changes may include additional foundations or footings, beam size changes, siding changes etc. Scopg of Engineering: Engineering analyses and design to resist lateral and gravity loads ~n accordance with the 2003 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report, Engineering assumptions are listed below. If these c' nditions are not present at the sii«!e these calculations are void and Pacific Northwest E gineering Inc. must be contacted immediately. Building Code 2003 International Building Seismic Design Category D2 Ss ~ 1.30 S 1 i 0.48 Response Mod Factor 6.5 Site Class D Basic Wind Speed 85 mph Exposure B LIVE LOADS (psfl U.N.O. - Uninhabitable attics without storage - Uninhabitable attics with storage - Habitable attics and sleeping areas - All other areas except balconies and decks - Balconies and Decks 10 20 30 40 60 DEAD;. LOADS (psfl U.N.O. - Roof with Composition Asphalt - Floof ~~ 15 10 SNOV~/ LOADS (psf) U.N.O. - Snow 25 ~' ~~ SAILS CRITERIA Soils Consultant None ', Soils Report # None Bearing Pressure Req'd 1500 psf '~ Bearing. Depth 12" ~I i i PACIFIC NORTHWEST ENG/NEER/NGI INC. 4928 109 ST SW; SUITE 8 ~, LAKEWOOD, WA. 98499-3733 '~~1oodWorks® Shearwalls FOR WOOD DESIGN LUBBESMEYER 1 Ew0 SHEAR.wsw Woodworks®Shearwalls 2004 June 2, 2005 15:57:15 Level 1 of 2 I I I I I I ' I I I I I -----I,'---~--- I'' I --~-- I --I- I-- I I -~----- I I -'~'~-I--- I -I-- I -~- I --~- I --6~' ~~' I ___ I - ~---~ - I' I I'! I I - ~ - i I I I ---I----~ - I I i I I I - ~---I-- I I I I I ~ -- ~ I I I I ~-- I I I -~ I I I -- ~ - I I -~, I I', I --1',---t-- II I I --~-- I I I --I---t-- I I I I --r---I-- I I '', I ~-1--- I I ~-- I I -t- I I --rt- I I -~, I! I -----`'---I-- I --~- I I ---I ~- I I --~---I-- I I -~- --~-- I ~-- I -1- I --~- i --sd+ ( I D-1 I N ~ I I I I I'' I I I I I I I I i I --i'~,"---~ - I` I - I I - I I I ----- ~ - I I I I - ~---~ - I I I I -- i I ~-- I I -~ I I -- ~ - i -~~ I I~ I -----f---j-_- I' I - I t- I i I --I--- I--- I I I I --}---I-- I I ! I -i-I--- I I -- I I -{- I I -- ~- I I --4{~~ I I I -----'~---1-- I' I ! - I 1- I I I ---I---a-- I I I I -~---I-- I I I -~-L-- I I I J-- I I -1- I I ---1-- I I -~~ I ! I I -------'; ~--- I' I ~ i I - I I I I I --I---r- I I I I I --I----I-- I I T-- ~ I -- I I -1-- i I ---~-- I I -~, '~ I -- ~'---I-- -I I ~- ! I I --I----I-- I I I I -~---I-- , I II -~-~- - I I -I-- i I -~- I I ---~- I -~~ I I I I I I I i i I I I I I I I I I ! I I I I i ---- ~--- ~ - I''' I L', I - ~ - I I --~h-- ~ - I I I I - ~ ---I-- I I I I ! ~ - I ! I - ~-- I I -~ I I -- ~ - I I -~, I I~ I ~,---f-- I I' - I 1- - I I I --I--- fi-- I I I I --r---I--- I I i t ~, fi- I - I -- I I -~ I i ---1-- I --}~, , --'' I -- -----I--- li I - I ~-- I I I --I----I--- I I I I --I----I- I I 1 ~~-- ~~ I I -1-- I I -1- I I --~- I -~d' I I ----'- - I --~ - ~ I ~ - I I --I--_- II - I I - ~ ---I-_ I I ~I M'~ ~ - I I - ~-- I I -~ I I -- ~ - I , -~. I I' I I I I I I I I I , f ~', I I I! I ~ I I I I I I I I I '~ I I I I I I I i I . I I ' I ~ I iA-1 I I , '~i I I I I I ----- '---1-- I ~~ I --1- I --I---~--- I I --~---I-- I ! ~~L- ~~ I -J-- I -~- I --1- I ---~~ I I I - ---~---- ----- I I I I --r- I I I I I I ---I--- ; - I I I i I I I I --r----- I I I I I I JT- I I I, I I i -~-- I I I I -J-- I I I I ---r - I i I I --1~~. I i I I _1~, _~~ I I 4~ I i I I ~~ 1p. I I I I 1~~ 2p. II '~, I I2~~ I I 3p. I I 3~~ I I 4p. I I 4~~ ~'I(OOCIWOi'(S®$h@1t'WBIIS SOFTWARE FOR WOOD DESIGN LUBBESMEYER 1830 SHEAR.wsw Woodworks®Shearwalls 2004 June 2, 2005 15:57:15 Level 2 of 2 ----I --- ------ --- - ---~---~---~----1----60' I I I I I I I ~ I I I I I I I I I I I ' I I I I I I I I I I I I I I I -----f-- --{----I -}---~. ---I----{-- ~---{----I----{---~ I I I I i I I I I I I I I I I i I I I ! I I I I I i I I I I I '~ I I I I - ~-=-~----I ---~---~ I--- ----T---j----I---~--tea I I ~! ^ ~ ~ i I I I I I I I I I ! I I I I -----~--~'-L-- ----~----~----I---J--~1-- 1-----1---1---4~ I I I I I I I I I I I I I I I I I '~, I I I I I I I I I I !, I I I I -----}-=-~---` ----~ +---I---~---~--- {----I---~---aa I i ~ I I I I ' I I I I I I I I I I ' I I I I I I i i I I I I I I --r--- ~----~ --- -~--- ~----~---I- -~--~--- r----I---~---~ I I; I I I I '~ I I I I I~ I I I I I I ~ I I ----~-~- ~ --~ I----~--- ~----~----J--~-1-- 1----1---1--tea I ~~ l I I I I I i` I I I I I I I I I I I` I I I I '; I I I I -----F--~---~---, '----E---~----~---I---a; ~-- -~---I------~--~ I ~ I % ~~_ I I I I I I I I I I I - I I I I I I I I I `~~ ~ I I I l I I I ---- i -J---f-----, ----t----~----~---~---1--~--- 1----I----~---20' I I I I l I ! I I I I I '; I i I I I I I I I I ---- ~ ----'----~ - ---' --- ~----~ -- I_ I I--- ~ -- I 1 ! I I I ( ~~"~-'-~ -- I ( -~ I I !_ I I I I I i- I I I I I ~' ~ '~~""'i ~ e~i i I I I -----~-~--~---=' ----~----I- ---I---~-- ~ ~---~----I----I----~a I I ' I I I I ~ I I I I I I ! I I ! I ~~ I I I I -- ~ -t----j----j---~- , ~ I I I I -----~- --- ~ r---~', ~ ~*--- fi-----I----1----~ I I I I I I i t I I I I I I I I I I I I I I ---- II ---- ~ I--- ~ ---I--- ~- ~~ ~ ---~ ---I--- ~ - I I ----I I I I ,, ~ I I I I -~ I I ' ,.~ ~ ~ I I I I I I ! I I I I I I I t -1'0' -5' ~~ ~~ 1p' 1~' 2p' ~~ 2~5' 3p' 3~' 4p' W ~Works® Shearwalls soFTV( LUBBESMEYER 183~,OSHEAR.wsr COMPANY AND PROUECT INFORMATION Woodworks®Shearwalls 2004 FOR WOOD DESIGN Aug. 2, 200514:18:35 Project Information Com an Project Pacific Northwest Engineering Inc. LUBBESMEYER 1830 9928 109th St SW~'- Lakewood WA 9899•' (253) 589-3265 DESIGN SETTINGS '. Design Code Wind Standard Seismic Standard IBG' 2003 ASCE-7 98 ASCE-7 98 vdind Capacity Increase Load Combinations ' Building Code Capacity Reduction Shear ! C&C Panels 0.70 seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset (ft] Duration I Temperature Moisture Content Plan Elevation =aor Range Fabrication Service I (within story) (between stories) 1.60 T<=100F Dry Dry ', 4.00 1.67 Maximum Height-to-width Ratio ', Plywood Fiberboard Lumber ' Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - -' - - Shearvvall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shearline force Seismic Materials: Include gypsum on exterior walls '. SITE INFORMATION '' IBC Occupancy ASCE-7 Equivalent Category II -All others category II -All others Wind ', Seismic .~~::,-7 98 General analytic method for all bldgs ASCE-7 98 equivalent lateral force procedure u.:sign Wind Speed 85mph I Use Group ! Ex~~osure Exposure B i Design Category ! D Er :insure Enclosed Site Profile Class ''~ D Topographic Information [ft] S ectral Response Acceleration Shape Height Length S1: 0.98 g $s:1.3008 - - - Fundamental Periotl E-W N-S Site Location: Ir T Used ', 0.180s 0.180s - ApproximateTa ', 0.180s 0.180s - Maximum T 0.216s 0.216s Response Factor R 6.50 6.50 1 ~r~~oodWorks® Shearwalls LUBBESMENER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 ST~'`~Y'' FORMATION Structural Data Story Elev ft Floor/Ceiling De th in Wall Hei ht ft Criii;ig 21.50 10.0 Level2 12.67 10.0 8.00 Level1 2.83 10.0 9.00 Foundation 2.00 F'..7C!' ^nd ROOF IN~~RMATION Block Dimensions ft Face ', T e Roof Panels Slo Overhan ft ~~oci< 1 ' 2 Story N-S Ridge Location X,Y = 0.50 12.00 North ', Hip 30.0 0.88 Extent X,Y = 29.50 37.50 South Hip 30.0 0.88 Ridge X Location, Offset 19 .25 0.00 East 'Side 26.9 1.00 R ' ~^ F!~~~a+ion, Height 29.00 7.50 West :Side 26.9 1.00 :,< 2 1 Story N-S Ridge L'::cation X,Y = -0.50 -2.00 North Joined 90.0 1.00 t ,,t X,Y = 23.00 19.00 South 'Hip 30.0 0.54 . ', , ;i Location, Offset 11 .00 0.00 East Side 17.3 1.00 i~JUS elevation, Height: 16.16 3.49 West 'Side 17.3 1.00 2 WoodWarks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr 14:18:35 Aug. 2, 2005 R""?"r"ALS by WALL GROUP wall :Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Gr Surf !Material Thick Orient Size T e Ed Fld Ik S ecies G S c Notes 1 Ext SS incl. OSB 7/16 Vert 8d Nail 4 8 eyes Hem-Fir 0.93 16 1,3 2 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 ',yes Hem-Fir 0.93 16 1,3 rvores: 1. Capacity has been reduced according to BC specific gravity adjustment. 3. shear capacity for carrent design has been increased to the value for 15/32" sheathing with;, same nailing because stud spacing is 16"max. or par,~l orientation is horizontal. I i WoodiWorks® Shearwalls LUBBESME'~(ER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 SHF_ARLIN~, WALL aid OPENING DIMENSIONS Noah-South { ', Type Wall Location Extent [ft] '~ Length FHS Height Shearlines ' Grou s X ft Start End ft ft ft Line 1 L.~vel2 ' Line 1, Level 2 Seg 2 0.00 12.00 Q8.00 36.00 29.50 8.00 wall 1-1 Seg 2 0.00 12.00 48.00 36.00 29.50 Opening 1 28.50 X1.50 3.00 7.00 Opening 2 39.00 42.50 3.50 7.00 Levell Line 1, Level 1'' Seg 2 -0.50 -2.00 48.00 50.00 39.50 9.00 wall 1-2 Seg 2 -0.50 12.00 48.00 36.00 25.50 Opening 1 25.00 30.00 5.00 7.00 Opening 2 35.00 `~0.50 5.50 7.00 wall 1-1 Seg 2 -0.50 -2.00 7,2.00 19.00 14.00 Line 2 !I Level 1 „i::e Le,,..'1 1 ' NSW 18.00 48.00 49.50 1.50 0.00 9.00 wall ^.-. NSW 18.00 48.00 99.50 1.50 0.00 Line 3 ,~ 3, Level 2 NSW 22.50 -2.00 16.00 18.00 0.00 8.00 ;'all 3-1 NSW 22.50 12.00 56.00 4.00 4.00 L ~~ei 1 ', Lire 3, Level 1 Seg 2 22.50 -2.00 49.50 51.50 14.00 9.00 wall 3-1 Seg 2 22.50 -2.00 52.00 14.00 14.00 tines Lrvr,l 2 Line 9, Level 2 '' Seg 2 29.00 16.00 98.00 32.00 32.00 8.00 W.-:':l 9-i Seg 2 29.00 16.00 48.00 32.00 32.00 Leti ~., 1 i Line 4, Level 1 Seg 2 29.00 12.00 X9.50 37.50 33.50 9.00 '.:.111 4-1 Seg 2 29.00 12.00 99.50 37.50 33.50 Opening 1 31.50 X5.50 4.00 7.00 cat Type Wall Location Extent [ft] ' Length FHS Height :nes _ --- Grou s Y ft Start E d ft ft ft , i .:.n:~ F, Level 1'' Seg 1 -2.00 -0.50 22.50 23.00 7.00 9.00 ~1 A-1 ~ Seg 1 -2.00 -0.50 22.50 23.00 7.00 ,erring 1 ~ 3.00 119.00 16.00 7.00 L~~e ". ~c, 2 ~,-.,~ 3, Level 2; Seg 2 12.00 0.00 22.50 22.50 12.50 8.00 ~c::l B-'_. Seg 2 12.00 0.00 ?2.50 22.50 12.50 - nin.j 1 3.00 Ii6.00 5.00 7.00 _ni,r~ 2 15.00 20.00 5.00 7.00 .~_~1 B-2 NSW 16.00 22.50 29.00 6.50 0.00 .;~ening 1 24.00 26.00 4.00 7.00 ,...-. r ,.„l 1' Nsw 12.00 0.00 2,9.00 29.00 0.00 9.00 ~;~all :: NSW 12.00 22.50 ?~~9.00 6.50 0.00 0~ ~~.~: ~ 29.00 2!,8.00 4.00 7.00 ~ ;.~..: C, Level 11' Seg 2 22.00 -0.50 2 i9.00 29.50 10.50 9.00 ,.':. C-1 l_ Seg 2 22.00 -0.50 1:0.00 10.50 10.50 7, Level 2'' Seg 2 98.00 0.00 21,9.00 29.00 23.50 8.00 D-1 Seg 2 98.00 0.00 2~~9.00 29.00 23.50 n:_n 1 ' 19.00 24.50 5.50 7.00 L ~c. ~, ,evel 1 Seg 1 98.56 -0.50 2;9.00 29.50 13.00 9.00 _~1 D-1 Seg 1 48.00 -0.50 18.00 18.50 7.00 sing 1 ', 3.50 18.50 5.00 7.00 ire- 2 ' 11.50 117.50 6.00 7.00 .._~ Seg 1 99.50 18.00 2~~9.00 11.00 6.00 _ „. 21.00 2~~6.00 5.00 7.00 4 YER 1830 SHEAR.wsr `~~tlWarks® ShearWalls LUBBESME~ __._ _ ____ 14:18:35 Aug. 2, 2005 Loads ~~,.. , .~ .. , - . • LOADS t ~ ~ Magnitude e °- . F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] _ Case Dir Dir Sta End Start End Bloc} ~ WL W->E Wind Line 11.12 12.00 0.0 0.5 B1::~_}: ~ W' W->E Wind Line 12.x0 24.99 32.5 40.1 Bl.c}:~ w' W->E Wind Line 24.99 36.51 40.1 Blc,-}: 1 W W->E Wind Line 36.511 98.00 40.1 33.4 B.'-.. ':_ W' W->E Wind Line 98.0;0 50.38 1.4 0.0 Black 7. E' W->E Lee Line 11.1;2 12.00 0.0 2.7 Licck 1 E W->E Lee Line 12.00 16.00 24.3 36.6 B'.~ck 1 E W->E Lee Line 16.010 29.99 36.6 64.3 ',~ck 1 E' W->E Lee Line 24.99 36.51 64.3 :;ck 1 E W->E Lee Line 36.51 48.00 64.3 28.9 b}:ck 1 E W->E Lee Line 48.O 0 50.38 7.3 0.0 Block 1 W E->W Lee Line I 11.12 12.00 0.0 2.7 r,~=-k i W': E->W Lee Line 12.00 24.99 24.3 64.3 ~~:k i W E->W Lee Line 29.9,9 36.51 64.3 k 1 W E->W Lee Line 36.S~I1 48.00 64.3 28.9 .k 1 W' E->W Lee Line 48.0'10 50.38 7.3 0.0 ck 1 E' E->W Wind Line 11.12 12.00 0.0 0.5 Block 1 >J> E->W Wind Line 12.O~b 16.00 32.5 34.8 ~k 1 E E->W Wind Line 16.Oib 24.99 39.8 90.1 F k 1 E E->W Wind Line 24.9'19 36.51 40.1 k 1 ~' E->W Wind Line 36.5;1 98.00 40.1 33.4 :k 1 E', E->W Wind Line 48.Op 50.38 1.4 0.0 ck 7. S'- S->N Wind Line -1.5~ 0.00 0.0 1.4 -ck 1 5 S->N Wind Line 0.0'0 14.25 33.4 46.3 __~ ck 1 S~' S->N wind Line 19.25 22.50 46.3 38.8 -ck 1 S'' S->N Wind Line 22.50 29.00 38.8 32.9 ck 1 5! S->N Wind Line 29.Op 30.00 0.9 0.0 l ck 1 N', S->N Lee Line -1.5'0 0.00 0.0 4.1 ,_ ck 1 N S->N Lee Line 0.00 14.25 23.3 62.0 :~k 1 N' S->N Lee Line 14.25 29.00 62.0 21.9 ~k 1 N' S->N Lee Line 29.00 30.00 2.7 0.0 ~k 1 s' N->5 Lee Line -1.50 0.00 0.0 9.1 ~:k 1 S N->S Lee Line 0.00 19.25 23.3 62.0 ,k 1 5' N->S Lee Line 14.25 22.50 62.0 39.6 -k 1 S' N->S Lee Line 22.50 29.00 39.6 21.9 _-:k 1 S' N->S Lee Line 29.00 30.00 2.7 0.0 _k 1 N N->S Wind Line -1.5b 0.00 0.0 1.4 k ]. Pd, N->S wind Line 0.00 14.25 33.9 46.3 k 1 N N->S Wind Line 14.25 29.00 96.3 32.9 ~k 7. N N->S wind Line 29.00 30.00 0.9 0.0 el 1 Magnitude :k F', Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] _ __ Case Dir Dir Start End Start End : .um. W W->E Wind Line 12.Ob 48.00 57.6 - um. E W->E Lee Line 12.Ob 49.50 41.6 aim. W E->W Lee Line 12.OQ 48.00 41.6 im. E E->W Wind Line 12.00 49.50 57.6 . im. 5 S->N Wind Line 22.5 23.52 58.1 57.6 ,. :m. s' N->S Lee Line 22.50 23.52 38.5 37.1 ~.,~:k 1 W, W->E Wind Point 12.Ob 12.00 1583 _ k 1 W' W->E Wind Line 48.Op 49.50 57.6 -:k 1 W E->W Lee Line 48.0 49.50 41.6 k ~ E' E->W Wind Point 12.00 12.00 1583 ,~k 1 N, S->N Lee Line -0.5Q 18.00 37.1 ck 1 N' S->N Lee Line 16.00 29.00 37.1 ck 1 N', N->S Wind Line -0.50 16.00 57.6 ck 1 N' N->S Wind Line 18.00 29.00 57.6 Eck 2 W W->E Wind Line -2.5~ -2.00 0.0 -1.5 ck 2 W w->E Wind Line -2.00 4.05 31.3 14.1 ck 2 W W->E Wind Line 4.05 12.00 14.1 ~k 2 EI W->E Lee Line -2.53 -2.00 0.0 1.3 ^k 2 E+ W->E Lee Line -2.00 4.05 16.5 31.5 ~k 2 E!' W->E Lee Line 4.0$ 12.00 31.5 ,,k 2 Wj' E->W Lee Line -2.5~ -2.00 0.0 1.3 Ht Ht 5 WooWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 ^' ~ SHF~s? i.0A0S (.continued) E.cck 2 W' E->W Lee Line -2.0!0 4.05 16.5 31.5 Eck 2 W'' E->W Lee Line 4.0'5 12.00 31.5 f"ck 2 E, E->W Wind Line -2.5.3 -2.00 0.0 -1.5 ~:,~k 2 E E->W Wind Line -2.O0 4.05 31.3 19.1 h_'.uck 2 E'' E->W Wind Line 4.0;5 12.00 19.1 Black 2 SI S->N Wind Line -1.5;2 -0.50 0.0 0.5 B].~ck 2 S S->N Wind Line -0.510 11.00 33.2 38.6 Bi"~ck 2 S', ' S->N Wind Line 11.010 22.50 38.6 33.2 Block ' 2 S S->N Wind Line 23.512 29.00 57.6 Block 2 S' N->S Lee Line -1.512 -0.50 0.0 1.9 F~ock 2 $' N->S Lee Line -0.510 11.00 21.9 38.0 Bock 2 S N->S Lee Line 11.0!,0 22.50 38.0 21.9 Block 2 $ N->S Lee Line 23.5;2 29.00 37.1 s ~'VooclWorks® ShearWalis LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 wi~~o cx,c i_oaos Block Building Mace Level Magnitude [pst] Interior End Zone Block 1 West 2 14.1 17.4 Block 1 Fast 2 19.1 17.4 Block 1 South 2 19.1 17.4 Block 1 North 2 19.1 17.4 Block 1 WESt 1 19.1 17.4 Block 1 E~?St 1 14.1 17.4 Block 1 South 1 19.1 17.4 Block 1 North 1 19.1 17.9 Block 2 West 1 19.1 17.4 Block 2 F,alst 1 19.1 17.9 Block 2 South 1 14.1 17.4 7 WoodWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 tSU~I_UIIVG MASStS Level2 Magnitude Trib Force E3uilding '; Block Shear Profile Location [ft] [Ibs,plf,psf] Width Dir Element ', Line Start End Start End ft E->W Roof Block 1 1 Line 11.12 50.38 157.5 157.5 E->W Roof Block 1 9 Line 11.12 50.38 157.5 157.5 N->S Roof Block 1 B Line -1.50 30.00 196.3 196.3 N->S Roof Block 1 Line -1.50 30.00 196.3 196.3 All wall 1-1!' n/a Line 12.00 48.00 80.0 80.0 All W:ll 3-L' ' n/a 3 Line 12.00 16.00 80.0 80.0 All Wall 4-L: n/a 9 Line 16.00 ' 48.00 80.0 80.0 r,ll wall B-1 !' n/a B Line 0.00 ' 22.50 80.0 80.0 All Wall B-2 n/a Line 22.50 ' 29.00 80.0 80.0 All Wall D-1 ',' n/a D Line 0.00 29.00 80.0 80.0 `' "` ~ Magnitude Trib c e R!~flding Block Shear Profile Location [ft] [Ibs,plf,psf] Width ~~ ~ _ :~_~ent Line Start End Start End ft F.->W Roof Block 2 1 Line -3.00 12.54 125.0 125.0 F->~~a P,oof Block 2 3 Line -3.00 12.54 125.0 125.0 E->W Floor D1':' n/a 1 Line -2.00 ' 12.00 115.0 115.0 E->W F7_oor D2!', n/a 1 Line 12.00 ' 48.00 147.5 147.5 F:->:d E7oor D3 n/a 2 Line 48.00 49.50 55.0 55.0 E->W Floor D11 n/a 3 Line -2.00 12.00 115.0 115.0 E->W Floor D2 n/a 4 Line 12.00 ', 48.00 147.5 197.5 E->W F'.oor D3; n/a 4 Line 98.00 ' 49.50 55.0 55.0 P.->S ::;~f Block 2 A Line -1.50 23.50 75.4 75.4 N->S F.~of Block 2 B Line -1.50 23.50 80.0 80.0 Pd->S F'_oor D1 n/a A Line -0.50 18.00 250.0 250.0 ~'->S Floor D2', n/a A Line 18.00 22.50 257.5 257.5 ' =>5 r'loor D3~ n/a B Line 22.50 29.00 187.5 187.5 .. >S P'~or D1' n/a D Line -0.50 18.00 250.0 250.0 r<-:3 Fl r D2 n/a Line 18.00 22.50 257.5 257.5 i7->3 c'i~ur D3' n/a Line 22.50 29.00 187.5 187.5 ",ll 6,',11 1-1'i n/a 1 Line -2.00 12.00 90.0 90.0 .°, 7.1 6.:,11 1-2; n/a 1 Line 12.00 48.00 90.0 90.0 %,' ]. 4' ?.1 2-1' n/a 2 Line 48.00 ' 49.50 90.0 90.0 11 6 ;]1 3-1`, n/a 3 Line -2.00 12.00 90.0 90.0 :l.l Wall 4-1'' n/a 9 Line 12.00 99.50 90.0 90.0 11 s~~all A-1' n/a A Line -0.50 22.50 90.0 90.0 :11 6 '1 B-1"' n/a B Line 22.50 29.00 90.0 90.0 h11 6.,:~1 D-l' n/a D Line -0.50 18.00 90.0 90.0 :'_1 1 D-2';, n/a Line 18.00 29.00 90.0 90.0 V'.°:~odWorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 sE~^rnlc Lo ^ ~s ', Force +"'rofile ! ' Locatio n [ft] Mag [Ibs,plf,psf] oir Start End Start End E->w Line 11.12 12.00 58.8 58.8 E->w Point ' 12.00 12.00 168 168 E->W Line 12.00 16.00 66.3 66.3 E->W Point 16.00 16.00 99 49 E->W Line 16.00 48.00 73.8 73.8 E->W Point' 48.00 48.00 217 217 I i,.->W Line 48.00 50.38 58.8 58.8 td->S Line -1.50 0.00 73.3 73.3 td->~ Ioint' ' 0.00 0.00 269 269 ' N->S Line 0.00 22.50 88.3 88.3 N->S Line ' 22.50 29.00 88.3 88.3 ' "'-?`? Point 29.00 29.00 239 239 -..~ Line 29.00 30.00 73.3 73.3 _ .. Lc ~ ~ : . ,.. :'rofile Locatio n [ft] Mag [Ibs,plf,psf] ''i~ Start End Start End ~;->W Line -3.00 -2.00 29.6 24.6 !:->W !:'Dint - -2.00 -2.00 102 102 is->W Line -2.00 12.00 56.1 56.1 r':->W F :>>.nt 12.00 12.00 1094 1099 .;->W Point 12.00 12.00 89 89 ;;->W ':ine 12.00 12.59 66.9 66.4 ' :->W Lane 12.54 16.00 41.8 91.8 :->W F' . i nt 16.00 16.00 26 26 ->sJ :.:~:-ne 16.00 98.00 95.8 45.8 E->.J Point 48.00 98.00 196 196 -="1 ':ine 48.00 99.50 9.8 9.8 -- i;int 99.50 99.50 49 49 -~..> Line -1.50 -0.50 7.9 7.4 - :int -0.50 -0.50 221 221 -%.~ Line ' -0.50 0.00 65.5 65.5 !~->3 :mint 0.00 0.00 142 142 -: S i-n~ `' 0.00 18.00 73.3 73.3 :-?S `one 18.00 22.50 74.8 79.8 -:S ~c-int ' 22.50 22.50 62 62 '->S n2 22.50 23.50 38.2 38.2 1->S '.`-ue 23.50 29.00 30.8 30.B ' '->S F int' 29.00 29.00 292 292 All ~ ids enterer ~ thel wiser or generated by program are specified (unfactored) loads. The program will apply a load factor of 0.70 and relit '~ E' dredund :. y factor to seismic loads before distributing them to the shearfines. 9 ~,"••~®CI~OPI(S® $hearwallS LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 Flexible Diaphragm Wind Design SF?~~R RESUt_'S t ,-th-South W' For Shear Force [plf] Allowable Shear [plt] Crit. '!~earlines G ' ; Dir Ld. Case V Ibs V/L V/FHS Int 'Ext Co C Total V Ibs Res . Li e 1 Lcvel 2 Lnl, Lev2 2'' Both 1200 33.3 40.7 339 1.00 S 339 9986 0.12 Lnl, Levl 2, S->N 2039 40.8 51.6 339 1.00 S 339 13372 0.15 2I N->S 2207 49.1 55.9 339 1.00 S 339 13372 0.17 wall 1-2 2'- S->N 1317 90.8 51.6 339 1.00 339 8632 0.15 21 N->S 1425 99.1 55.9 339 1.00 339 8632 0.17 wall 1-1 2', S->N 723 90.6 51.6 339 1.00 339 4739 0.15 2!'' N->S 782 -99.1 55.9 339 1.00 339 4739 0.17 Lire 3 Ln3, Levl 2', S->N 1148 22.3 82.0 1339 1.00 S 339 4739 0.24 2', ', N->S 1315 25.5 93.9 339 1.00 S 339 9739 0.28 L i „_~ 4 '2 L;. Lev2 2i Both 1184 37.0 37.0 339 1.00 S 339 10833 0.11 1_ ~ , 1 ,. Levl 2j' Both 1992 39.8 44.5 339 1.00 S 339 11340 0.13 [:.ast-',•!:at W! For Shear Force [plf] Allowable Shear [plt] Crit. _ nines Gp', Dir Ld. Case V Ibs V/L V/FHS Int IExt Co C Total V Ibs Res . L,, .. ~, I Li.f,, Levl 1 ', Both 1329 57.6 189.2 'i 495 1.00 S 495 3463 0.38 L;,,,, ?3 L_...~ 2 Lr,, Lev2 2'' Both 1583 70.4 126.6 ',339 1.00 S 339 4232 0.37 ' Le~: cl 1 L-":, Levl 2' Both 3212 108.9 305.9 ',339 1.00 S 339 3554 0.90 O 2 L Lev? 2'' Both 1636 56.4 69.6 ',339 1.00 S 339 7955 0.21 11 L Levl 1 ' Both 3097 103.3 239.9 '495 1.00 S 495 6932 0.47 i,, '_1 ~'-i 11', Both 1641 103.3 239.9 495 1.00 495 3963 0.47 ' ~ 1'' Both 1906 103.3 239.4 '495 1.00 495 2969 0.97 ~,- uuny vu; nuinau~n: H- Hoa capacioes; ~- arrongesr onry; x- srrongesr or twice wea-cesr.; 10 ~'~'G©dWorks® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 C' ^ STRUT A"~D F90LDDOWN FORCES ~r~- t. L~ Li Li ?, i `:.. ; L; tine. `:. ,. I . li ~~ i ?, i .' i I L : ~'. Li^ ~; 11 in e- Position on Wail Locatio n [ft] ' Holddown Force [Ibs] Dragstrut qr 0 enin X Y Ld. Case Shear Dead U lift Cmb'd Force Ibs j --1 Left 4~a11 End -0.50 -2.00 5b3 503 --1 RightlWall End -0.50 12.00 13$1 1331 -2 Left dpening 1 -0.50 25.00 503 503 317 ne 1 vert.'Element 0.00 28.50 325 325 -2 Right ',Opening 1 -0.50 30.00 503 503 96 ne 1 vert.lElement 0.00 31.50 325 325 -2 Left dpening 2 -0.50 35.00 503 503 155 ne 1 .'.Element 0.00 39.00 325 325 -2 Right ',Opening 2 -0.50 90.50 503 503 88 ne 1 vert.iElement 0.00 92.50 325 325 -2 RightiWall End -0.50 48.00 828 828 3 -1 1~ft Wall End 22.50 -2.00 ~ 816 846 -1 hight;Wall End 22.50 12.00 896 846 958 -_ Left ~;~11 End 29.00 12.00 401 401 9 '.'ert. IElement 29.00 16.00 296 296 1 Left d,~ening 1 29.00 31.50 401 401 93 .-1 t:ght,'~7pening 1 29.00 35.50 401 401 67 n~- 4 '~~rt. ;dement 29.00 48.00 296 296 -1 'c.ig~t iWa11 End 29.00 49.50 901 401 -1 Left Wall End -0.50 -2.00 1703 1703 -1 I~e~ft dpening 1 3.00 -2.00 1703 1703 461 -1 ;ht 'Opening 1 19.00 -2.00 17Q3 1703 461 .-1 ~. -i:t (Wall End 22.50 -2.00 17b3 1703 ,3 ne B vzrt.'Element 0.00 12.00 103 1013 r.e B Vert. ;Element 3.00 12.00 1013 1013 e B vert.'Element 8.00 12.00 1013 1013 B ..rt.':Element 15.00 12.00 1013 1013 B Vert. Element 20.00 12.00 1013 1013 B vert.'Element 22.50 12.00 1013 1013 ;:eft Wall End =0.50 22.00 2759 2759 !:t 'W'all End 10.00 22.00 2759 2754 2069 _t Wa11 End -0.50 98.00 2109 2109 D Girt. !Element 0.00 48.00 557 557 ?. Left Opening 1 3.50 48.00 21p9 2109 529 -i ;tic tit Goening 1 8.50 48.00 2109 2109 8 -'_ :,eft Opening 2 11.50 48.00 2109 2109 401 2 _ ': w.a11 End 18.00 49.50 2109 2109 ~~ D ~a~t. 'Element 19.00 48.00 567 557 -2 ~__°t Opening 1 21.00 49.50 2109 2109 123 D ~:.~t. >=lement 24.50 48.00 557 557 -2 r<ightQpening 1 26.00 49.50 2109 2109 393 ~ ~7ht~Wa11 End 29.00 99.50 2656 2666 - Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut ' _ ~"y O enin X Y Ld. Case Shur Dead U lift Cmb'd Force Ibs i,~.t wall End 0.00 12.00 325 325 _ Q^aning 1 0.00 28.50 325 325 121 ! :_ .:t !,Gi~ening 1 0.00 31.50 325 325 21 _ Le T_ Opening 2 0.00 39.00 325 325 76 _ Ric 1t dpening 2 0.00 92.50 325 325 90 ;~,ir'lt ';Wall End 0.00 98.00 325 325 1 I.':t Wall End 29.00 16.00 296 296 1 ;!it ',Wall End 29.00 48.00 296 296 -L ~t Wall End 0.00 12.00 1013 1013 _ ft Opening 1 3.00 12.00 1013 1013 169 _ .. 7ht ;Opening 1 8.00 12.00 10'13 1013 163 I,:_ft Opening 2 15.00 12.00 1013 1013 211 i>.ightl~,~ening 2 20.00 12.00 100.3 1013 191 -ht !:~'-,11 End 22.50 12.00 100.3 1013 11 'y ;o~~:~."lorks® Shearwalls C ~zU ~ - • F!r~. ;DOWN FORCES L'. , - . Ci-1 ...cat Wall End u- 1 Litt Opening 1 .:-1 Ri,~t';Opening 1 :i-1 Rig:~t :Wall End L;. a ,.:~d contra ;ci;;n to combined force is cible wind design, continued) 0.00 98.00 557 557 19.00 98.00 557 557 29.50 48.00 5';57 557 29.00 48.00 5,'57 557 gyred by 1.00 load combination factor LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 251 59 12 _... _. 4'~s`flQ~~~~/orks® Sheairwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 '!i ;. Wind Suction Design CC"AnC~"1EF4TS A"!'~ CLADDING by SHEARLINE t~~orth-South Sheathing [pst] FastenerlMthdrawal [Ibs] Service Cond Shearlines ' l Force Cap Force/ Force Cap Force/Cap Factors Une Lev Gr ' Ca End Int ' End Int Tem Moist 1 1 Ij 2 17.9 48.0 0.36 23 19 168 0.34 0.28 1.00 1.00 2 2,::i 17.4 .48.0 0.36 23 19 '68 0.34 0.28 1.00 1.00 2 2'; 17.9 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 2'. 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2s ' 17.4 .48.0 0.36 23 19 '68 0.34 0.28 1.00 1.00 4 1 'i 2 17.4 98.0 0.36 23 19 '68 0.39 0.28 1.00 1.00 2 2+ 17.9 48.0 0.36 23 19 j68 0.39 0.28 1.00 1.00 East-West Sheathing [pst] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cp Force/Cap Factors Line Lev Gr' Ca End Int End I nt Tem Moist t 1' 17.4 48.0 0.36 15 13 i68 0.23 0.18 1.00 1.00 G 2' 17.4 48.0 0.36 23 19 'i68 0.34 0.28 1.00 1.00 2 2i 17.4 48.0 0.36 23 19 68 0.39 0.28 1.00 1.00 D 7 1' 17.9 48.0 0.36 15 13 X68 0.23 0.18 1.00 1.00 2 2 17.4 98.0 0.36 23 19 68 0.34 0.28 1.00 1.00 13 orks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 i' Flexible Diaphragm Seismic Design SFiSP.g1C INFORMATIGSN B i Ma~ lding Area s Ibs s .ft Story Shear [Ibs] E-W N-S Shear Ratio Rmax E-W N-S Reliability Factor p E-W N-S Level2 ~ 17407 1018 3252 3252 0.385 0.173 0.37 -1.62 Level1 '~ 26691 1901 2621 2621 0.340 0.124 0.93 -2.30 Structure 44048 - 5873 5873 - - 1.00 1.00 vu; ul, c; ~.wu~y Gant; LVUU .CV=V.L JUS U, JUJ = V.O/~ CV = V. I / U '. ShIr4R RrS~iL`lo ac ...,...., vv: For HNV Fact. Shear Force [plf] Allowable Shear [pif] Crit. ^he ~rIL~ _, G ' Dir Int Ext V Ibs V/L V/FHS Int !Ext Co C Total V Ibs Res . Lrine 1 Level 2 Il,r.l, Lev2 2' Both 1.0 1.0 1161 32.3 39.4 292 1.00 S 292 7133 0.16 Lt.v~~l 1 Lnl, Levl 2 ~ Both 1.0 1.0 2007 40.1 50.8 ' 292 1.00 S 242 9551 0.21 wall 1-2 21 Both 1.0 1.0 1295 40.1 50.8 ', 242 1.00 242 6166 0.21 wall 1-1 1'.,3 2' Both 1.0 1.0 711 90.1 50.8 292 1.00 242 3385 0.21 Levl 2 ~ Both 1.0 1.0 715 13.9 51.1 292 1.00 S 242 3385 0.21 Level ',v7 2 Both 1.0 1.0 1115 34.8 39.8 292 1.00 S 242 7738 0.14 Level 1 I,n4, I,evl 2;~ Both 1.0 1.0 1390 37.1 91.5 242 1.00 S 242 8100 0.17 '' i , For HIW Fact. Shear Force [plf] Allowable Shear [plf] Crit. '" Dir Int Ext V Ibs V/L V/FHS Int 'Ext Co C Total V Ibs Res . ,~ i -,evl 1 Both 1.0 .78 894 38.9 127.7 275 1.00 S 275 1924 0.46 L:::, Lev2 I' 2, Both 1.0 .63 1094 98.6 87.5 151 1.00 S 151 2614 0.58 Levl 2 Both 1.0 1.0 1336 95.3 127.3 292 1.00 S 242 2539 0.53 L::', ~2v2 2' Both 1.0 1.0 1182 90.8 50.3 242 1.00 S 292 5682 0.21 ,. .~ l Both 1.0 .67 1768 59.9 136.0 .236 1.00 S 236 3377 0.58 '~~, 1' Both 1.0 .b7 952 59.9 136.0 236 1.00 236 1963 0.58 6e l; Both 1.0 .67 816 59.9 136.0 236 1.00 236 1414 0.58 C- thing Combinatig n: A-Add capacities; S- Strongest only; X- Strongest or twice weakest. ., 14 -- ~= a''VOrkS® ShearWalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 ~r r r, TRUT AND HOjLDDOWN FORCES . 1 Pa tion on Wall Location [ft] Holddown Force [Ibs] Dragstrut 'i r O enin X Y Shear Dead U Iift Cmb'd Force Ibs Lira 1-1 Left W 11 End -0.50 -2.00 457 457 1-1 Right all End -0.50 12.00 1229 1229 1-"' Lift O ening 1 -0.50 25.00 457 457 288 Lir.:~ 1 vert., ~lement 0.00 28.50 315 315 1-' Right Opening 1 -0.50 30.00 957 457 87 t~ ". `, rt. lement 0.00 31.50 315 315 ~-.'. =ft 0 ening 2 -0.50 35.00 457 957 191 Li - 1 .ement 0.00 39.00 315 315 1-= Right opening 2 -0.50 40.50 457 957 80 Lire 1 Vert. lement 0.00 42.50 315 315 1-2 :~ L! Right all End -0.50 98.00 772 772 ._ -7- Left s' :11 End 22.50 -2.00 460 460 1 Riyiit all End 22.50 12.00 460 460 521 _ Left W 11 End 29.00 12.00 373 373 4 Vert. " lement 29.00 16.00 279 279 5-". Left 0 ening 1 29.00 31.50 373 373 86 4-L a Bening 1 29.00 35.50 373 373 62 Lin 4 c. 'lement 29.00 48.00 279 279 - .- ;ilt E 9a11 End 29.00 99.50 373 373 Lin . 1~ - !. ~,::t Wi all End -0.50 -2.00 1150 '.. 1150 -. Ci rzning 1 3.00 -2.00 1150 1150 311 tl ;oening 1 19.00 -2.00 1150 1150 311 -' ~_ _ _; r+all End 22.50 -2.00 1150 1150 .. Li:.~ B i Vert., ~lement 0.00 12.00 700 700 ?::•e B Vert.~ $lement 3.00 12.00 700 700 i ~ B Vert.'~,! ~lement 8.00 12.00 700 700 I_., B V t.', ¢:i.ement 15.00 12.00 700 700 B Vert. !, ;/lement 20.00 12.00 700 700 .- ~ B Vert.l ~lement 22.50 12.00 700 700 L;t W eill End -0.50 22.00 1146 1146 C-:. a ' 'sll End 10.00 22.00 1146 1146 861 Lt np ~-. r - Sr' •L1 End -0.50 98.00 1224 1224 U ~~ lement 0.00 98.00 402 402 i L "L- O pening 1 3.50 48.00 1224 1224 309 t opening 1 8.50 48.00 1224 1224 5 ~'-, ~ ';ning 2 11.50 48.00 1229 1229 233 t :i> ,~1 End 18.00 49.50 1229 1224 D ~~. Clement 19.00 48.00 902 402 ].fL 0 ^ening 1 21.00 49.50 1229 1229 71 D ~'_~.;.'; ;lement 29.50 48.00 402 902 _' Rlgnt Opening 1 26.00 99.50 1229 1229 228 ~ -' R :ra ~ .':11 End 29.00 49.50 1627 1627 - Po:llion on Wall Location [ft] Holddown Force [Ibs] Dragstrut ' c tr O enin X Y Shear Dead U Iift Cmb'd Force Ibs ~:;ie ' I ] L WF:11 End 0.00 12.00 315 315 ~~ C'~-:ening 1 0.00 28.50 315 315 117 t l:~ening 1 0.00 31.50 315 315 21 _ C?~ening 2 0.00 39.00 315 315 79 '~,C;~ening 2 0.00 92.50 315 315 39 tlis 11 End 0.00 98.00 315 315 ~ ,n _. __~ GJ~11 End 29.00 16.00 279 279 i ; F . `;l, i2a11 End 29.00 48.00 279 279 ,. N;a11 End 0.00 12.00 700 700 L .-C 0~~ning 1 3.00 12.00 700 700 117 _ R'. :;t .:,ening 1 6.00 12.00 700 700 126 L:~ft 0°ening 2 15.00 12.00 700 700 146 Riy:~t ".>ening 2 20.00 12.00 700 700 97 ht ~:-:11 End 22.50 12.00 700 700 15 ~ .,, 4~, LUBBESMEYER 1830 SHEAR.wsr ~~orks® Shearwalls 14:18:35 Aug. 2, 2005 .. ,-, '!' ' ' ' -- _ ---~ 'DOWN FORCES. (flexible seismic design, continued) _ _ ,,., i I"--~ ~ _`t W -11 End 0.00 48.00 ~ 402 902 -.- t C 'ening 1 19.00 48.00 402 902 181 ~~- - !'~t Opening 1 24.50 48.00 402 902 43 u :. ht y dall End 29.00 48.00 402 902 D.-: ~; ,' CCU ',Jr7 ; ~ Combined force is factored by (7.479 due to Ina drnnmhinatinn far.MranH vartiral cai-emit fnrca 16 t>"!c~~~ ::,"~~Jorks® Shearwalls LUBBESMEYER 1830 SHEAR.wsr Aug. 2, 2005 14:18:35 17 COMPANY PROJECT /~~ ,fir Pacific Northwest Engineering LUBBESMEYER 1830 F/'n r~ ~dW~r~s~ (253) 589-3265 g1 L~,~ ~,m..,,a.~,,,,~„ Aug. 2, 2005 14:37:21 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or pif ) Load Type ' Distribution Magnitude Location [ft] Pattern Start End Start End Loyd? Loadl Dead 'Full UDL 200.0 No Load2 Live ' 'Full UDL 800.0 ~o Load3 Dead fFull UDL B0.0 ~o MAXIMUM REA~TIONS (Ibs) and BEARING LENGTHS (in) ~.. - ~ ` : ~' ~r t r~', > ' ~~ '_ - - ~~_ T. a„ 0' c. ~~~ Dead '1 990 990 Live ', 600 2600 Total 540 3590 Bearing: LC number 2 2 Len th .6 1.6 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: top; ,at supports, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NqS-2001: (stress=psi. and in 1 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 96 Fv' = 180 fv/Fv' = 0.53 ' Bending(+) 1 fb = 935 Fb' = 977 fb/Fb' = 0.96 Live Defl'n 1 0.-05 = <L/999 0.22 = L/360 0.22 Total Defl'n 0...07 = <L/999 0.32 = L/240 0.23 <i ADDITIONAL DbTA: FACTORS: F ~CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 .00 1.00 1.00 0.987 1.100 1.00 1.00 1.00 1.00' - 2 Fv' 180 ',~_00 1.00 1.00 - - - - 1.00 1.00' 1.00 2 Fcp' 625 1.00 1.00 - - - - 1.00 1.00'. E' 1.6 mi~lion 1.00 1.00 - - - - 1.00 1.00'' - 2 Bending(+): LC# 2 = D+L, M =. 5753 lbs-ft Shear LC~ 2 = D+L, V = 3540, V design = 2519 lbs Deflection: L~ 2 = D+L EI='664.49e06 lb-in2 Total Deflecti n = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=1've S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's ar listed in the Analysis output) DESIGN NOTE: 1. Please verify tha~ ~4he default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Pacific Northwest Engineering LUBBESMEYER 1830 ad1/Vorks~ (253) 589-3265 g2 ",.,.,....o,,..«.~~.:., Aug. 2, 2005 14:37:31 ~ Design Check Calculation Sheet Sizer 2004 LOADS: fibs, p f, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 13.0 No Load2 Live Full UDL 53.0 No Load3 Dead Point 120 6.00 Nb Load9 Live ', 'Point 480 6.00 No MAXIMUM RE , i TIONS (Ibs) and BEARING LENGTHS (in) - ~~ `~ ~ ~'~:: 1 ; , - e Dead 95 Live 332 155 Total 427 ' 572 Bearing: 727 LC number 2 ' Len th .0 2 1.0 I Lumber-soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: top'; at supports, bottoms at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; SECTION vs. D SIGN CODE NDS-2001: (stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 73 Fv' = 180 fv/FV' = 0.40 Bending(+) fb = 738 Fb' = 821 fb/Fb' = 0.90 Live Defl'n! 0.07 = <L/999 0.27 = L/360 0.26 Total Defl'n,i '; 0.10 = L/980 0.90 = L/240 p,2q ADDITIONAL D TA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 00 1.00 1.00 0.721 1.100 1.00 1.15 1.00 1.00' - 2 Fv' 180 ' .00 1.00 1.00 - - - - 1.00 1.00' 1.00 2 Fcp' 625 II 1.00 1.00 - - - - 1.00 1.00' - - E' 1.6 m~$ lion 1.00 1.00 - - - - 1.00 1.00: - 2 Bending(+): L~ , 2 = D+L, M = 1316 lbs-ft Shear : L~ _ 2 = D+L, V = 727, V design = 674 lbs Deflection: L~ 2 = D+L Ei= 158.29e06 lb-in2 Total Deflect~ n = 1.50(Dead Load Deflection) + Live Load Deflection, (D=dead L=1~ ve S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's ar listed in the Analysis output) DESIGN NOTE 1. Please verify tha~ he default deflection limits are appropriate for your application. 2. Sawn lumber ben W ing members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ~ Pacific Northwest Engineering LUBBESMEYER 1830 (~ WOQtIWork$~ (253) 589-3265 R1 ~•yr~ .,.,~„~,._,, Aug. 2, 2005 14:38:23 LOADS: (Ibs, p,~jf, or plf ) Design Check Calculation Sheet.. Sizer 2004 Load Type Distribution ' Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 90.0 No Load2 Snow !, Full UDL 150.0 No MAXIMUM RE . TIONS Ibs and BEARING LENGTHS (in ' ~- ~:~ ~' 1 ~ c. Dead 288 288 Live 450 450 Total 738 738 Bearing: LC number ~ 2 2 Len th .0 ' 1.0 Lumber-soft, D.Fir-L, No.2, 4x8""I Self Weight of 6.03 plf automatically included in loads; Lateral support: top~'full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. C# SIGN CODE NDS-2001: (stress=osi. and in - Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 35 Fv' = 207 fv/Fv' = 0.17 Bending(+) fb = 933 Fb' = 1345 fb/Fb' = 0.32 Live Defl'n` - 0.02 = <L/999 0.20 = L/360 0.12 Total Defl'n'; 0.05 = <L/999 0.30 = L/240 0.16 ADDITIONAL RATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 2.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00'. - 2 Fv' 180 ;1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00' - - E' 1.6 m~ lion 1.00 1.00 - - - - 1.00 1.00' - 2 Bending(+): L~ 2 = D+S, M = 1107 lbs-ft Shear : L~ 2 = D+S, V = 738, V design = 589 lbs Deflection: L~ 2 = D+S EI= 177.83e06 lb-in2 Total Deflects n = 1.50(Dead Load Deflection) + Live Load Deflection,. ~, (D=dead L=1~<ve S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's ale listed in the Analysis output) DESIGN NOTE ': 1. Please verify that he default deflection limits are appropriate for your application. 2. Sawn lumber ber ~ ing members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT ~ Pacific Northwest Engineering LUBBESMEYER 1830 WbodWOrks~ (253) 589-3265 R2 .~,.«.K..,.~ Aug. 2, 2005 14:38:32 Design Check Calculation Sheet'. Sizer 2004 LOADS: (Ibs, p~f, or plf ) Load Type Distribution Magnitude Location (ftJ Paktern ' f Start End Start End Lod? Loadl Dead Full UDL 60.0 No Load2 Snow Full UDL 100.0 No MAXIMUM RE , TIONS (Ibs) and BEARING LENGTHS (in) _~ - _° ~' Dead '555 555 Live -800 ' 800 Total 1 355 Bearing: 1355 LC number 2 Len th .0 2 1.0 Lumber-soft, D.Fir-L, No.2, 4x12',` Self Weight of 9.35 plf automatically included in loads; Lateral support: top?full, bottom= at supports; Load combinations: ICC-IBC; SECTION vS. D~SIGN CODE NDS-2001: I stress-nsi_ aid to ~ Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 46 Fv' = 207 fv/Fv' = 0.22 Bending(+) fb = 881 Fb' = 1138 fb/Fb' = 0.77 i Live Defl'n~ 0.22 = L/865 0.53 = L/360 0.42 Total Defl'n,S 0.45 = L/424 0.80 = L/240 0.57 ADDITIONAL D~-TA: FACTORS: F I,i'CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 !~.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00'' - 2 Fv' 180 x'.15 1.00 1.00 - - - - 1.00 1.00' 1.00 2 Fcp' 625 ! - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 m3: lion 1.00 1.00 - - - - 1.00 1.00' - 2 Bending(+): L~ 2 = D+S, M = 5419 lbs-ft Shear L~ 2 = D+S, V = 1355, V design = 1196 lbs Deflection: L~ 2 = D+S EI= 669.49e06 lb-in2 Total Deflect h = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=I've S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's ar listed in the Analysis output) DESIGN NOTE' 1. Please verify that he default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i COMPANY PROJECT /~~ `./ Pacific Northwest Engineering LUBBESMEYER 1830 ~(~~ •~QOdW~r~S® (253) 589-3265 SF1 ~ii~ ,,,,.,,,,,,,,,,„,,,o Aug. 2, 2005 14:38:42 ~ Design Check Calculation Sheet'. ~ Sizer 2004 LOADS: (Ibs, pslf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full UDL 100.0 No Load2 Live ' Full UDL 400.0 No Load3 Dead Full UDL 60.0 No Load9 Snow ' Full UDL 100.0 No Loads Dead Full UDL 80.0 No MAXIMUM RE~TIONS (Ibs) and BEARING LENGTHS (in) Dead (1275 Live ' 000 1275 Total , ' 275 2000 3275 Bearing: LC number 2 2 Len th .0 ' 1.0 ;~ Timber-soft, D.Fir-L, No.2, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top~`full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. Lf SIGN CODE NDS-2001: (stress=osi. and h ~ Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 63 Fv' = 170 fv/Fv' = 0.37 Bending(+) fb = 810 Fb' = 875 fb/Fb' = 0.93 Live Defl'n'-- ~~ 0.10 = <L/999 0.33 = L/360 0.30 Total Defl'n;i , 0.19 = L/617 0.50 = L/240 0.39 ADDITIONAL DATA:'. FACTORS: F { CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 '. 00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 .00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00' - - E' 1.3 mi lion 1.00 1.00 - - - - 1.00 1.00', - 2 Bending(+): LC 2 = D+L, M = 8168 lbs-ft Shear L~ 2 = D+L, V = 3275, V design = 2647 lbs Deflection: LC~k 2 = D+L EI= 906.17e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=I've S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's ar listed in the Analysis output) DESIGN NOTE 1. Please verify that he default deflection limits are appropriate for your application. 2. Sawn lumber ben ing members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i COMPANY PROJECT `/~, Pacific Northwest Engineering LUBBESMEYER 1830 (~ W OOt~ Y V ~r~~~ (253) 589-3265 SF3 Wry ~,.,..,,,a.:s„o~„~:., Aug. 2, 2005 14:39:12 Design Check Calculation Sheet'..., Sizer 2004 LOADS: (Ibs, p~'f; or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead !~ Full UDL 50.0 No Load2 Live ( 'Full UDL 200.0 No Load3 Dead Full UDL 30.0 No Load4 Snow Full UDL 50.0 No Loads Dead ~ -.Full UDL 80.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ~, Dead 955 1955 Live 200 2200 Total 155 4155 Bearing: ;' LC number ; 2 2 Len th 1.2 1.2 Glulam-Unbal., West Species, 24F-1.8E WS, 5-118x15" Self Weight of 17.7 plf automatically included in loads; Lateral support: top=;,full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=osi. and in Criterion I Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 72 Fv' = 240 fv/Fv' = 0.30 Bending(+) fb = 1427 Fb' = 2336 fb/Fb' = 0.61 Live Defl'n! 0.41 = L/699 0.73 = L/360 0.55 Total Defl'n" 0.95 = L/278 1.10 = L/290 0.86 ADDITIONAL D TA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 .00 1.00 1.00 1.000 0.973 1.00 1.00 1.00 1.00 - 2 Fv' 290 .00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 mi'lion 1.00 1.00 - - - - 1.00 - - 2 Bending(+): L~ 2 = D+L, M = 22851 lbs-ft Shear LC 2 = D+L, V = 9155, V design = 3683 lbs Deflection: LC 2 = D+L EI=2594.49e06 lb-in2 Total Deflecti n = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=1!ve S=snow W=wind 2=impact C=construction CLd=concentrated) (All LC's ar listed in the Analysis output) DESIGN NOTE- '; 1. Please verify that he default deflection limits are appropriate for your application. 2. Glulam design vales are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = a ' ual breadth x actual depth. 4. Glulam Beams sh "II be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). i . ~ _.~. COMPANY PROJECT /~~ Pacific Northwest Engineering LUBBESMEYER 1830 W QdWOr~s~ (253) 589-3265 SF3-PSL ~~rr ~ .Y,,,..,.,.e....<,.,o Aug. 2, 2005 14:39:23 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, ps~f, or plf ) Load Type ' Distribution ~ Magnitude Start End Location [ft] Start End Pattern Load? Load/ Dead Full UDL 50.0 Iao Load2 Live '.. .Full UDL 200.0 ~o Load3 Dead ' I Full UDL 30.0 No Load9 Snow Full UDL 50.0 ~o Loads Dead I `Full UDL 80.0 No MAXIMUM REA~TIONS (Ibs) and BEARING LENGTHS (in) Dead 013 2013 Live 200 2200 Total i 213 9213 Bearing: LC number ~ 2 2 Len th ' 1.1 1.1 ', PSL, 2.OE, 2900Fb, 5-1/4x14" ' Self Weight of 22.97 plf automatically included in loads; Lateral support: tope #ull, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (Ibs, Ibs-ft, or in Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 77 Fv' = 285 fv Fv' = 0.27 Bending(+) fb = 1621 Fb' = 2851 fb/Fb' = 0.57 Live Defl'n! 0.44 = L/601 0.73 = L/360 0.60 Total Defl'n' 1.04 = L/253 1.10 = L/240 0.95 ADDITIONAL D TA: FACTORS: F iCD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1L.00 - 1.00 1.000 0.98 - 1.00 1.00 - - 2 Fv' 285 j:.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 j- - 1.00 - - - - 1.00 - - - E' 2.0 mi~'lion - 1.00 - - - - 1.00 - - 2 Bending(+); LC 2 = D+L, M = 23170 lbs-ft Shear L~ 2 = D+L, V = 4213, V design = 3766 lbs Deflection: LC 2 = D+L EI=2900.96e06 lb-in2 Total Deflection = 1.50 (Dead 7~oad Deflection) + Live Load Deflection. (D=dead L=1~ve S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's ark listed in the Analysis output) DESIGN NOTE;: 1. Please verify that; the default deflection limits are appropriate for your application. 2. SCL-BEAMS (St~'cturaLComposite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors varyj~om one manufacturer to another for SCL materials. They can be changed in the database editor. COMPANY PROJECT Pacific Northwest Erigineering LUBBESMEYER 1830 W~rod~WOrk$~ (253) 589-3265 SF4 ~~.,~w Aug. 2, 2005 14:39:47 Design Check Calculation Sheet suer zooa LOADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 10.0 No Load2 Live Full UDL 40.0 No Load3 Dead Point 220 16.50 No MAXIMUM RE/ Dead 134 Live 370 306 Total 509 370 I - 676 hJoist, generic, low stg.,1-3/4x11-7J8" Spaced at 12" Gc; Self Weight of 1.88 plf automatically included in loads; Load combinations ~ CC-IBC; SECTION VS. a SIGN CODE NDS-2001: (Ibs_ ms_ft_ or ~~ Criterion ' Anal sis Value Desi n Value Anal sis/Desi n Shear ~ V = 676 Vr = 990 V/Vr = 0.68 Bending(+) M = 2994 Mr = 4525 M/Mr = 0.54 Live Defl'n 0.37 = L/600 0.96 = L/480 0.80 Total Defl'n' 0.62 = L/358 0.92 = L/240 0.67 ADDITIONAL I FACTORS: F Fb'+ n/a Fv' n/a E' n/a Bending(+): L Shear L Deflection: L Total Deflect (D=dead L= (All LC's a DESIGN NOTE 1. Please verify the 2. I-JOISTS: the at .TA: CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# .00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00. - 2 .00 1.00 1.00 - - - - 1.00 1.00 1.00 2 1.00 1.00 - - - - 1.00 1.00 - 2 2 = D+L, M = 2444 lbs-ft 2 = D+L, V = 676 lbs 2 = D+L EI= 285.OOe06 lb-in2 n = 1.50(Dead Load Deflection) + Live Load Deflection, Ve S=snow W=wind I=impact C=construction CLd=concentrated) listed in the Analysis output) default deflection limits are appropriate for your application. ~d I-joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer. COMPANY PROJECT Pacific Northwest Engin ring LUBBESMEYER 1830 W OdWOrk$® (253) 589-3265 SF5 n.,.....o.,.~,o~,w Aug. 2, 2005 14:40:23 Design Check Calculation Sheet Sizer 2004 LOADS: (lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Full UDL 13.0 No Load2 Live Full UDL 53.0 No Load3 Dead ', :Point 220 16.50 No MAXIMUM REA~TIONS (Ibs): 17' Dead X 133 340 Live ' ~ 450 950 Total I583 790 I-Joist, generic, low stg., 1-3/4x11-7V8" Spaced at 16" Gc; Self Weight of 1.88 plf automatically included in loads; Load combinations: l C-IBC; SECTION vs. D: SIGN CODE NDS-2001: (Ibs. Ibs-ft. or in 1 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear V = 790 Vr = 990 V/Vr = 0.80 Bending(+) M = 2507 Mr = 9525 M/Mr = 0.55 Live Defl'n 0.35 = L/583 0.43 = L/480 0.82 Total Defl'n 0.51 = L/396 0.85 = L/240 0.61 ~~.G CLLCC:I uLYulci~ luaus wiznin a aistance a or the support has been inclwded as per NDS 3.4.3.1 ADDITIONAL D TA: FACTORS: F `, CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ n/a .00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00' - 2 Fv' n/a 11.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 E' n/a 1.00 1.00 - - - - 1.00 1.00' - 2 Bending(+): LC 2 = D+L, M = 2507 lbs-ft Shear LG' 2 = D+L, V = 790 lbs Deflection: LC '2 = D+L EI='285.OOe06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.:. (D=dead L=1~ve S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are. listed in the .Analysis output) DESIGN NOTES': 1. Please verify that he default deflection limits are appropriate for your application. 2. I-JOISTS: the att~ hed I joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer. I i i 'i ___