Loading...
07-0078 Permit Pkg 041307.~ g y 118 / 07 '~~pF rr,F pR~' City Of Yelm Permit No: BLD-07-0078-YL 4 ~~ Community Development Department Issue Date: -N~e~eed Building Division (Work must be started within 180 days) Phone: (360) a58-8407 Receipt No: 48014 I, Fax: (360) 458-3144 Applicant: Name: GMS Construction Corporation Phone: 360-400-2722 Address: P.O. Bow 422 I GMS Construction City: Spanaway State: wa Zip 98387 Property Information: Site Address: 15176 Durant Dr. SE Assessor Parcel No. 81840001600 Subdivision: Vista Green Lot: 16 Contractor Information: Name: GMS Construction Corporation Contact: Phone: 360-400-2722 Address: P.O.Box 422 City: Spanaway State: Wa Zip: 98387 Contractor License No: GMSCOC'982M3 Expires: 07122107203 Business License: Project Information: Project: 15176 Durant Dr. SE Description of Work: Plan 2585-A, Lot 16 Opt. A Sq. Ft. per floor: (1st) 1103 (2nd) 1336 (3rd) 0 Garage 682 Basement 0 Heat Type (Electric, Gas, Other): GAS Fees: Item Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc Building Permit 100-500k 1,742.47 993.75 748.72 5.6000 133.7000 $1,000 Building Plan Review 1,151.89 0.00 0.00 0.0000 0.0000 Mechanical Permit 91.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 111.00 20.00 91.00 7.0000 13.0000 Fixture Sewer ERU 5,725.00 0.00 5,725.00 5,725.0000 1,0000 ERU 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 Consumer Dep 90.00 90.00 0.00 0.0000 0.0000 Traffic Facilities Charge 757.50 0.00 757.50 750.0000 1.0100 Peak PM Trip Fire District Impact Fee 508.25 0.00 508.25 0.2160 2,353.0000 square foot State Building Fee 4.50 4.50 0.00 0.0000 0.0000 TOTAL FEES: 512,126.86 Applicant's Affadavit: OFI 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 # Sets 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 the State of Washington. Final li Date: Signature -Lt/Lt1L Date ~ /3 . Q 7 r /~ ~ By: _ Firm ~"} ~(~ G~CQn/ lA t' ~~ -- ".°' ~„t,,;,~,I CITY OF 4 R YELM , ~ ~ "~'' ~ ~'~~ ~s,~x 47`~ ~ RECEIPT No. ~• Yelm. WA 9P~fa7 ELM 3hG-45it ;244 RE~~I*~~TWELVE THOUSAND ONE HUNDRED TWENTY SIX DOLLARS & 86 CENTS FtEC1_IV[D ~ f ~,i N~4 DACE RFG. NU. 04/13/07 48014 AMOUNT 12,126.86 CHECK IIEf- N0 ~~ 3255 G}1S CONSTRUCTION CORP P.0. BOX 422 SPANAWAY WA 98387 BUDGETARY 360-400-2722 1fICHELLE -- - --i PERt41742.47,PL1151.89,t7ECH91.2 _ 5,PLUM111.,SERU5725 .,SINSP145.WERU1500. W}tET304.CONSDEP90.TRAFF757.50 FIRE 508.25, ST 4.50 l City of Yelm Community Development Department Building Division Phone: (360)458-8407 Fax: (360)458-3144 Applicant: Name: GMS Construction Corporation Address: P.O. Bow 422 I GMS Construction Project Information: Project: 15176 Durant Dr. SE Description of Work: Plan 2585-A, Lot 16 Opt. A Site Address: 15176 Durant Dr. SE Fees Item Acct Code Building Permit 100-SOOk 032 001-322-10-00 Building Plan Review 100 001-345-83-00 Mechanical Permit 032 001-322-10-00 Plumbing Permit 032 001-322-10-00 Sewer ERU 802 412-343-50-01 Sewer Inspection 805 412-343-80-00 Water ERU 715 401-343-80-02 Water Meter (SFD) 712 401-343-80-01 Consumer Dep 740 402-389-00-00 Traffic Facilities Charge 420 120-345-85-00 Fire District Impact Fee 105 001-345-85-00 State Building Fee 160 001-386-00-00 TOTAL FEES: City: Spanaway Permit Fees Schedule Permit No: BLD-07-0078-YL Phone: 360-400-2722 State: wa Zip 98387 Assessor Parcel No. 81840001600 Item Fee Base Amt Unit Fee Unit Rate No. Units Unit Desc 1,742. 47 993.75 748.72 5.6000 133.7000 $1,000 1,151. 89 0.00 0.00 0.0000 0.0000 91. 25 0.00 0.00 0.0000 0.0000 111. 00 20.00 91.00 7.0000 13.0000 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 508. 25 0.00 508.25 0.2160 2, 353.0000 square foot 4. 50 4.50 0.00 0.0000 0.0000 X12,126. 86 YELM COMMUNITY SCHOOLS PO BOX 476 YELM WA 98597 Clerk: Croy Terminal: 1 Receipt: 41289 Manual keceipt: NGMS N360-400-2722 POS~OX0422RUCTION CORP. SPANAI~AY , l~A 96387 4/13/2007 2:02 PM Qty Item Price 1 CPF2900 5350.00 MITIGATION 06-022 - VISTA GREEN - LOTS 15. 16 Subtotal: 5350.00 Tax: 0.00 Total: 5350.00 Check 5350.00 3256 Change Due: 0.00 THANK YOU CITY OF YELM -- • RESIDENTIAL BUILDING PERMIT APF ATION FORM Project Address: ~'j~~yu(., ~',"c~,~'f - 1~' ~~ ~ ~ Parcel #: ~ ~~®~ /~ - =! ~ ~i Subdivision: _ ~~ `Ir'" . " v1 Lot #: ~ ~ Zoning; B 2 2007 • _ ~ New Construction U Re-Model / Re-Roof /Addition U Home Occupation Sign U Plumbing U Mechanical U Mobile !Manufactured Home Placement U Other Project Description/Scope of Work: ~- r' /~ 1~"5ioy~ ~`"S ~ '7y 7 ~ ' • ~, y , v Project value: „~l 1 ~ ~ L' ., , . ,, ~' ~ ^° ~.,C~ Gar a ~'~~' ~ Deck Building Area (sq. ft) 1 Floor / ~ . ~ 2 FloorL_ a9 ~ ~ Basement Carport Patio ~" ~• ~- # Bedrooms # Bathrooms Heating: GAS/OTHER o`~ CTRI .(Circle One) Are there any environmentally sensitive areas located on the parcel? ~ If yes, a completed environmental checklist must accompany permit application. CITY Copy of mitigation agreement with Yelm Community Schools, if applicable. above desc ~d property will be In aceordlance wltht tha laws rules and regulatlonsnof the State of Wash ngton and thee CRy of Yelm. ~ / Date Applicant's Signature Owner 1 Contractor /Owner's Agent /Contractor's Agent (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days (360) 458-3835 105 Yelm Avenue West (360) 458-3144 FAX PO Bnx 479 wwur.ci.yelm.~va.us Yeim, WA 98597 rW~~ V1 W z Q WIDE PROPERTY LINE i '_ _ N88°46'02"W_ _ ~ 1 ~ 7 ~ `~ 6 FT. SET-BACK, i SHAWN TYP. - -- A n,w warm 3-CAR NHD 2585-A, GARAGE A = 2439 SF (32' x 60') ~p,(,b -~ ~, , ~,~ ' 16 ~._J /~ `~_ _ O, V i v i 10~ UTILITY EASEMENT, TYP. 100th AVE. SE ;~(P,~~ ~ -~.- ~ i ~ ~n ~ rr'7 PRELIM. SITE PLAN: LOT 16 P.o. eoX4z2 SPANAWAY, WA 98387 15176 DURANT DRIVE SE - YELM, WA OFFICE TEL: (360) 400-2722 COoG~~~G~~~~l[G~ ~~G°Ip~OG~.~~~OM OFFICE FAX: (360) 400-2724 DG`~~?OU~~~ ~a~ Uv1O~ ~[~ ~C~f~~©DM(~[~Q ~U~ G~NJdC~ OG~ ~~ DWG ND. DATE REv pa~~ ~o~®~~ ~~ ~~~~a ~o~~~a~ o~ ~~~ SITE - 01 FE 8. ~ , 2007 ~O~I~T~~(~~UO[v~ ~~G~p, DW~TING Br pp s~E ~" 20 FEET PRaECr # VISTA GREEN-YELL CITY OF YELM INSPECTION LOG PROJECT Lot 16 GMS Vista Green PERMIT NUMBER 07-0078 ADDRESS 15176 Durant Dr. SE SET BACKS Date: 4-19-07 Corrections UNllER FLOOR ^ Corrections DRY WELL ^_ Corrections FOOTING REBAR _ _®Date:_ 4-19-07 WALL REBAR ®Date:_4- 27-07 Footing ^ 12" ®16" Other_ Wall ^ 6" ®8" Other_ Required vents_ Corrections COMBINEll FRAME/ EXTERIOR SHEAR WALL INSPECTION Hold downs ^ Shear Nailing ^ _ Frame ^ Gas/Propane ^ _ Plumbing ^ Mechanical ^ _ Corrections: INSULATION ^Gas ^Electric ^Other ^Foam and Seal ^Vapor barrier ^PVA Corrections: SHEET ROCK/SHEAR WALL NAIL Corrections: FINAL ^Sewer Final ^Electrical ^ Civil Final ^Landscape Final ^C of O ^Address ^ Insulation ^ Site Drainage ^ Sidewalk Coi-~•rections: CONSULTING ENGINEERS PACIFIC NORTHWEST ENGINEERING INC LETTER .lanuary 31, 2007 Client: GMS Const. P.O. Box 422 Spanaway, WA Site Address: 15176 Durant Drive SE Yelm, 1VA 9859? Vista Green -Lot #16 Invoice: #25454 Design: # 2585-A r`- °14 3 ~'~ ...~~ STRUCTURAL ENGINEERING DESIGN CRITERIA ''iRES: Authorization has been granted for the re-use of structural engineering performed by Pacific Northwest Engineering (PNE) on the above noted plan design. The design criteria listed below is used in the structural calculations for this referenced plan. The site location noted above has been determined to comply with the criteria below unless noted otherwise by the Building Official. WIND EXPOSURE: B DESIGN WIND SPEED: 85 MPH SEISMIC DESIGN CATEGORY: D2 Ss = 1.3 S1 = .48 SNOW LOAD: 25 PSF SOIL BEARING CAPACITY: 1500 PSF ROOFING TYPE: COMP, 15 PSF DEAD LOAD BUILDING CODE: IBC 2003 The undersigned has received and agrees to the terms and conditions of PNE's Professional Service Agreement and that if the purchaser makes changes to the plan or the design criteria listed above are not adequate or the format is not correct for the building department the engineering may be rejected. The undersigned would then need to pay the additional costs for the revised engineering and no refund of the fee paid for the originate ngineering will be made. ~ ~~ /~- Ian Purchaser ,~- ~ - O Date PACIFIC NORTHWEST ENGINEERING INC. 4924 109`' St. S. W. Suite C Lakewood, WA 98499 Phone (253) 682-2850/Fax (253) 682-2851 1.~~ /~ ENGINEERING ANALYSIS SEE SITE SPECIFIC LETTER ~. 1 ~7 ~. .4 ~ y ®® ®®®® ~O D000 ORIGINAL STAMP MUST BE RED TO BE VALID ~• an ~ M„w~Ek PACIFIC NORTHWEST }~~ e~« $ Y 3-8-2006 NHD 2585-A ~~~,~w ~ ENGINEERING INC. .,~.„,,.~ ~ '.~~ „,,,,,,,, 1 ~~y~ll;'~ ~ li j~ '11ty6~i:` ~e t4T1 CONSULTING ENGINEERS PACIFIC NORTHWEST ENGINEERING INC. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work.C hanges may include additional foundations or footings, beam size changes, siding changes etc. Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in accordance with the 2003 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report. Engineering assumptions are listed below. If these conditions are notp resent at the site these calculations are void and Pacific Northwest Engineering Inc. must be contacted immediately. LOADING CRITERIA Building Code 2003 International Building Code Seismic Design Category DZ Ss 1.30 S1 0.48 Response Mod Factor 6.5 Site Class D Basic Wind Speed 85 mph Exposure B LIVE LOADS (psf) U.N.O. - Uninhabitable attics without storage 10 -Uninhabitable attics with storage 20 -Habitable attics and sleeping areas 30 -All other areas except balconies and decks 40 -Balconies and Decks 60 DEAD LOADS (psfl U.N.O. - Roof with Composition Asphalt 15 -Floor 10 SNOW LOADS (psf) U.N.O. - Snow 25 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500psf Bearing Depth 12" PACIFIC NORTHWEST ENGINEERING INC. 4924 109TH ST SW,~S UITE C LAKEWOOD, WA. 98499-3733 Page 2 of 35 ~~~ ~OOdWOfkS®$hearwall3 SOFTWARE FOR WOOD DESIGN NHD 2585-A SHEARWALLS.wsw Woodworks®Shearwalls 7.0 Jan. 31, 2007 17:35:13 Level 1 of 2 N 0' F-1 -. _. .. ..._ ...._. _ -- __.i- __ . . 55' 50' 45' ti~ 40' 35' 30' o- c~ 25' 20' 15' 10' 5' 0' A-1 ~ A-2 5' 10' 15' 20' 25' 30' 35' Page 3 of 35 n WOOCIWO~kS® Sh@arvvallS SOFTWARE FOR WOOD DESIGN NHD 2585-A SHEARWALLS.wsw WoodWorlcs®Shearwalis 7.0 Jan. 31, 2007 17:35:13 Level 2 of 2 N ou 55' 50' 45' ;~, 40' 35' 30' 25' 20' 15' 10' 5' B2 0' 0' S' 10' 15' 20' 25' 30' 35' Page 1 of 22 Page 4 of 35 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN NHD 2585-A SHEARWALLS.wsr Woodworks®Shearwalls 7.0 Feb. 1, 2007 14:39:04 PROJECT INFORMATION Project Information Com an Pro ect Pacific Northwest Engineering NHD 2585-A 4G~4 109th St. SW Suite C Lakewood, WA 96999 (253) 682_-__2850 Design Code Wind Standard Seismic Standard IBC 2003 ASCE 7-02 All heights ASCE: 7-U2 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear CSC Panels o.70 seismic Wind Seismic 1.40 1.60 1.00 Wind 1.OG 1.00 Nail Withdrawal Modification Max Shearwall Offset [ftJ Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Servke (within story) (between stories) 1.60 T<=100F Dry Dry 9.00 i.67 Maximum Height-to-width Ratio Ptywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Bbcked Unblocked 3.5 3.5 - - - - - Shearwail Relative Rigidity: Designed capacity using flexible distribution HOId-down Forces: Based on applied shearline force Seismic Materials: Ignore gypsum for exterior walls Case 2 rigid diaphragm load distribution: 754 loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic hscF, 7-02 General analytic method for all bldgs ASCE 7-02 Equivalent lateral force procedure Design Wind Speed SSmph Use Group I Exposure Exposure C Design Category D Enclosure Enclosed Site Profile Class D Topographic Inforrnatlon [ft] Spectral Response Acceleration Shape Height Length S1:0.98og Ss:l.30og - - - Fundamental Period E-W N-S Site Location: - T Used 0. 172s 0. 172s - ApproximateTa U.172s 0. I72s - MaximumT 0.207s 0.207s Response FactorR 6.50 6.50 Page 2 of 22 Page 5 of 35 WoodWorks® ShearWalls NHD 2585-A SHE,4RWALLS.wsr Feb. 1, 200714:39:04 Structural Data Story Elev ft Fbor/Ceiling De th in Wall Hei M ft Ceiling 20.50 10. 0 Level2 11.67 10.0 8.00 Level 1 2 .8 3 l0 . 0 8.00 Foundation 2.00 wi nrk ------------- --- -- --- Block Dimeruions Face T Roof Panels Sloe lTrerhan ft Blockl 2 Story N-S Ridge Location X,Y= 0.00 21.50 North Gable 90.0 1.00 Extent X,Y = 32.00 36.50 South Gable 9C'. C 1 . CO Ridge X Location, Offset 16.00 0.00 East Side 24 .3 1 .OG Rid a Elevation Hei ht 27 .74 7.29 West Side 24.3 1 .00 Block 2 2 Story N-S Rid:.te Location X,Y = 0.00 -2.00 North Jc i ned 90.0 1 . U% ExterriX.Y= 29.00 7.9.G0 South gable 90.0 i.00 Ridge X Location, Offsel i4 . 50 0.00 East side 19.9 ! .00 Rid a Elevation Hei ht 25.7 4 5.24 West Side 19.9 ] . UO Page 3 of 22 Page 6 of 35 WoodWorks® ShearWails NHD 2585-A SHEARWALLS.wsr Feb. 1, 200714:39:04 h.,weii ~wrnip Gr Wall Surf Sheat Material hing [in] Thick Orient Fasteners Size T Spcg [in] Ed F{d Blk Framing Members [in] S cies G S c Apply Notes 1 Both Struct Shthg 7/16 Vert 8d Nail 3 6 yes Hem-Fir 0.43 16 1,2,3 2 Ext Struct Shthg 7/16 Vert Bd Nail 6 12 yes Hem-Fir 0.43 16 1,3 3 1 Struct Shthg '7/i6 Vert 8d Nail 3 6 yes Hem-Fir 0.43 16 1,2,3 4 Ext .Struct Shthg 7/16 Vert 8d Nail 2 6 yes Hem-Fir 0.43 16 1,2,3 Grp - wain uesrgn Group; Burr - txrenor or inrenor surrace or ex[enor wan, apcg - Cvye v~ nd~u nmi apewny, o~Ry - onicncv, ~ - oNc~un, y~ av¢y, Spc -Wall stud spacing Page 4 of 22 Page 7 of 35 WoodWorks® ShearWalls NHD 2585-A SHEARWALLS.wsr Feb. 1, 200714:39:04 SHEARLINE, WALL and OPENING DIMENSIONS North South Type Wall Location Extent [ft] Length FHS Height Shearlines Grou s X ft Start End k ft ft Line 1 Level 2 Line 1, Level 2 Seg C. CO 5. 00 36. 50 31. 50 27. 50 7.OC Wall 1-Z Seg 2 O. CO 21. 50 36. 50 15. OG 11. 00 Opeainy 1 27. 50 31. 50 4. 00 6. 5 Wall 1-1 Seg 2 0. 00 5. 00 21. 50 16. 50 10. SC Opening 1 10. 50 14. 50 4. 00 6.%5 Opening 2 19. 50 21. 50 2. 00 6.75 Level 1 i, i `, r~ 1 , Level 1 Seg 2 0. 00 0. 00 58. 00 58. 00 48. OC fi . OCR 'n'all 1-~ Seg 2 0. 00 21. 50 58. 00 36. 50 26. 50 Opening 1 26. 50 31. 50 5. 00 0.%5 Opening ? 39. 50 44. 50 5. 00 h.~E 'mall 1-1 Seg 7. D. 00 0. 00 21. 50 21. 50 21. 50 Line 2 Level2 ~i~.e 2, Level. 2 Seg 2 9. 00 5. 00 58. 00 53. 00 21. 50 6.0.E 'dz,ll ?-2 Seg 2 9. 00 36. 50 58. 00 21. 50 21. 50 wa a ~-] NSw 9. 00 2. 50 5. 00 2. 50 2. 50 Level 1 i n~ : , Lwel ] NSW 9. 00 -2. 00 58. 00 60. 00 0. cc h . ii;; ;a.all (--] NSW 9. 00 -2. 00 0. 00 2. 00 O. UO Line 3 Level 2 :.ine 3, Level 2 Seg 2 24. 00 2. 50 58. 00 55. 50 19. 00 x.00 wall 3-1 Seg ? 24. 00 2. 50 21. 50 19. 00 ]9. C0 Line 4 Level 1 ~ine ~, Level 1 Seg 2 29. 00 -2. 00 58. 00 60. 00 23. 50 E.Cu 6JaLl. 9-1 Seg 2 29. 00 -2. 00 21. SC 23. 50 23. 50 Sva11 ,-~ NSW 29. C0 21. 50 27. C0 `. 5C .,. 50 Line 5 Levei 2 ~~i'~~~• ~_a,ve] '% ~ Seg ?. 32. 00 21. SU 58. CC 36. 50 34. '.", t) }'.00 Wa7t :~-1 Sey 'l. 32. 00 21. 50 58. 00 36. 50 34. 00 Opening 1 39. 50 92. 00 2. 50 6.- Level 1 '.ine 5, Level 1 Seg 2 32. 00 27. 00 58. 00 31. 00 27. 00 B.uG Wall. 5-1 Sey ? 32. 00 7.7. 00 58. 00 31. 00 27. 00 Ope:~icg 1 39. 50 3E. 50 4. D0 6.~5 East-West Type Wall Lotatbn Extent [ft] Length FHS Height Shearlines Grou s Y ft Start End ft ft ft Line A Leve11 l.~ine A, Level 1 Seg 1 -2. 00 9. 00 29. 00 20. OU 3. 00 8.00 Wali A-2 Seg 1 -2. 00 9. 00 29. 00 20. 00 3. 00 Opening 1 12. 00 28. 00 16. 00 6.75 wall A-1 NSW 0. 00 0. 00 9. 00 9. 00 0. 00 Opening 1. D0 9. 00 8. D0 6.75 Line B Level2 Lire B, L2ve1 2 Sey 2 3. 99 0. 00 29. 00 29. 00 18. OD 8.00 wall B-2 Seg 2 2. 50 9. 00 29. 00 15. 00 9. 00 Opening 1 13. 00 19. 00 6. 00 6.75 wall B-1 Seg 2 5. 00 0. 00 9. 00 9. 00 9. 00 Line C Level 2 line C, Level 2 Seg 4 21. 50 0. 00 32. 00 32. 00 5. 50 8.00 wall C-1 Seg 9 21. 50 24. 00 32. 00 8. 00 5. 50 Opening 1 26. 50 29. 00 2. 50 6.'75 Level1 Line C, Level 1 Seq 3 21. 50 0. 00 29. 00 29. 00 11. 00 8.00 wa].1 C-1 Seg 3 21. 50 18. 00 29. 00 11. 00 11. 00 Line D Leve11 Line C, Level 1 NSW 27. 00 29. 00 32. 00 3. 00 O. CO 8.00 wall n-1 Nsw 27. 00 29. 00 32. 00 3. 00 3. 00 Line E Level2 Page 5 of 22 Page 8 of 35 WoodWorks® ShearWalls NHD 2585-A SHEARWALLS.wsr Feb. 1, 2007 14:39:04 SHEARLINE, WALL and OPENING DIMENSIONS continued Line E, Level 2 Seg 2 36.50 0.00 32.00 32.00 9.00 8.00 Wall E-1 Seg 2 36.50 0.00 9.00 9.00 9.00 Level 1 Line E, Level 1 Seg 3 36.50 0.00 32.00 32.00 9.00 8.00 wall E-1 Seg 3 36.50 0.00 9.00 9.00 9.00 Line F Level 2 Line F, Level 2 Seg 2 58.00 9.00 32.00 23.00 11.50 6.00 Wall F-1 Seg _ 58.00 9.00 32.00 23.00 11.50 Opening 1 10.50 14.50 9.00 6.75 Opening 2 20.00 26.00 6.00 6.75 Level 1 Line F, Level 1 Seg 2 58.00 0.00 32.00 32.00 19.50 B.00 wall F-1 Seg 2 58.00 0.00 32.00 32.00 19.50 Opening 1 10.00 15.00 5.00 6.75 Opening 2 16.50 22.50 6.00 6.75 Type - Seg =segmented, p rf =perforated, NSW =non-sheanvall ; Locatio n -dimension peril. to wall; FHS -length offull-height sheat hing; Wall Group(s) - refer to Materials by Wall Group fable, refer to Shear Results tables /or each design case d more than one group Page 6 of 22 Page 9 of 35 WOOCIWOt'ICS® $h@aYW1IIS _ NHD 2585-A SHEARWALLS.wsr Feb. 1, 2007 14:39 Loads WIND SHEAR LOADS (overlapping loads combined) Leve12 Block F Element Load Case Wnd Dir Surf Dlr Prof Location (ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht ft r,~-~,-crn, W 2 H!->G Wing Line 21.. 50 27. 00 ~±1.0 ,;:-c,,;t;,. W _ W->E Wind Line 21. 50 27. 00 95.3 Accum. L•' 2 W->E Lee Line 21. 50 27. 00 97.4 Accum. E 1 W->E Lee Line 21. 50 27. 00 129.3 Accum. W 2 E->W Lee Line 21. 50 27. 00 97.4 Accum. W 1 E->W Lee Line 21. 50 27, 00 129.9 Accum. E 1 E->W Wind Line 21. 50 27, 00 45.3 A~_;um. E 2 E->W Wind Line 21. 50 27. 00 39.0 A,:c~.irc. S 2 S->N Wind Line 0. 00 9. 00 39.4 h'~. + Accum. S 1 S->N Wind Line 0. 00 9. U0 95.8 :18.3 Accum. S 1 S->N Wind Line 24. 00 29. D0 99.5 59.3 Accum. S 2 S->N Wind Line 24. 00 29. 00 74.7 94.5 tccum. S N->S Lee Line 0. 00 9. 00 29.2 64..`, l+ccum. S 2 N->S Lee Line 0. 00 5. 00 22.5 55.7 A^cum. S 7 N->S Lee Line 29. 00 29. 00 59.0 36.6 Accum. S 2 N->S Lee Line 29. 00 29. 00 45.9 27.5 Block 1 W 2 W->E Wind Line 20. 50 21. 50 34.0 Black 1 W 1 W->E Wind Line 20. 50 21. 50 45.3 Block 1 'rt 1 W->E Wind Line 36. 50 58. 00 52.9 block 1 W 2 W->E Wind Line 36. 50 58. 00 39."7 Block 1 W 2 W->E Wind Line 58. 00 59. 00 5.3 d ock ] W 1 w->E wind Line 58. 00 59. 00 7.1 31ock 1 ~ 2 W->E Lee Line 20. 50 21. 50 97.2 31ock 1 E 1 W->E Lee Line 20. 50 21. 50 129.6 31ack 1 E 1 W->E Lee Line 58. 00 59. 00 57.9 Block 1 E 2 W->E Lee Line 58. 00 59. 00 43.9 Block 1 W 2 E->W Lee Line 20. 50 21. 50 97.2 31ocY. 1 W 1 E->W Lee Line 20. 50 21. 50 129.6 Dlcck 1 W 1 E->W Lee Line 36. 50 58. 00 88.2 Block 1 W 2 E->W Lee Line 36. 50 58. 00 66.1 Black 1 W _ E->W Lee Line 58. 00 59. 00 57.9 black 1 W ? E->W Lee Line 58. 00 59. 00 93.9 Block 1 E 1 E->W Wind Line 20. 50 21. 50 45.3 block '_ t; 2 E->W Wind Line 20. 50 21. 50 34.0 Block 1 E 2 E->W Wind Line 58. 00 59. 00 5.3 B: ock 1 E 1 E->W Wind Line 58. 00 59. 00 7,1 F:ock 1 S 1 S->N Wind Line 16. 00 29. 00 163.9 99.5 Block 1 S 2 S->N Wind Line 16. 00 24. 00 123.0 74.7 Diock 1 N 1 S->N Lee Line 0. 00 9. 00 28.6 52.7 Block 1 N 7. S->N Lee Line 0. 00 9. 00 21.9 39.5 block 1 F 2 S->N Lee Line 9. 00 16. 00 39.5 53.6 P.Lack 1 N 1 S->N Lee Line 9. 00 16. D0 52.7 71.4 Black. 1 N 1 S->N Lee Line 16. 00 32. 00 71.4 28.b 61ack 1 N 2 S->N Lee Line 16. 00 32. 00 53.6 2?. Block ]. S 2 N->S Lee Line 16. 00 24. 00 76.5 47.0 Block 1 S 1 N->S Lee Line 16. 00 24. 00 90.5 59.6 31ack 1 N 2 N->S Wind Line 0. 00 9. 00 39.4 64.7 31ac}: 1 N 1 N->S Wind Line 0. 00 9. 00 45.8 86.2 51oc}: 1 N 1 N->S Wind Line 9. 00 16. 00 66.2 117.6 Blcc}: 1 N 2 N->S Wind Line 9. 00 16. 00 64.7 8a.2 Block 1 N 1 N->S Wind Line 16. 00 32. 00 117.6 45.8 block 1 N 2 N->S Wind Line 16. 00 32. 00 68.2 34.n 31ock 2 W 2 W->E wind Line -3. 00 2. 50 -5.7 31 ock 2 W 1 W->E Wind Line -3. 00 2. 50 -7,6 Block 2 W 1 W->E Wind Line 2. 50 5. 00 38.2 31cck 2 W 2 W->E Wind Line 2. 50 5. 00 28.E Block 2 W 2 W->E Wind Line 5. 00 20. 50 28.'1 Alock 2 W 1 W->E wind Line 5. 00 20. 50 38.2 Block 2 W 2 W->E wind Line 27 .00 36. 50 39.% Block 2 W 1 W->E Wind Line 27 .00 36. 50 52.9 31cck 2 E 2 W->E Lee Line -3 .00 2. 50 31.3 31ock 2 E 1 W->E Lee Line -3 .00 2. 50 41.7 Block 2 E 1 W->E Lee Line 2 .50 20. 50 71.7 Block 2 E °_ W->E Lee Line 2 .50 20 .50 53.8 Block 2 E _ W->E Lee Line 27 .00 58. 00 aa.z E'lcck 2 h: 2 td->E Lee Line 27, 00 `F, ,^.p 66.1 B1cck 2 SJ ~ a->W Lee Line -3. 00 31.3 Page 7 of 22 WoodWorks® ShearWalis NHD 2585-ASHEARWALLS.wsr Feb. 1, 2007 14:39:04 WIND SHEAR LOADS (overlapping loads combined) (continued) Blo.r, Z W _ E->W Lee Line -3. 00 2. 50 41..7 B1oc:K 2 W i E->W Lee Line 2. 50 S. OU 71.7 Block 2 W 2 E->W Lee Line 2. 50 5. 00 53.8 B1a:Y. 2 w 2 E->W Lee Line 5. 00 20. 50 53.8 Bock 2 W 1 E->W Lee Line 5. 00 20. 50 71.7 Block 2 W 2 E->W Lee Line 27. 00 36. 50 66.1 31ock 2 W 1 E->W Lee Line 27. 00 36. 50 88.2 Block 2 E 2 E->W Wind Line -3. 00 2. 50 -5.7 Block 2 E 1 E->W Wind Line -3. 00 2. 50 -7.6 Blcck 2 E 2 E->W wind Line 2. 50 20. 50 28.'~ Block 2 E 1 E->W Wind Line 2. 50 20 .50 38.2 Black 2 E 1 E->W Wind Line 27. 00 58 .00 52.9 B1cck 2 E: ? E->W wind Line 27. 00 58 .00 39.'7 R1cck 2 5 _ S->N Wind Line 9. 00 19 .50 118.3 162.~i Block 2 5 .. S->N W1nd Line 9. 00 19 .50 8H.7 121.9 Block 2 5 1 S->N W1nd Line 14. 50 16. 00 162.5 763.9 B!nck 2 S 2 S->N Wind Line 14. 50 16. 00 121.9 123.0 F,_ock 2 S 2 S->N Wind Line 29. 00 32. 00 44.5 34.9 B:xk 2 S 1 S->N Wind Line 29. 00 32. 00 59.3 95.8 Bock 2 S 1 N->S Lee Line 9. 00 74 .50 69.5 89.2 Block 2 S 2 N->S Lee Line 9. 00 14 .50 55.7 76.(7 Block 2 S 1 N->S Lee Line 14. 50 16 .00 89.2 90.-`. Block 2 S ?. N->S Lee Lire 14. 50 16 .00 76.0 76.`; slor,'v. 2 i N->S :.ee Line 29. 00 32 .00 36.6 X5.6 ,lc:~,;: ~ 2 N->S Lee Line 29. 00 32 .00 27.5 21.4 Level1 Magnkude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End ft Accum. W 1 W->E Wind Line 21. 50 58 .00 80.2 Accum. W 2 W->E Wind Line 21. 50 58 .00 60 . Accum. E 2 W->E Lee Line 27. 00 58 .00 91.5 Accum. E 1 W->E Lee Line 27. 00 58 .00 55.4 Accum. W 1 E->W Lee Line 21. 50 56 .00 55.4 Accum. W 2 E->W Lee Line 21. 50 58 .00 91.5 Accum. E; 1 E->W Wind Line 27. 00 58 .00 80.2 Accuri. E 2 E->W Wind Line 27. 00 58 .00 60.2 Accum. S 2 S->N Wind Line 29. 00 32 .00 60.2 Accum. 5 1 S->N Wind Line 29. 00 32 .00 80.2 Accum. S 1 N->S Lee Line 29 .00 32 .00 52.3 Accum. S 2 N->S Lee Line 29 .00 32 .00 39.2 Block 1 S 1 S->N Wind Point 9. 00 9 .00 2160 Block 1 S 1 S->N Wind Point 29 .00 29 .00 1992 Block 1 N i S->N Lee Line 0. 00 32 .00 52.3 Block 1 N 2 S->N Lee Line 0 .00 32 .00 39.2 Block 1 N 1 N->S Wind Line 0 .00 32 .00 80.2 Block 1 N 2 N->S Wind Line 0 .00 32 .00 60.2 Block 1 N 1 N->S Wind Point 9 .00 9 .00 1908 Block 1 N 1 N->S Wind Point 24 .00 24 .00 1766 Block 2 w 1 W->E Wind Line -2 .00 0 .00 80.2 Block 2 W 2 W->E Wind Line -2 .00 0 .00 60.2 Block 2 W 1 W->E Wind Line 0 .00 21 .50 80.2 Block 2 W 2 W->E Wind Line 0 .00 21 .50 60.2 Block 2 W 1 W->E Wind Point 2 .50 2 .50 1286 Block 2 E 2 W->E Lee Line -2 .00 27 .00 91.2 Block 2 E 1 W->E Lee Line -2 .00 27 .00 59.9 Block 2 tV 1 E->W Lee Line -2 .00 0 .00 54.9 Block 2 W 2 E->W Lee Line -2 .00 0 .00 91.2 Block 2 W 1 E->W Lee Line 0 .00 21 .50 54.9 Block 2 W 2 E->W Lee Line 0 .00 21 .50 41.2 Block 2 E 2 E->W Wind Line -2 .00 27 .00 60.2 Block 2 E 1 E->W Wind Line -2 .00 27 .00 80.2 Block 2 E 1 E->W Wind Point 2 .50 2 .50 1286 Block 2 S 1 S->N Wind Line 0 .00 9 .00 80.2 Block 2 S 2 S->N Wind Line 0 .00 9 .00 60.2 Block 2 S 2 S->N Wind Line 9 .00 29 .00 60.2 Block 2 S 1 S->N Wind Line 9 .00 29 .00 80.2 Block 2 S 2 N->S Lee Line 0 .00 9 .00 41.2 Block 2 S 1 N->S Lee Line 0 .00 9 .00 49.2 Block 2 S 2 N->S Lee Line 9 .00 29 .00 91.2 Block 2 S I N->S Lee Line 9 .00 29 .00 99.2 Page 8 of 22 Page 11 of 35 WoodWorks® ShearWalls NHD 2585-ASHEARWALLS.wsr Feb. 1, 2007 14:39:04 Page 9 of 22 Page 12 of 35 WIND SHEAR LOADS (overlapping loads combined) WoodWorks® ShearWalis NHD 2585-ASHEARWALLS.wsr Feb. i, 200714:39:04 WIND C8C LOADS Block Building Face Level AAagnitude [psf] Interior End Zone Block 1 West 2 18.9 23.3 Block 1 East 2 18.9 23.3 Block 1 South 2 18.9 23.3 Block 1 North 2 18.9 23.3 Block 2 West 2 18.7 23.1 Block 2 East 2 18.7 23.1 Block 2 South 2 18.7 23.1 Block 1 West 1 18.9 23.3 Block 1 East 1 18.9 23.3 Block 1 South 1 18.9 23.3 Block 1 North 1 18.9 23.3 Block 2 West 1 18.7 23.1 Block 2 East 1 18.7 23.1 Block 2 South 1 18.7 23.1 Page 10 of 22 Page 13 of 35 WoodWorks® ShearWalis NHD 2585-ASHEARWALLS.wsr Feb. 1, 2007 14:39:04 Level2 _ Magnitude Trib Force Building Block Wall Profile L ocatio n [ft] [Ibs,pif,psf] Width Dir Element Line Start End Start End ft L-~~~ kc•:_:: Bloc r. 1 Line 2D. 50 59. 00 255.0 255.~~ G-~~~ Roo_ Block i 5 Line 20. 50 59. 00 255.0 255.'~~ E-Y; Roof Block 2 1 Line -2. 00 29. 00 232.5 ?.32.'~ E-W Reof Block 2 4 Line -2. 00 29. 00 232.5 232.5 N-s' Roof Black 1 C Line -1. 00 33. 00 288.8 288.8 N-5 Roof Block 1 F Line -1. 00 33. 00 288.8 288.8 N-S Roof Block 2 A Line -1. 00 30. 00 232.5 232.5 N-S Roof Black 2 D Line -1. 00 30. 00 217.5 217.5 N-S L Gable Block 1 C Lire 0. 00 16. 00 72.4 O.U V-S R Gable Block 1 C Line 16. 00 3'Z . 00 0.0 72.9 N-S R Gable Block 1 F Line 0. 00 16. 00 72.9 O.C N-S L Gable Block ] F Line 16. 00 32. 00 0.0 72.9 N-S L Gable Block 2 A Line 0. 00 19. 50 52.4 0.0 N-S R Gable Block 2 A Line 19. 50 29. 00 0.0 52.4 Bcth Wall 1-1 n/a 1 _.ine 5. 00 21. 50 40.0 90.C Both Wa11 1-2 n/a Lire 21. 50 36. 50 90.0 40.c~ Bott. Wall 2-1 n/a 2 Lire 2. 50 5. 00 90.0 40.0 Both Wall 2-2 n/a 2 Line 36. 50 58. 00 40.0 40.0 Both Waal 3-1 n/a 3 Line 2. 50 21. 50 4C.0 90.0 Both Wall 5-1 n/a .. Line 21. 50 58. 00 90.0 40.0 5oth Wall B-2 n/a B Line 9. 00 24. 00 90.0 40.0 Both Wall B-1 n/a Line 0. 00 9. 00 40.U 4D.ii Both Wald .^.-1 n/a C Line 24. 00 32. 00 40.0 4C.i) Both S~lal~ ~-1 n/a E Line 0. 00 9. 00 4U.~,? 4C.0 Bo_h 41a1: F-1 n/a F L.1ne 9. U~~ 32. 00 :(~.; 9C.0 Levell Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,pif,psf] Width Dir Element Line Start End Start End ft -W F'].oor F2 n/a 1 Line 0. 00 7.7. 00 145.0 195.0 Both Wall 1-1 n/a 1 Line 5. 00 21. 50 90.0 40.0 Both Wall 1-2 n/a 1 Line 21. 50 36. 50 40.0 40.0 E-W Floor F3 n/a 1 Line 27. 00 58. 00 160.0 160.0 E-W Floor F1 n/a 2 Line -2. 00 0. 00 100.0 100.0 Both Wall 2-1 n/a 2 Line 2. 50 5. 00 90.0 90.0 Roth Wall 2-2 n/a 2 Line 36. 50 58. 00 90.0 90.0 Both wall 3-1 n/a 3 Line 2. 50 21. 50 40.0 90.U E-W Floor F1 n/a 4 Line -2 .00 0. 00 100.0 100.0 e;-W Floor F2 n/a 9 L1ne 0 .00 27. 00 145.0 145.0 Boc:h Wall 5-1 n/a 5 Line 21. 50 58. 00 40.0 40.0 E-W Floor F3 n/a 5 Line 27. 00 58. 00 160.0 160.0 N-S Floor F2 n/a A Line 9. 00 29 .00 300.0 300.0 N-S Floor F1 n/a Line 0 .00 9 .00 290.0 290.0 Both Wall B-2 n/a B Line 9 .00 29. 00 90.0 40.0 Both Wall B-1 n/a Line 0 .00 9. 00 40.0 90.0 Both Wall C-1 n/a C Line 29 .00 32. 00 40.0 90.0 N-S Floor F3 n/a D Line 29 .00 32. 00 155.0 155.0 Both Wall E-1 n/a E Line 0 .00 9 .00 40.0 40.0 N-S Floor F1 n/a F Line 0 .00 9 .00 290.0 290.0 Both Wall F-1 n/a F Line 9 .00 32 .00 40.0 40.0 N-S Floor F2 n/a F Line 9 .00 29 .00 300.0 300.0 N-S Floor F3 n/a F Line 29 .00 32 .00 155.0 155.0 Both Wall 1-1 n/a 1 Line 0 .00 21 .50 90.0 40.0 10 Page 11 of 22 Page 14 of 35 WoodWorks® ShearWalls NHD 2585-A SHEARWALLS.wsr Feb. 1, 2007 14:39:04 Both Wall 2-1 n/a 2 Line -2. 00 0. 00 90.0 40.0 Both Wa11 9-1 n/a 9 Line -2. 00 21. 50 40.0 90.0 Both Wall 4-2 n/a 9 Line 21. 50 27. 00 90.0 40.0 Both wall 5-1 n/a 5 Line 27. 00 58. 00 90.0 90.0 Both wall A-2 n/a A Line 9. 00 29. 00 90.0 40.0 Both Wall A-1 n/a Line 0. 00 9. 00 90.0 40.0 Both Wall D-1 n/a D Line 29. 00 32. 00 90.0 40.0 Both wall F-1 n/a F Line 0. 00 32. 00 40.0 90.0 area used to generate mass, wall line for user-applied masses, Floor D# - refer to plan view for floor ar shearline that equivalent line load is assigned to, or line that user-applied mass is applied to - Looation on wall line; Tnb Width. -for user applied area loads only 11 Page 12 of 22 Page 15 of 35 WoodWorks® ShearWalls NHD 2585-A SHEARWALLS.wsr Feb. 1, 200714:39:04 SEISMIC LOADS Level 2 Force Profile L ocation [ft] Mag pba,plf,psf] Dir Start End Start End G-.•. Point -2. i;U -2. 00 129 1L9 E-'v. Lir.v -2. OU 2. 50 78.8 79.8 E-w Po1nt 2. 50 2. 50 102 102 F•'.-w Line 2. 50 5. 00 92.4 92.4 G-w Point 5. 00 5. 00 61 61 G.-W Line 5. 00 20. 50 92.4 92.4 E-W Line 20. 50 21. 50 178.8 178.8 ~'-W Point 21. 50 21. 50 251 251 -W Line 21. 50 28. 00 178.8 178.8 E-W Li;ie 28. 00 36. 50 100.0 100.0 L-'.v Point 36. 50 36. 50 61 61 L-ta Line 36. 50 58. 00 100.0 100.0 L-W Point 58. 00 58. 00 352 3 7. E-W Lire 58. 00 59. 00 86.4 86. N-S Line -1. 00 0. 00 174.2 174.2 N-S Point 0. 00 0. 00 214 :!14 N-S Line 0. 00 9. 00 187.7 20'/.;i r:- Point 9. 00 9. 00 163 lii? h:-5 Lino 9. 00 14. 50 207.0 218.4 r:-~ Line 14. 50 16. 00 218.9 220.:: to-r'. Line 16. 00 29. 00 220.2 203.1 Id-3 Point 29. 00 24. 00 129 1'± ra-:; Line 24. 00 29. 00 203.1 192.:9 N-5 Line 29. 00 30. 00 192.3 19C.8 f1-S Line 30. 00 32. 00 114.5 111.5 N-S Poinr. 32. 00 32. 00 297 247 b!-S amine 32. 00 t3. 0~-~ 9?.9 97.9 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Star t End Start End E-W Point -2. 00 -2. 00 68 68 E-W Line -2. 00 0. 00 23.7 23.7 E-W Point 0. 00 0. 00 31 31 G-W Line 0. 00 2. 50 31.4 31.4 E-W Point 2. 50 2 .50 51 51 E-W Point 2. 50 2 .50 1905 1905 E-W Line 2. 50 5. 00 38.1 38.1 E-w Point 5. 00 5 .00 31 31 E-W Line 5. 00 21. 50 38.1 38.1 E-W Point 21. 50 21. 50 27 27 E-W Line 21. 50 27. 00 38.1 38.1 E-W Point 27. 00 27. 00 10 10 E-W Line 27. 00 36. 50 90.7 40.7 E-W Point 36. 50 36. 50 31 31 E-W Line 36 .50 58. 00 40.7 90.7 E-W Point 58. 00 58 .00 186 186 N-S Point 0. 00 0 .00 303 303 N-S Line 0. 00 9 .00 62.7 62.7 N-S Point 9. 00 9 .00 2192 2192 N-S Point 9. 00 9 .00 88 88 N-S Line 9. 00 29 .00 64.9 64.4 -S Point 29. 00 29 .00 2049 2044 TJ-S Point 29. 00 29 .00 64 64 N-S Line 24 .00 29 .00 64.4 69.9 PJ-5 Point 29. 00 29 .00 98 98 PJ-S Line 29. 00 32 .00 39.8 39.8 N-5 Point 32. 00 32 .00 229 229 Loads in table can be accumulation of loads from severs! building masses, so they d0 not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction All bads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of 0.70 and reliabildy/redundancy factor to seismic loads before distributing them to the shearlines. 12 Page 13 of 22 Page 16 of 35 WOOC~wO1'kS® Sh@1rV1/B~~S NHD 2585-ASHEARWALLS.wsr Feb. 1, 2007 14:39:04 Flexible Diaphragm Wind Design NorthSouth W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines G Dir Ld. Case V bs V/L V/FHS Int F.xt Co C Total V Ibs Res . Line 1 Level 2 Lr~l, Levi 2 ~->N 1 4~D 15.2 22.3 339 1.U0 S 339 ';278 0.07 2 to->S i 436 13.8 20.:3 339 1.U0 S 333 7278 0.0~> S4ad: ~:-; 2 S->N ! 245 - 22.3 339 1.00 33y 3';74 0. C? 2 N->S 223 - 20.3 339 1.00 339 3724 C.Co v7a__ .-t .. S->N _ 234 - 22.3 339 1.00 339 3554 0. U7 2 N->S _ 213 - 20.3 339 1.00 339 3554 C.OEi Level 1 Lr~l, _•e":~1 2 S->N _ 4225 72.8 88.0 339 1.00 S 339 16249 0.26 2 N->S 3860 66.6 80.4 339 1.00 5 339 16249 C.29 67a_l 7.-2 2 S->N 2333 - 88.0 339 1.00 339 8971 0.26 2 N->S _ 2131 - 80.4 339 1.00 339 8971 0.24 67x'_1 1-1 2 S->N 1892 - 88.0 339 1.00 339 7278 0.26 c N->S 7 1729 - 80.4 339 1.00 339 7278 0.24 Line 2 Level 2 L:~~, ~~.= 2 S->N 1 2160 40.7 100.4 339 1.00 S 339 7278 0.30 2 N->S 1 1908 36.0 88.8 339 1.00 S 339 7278 C.26 Line 3 L:~~, L_.:. - S->N 1 1947. 35.0 102.2 339 1.00 S 339 6932 0.30 N->S 1 1766 31.8 93.0 339 1.00 S 339 6432 0.27 Line 4 Level 1 [,ri~7, :. r.•] ._ S->N 1 9397 73.3 187.1 339 1.00 S 339 7955 0. 5' ._ N->S 1 9056 67.6 172.6 339 1.00 S 339 7955 U.51 Line 5 Level 2 I,~i G, ',crv? 2 S->N 1 383 10.5 1;.3 339 1.00 S 339 11510 0.03 7. N->S I 37y 10.4 .:.t 339 1.00 S 339 1'_S10 0.03 Level 1 1,r~5, Lew] ~ S->N 1 582 18.8 2..6 339 1.00 339 9140 D. D6 2 N->S 1 579 Id.Ei 21.4 339 1.0~' ~ X39 9!90 ..•.c. Fist-West W For Shear Force [plf] Allowable Shear [plt] Crit. Shearlines G Dir Ld. Case V bs VIL VIFHS Int Ezt Co C Total V Ibs Res . Line A Levell LnT~, Levl 1 Both 1 2627 131.3 875.7 638 638 1.00 X 1276 3828 0.69 Line B Level 2 LnD, Lev2 2 Both 1 1286 53.6 71.4 339 1.00 S 339 6093 0.21 Walt B-~ 2 Both 1 693 - 71.4 339 1.00 339 3097 0.21 wall R-1 2 Both 1 693 - 71.4 339 1.00 339 3047 0.21 Line C LnC, Lev2 4 Both 1 2268 70.9 912.3 833 1.00 S 833 4583 0.49 Level 1 I,nC;, Levl 3 W->E 1 5116 176.4 965.1 638 1.00 S 638 7018 0.73 3 E->I9 1 5118 176.5 965.3 638 1.00 S 638 7018 0.73 Line E Level 2 Ln~, Lev2 2 Both 1 2609 81.5 289.9 339 1.00 S 339 3097 0.8b Level 1 Lr~E, Levl 3 Both 1 5089 158.9 569.9 638 1.00 S 638 5792 0.89 Line F Level 2 LnF, Lev2 2 Both 1 1582 68.8 137.5 339 1.00 S 339 3893 0.41 Level 1 f.nF, Levi 2 Both 1 3039 95.0 155.9 339 1.00 .. 339 6601 0.46 W Grp -Wall group as fisted in Materials fable; For Dir -force direction, always 'both"; HM/ factor -Factor due to shearwall height-to-width ratio for interior and exterior wall sheathing; V -Factored shear force applied to entire line and amount taken by each wall; V/L -Diaphragm shear force = factored shearline force divided by length of shearline; Following values marked with "means that value for shearline is the one for wall with critical design response on line; V/FHS' -Design shear /oroe _ (actored shear force per unit full height sheathing, Int' -Unit shear capacity of interior sheathing; Ext" -Unit shear capacity of exterior sheathing Co` -Perforation factor, C -Sheathing combination rule, A =Add capacities, S =Strongest side only, X =Strongest side or twice weakest, Total' - Combined unit shear capacity inc. perforation factor and Fi/W factor, V -Combined shear capacity of wall or Total capacity of shearline ; Crit Resp" - Critical response = Vapp/FHS/Vcap =design shear force/unit shear capacity 13 Page 14 of 22 Page 17 of 35 WoodWorks® ShearWalls NHD 2585-ASHEARWALLS.wsr Feb. 1, 200714:39:04 DRAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall or O nin Location (ft] X Y Ld. Case Tensile Holddown Force [Ibs] Shear Dead U lift Cmb'd Dragstrut Force Ibs Line 1 .-1 1.e t- r1~__ G.nd G. OC O. ZS 1 764 ~'C4 -_ire 1 Ve.rc. Element 0. 00 5. 25 1 175 178 i.ine 1 Vert. Element 0. 00 10. 25 _ 162 162 Line 1 Vert. Element 0. 00 19. 75 1 1"16 178 line 1 Vert. Element O. UO 19. 25 1 162 162 1-1 Right. Wall End 0. 00 21. 25 1 643 643 1-2 Left Wall End 0. 00 21. 75 1 883 883 I-2 Left Opening 1 0. 00 26. 25 1 781 781 1-:? Right Opening 1 O. OC 31. 75 1 856 856 Lire 1 Vert. Element 0. 00 36. 25 1 162 162 1-2 Left Opening 2 0. 00 39. 25 1 643 643 1-2 Right Opening 2 0. 00 44. 75 1 709 704 1-2 Right Wall End 0. 00 57. 75 1 643 65-{ 1-2 Lett Opening 1 0. 00 26. 50 1 " 0 I-2 Right Opening 1 0. 00 31. 50 1 1'3 1-2 Left Cper:ing 2 0. 00 39. 50 1 11 `, ' 1-2 Right Opening 2 0. 00 44. 50 1 ~„`' ` Line 2 I, i ce 2 Vert. Element 9. 00 36. 75 1 804 fiO4 :.ice = Vert. Element 9. 00 57. 75 1 710 710 Line 3 _ine t Vert. Element 29. 00 2. 75 1 8i8 818 l:nn~ 3 Vert. Element 24. 00 21. 25 1 744 !5 line 4 4-I Left Wall End 29. 00 -1. 75 1 1497 14`x" 4-': Right Wali End 29. 00 21. 25 1 1381 13f~1 5-' Fight Wall End 29. 00 21. 50 1 ~5 Line 5 [,ir.e `~ Vert. Element 32. 00 21. 75 1 90 9ii -1 Left Wail End 32. 00 27. 25 1 172 172 i~-1 Left Opening 1 32. 00 34. 25 1 171 171 5-1 Right Opening 1 32. 00 38. 75 172 172 Line 5 Vert. Element 32. 00 39. 25 89 89 Line 5 Vert. Element 32. 00 42. 25 1 90 90 5-1 Right Wall End 32. 00 57. 75 1 260 260 .`.-i Left Opening 1 32. 00 39. 50 1 SEA' -1 Right Opening 1 32. 00 38. 50 1 i""- Line A ..-. Left Wall End 9. 25 -2. 00 I 7005 ?005 ?;-~: Left Opening 1 11. 75 -2. 00 1 7005 ?005 - Left Wall End 9. 00 -2. 00 1 llb2 A-~ Left Opening 1 12. 00 -2. 00 1 i- -' Line B Lire B Vert. Element 0 .25 2 .50 1 571 57I amine B Vert. Element 8 .75 2 .50 1 571 571 pine B Vert. Element 9. 25 2 .50 7'"- `'1 .-_ne B Vert. Elemen[ 12. 75 2. 50 ~~: 57I L_ne B Vert. Element 19. 25 2. 50 1 571 5?: Line B Vert. Element 23. 75 2. 50 1 571 ~~ Line C !'-'. Left Wall End 18. 25 21. 50 7 3721 3721 i.ine C Vert. Element 24 .25 21. 50 1 3298 3298 Line C Vert. Element 26 .25 21. 50 1 3298 32.98 C-: Right Wall End 28 .75 21. 50 1 3723 3723 Lire C Vert. Element 29 .25 21. 50 1 3298 3298 Lire C Verr_. Element 31 .75 21 :50 1 3298 3298 '-1 Left Walt. End 18 .00 21 .50 1 ~1 Line E E.-1 Left Wall End 0 .25 36 .50 i ti538 6838 ,;-I Right Wa11 End 8 .75 36 .50 1 6839 6839 ;:-1 Right wall Er,d 9 .00 36 .50 1 1684 Line F F-1 Left Wall End 0 .25 58 .00 l 1247 1247 F-1 Left Opening 1 9 .75 58 .00 1 1192 1192 (.?ne F' Vert. Element 15 .25 58 .00 1 1045 104: 1,i-iA F Vert. Element 16 .25 58 .00 1 509 504 (~'-1 Right Upening 2 22 .75 58 .00 1 651 651 Line F Vert. Element 26 .25 58 .00 1 110C 1100 .-' Right Wall En8 31 .75 58 .00 1 ::357 2247 -i heft Opening 1 LO CO 58 .00 1 -'=" F'-1 Ri ht U^eninc 22 .50 58 .00 _ .41 14 Page 15 of 22 Page 18 of 35 WoodWorks® ShearWalis NHD 2585-A SHEr4RWALLS.wsr Feb. 1, 200714:39:04 nRer:CTRI IT ANr1 Hrll f1n(1WN Ff1R t'FS (flwYihlw wind [1n¢ian. rontinuedl Level 2 Tensile Line- Position on Wall Locatio n [ftJ Holddown Force [IbsJ Dragstrut Wall or0 nin X Y Ld.Cese Shear Dead U lift Cmb'd Force Ibs Line 1 1-'. Left Wall End 0.00 5.25 1 178 178 I-1 Left Opening 1 0.00 10.25 1 162 162 1-1 Right Opening 1 0.00 19.75 1 178 178 1-1 Left Opening 2 0.00 19.25 1 162 162 i-2 Left Wall End 0.00 21.75 1 178 178 1-2 Left Opening 1 0.00 27.25 1 162 162 i-2 Right Opening 1 0.00 31.75 1 178 176 1-2 Right Wall End 0.00 36.25 1 162 162 1-2 Left Opening 1 0.00 27.50 1 946 1-2 Right Opening 1 0.00 31.50 1 385 1-1 Left Opening 1 0.00 10.50 1 179 1-1 Right Opening 1 0.00 14.50 1 118 1-1 Left Opening 2 0.00 19.50 1 281 1-1 Right Opening 2 0.00 21.50 1 250 Line 2 2-2 heft Wail End 9.00 36.75 1 809 804 2-2 Right wall End 9.00 57.75 1 710 710 2-2 Left Wall End 9.00 36.50 1 1.385 Lf ne 3 3-1 Left Wall End 29.00 2.75 1 818 618 3-1 Right Wall End 24.00 21.25 1 794 799 "s-1 Right Wall End 24.00 21.50 1 149 Line 5 5-1 left Opening 1 32.00 39.7.5 1 89 89 5-1 Left Wall End 32.00 21.75 1 90 90 5-1 Right Opening 1 32.00 92.25 1 90 90 5--1 Right Wall End 32.00 57.75 1 89 89 5-1 Left Opening 1 32.00 39.50 1 633 5-1 Right Opening 1 32.00 42.00 1 607 Line B B-1 Left Wall End 0.25 5.00 1 571 571 B-1 Right Wall End 8.75 5.00 1 571 5%1 B-2 Left Wall End 9.25 2.50 1 571 571 B-2 Left Opening 1 12.75 2.50 1 571 571 B-2 Right Opening 1 19.25 2.50 1 571 571 B-2 Right Wall End 23.75 2.50 1 571 571 B-7_ Left Opening 1 13.00 2.50 1 1167 B-:'. Right Opening 1 19.00 2.50 1 846 Line C -7 Left Wall End 29.25 21.50 1 3298 3298 C-1 Left Opening 1 26.25 21.50 1 3298 3298 C-1 Right Opening 1 29.25 21.50 1 3298 3298 ~-1 Right Wall End 31.75 21.50 1 3298 3298 C-1 Left wall End 29.00 21.50 1 1701 C-1 Left Opening 1 26.50 21.50 1 1153 C-1 Right Opening 1 29.00 21.50 1 1330 Line E E-1 Left wall End 0.25 36.50 1 2319 2319 E-1 Right Wall End 8.75 36.50 1 2319 2319 E-1 Right Wall End 9.00 36.50 1 905 Llne F F-1 Left Opening 2 19.75 58.00 1 1100 1100 F-1 Right Opening 1 19.75 58.00 1 1100 1100 F-1 Right Opening 2 26.25 58.00 1 1100 1100 F-1 Right Wall End 31.75 58.00 1 1100 1100 F-1 Right Opening 1 19.50 58.00 1 378 F-1 Left Opening 2 20.00 58.00 1 107 F-L Right Opening 2 26.00 58.00 1 306 Line-Wall - Sheariine for lorces carried by vertical elements, wall for forces at wall or opening ends; Position...- Vert. element = column or uplift forces; Oragstrut Force -Factored drag strut force at opening headers and gaps Note: This table includes tension holddown forces only. Dead load contribution to combined force is factored by 1.00 load combination factor 15 Page 16 of 22 Page 19 of 35 WoodWorks® ShearWalls NHD 2585-A SHEARWALLS.wsr Feb. 1, 2007 14:39:04 Wind Suction Design North-South Sheathing [psfj Fastener Withdrawal [IbsJ Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gr Ca End Int End Int Tem Moist - _ 23.3 ~H.(i G.45 31 25 F~?i C.46 0.37 ..00 '.v0 2 2 23.3 48.0 C.99 31 25 63 0.46 0.37 1.C0 _. C-0 2 23.3 48.0 0.99 31 25 68 0.46 0.37 1.00 i.00 2 2 23,3 98.0 0.49 31 25 68 0.46 0.37 1.G0 i.00 ! 2 3 2i.3 98.0 0.49 31 25 68 0.46 0.37 1.00 1.D0 4 1 23.3 48.0 0.49 31 25 68 0.46 0.37 7.00 1.00 1 "23.3 98.0 0.49 31 2~ 6F 0.46 0.3? 7.O;i 1.00 ._ 2 2?.3 49.0 0.49 31 2? 68 0.46 0.3"i 1.n0 1..00 East-West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gr Ca End Int End Int Tem Moist A 1 1 23.3 48.0 0.99 16 13 68 0.23 U.18 1.00 1.00 2 23.3 48.0 0.99 31 25 68 U.46 0.37 1.00 1.00 B 2 2 23.3 48.0 0.99 31 25 68 0.46 0.37 1.00 1.00 C 2 9 23.3 48.0 0.99 16 13 68 0.23 0.18 1.00 1.00 D 2 23.3 48.0 0.49 31 25 68 0.46 0.37 1.00 1.00 E 2 2 23.3 48.0 0.99 31 25 68 0.96 0.37 1.00 1.00 F 1 2 23.3 48.0 0.49 31 25 58 U.46 0.37 1.00 1.00 .. ~ 23.3 98.0 0.49 31 25 68 0.96 0.37 1.00 1.00 Grp - wan Uesrgn Group, resu~rs ror oes~gn groups ror ngro, nexrore aesgn nsreo ror eacn wan; anearnrng: rwce - un,r med Cnu tune ~.a~. Iona, Cap -Out-of--plane bending capacity of exterior sheathing assuming continuous over 3 studs; Fastener Withdrawal: Force -Force tributary to each nail in end zone and interior zone; Cap -Factored withdrawal capacity o/ individual fastener according to NDS 11.2-3 16 Page 17 of 22 Page 20 of 35 WoodWorks® ShearWalis NHD 2585-A SHEARWALLS.wsr Feb. 1, 2007 14:39:04 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Mass Ibs Area s .ft Story E-W Shear [Ibs] NS Shear Ratio E-W Rmax NS Reliability Factor p E-W NS Levell 43662 1408 7401 7401 0.571 0.177 1.07 -1. 01 Levell 32510 1R15 2755 2755 0.600 0.170 1.7.7. -0. 76 Structure 7617? - 10156 10156 - - 1.22 1. 00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.17 D NorthSotrth W For H/W Fact Shear Force [plf] Albvrable Shear [pH] Crit Shearlines G Dir Int Ext V Ibs VIL V1FHS Int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln_, Lev2 2 Bosh I.C i.0 8a3 28.0 41.1 ?4i 1.',i0 .~ '42 6199 C.1~ ;Vnll :-:? 2 Both 1.C 1.0 452 - 91.1 292 1.00 292 2660 C.1' 4l~l.i :-7 2 Bor,h 1.0 1.0 431 - 4?.i 242 1.00 242 2539 C.]- Level 1 !_n=, Levi 2 Both 1.0 1.0 3095 53.4 64.5 242 1.00 S 242 11606 C.2` '~i_~1_ .-~ 2 Both 1.C i.0 17C9 - 64.5 242 ].00 242 640a C.1% ',r.,ll .-1 Both i.C "..0 ?3a6 - 64.5 142 L 00 141 5199 C.2~ Line 2 Level 2 Lr;'~, Le•o2 ~ Both 1.C 1.0 1669 35.3 +_+6.9 242 1.00 v 242 5199 C.36 Line 3 !r3, Lev2 2 Both 1.0 1.0 1742 31.4 91.7 292 1.00 S 242 4594 %.:?r Line 4 Level 1 .r:9, i.evl 2 Both 1.U 1.0 2475 41.3 105.5 247 1.C0 S 247 5687 0.49 Line 5 Level 2 ~r.5, Le°.:1 ~ Both 1.0 1.0 6a7 la.a 20.2 242 1.C0 S 241 a221 C.C'.F. Level 1 :.c"~, L~._,,,,1 ? Bo[I, l.i'~ I.0 8a9 2a.7 32_.9 242 1.C0 ., 'l42 6529 0.1< East-West W For H/W Fact Shear Force [pit] Albwable Shear [plf] Crit Shearlines G Dir Int Ext V Ibs V/L VIFHS Int Ext Co C Total V bs Res . Line A Level 1 LnA, Levl 1 5oth .75 .75 1794 89.7 598.1 342 342 1.00 X 689 2051 0.87 Line B Level 2 LnB, Lev2 2 Both 1.0 1.0 1334 55.6 79.1 292 1.00 S 242 4352 0.31 Wa11 B-2 2 Both 1.0 1.0 667 - 79.1 242 1.00 292 2176 0.31 Wall B-1 2 Both 1.0 1.0 667 - 79.1 242 1.00 242 2176 0.31 Line C LnC, Lev2 4 Both 1.0 .63 1983 62.0 360.5 372 1.00 S 372 2269 0.97 Level 1 LnC, Levi 3 Both 1.0 1.0 2970 102.9 270.0 456 1.00 5 956 5013 0.59 Line E Level T Ln°, Lev' 2 Both 1.0 1.0 1703 53.2 189.2 242 1.00 S 242 2176 0.78 Levell LnE, Levl 3 Both 1.0 1.0 2363 73.8 262.5 456 1.00 S 956 4101 0.58 Line F Level 2 LnF, Lev2 2 Both 1.0 1.0 1291 56.1 112.2 242 1.00 S 242 2781 0.46 Level 1 Lnx^^, Levl 2 Both 1.0 1.0 1822 57.0 93.5 292 1.00 S 292 4715 0.39 w Grp -wan group as nsteo m Matena~s taD~e; for c>,r - Uirechon of wmd force along sheanine; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 71ow rise T = Transverse, L =Longitudinal, all other results are for this load case; V -Factored shear force applied to entire line response V/FHS' -Design shear force weakest; Total - ' -Critical 17 Page 18 of 22 Page 21 of 35 WoodWorks® ShearWalis NHD 2585-A SHEARWALLS.wsr Feb. 1, 2007 14:39:04 IT ANI1 NAI rlrl(1WN Ff1Rf'.FS Level 1 Line- Wall Posttion on Wall or O nin Location [h] X Y Shear Tensile Holddovm Force [Ibs] Dead U Ifft Cmb'd Dragstnrt Force Ibs Line 1 I-: '.eft. Wall End 0. 00 0. 25 5i6 516 ?,ir:e 1 '/e rt. Element 0. 00 5. 25 329 329 Lire 1 ert. Element 0. 00 10. 25 329 329 Line 1 Vert. Element 0. 00 14. 75 329 324 Line 1 Vert. Element 0. 00 19. 25 329 324 1-1 Right Wall End 0. 00 21. 25 516 516 1-2 Left Wall End 0. 00 21. 75 H44 844 i-?_ Left Opening 1 0. 00 26. 25 795 795 1-2 Right Opening 1 O. CO 31. 75 795 795 Line i Vert. Element 0. 00 36. 25 329 329 1-2 Left Opening 2 0. 00 39. 25 516 516 1-2 Right Opening 2 0. 00 44. 75 516 515 1-2 Right Wail End 0. 00 57. 75 516 56 1-2 Left Openinq 1 0. 00 26. 50 602 1-2 Right Openl.ng 1 0. 00 31. 50 t3`, .-2 Left Opening 2 0. 00 39. 50 =~-~ -2 Right Opening 2 0. 00 44. 50 '~0 Line 2 :.ine 2 Vert. Element 9. 00 36. 75 695 695 1_inF 2 Vert. Element 9. 00 57. 75 695 695 Line 3 L`.;-.n 3 trert. Element 29. 00 2. 75 734 734 L_ne 3 Vert. Element 24. 00 21. 25 734 734 Line 4 4-_ Left Wall End 29. 00 -1. "1S 844 H44 4-: Right Wall End 29. 00 21. 25 844 844 -= Right Wall End 29. 00 21. 50 „33 Line 5 ?,ir.e 5 Vert. Element 32. 00 21. 75 162 162 -1 Left Wa11 End 32. 00 27. 25 263 263 5-1 Left Openinq 1 32. 00 34. 25 263 263 5-1 Right Opening 1 32. 00 38. 75 263 263 Line 5 Vert. Element 32. 00 39. 25 162 162 :,ine 5 Vert. Element 32. 00 42. 25 162 16<': 5-1 Right Wall. End 32. 00 57. 75 425 42 5-1 Left Opening 1 32. 00 39. 50 i-' 5-1 Right Opening 1 32. 00 38. 50 -'"~ Line A A-2 Left Wa11 End 9. 25 -2. 00 97E9 ;734 A-2 Left Upening 1 11. 75 -2. 00 4784 4784 A-2 Left Wall. End 9. 00 -2. 00 '+'~? A-2 Left Opening 1 12. 00 -2. 00 ±O1 Line B Lir:~ B Vert. Element 0. 25 2. 50 593 593 L,ir.e e Vert. Element 8. 75 2. 50 593 593 Line B Vert. Element 9. 25 2. 50 593 543 Lire © VerC. Elemenk 12. 75 2. 50 543 593 Lire B Vert. Element 19 .25 2. 50 593 593 Lire B Vert. Element 23 .75 2. 50 593 593 Line C C-1 Lef*_ Wall End 18 .25 21. 50 2160 2160 Lire C Vert. Element 24 .25 21. 50 2384 2894 Line C Vert. Element 26. 25 21. 50 2884 2884 C-1 Right Wa!1 End 28 .75 21. 50 2160 2160 ire C Vert. Element 29 .25 21. 50 2884 2884 ?..ice C Vert. Elemen*_ 31 .75 21. 50 2889 28H4 -1 Left Wa_1 End 18 .00 21. 50 '&93 Line E G-1 Left Wall F.nd 0 .25 36. 5C 36]4 3614 E-I Right Wall Gc.d fi .75 36. 50 3619 3619 E-1 Right Flail End 9 .00 36. 50 _395 Line F I-'-1 Left Wall Erd 0 .25 58. 00 748 748 F-1 Left Opening 1 9 .75 58. 00 '103 703 i.ine F Vert. Element 15 .25 58. OC P,53 853 line E' Vert. Element 16. 25 58. 00 411 411 F-1 Righr. Opening 2 22. 75 58 .C0 261 261 Line F Vett. Elemen: 26. 25 58 .C0 gy8 898 !?-1 Right Wall End 31. 75 58 .00 i695 1695 F'-1 Left Openiny 'c 10. 00 58. 00 b10 I?'-1 Ri hr 0 enin 2 22. 50 58. 00 102 18 Page 19 of 22 Page 22 of 35 WoodWorks® ShearWails NHD 2565-ASHEARWALLS.wsr Feb. 1, 2007 14:39:04 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) Level 2 Tensile Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall or0 nin X Y Shear Dead U lift Cmb'd Force Ibs Line 1 1-1 Left Opening 2 0 .00 19 .25 329 329 1-1 Left Wall End 0 .00 5 .25 329 329 1-1 Left Opening 1 0 .00 10 .25 329 329 1-1 Right Opening 1 0 .00 14 .75 329 329 1-2 Left wall End 0 .00 21 .75 329 329 1-2 Left Opening 1 0 .00 27 .25 329 329 1-2 Right Opening 1 0 .00 31 .75 329 329 1-2 Right Wall End 0 .00 36 .25 329 329 1-2 Left Opening 1 0 .00 27 .50 932 i-2 Right Opening 1 0 .00 31 .50 320 1-1 Left Opening 1 0 .00 10 .50 200 -i-1 Right Opening 1 0 .00 14 .50 88 'i-1 Left Opening 2 0 .00 19 .50 270 i-1 Right Opening 2 0 .00 21 .50 214 Line 2 2-2 Left Wall End 9 .00 36 .75 695 695 2-2 Right Wall End 9 .00 57 .75 695 695 2-2 Left wall End 9 .00 36 .50 1199 Line 3 3-i Deft Wall End 29 .00 2 .75 739 734 3-1 Right Wall End 29 .00 21 .25 739 739 3-1 Right Wall End 24 .00 21 .50 916 Line 5 5-1 Left Wall End 32. 00 21 .75 162 162 5-1 Left Opening 1 32. 00 39 .25 162 162 5-1 Right Opening 1 32 .00 42 .25 162 162 5-1 Right Wall End 32. 00 57. 75 162 162 5-1 Left Opening 1 32. 00 39 .50 609 5-1 Right Opening 1 32. 00 42. 00 557 Line B B-1 Left Wall End 0 .25 5 .00 593 593 B-1 Right Wall End 8 .75 5. 00 593 593 B-2 Left Wall End 9 .25 2. 50 593 593 B-2 Left Opening 1 12 .75 2. 50 593 593 B-2 Right Opening 1 19 .25 2. 50 593 593 B-2 Right Wall End 23 .75 2. 50 593 593 B-2 Left Opening 1 13 .00 2. 50 918 B-2 Right Opening 1 19 .00 2. 50 585 Line C C-1 Left Opening 1 26 .25 21. 50 2884 :884 C-l Left Wall End 29. 25 21 .50 2884 2689 C-1 Right Opening 1 29. 25 21 .50 2884 2864 C-1 Right Wall End 31. 75 21. 50 2884 2884 C-1 Left Wall End 29. 00 21. 50 ].487 C-1 Left Opening 1 26. 50 21. 50 1162 C-1 Right Opening 1 29. 00 21. 50 1317 Line E E-i Left Wall End 0. 25 36. 50 1513 1513 E-1 Right Wall End 8. 75 36. 50 1513 1513 E-1 Right Wall End 9. 00 36. 50 718 Line F F-1 Right Opening 1 14. 75 58. 00 898 898 F-1 Left Opening 2 19. 75 58. 00 898 898 F-1 Right Opening 2 26. 25 58. 00 698 898 F-1 Right wall End 31. 75 58. 00 898 898 F'-1 Right Opening 1 19. 50 58. 00 309 r-1 Left Opening ?. 20. 00 58. 00 216 F'-1 Right Opening 2 26. 00 58. 00 120 g ends; r oslnon...- ven. element = column or - Co-ordinates in Plan View. Ld Case -Results are for This table includes tension holddown forces only. Sheaiwall does not check for edher plan or vertical stn~ctural irn3gulanties. Oead load contribution to combined force is factored by 0.479 due to bad combination factor and vertical seismic force 19 Page 20 of 22 Page 23 of 35 WoodWorks® ShearWalls NHD 2585-ASHEARWALLS.wsr Feb. 1, 2007 14:39:04 20 Page 21 of 22 Page 24 of 35 COMPANY PROJECT Wood Wo r ks~ NHD 2585-A F1 seuvwNw car rrxn tr ixv Feb.1 , 200714:43 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, psf, or plf )~ Load Type Distribution Magnitude Location [ftJ Pat- Start End Start End tern Loadl neg.+. Full UDL 120.0 No Load2 i.ivc Full UDL 980.0 No MAXIMUM RED Dead 213 709 213 Live 810 2700 B10 Total 1023 3409 1023 Bearin : g Load Comb #2 #2 #2 Length 0.50{ 1.18 0.50* Cb 1.00 1.32 1.00 ivnn.o eanng iengm ror ceams is ur ror eMenor supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS Zoos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 79 Fv' = 180 fv/Fv' = 0. 99 Bending(+) fb = 338 Fb' = 1170 fb/Fb' = G. 29 Bending(-) fb = 600 Fb' = 1168 fb/Fb' = 0. 51 Live Defl'n G.O1 = <L/999 0.15 = L/360 0. 07 Total Defl'n 0.01 = <L/999 0.22 = L/290 0. 06 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.D0 1.00 1.00 - 2 Fb'- 900 1.00 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.56 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+L, V = 1704, V design = 1338 lbs Bending(+): LC #2 = D+L, M = 863 lbs-ft Bending(-): LC #2 = D+L, M = 1539 lbs-ft Deflection: LC #2 = D+L EI= 178e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Lead combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauttd eflection limits are appropriate for your application. 2.C ontinuous or Cantilevered Beams:ND S Clause 4.2.5.5 requires thatn ortnal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length ofc antilevers and other spans. 3.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 25 of 35 COMPANY PROJECT WoodWo rks~' NHD 2585•A R1 Feb.1 , 200714:441 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or ptf )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 75.0 plf Load2 Sciow Full UDL 125.0 if MAXIMUM Dead 324 32q Live 500 500 Total 8^^<4 g2q Bearing: Load Comb #2 #2 Len th 0.50 0.50" -mm~.o eanng ~engtn ror oeams is irt° for extenor supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weighto f6 .03 plf included in loads; Lateral support:lop= full,b ottom= ats upports; Analysis vs. Allowable Stress (psi) and Deflection lin) uslna NDS 2006: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 41 Fv' = 207 fv/Fv' = 0 .20 Bending(+) fb = 695 Fb' = 1345 fb/Fb' = 0 .48 Llve Defl'n 0.06 = <L/999 0.27 = L/360 0 .24 1'o~al Defl'n 0.13 = L/751 0.90 = L/290 0. 32 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr C frt Ci Cn LC# Ev' 180 1.15 1.00 1.00 - - - - 1. 00 1.00 1.00 Fb'+ 90U 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1. 00 1.00 - .. Fcp' 625 - 1.00 1.00 - - - - 1. 00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1. 00 1.00 - _ Ervin' 0.58 million 1.00 1.00 - - - - 1. 00 1.00 - _ Shear LC #2 = D+S, V = 829, V design 700 lbs Bending(+): LC #2 = D+S, M = 1648 lbs-ft Deflection: LC #2 = D+S EI= 178e06 lb-in2 Total Deflection = 1.50 (Dead Load Deflection) + Live Load Defle ction. (D=dead L=live S=snow W=wind I=impact C=const ruction CL d=conc entrated) (All LC's are lis ted in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: IefauRd eflection limits are appropriate for your application. members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 26 of 35 COMPANY PROJECT WoodWo rks~° NHD 2585~A R2 btJ('/9M~p ,-{1Y M'i ti'p') [MIRC.! Feb.1 , 200714:44 Design Check Calculation Sheet Sizer 7.0 LOADS 1 Ibs, psf, or plf -~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 75.0 plf Load2 Snow Full UDL 125.0 if MAXIMUM REACTIONS Dead 675 675 Live 1000 1000 Total 1675 1675 o• Bea i r n Load Comb #2 #2 Leng Ui 0.77 0.77 Lumber-soft, D.Fir-L, No.2, 4x12" Self-weighto f9 .35 pff included in loads; Lateral support: top= full,b ottom= ats upports; vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Sheaz fv = 56 Fv' = 207 fv/Fv' = 0. 27 Bending(+) fb = 1089 Fb' = 1138 fb/Fb' = 0. 96 Live Defl'n 0.28 = L/692 0.53 = L/360 0. 52 Total Defl'n 0.56 = L/393 0.80 = L/240 0. 70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear LC #2 = D+S, V = 1675, V design = 1979 lbs Bending(+): LC #2 = D+S, M = 6699 lbs-ft Deflection: LC #2 = D+S EI= 669e06 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=conc entrated) (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.S awn lumber bending members shall be laterally supported according to the provisions ofND S Clause 4.4.1. Page 27 of 35 WoadWo rks~' COMPANY PROJECT NHD 2585-A SF1 Ku+/N >VII IJiY M't?lM ~;JCV Feb.1 , 2007 14:44 Design Check Calculation Sheet Sizer 7.0 LOADS (Ibs, Paf, or pM 1: MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) "~'~ "Y',il~~, ••+Wr.--_ Z '~~~ ~.-. ~'~ .~ gym. „~` ~'..,1.i~ r - ,~l~ ~ ~. ..,y sir `°" - r ..-~ . -may ~- '~- ' ~ ~ 0' 12t LVL n-ply, 1.8E, 2200Fb, 1-3/4x9-1/2", 3-Plys Self-weighto f14 .37 pff included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable 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 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.00 - 1.00 1.000 1.03 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 3686, V design = 3200 lbs Bending(+): LC #2 = D+L, M = 11059 lbs-ft Deflection: LC #2 = D+L EI= 225e06 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=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 appgcation. 2.S CL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design ony. For final member design contacty our local SCL manufacturer. 3.S ize factors vary from one manufacturer to another for SCL materials.T hey can be changed in the database editor. 4.6 UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota pplied equally to all plys. Load Type Distribution Magnitude Location (ft] Units Start End Start End Loadl Dead Full UDL 120.0 plf Load2 Live Full UDL 480.0 if Dead 806 806 Live 2880 2880 Total 3686 3686 Bearin g: Load Comb #2 #2 Len th 0.94 0.94 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 96 Fv' = 265 fv/Fv' = 0. 39 Bending(+) fb = 1680 Fb' = 2437 fb/Fb' = 0. 69 Live Defl'n 0.33 = L/439 0.40 = L/360 0. 83 Total Def1'n 0.47 = L/305 0.60 = L/290 0. 78 Page 28 of 35 ~ COMPANY PROJECT NHD258rA WoodWorks SF2 sf )T7MW i<ii M~I~A~(H iA(:.r Feb.1 , 200714:44 Design Check Calculation Sheet Suer 7.0 LOADS 1 lam, psf. ~ Ptt )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) i 0~ 14~_s '+ Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x12" Self-weighto f14 .16 pif included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: ADDITIONAL DATA: FACTORS: F/E CU CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 F'b'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+L, V = 4674, V design = 9310 lbs Bending(+): LC #2 = D+L, M = 22689 lbs-ft Deflection: LC #2 = D+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) (A11 LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.P lease verify that the defaultd eflection limits are appropriate for your application. 2.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.G LULAM:b xd =actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b Baring length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 70.0 plf Load2 Live Full UDL 280.0 plf Load3 Dead Point 806 8.00 lbs Load4 Live Point 2880 8.00 lbs Dead 971 1.055 Live 3321 3619 Total 9292 9674 Bearing: Load Comb #2 #2 Len ~h 1.29 1.40 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 105 Fv' = 265 fv/Fv' = 0.90 Bending(+) fb = 2213 Fb' = 2400 fb/Fb' = 0.92 Live Defl'n 0.49 = L/391 0.48 = L/360 0.92 Total Defl'n 0.69 = L/273 0.73 = L/240 0.88 Page 29 of 35 COMPANY PROJECT WaadWorks~ NHD258SA SF3 1 Feb.1 , 200714:441 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or ptf )~ Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Full UDL 225.0 plf Load2 Snow Full UDL 375.0 plf Load3 Dead Point 9400 14.00 lbs Load9 Dead Partial UD 90.0 90.0 14.00 22.00 plf Loads Live Partial UD 160.0 160.0 14.00 22.00 plf Load6 Dead Full UDL B0.0 if MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Dead 5286 6689 Live 9125 9125 Total 9411 10814 B arin : g e Load Comb #4 #4 Length 2.83 3.25 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x21" Self-weighto f24 .78 plf included in loads; Lateral support:top= fuU,b ottom= ats upports; vs. Allowable Stress (psi) and Deflection (in) using Nt>,S 2005: Criterion Anal sis Value Uesi n Value Anal sis/Desi n Shear fv = 133 Fv' = 305 fv/Fv' = 0. 44 Bending(+) fb = 2001 Fb' = 2598 fb/Fb' = 0. 77 Live Defl'n 0.28 = L/950 0.73 L/360 0. 38 Total Defl'n 0.98 = L/270 1.10 = L/290 0. 89 ADDITIONAL DATA: FACTORS: F'/E L'D CM Ct CL CV Cfu Cr C frt Notes Cn LC# F'v' '65 1.15 I.DO 1.00 - - - - 1 .00 1.00 1.00 4 Fb'+ 2900 1.15 1.00 1.00 1.000 0.941 1.00 1.00 1 .00 1.00 - 4 Fcp' 650 - 1.00 1.00 - - - - 1 .00 - - - E' 1.8 million 1.00 1.00 - - - - 1 .00 - - 4 Ervin' 0.85 million 1.00 1.00 - - - - 1 .00 - - 9 Shear LC #4 = D+S, V = 10814, V design = 9514 lbs Bending(+): LC #4 = D+S, M = 62818 lbs-ft Deflection: LC #4 = D+S EI= 7119e06 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=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.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.G LULAM:b xd =actual breadth x actual depth. 4.G iulam 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). Page 30 of 35 WoodW~rks~ COMPANY PROJECT NHD 2585-A SF4 ccv rrnwr rrr wr,on cr ~rr.~ Feb.1 , 200714:44 Design Check Calculation Sheet suer 7.0 LOADS ( Ibs, paf, or pM )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) I0~ 10t Glulam-Unbal., West Species, 24F-1.8E WS, 5-118x9" Self-weigMo f10 .62 pff included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2006: ADDITIONAL DATA: FACTORS: F/G CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# rr^v' 2h5 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2900 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emi.n' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear LC #3 = D+.75(L+S), V = 3405, V design = 2803 lbs Bending(+): LC #3 = D+.75(L+S), M = 7030 lbs-ft Deflection: LC #3 = D+.75(L+S) EI= 560e06 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.G lulam design values are for materials conforming to AITC 117-2001 and manufactured In accordance with ANSI/AITC A190.1-1992 3.G LULAM:b xd =actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b Baring length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Full UDL 90.0 plf Load2 Live Full UDL 160.0 plf Load4 Dead Partial UD 255.0 255.0 5.00 10.00 plf Loads Snow Partial OD 925.0 925.0 5.00 10.00 plf Load6 Dead Full UDL 80.0 if Dead 972 1609 Live 998 1795 Total 1.970 3905 Bearin : g Load Comb #3 #3 Len th 0.59 1.02 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 91 Fv' = 305 fv/Fv' 0. 30 Bending(+) fb = 1219 Fb' = 2760 fb/Fb' = 0. 49 Live Defl'n 0.11 = <L/999 0.33 = L/360 0. 39 Total Defl'n 0.27 = L/998 0.50 = L/240 0. 59 Page 31 of 35 COMPANY PROJECT ~ NHD 258rA wood Wc~ r ks SF5 :terre..w~ raxe rruaa sauG~ Feb.1 , 200714:44 Design Check Calculation Sheet suer 7.0 LOADS ( Ibs, psf, or pH )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 10' 191 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x18" Self-weighto f21 .24 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 200b: ADDITIONAL DATA: FACTORS: F/~ 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 1.000 0.970 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear LC #3 = D+.75(L+S), V = 8716, V design = 7390 lbs Bending(+): LC #3 = D+.75(L+S), M = 91902 lbs-ft Deflection: LC #3 = D+.75(L+S) EI= 4983e06 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=conc entrated) (All LC's are listed in the Analysis output) Load combina?:ions: ICC-IBC DESIGN NOTES: 1.P lease verify that the defauftd efleetion limits are appropriate for your application. 2.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.G LULAM:b xd =actual breadth x actual depth. 4.G lulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.G LULAM:b Baring length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Full UDL 70.0 plf Load2 Live Full UDL 280.0 plf Load4 Dead Full UDL 255.0 plf Loads Snow Full UDL 375.0 plf Load6 Dead Full UDL 80.0 if Dead 4049 9049 Live 4667 9667 Total 8716 8716 Bearing: Load Comb #3 #3 Len th 2.62 2.62 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 119 Fv' = 305 fv/Fv' = 0 .39 Bending(+) fb = 1795 Fb' = 2677 fb/Fb' = 0 .67 Live Defl'n 0.32 = L/709 0.63 = L/360 0. 51 Total Defl'n 0.79 = L/308 0.95 = L/240 0. 78 Page 32 of 35 WoodWorks~ COMPANY PROJECT NHD 2585•A SF6 r(VfMA~11.1Y W,.•-M to YN4\ Feb.1 , 200714:44 Design Check Calculation Sheet Sizer 7.0 LOADS ( Ibs, psf, or plf )~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) .~.~ -~Oae..-~~~ - mo _+ w. ...... . . 0' 19( PSL, 2.OE, 2900Fb, 7x14" Self-weighto f30 .62 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: ADDITIONAL DATA: FACTORS: F/I•: 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 1.000 0.98 - 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 = 8992, V design = 8946 lbs Bending(+): LC #2 = D+S, M = 37898 lbs-ft Deflection: LC #2 = D+S EI= 3201e06 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 eeection limits are appropriate for your appFcation. 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. Load Type Distribution Magnitude Start End Location [ft] Start End Units Loadl Dead Partial UD 80.0 80.0 0.00 14.50 plf Load2 Dead Partial UD 75.0 75.0 0.00 14.50 plf Load3 Snow Partial UD 125.0 125.0 0.00 14.50 plf Load9 Dead Point 9099 14.50 lbs Loads Snow Point 9667 14.50 lbs Dead 2640 9239 Live 2226 9253 Total 9866 8492 Bearin : g Load Comb #2 #2 Len th 0.93 1.62 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 129 Fv' = 328 fv/Fv' = 0.39 Bending(+) fb = 1989 Fb' = 3278 fb/Fb' = 0.61 Live Defl'n 0.39 = L/677 0.63 = L/360 0.53 Total Defl'n 0.87 = L/261 0.95 = L/290 0.92 Page 33 of 35 WoodWorks~' COMPAIW PROJECT NHD 2585-A SF7 4fN1N fir/ (f,M M+~f A (y'y,c.~ Feb.1 , 200714:45 Design Check Calculation Sheet Sizer 7.0 LOADS (Itas, psf, or plf -~ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' __ 18' 23t Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8x15" Self-weighto f17 .7 pff included in loads; Lateral support: top= full,b ottom= ats upports; 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 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 1450 1.00 1.00 1.00 0.999 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 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 Shear LC #2 = D+L, V = 8175, V design = 7497 lbs Bending(+): LC #3 = D+L (pattern: L_), M = 15932 lbs-ft Bending(-): LC #2 = D+L, M = 20990 lbs-ft Deflection: LC #3 = D+L (pattern: L ) EI= 2594e06 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 oz 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.G lulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC 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 Location [ft] Pat- Start End Start End tern Loadl Dead Point 2690 20.50 No Load2 Live Point 2226 20.50 Yes Load3 Dead F111 UDL 120.0 No Load4 Live Full UDL 480.0 Yes Dead 962 4180 665 Live 3475 10720 2157 Uplift 2378 Total 9437 14901 2622 Bearin : g Load Comb #3 #2 #9 Length 1.33 4.10 0.78 Cb 1.00 1.09 1.00 Criterion Anal sis Value Desi n Value Anal sis/Deli n Shear fv = 196 Fv' = 265 fv/Fv' = 0.55 Bending(+) fb = 995 Fb' = 2900 fb/Fb' = 0.41 Bending(-) fb = 1311 Fb' = 1942 fb/Fb' = 0.91 Live Defl'n 0.23 = L/931 0.60 = L/360 0.39 Total Defl'n 0.32 = L/677 0.90 = L/240 0.35 Page 34 of 35 COMPANY PROJECT W40t~ Wo r ks~ NHD 2585-A SF8 L.(;igblp )Y,Y MY AJI LN'LL(_\' Feb.1 , 2007 14:45 Design Check Calculation Sheet suer 7.0 LOADS ( Ibs, psf, or ptf )~ Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 80.0 plf Load2 Dead Full UDL 75.0 plf Load3 Snow Full UDL 125.0 if MAXIMUM Dead 719 719 Live 563 563 Total 1282 1282 Bearin : g Load Comb #2 #2 Len th 0.98 0,g8 LVL n-ply, 1.8E, 2200Fb, 1-3/4x9-1/2", 1-ply Self-weighto f4 .79 plf included in loads; Lateral support: top= full,b ottom= ats upports; Analysis vs. Allowable Stress (psl) and Deflection lin) uslna Nt]S coos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 95 Fv' = 328 fv/FV' = 0. 29 Bending(+) fb = 1315 Fb' = 2694 fb/Fb' = 0. 49 Live Defl'n 0.08 = <L/999 0.30 = L/360 0. 27 Total Defl'n 0.29 = L/951 0.95 = L/240 0. 53 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# -r'v' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2200 1.15 - 1.00 1.000 1.03 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 1.8 million - 1.00 - - - - 1.00 - - 2 Emin' 0.93 million - 1.00 - - - - 1.00 - - 2 Shear LC #2 = D+S, V = 1282, V design = 1056 lbs Bending(+); LC #2 = D+S, M = 2889 lbs-ft Deflection: LC #2 = D+S EI= 225e06 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 edRor. 4.6 UILT-UP SCL-BEAMS:c ontactm anufacturer for connection details when loads are nota ppiied equally to all plys. Page 35 of 35