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BLD-05-0377
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N a m m N N c a ~~ (D a a m N1 N N rn n m ~ ~ O D '~ r m n r m ~ -~+ o0 ~_ C r D ~ m Z O ~ m m n n n ~ ~ ~ m z ~ CITY OF YELI~1 INSPECTION LOG PROJECT g0 Z/~-/J ~~ ~ PER'~91T'~U~9IIER l~,j^'-G~37~ ADDRESS /~-f ~j~t/ ~~~ ~~ ~'~" SET 13.~CtiS Date: Front _~?~ Rear ~ .~/ 0 Side F1arJ;inc_ / 7 Side FOOTING REB.aR ``- Date:__ 1~~1'.aLL REB.aR FOOTI'~G '.'ALL D ] 2" ~ 6•, 3 } 6" g,,, g-, other D other required ~ ents (^nmmPntc Date: CO~1B1\ED FR-~~IE/ E\TER10R SI~E.aR «'.aLL I\cPECT10\ Hold do~~ns ~ cheat~'ailir,e Fr..r..e - .~~ ~G_ Gas Propane .~ S-- / C P1uc~Line "'~ ~ --!~ i ~'~iechanical ,~~ /p Comments 11St~L.aTl0\ ~ Gas =Electric ~ Other ~a Foam anJ Seal Vapor harrier = P\'.~ Comments SIiEET ROC}~'SHE.aR ~'1'.-ALL \.-~IL Comments OTIiER Comments ,FI\'.aL ~ Se~~er F.n:a ~~ Electrical ~i Civil Final Lan~scape Fir,al \'CcfO _ .-~d~ress ~ Insulation ~~ Site Drainace ~ SiJe~~alk Comments NE ~'~' CONSTR UC~TIOr~ WATER INSPECTION DATE: /' DEV~LnP1,~~ENT: ./_" ~~~ / ; LOT ~ / ~- -_~ O ~pC LOT # / / © K ---_ LOT # /~ FROM :YELM SEWER DEPT. ~OF 'iH~ pp~ f~~ YTLM W-AIy1/.IO~ON i ~~~~ TO: r9• ~C= Z' ~lJ FAX: From: Rn~ o~ DATE: (Q - ~.q- a ~ PAGES: 1 , including this Covelr sheet Subject: ~OtaSE fi I NAC~ S 13utZ~CTT' fi'r'. COMMENTS: ~ a j ~ o~ ? ~1~3~ ~o i ~l~ rygy ~ FAX N0. :360-458-8166 Jun. 30 2006 08:12AM P1 FA.X TRANSMISSION CI'1,Y OF YFL,M P.O. BOX 479 - 931 N1' ROAD NF, YEL1V(, WA 98597 360.458-8411 FAX 360-458-8166 L-pT~3~~~~33 ~- D I )~ j I y ~2-`l ~9~' Avg . ~51C .-~~ -(:~N~'~C-~ . ~~ ~ q~ ,Aug, s-C . ~`~ "~~~C ** If you do not receive all copies or any copy is not legible, please tail (360) 458-$411 AS SOOn ~l5 p(1SSihlC. BEAM CALCULATIONS FOR PLAN M2590A2F-11 TO BE BUILT IN MULITPLE LOTS YELM, WASHINGTON FOR PAR HOMES, INC. LOADING Roof 15 PSF Dead Load + 25 PSF Live Load = 40 PSF Floor 10 PSF Dead Load + 40 PSF Live Load = 50 PSF Ceiling 5 PSF Dead Load + 10 PSF Live Load = 15 PSF Deck 5 PSF Dead Load + 60 PSF Live Load = 65 PSF Interior wall = 07 PSF Exterior wall = 10 PSF DEFLECTION ,; Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/440 Live Load, 1/360 Total Load NOTE: This stamp applies to the members and assemblies described in these calculations only. And is only valid if it has a wet stamp. Architects Northwest Job No. OSOCi25 FILE COPY ARCHITECTS NORTHWEST, Inc. 18915 142°d Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsN W.com Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:52 PM Project: M2590A2F-11 -Location: R01-BEDRM 4 WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 5.33 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 14.8% Controlling Factor: Section Modulus /Depth Required 7.0 In Center Span Deflections: Dead Load: DLD-Center- 0.02 IN Live Load: LLD-Center- 0.04 IN = L/1816 Total Load: TLD-Center- 0.06 IN = L/1121 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1299 LB Dead Load: DL-Rxn-A= 806 LB Total Load: TL-Rxn-A= 2105 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.61 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 1299 LB Dead Load: DL-Rxn-B= 806 LB Total Load: TL-Rxn-6= 2105 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.61 IN Beam Data: Center Span Length: L2= 5.33 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 1.33 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 5.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 488 PLF Dead Load: wD-2= 293 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 790 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 750 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2805 FT-LB 2.665 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1642 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 44.91 IN3 S= 51.56 IN3 Area (Shear): Areq= 14.49 IN2 A= 41.25 IN2 Moment of Inertia (Deflection): Ireq= 62.10 IN4 1= 193.36 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)) Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:53 PM Project: M2590A2F-11 -Location: R02- MSTR BATH WINDOW HEADER Summary: 5.5 IN x 7.5 IN x 4.33 FT / #2 -Douglas Fir-Larch - Dn/ Use Section Adequate By: 74.0% Controlling Factor: Section Modulus /Depth Required 5.69 In Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.02 IN = L/3388 Total Load: TLD-Center- 0.02 IN = L/2091 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1055 LB Dead Load: DL-Rxn-A= 655 LB Total Load: TL-Rxn-A= 1710 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.50 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1055 LB Dead Load: DL-Rxn-6= 655 LB Total Load: TL-Rxn-B= 1710 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.50 IN Beam Data: Center Span Length: L2= 4.33 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 1.33 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 4.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L! 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 488 PLF Dead Load: wD-2= 293 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 790 PLF Properties For. #2- Douglas Fir-Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 750 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1852 FT-LB 2.165 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1231 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 29.64 IN3 S= 51.56 IN3 Area (Shear): Areq= 10.87 IN2 A= 41.25 IN2 Moment of Inertia (Deflection): Ireq= 33.30 IN4 1= 193.36 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:54 PM Protect: M2590A2F-11 -Location: R03- MSTR BEDRM WINDOW HEADER Summary: 5.5 IN x 9.5 IN x 6.33 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 51.8% Controlling Factor: Section Modulus /Depth Required 7.71 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties For: #2- Douglas Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': DLD-Center= 0.02 IN LLD-Center- 0.03 IN = 02204 TLD-Center= 0.06 IN = L/1355 LL-Rxn-A= 1543 DL-Rxn-A= 966 TL-Rxn-A= 2509 BL-A= 0.73 LL-Rxn-B= 1543 DL-Rxn-6= 966 TL-Rxn-6= 2509 BL-B= 0.73 L2= 6.33 Lug-Top= 1.33 Lug-Bottom= 6.33 Cd= 1.00 L/ 360 L/ 360 wL-2= 488 wD-2= 293 BSW= 13 wT-2= 793 Fb= Fv= E_ Fc~erp= 875 170 1300000 625 Fb'= Fv'= LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF PS I PSI PS I PSI 874 PSI 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3970 FT-LB 3.165 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1907 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 54.49 IN3 S= 82.73 IN3 Area (Shear): Areq= 16.82 IN2 A= 52.25 IN2 Moment of Inertia (Deflection): Ireq= 104.38 IN4 1= 392.96 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:55 PM Project: M2590A2F-11 -Location: U01-FAMILY WINDOW HEADER Summary: 5.125 IN x 9.0 IN x 8.33 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 43.2% Controlling Factor: Moment of Inertia /Depth Required 7.98 In Center Span Deflections: Dead Load: DLD-Center= 0.07 IN Live Load: LLD-Center- 0.12 IN = L/803 Total Load: TLD-Center= 0.19 IN = L/516 Camber Required: C= 0.10 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1897 LB Dead Load: DL-Rxn-A= 993 LB Total Load: TL-Rxn-A= 2890 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.87 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3197 LB Dead Load: DL-Rxn-6= 1847 LB Total Load: TL-Rxn-B= 5043 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.51 IN Beam Data: Center Span Length: L2= 8.33 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 1.33 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 8.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 280 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT-2= 361 PLF Point Load 1 Live Load: PL1-2= 1299 LB Dead Load: PD1-2= 806 LB Location (From left end of span): X1-2= 5.33 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 45 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 45 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 5.33 FT Load Length: C-1-2= 5.33 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 488 PLF Left Dead Load: TRD-Left-2-2= 373 PLF Right Live Load: TRL-Right-2-2= 488 PLF Right Dead Load: TRD-Right-2-2= 373 PLF Load Start: A-2-2= 5.33 FT Load End: B-2-2= 8.33 FT Load Length: C-2-2= 3.0 FT Properties For: 24F-V4- Visually Graded Westem Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc peril= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2397 PSI Adjustment Factors: Cd=1.00 CI=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5.331 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= 9633 FT-LB 4128 LB 48.23 IN3 69.19 IN3 25.80 IN2 Page: 5 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)) Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:55 PM Project: M2590A2F-11 -Location: U01-FAMILY WINDOW HEADER Moment of Inertia (Deflection): A= Ireq= 1= 46.13 IN2 217.36 IN4 311.34 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:56 PM Project: M2590A2F-11 -Location: 002- NOOK S.G.D. HEADER Summary: 5.5 IN x 11.5 IN x 6.33 FT / #2 -Douglas Fir-Larch - Dn1 Section Adequate By: 31.3% Controlling Factor: Sectio Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Use n Modulus /Depth Required 10.03 In Bearing Length Required (Beam only. support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: DLD-Center= 0.02 IN LLD-Center- 0.03 IN = 02304 TLD-Center- 0.05 IN = L/1507 LL-Rxn-A= 1941 LB DL-Rxn-A= 1014 LB TL-Rxn-A= 2956 LB BL-A= 0.86 IN LL-Rxn-B= 2592 LB DL-Rxn-B= 1332 LB TL-Rxn-6= 3925 LB BL-B= 1.14 IN Center Span Length: L2= 6.33 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 1.33 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 6.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 280 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 365 PLF Point Load 1 Live Load: PL1-2= 1055 LB Dead Load: PD1-2= 655 LB Location (From left end of span): X1-2= 2.83 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 0 PLF Left Dead Load: TRD-Left-1-2= 45 PLF Right Live Load: TRL-Right-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 45 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 2.83 FT Load Length: C-1-2= 2.83 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 488 PLF Left Dead Load: TRD-Left-2-2= 293 PLF Right Live Load: TRL-Right-2-2= 488 PLF Right Dead Load: TRD-Right-2-2= 293 PLF Load Start: A-2-2= 2.83 FT Load End: B-2-2= 6.33 FT Load Length: C-2-2= 3.5 FT Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 874 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6724 FT-LB 2.912 Ft from left support of span 2 (Center Span) Critical moment created by combining atl dead loads and live loads on span(s) 2 Controlling Shear: V= 2837 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live load s on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 92.30 IN3 S= 121.23 IN3 Area (Shear): Areq= 25.03 IN2 A= 63.25 IN2 Moment of Inertia (Deflection): Ireq= 166.56 IN4 1= 697.07 IN4 Page: 7 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 By: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:56 PM Project: M2590A2F-11 -Location: U02- NOOK S.G.D. HEADER Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:56 PM Project: M2590A2F-11 -Location: U03- LAUNDRY/POWDER HALL BEAM Summary: 3.5 IN x 7.25 IN x 4.75 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 109.4% Controlling Factor: Section Modulus /Depth Required 5.01 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties For: #2- Douglas Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.30 Fv': DLD-Center- 0.01 IN LLD-Center- 0.03 IN = U2213 TLD-Center- 0.03 IN = L/1749 LL-Rxn-A= 950 DL-Rxn-A= 252 TL-Rxn-A= 1202 BL-A= 0.55 LL-Rxn-B= 950 DL-Rxn-B= 252 TL-Rxn-B= 1202 BL-6= 0.55 L2= 4.75 Lug-Top= 0.0 Lug-Bottom= 4.75 Cd= 1.00 L/ 480 L/ 360 wL-2= 400 wD-2= 100 BSW= 6 wT-2= 506 Fb= Fv= E_ Fc~erp= 900 180 1600000 625 Fb'= Fv'= LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF PSI PSI PS I PSI 1170 PSI 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1428 FT-LB 2.375 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 914 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 14.64 IN3 S= 30.66 IN3 Area (Shear): Areq= 7.61 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 24.11 IN4 1= 111.15 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00 Bv: Jeffrey deRoulet .Architects Northwest on: 07-05-2005:1:47:58 PM Project: M2590A2F-11 -Location: U04- NOOK/DINING HALL BEAM Summary: 3.5 IN x 9.25 IN x 7.0 FT / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 71.8% Controlling Factor: Section Modulus /Depth Required 7.06 In Center Span Deflections: Dead Load: DLD-Center- 0.01 IN Live Load: LLD-Center- 0.05 IN = U1723 Total Load: TLD-Center- 0.06 IN = L/1353 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 1073 LB Dead Load: DL-Rxn-A= 296 LB Total Load: TL-Rxn-A= 1369 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.63 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1260 LB Dead Load: DL-Rxn-6= 343 LB Total Load: TL-Rxn-B= 1603 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.73 IN Beam Data: Center Span Length: L2= 7.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 7.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 280 PLF Dead Load: wD-2= 70 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 358 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 107 PLF Left Dead Load: TRD-Left-1-2= 27 PLF Right Live Load: TRL-Right-l-2= 107 PLF Right Dead Load: TRD-Right-1-2= 27 PLF Load Start: A-1-2= 3.5 FT Load End: B-1-2= 7.0 FT Load Length: C-1-2= 3.5 FT Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties _ Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd=1.00 Cf=1.20 Fv': Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2614 FT-LB 3.71 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span{s) 2 Controlling Shear: V= 1225 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads o n span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 29.05 IN3 S= 49.91 IN3 Area (Shear): Areq= 10.21 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 64.33 IN4 1= 230.84 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:47:59 PM Project: M2590A2F-11 -Location: U05- BEAM BETWEEN LIVING/DINING Summary: 5.125 IN x 12.0 IN x 13.33 FT ! 24F-V4 -Visually Graded Western Species - Drv Use Section Adequate By: 19.9% Controlling Factor: Moment of Inertia /Depth Required 11.3 In Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only. support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Properties For: 24F-V4- Visually Graded Westem Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Fv': Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 6.665 Ft from left support of span 2 (Center Span) DLD-Center- 0.08 IN LLD-Center- 0.28 IN = L/575 TLD-Center- 0.36 IN = L/450 C= 0.12 IN LL-Rxn-A= 3466 LB DL-Rxn-A= 966 LB TL-Rxn-A= 4432 LB BL-A= 1.33 IN LL-Rxn-B= 3466 LB DL-Rxn-6= 966 LB TL-Rxn-B= 4432 LB BL-B= 1.33 IN L2= 13.33 FT Lug-Top= 0.0 FT Lug-Bottom= 13.33 FT Cd= 1.00 L/ 480 L/ 360 wL-2= 520 PLF wD-2= 130 PLF BSW= 15 PLF wT-2= 665 PLF Fb= 2400 PSI Fv= 240 PS I Ex= 1800000 PSI Ev= 1600000 PSI Fc peril= 650 PSI Fb_cpr- 1850 PSI Fb'= 2400 PSI Fv'= 240 PSI M= 14769 FT-LB Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3811 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 73.85 IN3 S= 123.00 IN3 Area (Shear): Areq= 23.82 IN2 A= 61.50 IN2 Moment of Inertia (Deflection): Ireq= 615.74 IN4 t= 738.00 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00 By: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:48:00 PM Project: M2590A2F-11 -Location: U06- BEAM OVER GARAGE SUPPORTING GIRDER Summary: 7.0 IN x 9.25 IN x 12.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 17.1% Controlling Factor: Moment of Inertia /Depth Required 8.77 In Center Span Deflections: Dead Load: DLD-Center- 0.14 IN Live Load: LLD-Center= 0.21 IN = L/698 Total Load: TLD-Center= 0.36 IN = L/422 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2371 LB Dead Load: DL-Rxn-A= 1583 LB Total Load: TL-Rxn-A= 3954 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 1204 LB Dead Load: DL-Rxn-B= 800 LB Total Load: TL-Rxn-B= 2004 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.38 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 12.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Totaf Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 10 PLF Beam Self Weight: BSW= 20 PLF Total Load: wT-2= 70 PLF Point Load 1 Live Load: PL1-2= 2700 LB Dead Load: PD1-2= 1620 LB Location (From left end of span): X1-2= 4.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 188 PLF Left Dead Load: TRD-Left-1-2= 193 PLF Right Live Load: TRL-Right-1-2= 188 PLF Right Dead Load: TRD-Right-l-2= 193 PLF Load Start: A-1-2= 2.0 FT Load End: B-1-2= 4.0 FT Load Length: C-1-2= 2.0 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc~erp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2985 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 14495 FT-LB 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3901 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 58.27 IN3 S= 99.82 IN3 Area (Shear): Areq= 20.18 IN2 A= 64.75 IN2 Moment of Inertia (Deflection): Ireq= 394.10 IN4 1= 461.68 IN4 Multi-Loaded Beam( 2003 International Residential Code (01 NDS)1 Ver: 6.00 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:48:01 PM Protect: M2590A2F-11 -Location: U07- BEAM OVER GARAGE SUPPORTING GIRDER Summary: 7.0 IN x 9.25 IN x 12.5 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 17.1% Controlling Factor. Moment of Inertia /Depth Required 8.77 In Center Span Deflections: Dead Load: DLD-Center- 0.14 IN Live Load: LLD-Center- 0.21 IN = L/698 Total Load: TLD-Center- 0.36 IN = U422 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2371 LB Dead Load: DL-Rxn-A= 1583 LB Total Load: TL-Rxn-A= 3954 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.75 IN Center Span Right End Reactions (Support B): Live load: LL-Rxn-B= 1204 LB Dead Load: DL-Rxn-B= 800 LB Total Load: TL-Rxn-B= 2004 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.38 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 12.5 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 10 PLF Beam Self Weight: BSW= 20 PLF Total Load: wT-2= 70 PLF Point Load 1 Live Load: PL1-2= 2700 LB Dead Load: PD1-2= 1620 LB Location (From left end of span): X1-2= 4.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 188 PLF Left Dead Load: TRD-Left-1-2= 193 PLF Right Live Load: TRL-Right-1-2= 188 PLF Right Dead Load: TRD-Right-1-2= 193 PLF Load Start: A-1-2= 2.0 FT Load End: B-1-2= 4.0 FT Load Length: C-1-2= 2.0 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2985 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 14495 FT-LB 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3901 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 58.27 IN3 S= 99.82 IN3 Area (Shear): Areq= 20.18 IN2 A= 64.75 IN2 Moment of Inertia (Deflection): Ireq= 394.10 IN4 1= 461.68 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:48:02 PM Project: M2590A2F-11 -Location: U08- MAIN GARAGE BEAM Summary: 5.125 IN x 19.5 IN x 20.0 FT / 24F-V4 -Visually Graded Western Species -Dry Use Section Adequate By: 47.4% Controlling Factor: Moment of Inertia /Depth Required 17.13 In Center Span Deflections: Dead Load: DLD-Center- 0.13 IN Live Load: LLD-Center- 0.33 IN = L/738 Total Load: TLD-Center- 0.45 IN = L/531 Camber Required: C= 0.19 IN Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 5234 LB Dead Load: DL-Rxn-A= 2063 LB Total Load: TL-Rxn-A= 7297 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 2.19 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 5174 LB Dead Load: DL-Rxn-B= 2023 LB Total Load: TL-Rxn-B= 7197 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 2.16 IN Beam Data: Center Span Length: L2= 20.0 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 20.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 100 PLF Beam Self Weight: BSW= 24 PLF Total Load: wT-2= 524 PLF Point Load 1 Live Load: PL1-2= 1204 LB Dead Load: PD1-2= 800 LB Location (From left end of span): X1-2= 4.0 FT Point Load 2 Live Load: PL2-2= 1204 LB Dead Load: PD2-2= 800 LB Location (From left end of span): X2-2= 15.5 FT Properties For: 24F-V4- Visually Graded Westem Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ev= 1600000 PSI Stress Perpendicular to Grain: Fc peril= 650 PSI Bending Stress of Comp. Face in Tension: Fb cpr-- 1850 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2297 PSI Adjustment Factors: Cd=1.00 Cv=0.96 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 34732 FT-LB 10.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 6458 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 181.41 IN3 S= 324.80 IN3 Area (Shear): Areq= 40.36 IN2 A= 99.94 IN2 Moment of Inertia (Deflection): Ireq= 2148.47 IN4 1= 3166.77 IN4 Multi-loaded Beam( 2003 International Residential Code (01 NDS)1 Ver. 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 0 7-05-2005:1:48:02 PM Project: M2590A2F-11 -Location: U09-16'-0" O.H.D. HEADER Summary: 3.5 IN x 18.0 IN x 16.33 FT / 2.0E Parallam - Trus Joist-MacMillan Section Adequate By: 23.5% Controlling Factor: Moment of Inertia /Depth Required 16.77 In Center Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center- 0.28 IN = L/705 Total Load: TLD-Center- 0.44 IN = U445 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 5656 LB Dead Load: DL-Rxn-A= 3399 LB Total Load: TL-Rxn-A= 9054 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 3.45 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 5518 LB Dead Load: DL-Rxn-6= 3312 LB Total Load: TL-Rxn-6= 8830 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 3.36 IN Beam Data: Center Span Length: L2= 16.33 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 16.33 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 20 PLF Total Load: wT-2= 20 PLF Point Load 1 Live Load: PL1-2= 2371 LB Dead Load: PD1-2= 1583 LB Location (From left end of span): X1-2= 2.17 FT Point Load 2 Live Load: PL2-2= 2371 LB Dead Load: PD2-2= 1583 LB Location (From left end of span): X2-2= 13.67 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 403 PLF Left Dead Load: TRD-Left-1-2= 215 PLF Right Live Load: TRL-Right-l-2= 403 PLF Right Dead Load: TRD-Right-l-2= 215 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 2.17 FT Load Length: C-1-2= 2.17 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 390 PLF Left Dead Load: TRD-Left-2-2= 190 PLF Right Live Load: TRL-Right-2-2= 390 PLF Right Dead Load: TRD-Right-2-2= 190 PLF Load Start: A-2-2= 2.17 FT Load End: B-2-2= 13.67 FT Load Length: C-2-2= 11.5 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 403 PLF Left Dead Load: TRD-Left-3-2= 215 PLF Right Live Load: TRL-Right-3-2= 403 PLF Right Dead Load: TRD-Right-3-2= 215 PLF Load Start: A-3-2= 13.67 FT Load End: B-3-2= 16.33 FT Load Length: C-3-2= 2.66 FT Properties For: 2.0E Parallam- Trus Joist-MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties _ Fb' (Tension): Fb'= 2772 PSI Adjustment Factors: Cd=1.00 Cf=0.96 Fv': Fv'= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 29658 FT-LB Page: 15 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)1 Ver: 6.00 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:48:03 PM Project: M2590A2F-11 -Location: U09- 16'-0" O.H.D. HEADER 8.328 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): V= 8117 LB Sreq= 128.38 IN3 S= 189.00 IN3 Areq= 41.98 IN2 A= 63.00 IN2 Ireq= 1376.81 IN4 1= 1701.00 IN4 Multi-Loaded Beamf 2003 International Residential Code (01 NDS)) Ver: 6.00.7 Bv: Jeffrey deRoulet ,Architects Northwest on: 07-05-2005:1:48:04 PM Protect: M2590A2F-11 -Location: U10- COVERED ENTRY BEAM Summary: 5.5 IN x 9.5 IN x 20.67 FT (7.7 + 13) / #2 -Douglas Fir-Larch -Dry Use Section Adequate By: 115.8% Controlling Factor: Section Modulus /Depth Required 6.47 In Center Span Deflections: Dead Load: DLD-Center- 0.00 IN Live Load: LLD-Center- 0.02 IN = L/4773 Total Load: TLD-Center- 0.02 IN = L/4205 Right Span Deflections: Dead Load: DLD-Right= 0.04 IN Live Load: LLD-Right= 0.07 IN = L/2260 Total Load: TLD-Right= 0.11 IN = L/1417 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 565 LB Dead Load: DL-Rxn-A= 270 LB Total Load: TL-Rxn-A= 836 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.24 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-6= 1525 LB Dead Load: DL-Rxn-B= 1088 LB Total Load: TL-Rxn-B= 2613 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.76 IN Right End Reactions (Support C): Live Load: LL-Rxn-C= 479 LB Dead Load: DL-Rxn-C= 334 LB Total Load: TL-Rxn-C= 813 LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.24 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 7.67 FT Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lug-Bottom= 7.67 FT Right Span Length: L3= 13.0 FT Right Span Unbraced Length-Top of Beam: Lu3-Top= 0.0 FT Right Span Unbraced Length-Bottom of Beam: Lu3-Bottom= 13.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 360 Center Span Loading: Uniform Load: Live Load: wL-2= 163 PLF Dead Load: wD-2= 98 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-2= 273 PLF Right Span Loading: Uniform Load: Live Load: wL-3= 88 PLF Dead Load: wD-3= 53 PLF Beam Self Weight: BSW= 13 PLF Total Load: wT-3= 153 PLF Properties For: #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc~erp= 625 PSI Adjusted Properties Fb' (Compression Face in Tension): Fb'= 868 PSI Adjustment Factors: Cd=1.00 C1=0.99 Cf=1.00 Fv': Fv'= 170 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -2773 FT-LB Over left support of span 3 (Right Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: V= 1198 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 38.33 IN3 S= 82.73 IN3 Area (Shear): Areq= 10.57 IN2 A= 52.25 IN2 Moment of Inertia (Deflection): Ireq= 99.84 IN4 1= 392.96 IN4 °i°o s ~INdaul~ %0 8 ~INb9Jlll~ %0 L ~INHBJIlI~ %0 9 ~INdBJIlI~ %0 5 ~1Nt~8Jlll~ %5 ti ~IN`d81~11~ £ ~iNt/81~11~ %5 Z ~iNH81~l1~ %5 l ~iNd8l~ll~ %Z 9G ` l SCJNIAt/S 3111d3S %00L l l SJNIndS 3111b~3S %0 Ol SCJNI/~b'S 3lllb'3S Inf -5l Slade 00'000`559 $ %OOL 6 SJNIndS 3lllb'3S gad-l Jld`dSJNOA 00'056`689 $ %0 8 SJNInb'S 3~llb'3S %0 L SCJNIAb'S 3lllb'3S %0 9 SJNIA`dS 3111`d3S %0 5 SJNIndS 3lllt/3S %0 ~ SJNI/~b'S 3111t~3S %0 E SCJNI/~t/S 3lllt/3S %0 Z SJNIAb'S 3111`d3S %b G SJNIndS 3lllt/3S d38W11 ~IdHd aNVIHJIH 1f1O ~100~ alga 3W~dN 3O1dd 3131dWO0 # lOl 3Wt1N 3WdN 6ulsol~ 'ls3 Sd3Afte S3lbS % l13aN31 1Vld bi~86 VM 'ouao~c1 ~ ~.oun ~.aa,~~.S d 'S 6ivL0i '-~t~ia 'c~wnu ~M~ REED & ASSOCIATES, PS Civil & Structural Engineering ~ 8311-212th St SW Edmonds, WA 98026 Office (425)778-2793 Fax (425)775-2073 STRUCTURAL CALCULATIONS FOR: Architects Northwest Plan M2590A2F-11 Lateral Design of a (2)-story SFR PAR HOMES 16302 Vancil Court SE Yelm, WA NOT VALID WITHOUT A WET SIGNATURE bj2~~~ EXPIRES 5-27- o(o WENDELL E. 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S ~ ~, ~.~ 2x TOP PLATE .: ~' Q MIN WIDTH . . -' ~--i' NAIL SHTG Tn HEADER PER .rr_----1. n r, T n ~ HEADER @ ^~-,~`, ~-%'~ (3) ~ S PLAN -, ~ ~ EXTEND OVER ,i•~. ~.i i. ,i•i,i ~ i.i c TUDS UNO NAIL SHTG TO SHEARWALL i~ EACH STUD _ s M APA RATED SHTG ACts H 8d NAILS ®'*~,`~ ~'` ~ OEDOWN k ALL PLATES '' ~ ~ PER PLAN ~ HEADERS. & STUDS _o (3) 2x PLATES 3 NAIL SHTG TO EACH PLATE :~~ EMBED T MIN 8" CONC STEM WALL CONC SLAB (2) #4 VERT @ CTR W/ B" FTG HOOK #4 HORIZ @ 10"OC ~ CONT FTG W/ (2) #4 TOP & 9OT z `4 :- RAISED SHEAR WALL RSW SCALE: NTS d~_ ~~:. REED & ASSOCIATES, PS Civil 8 Structural Engineering ~ 8311 212th St. SW, Edmonds, WA 98026 ' ~ Office (425) 778-2793 Fax (425) 775-2073 General Structural Notes -Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2003 EDITION, OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8° LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 - W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x AND GREATER): JOISTS /STUDS (2x ): GLUE LAMINATED BEAMS (GLB) DF#2 or better HF#3/STUD 24F-V4 (24F-V8 AT CANTILEVERS) 2x TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO °WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.9.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6" O. C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA BASIC WIND SPEED, 85 MPH WINDOW EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, le = 1.0 Site Class, D SEISMIC DESIGN CAT., D SEIS. FORCE RES. SYS, 1.K. DESIGN BASE SHEAR = 12300 Ibs SIMPLIFIED METHOD IMPORTANCE, Iw = 1.0 SS = 1.25 S1 = 0.40 S~ = 0.83 Spy = 0.43 CS = 0.13 R = 6.5 YELM COMMUNITY SCHOOLS PO BOX 476 YELM, WA 98597 Clerk: Croy Terminal: 1 Receipt: 16821 Manual Receipt: NPAR HOMES N253-535-6504 PAR, HOMES, INC. 10749 S. A STREET, UNIT A TACOMA, ~JA 98444 3/14/2006 12:31 PM Qty Item Price 1 MITIGATION 29087.00 LOT 1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16 ,17 Subtotal; 29087.00 Tax: 0,00 Total: 29087.00 Check 29087.00 8133 Change Due: 0,00 THANK YOU ~. City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Permit Ivo: BLD-05-0377-YL Issue Date: 10/28/2005 (Work must be started within 180 days) Receipt No: 38918 Applicant:; Name: PAR Homes Address: 10749 South A St. City: Tacoma Property Information: Site Address: 14834 89th Ave. SE Assessor Parcel No. 37830001000 Subdivision: Burnett Estates Phone: 253-535-6504 State: WA Zip 98444 Lot: 10 Contractor Information: Name: PAR Homes Contact: Thompson, Craig Phone: 253-535-6504 Address: 10749 South A St. City: Tacoma State: WA Zip: 98444 Contractor License No: PARHOI'972PT Expires: 03/07/0766 Business License: Pmject lnformati~an: Project: Burnett Estates Description of Work: Plan M2590A2F-11, Lot 10 Sq. Ft. per floor: (1st) 1174 (2nd) 1418 (3rd) 0 Garage 387 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 ----------- 1,734.63 ----------- 993.75 ----------- 740.88 ----------- 5.6000 ----------- 132.3000 ------------- $1,000 Building Plan Review 732.88 0.00 0.00 0.0000 0.0000 Mechanical Permit 78.25 0.00 0.00 0.0000 0.0000 Plumbing Permit 132.00 20.00 112.00 7.0000 16.0000 Fixture Sewer ERU 5,417.00 0.00 5,417.00 5,417.0000 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 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 TOTAL FEES: $10,891.76 Applicant's Affadavit: OFFICIAL USE ONLY 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 of Prints: 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 curve tly registered in the State of Washington. ~ 'Final Inspection: Signature ~~~~ Date r ~ O Date: 1~,~ ~ I Firm i~ ~~ I By. ~. - -.•_-. .. - - - - .. ._. .'-. r - ~' ~ ~}. . . _ - . -- - ~~<JL;r°~i~~v. ~u j~ - _ _- ~ - -- ~~Cj ~f __ _ ~_ _._ - .. ,~ -r f ~ ~~"l - s ~ ~ - .. a•: 9-~ is hi ~~s ~a ~ h..r•.• ~i 'a 1a y. -~. i is ~= = ~:~_a i ..r..•i .. .. -- -- .-- ---_ - - - - - - __ ~ ~ / C/ '~ -, ;~ ~i ~St ,~~~ 1 _• `'-~ _. -_ s - :~. a.*r;i a~ 'i. sr _ ~is`r_ vim- ~'r~•<~ °y„ s; ~'_: a... ~..._-~.~.s~_c~~ ~ -..:y ..fir ~ - y !~~=~1~! ~CIT~' 0~= - _ P~,.~®_ a _~ ~ / _ _ - ~ _ - _ _ J -= ==._ _ _. _ ._ _ _____ 7yy ~sQo Pw~e<I ~ ,i 1< 1 =~D T N ,s d p. a ~ d 1+.. ~~ L+. 4. /~ ~v ~e. _~_._.. ~ ~___ ~~~~~ ~t~ ~ lO ~Jw~'~ ~`f"f' ~S ~°~"cS ~. ~ 7l 3 ~l oat ~0 ~- C~ ~ ~~Y~ CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM Project Address:1 % O 3 / 9 9111 ~~.G. ~"C, Parcel #. off- l 7~ ~ ~~ f~~ ~ 4 ~ Subdivision: ~LLf w~ ~~ ~=5'•~c,~~s• Lot #: ~ ~ Zoning; S ~c~ •e %"R~u~ New Constriction ^ Re-AAodel / Re-Roof / A~ition ^ Home Occupation Sign ~.~ ^ Plumbing ^ Mechanical ^ Mobile / Manuf~tured Home Placement ^ Other i° Project Description/Scope of Work: ~2~~ i~~ ~ ~ S i ~~- Yet p- ~ ~~ ~ ~ ~ ~' ~ ~ C~ Project Value: ~ v ., Building Area (sq. ft) 1" Floor ~ ~ r' 2"d Floor ~ f°~!~~' Garage ~ ~ ~ Deck Basement Carport Patio # Bedrooms ~ # Bathrooms. ~• Si Heating. ~ THER or ELECTRIC (Cade One) Are there any environmentally sensitive areas located on the paracel? ~,~°"/ °`~~~ If yes, a completed environmental checklist must accompany permit application. ~~ S ADDRESS ~ , ~ 7 ?. s _ EMAIL CITY c~.c'~c~ STATE 1 ZIP ~' `~/~ TELEPHONE. " S3 f -'~S'41/~ ~, ^" ~. ~~ LICENSE # ADDRESS EMAIL CITY STATE ZIP TELEPHONE c- t4,c._ `~- TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # TELEPHONE ~ • ~ ~ ~ ~ ~C ADDR S ` ~ " ~ r ~'`' .• C~ EMAIL CITY i w ~ STATE ic~~cx-. ZIP '' FAX CONTRAC OR'S LICENSE # ~ ~/~u~f ~ C ~~0~: IXP DATES ITY LICENSE # C S =- 00 t~ y3(• 0 •,•C, -_ . = ~ . ` .. ~~irti:.~~ ^c~ TELEPHONE ' 3-- . 7 n ADDRESS ~/ ~ ~ ~ ~ EMAIL CITY„ „c,t!~ Ccyt Cc... STATE 3 j ZIP 9 :4'yy FAX CONTRACTOR'S LICENSE #kL;,~ a 81t t~1# J EXP DATE li'Y LICENSE # ~ = / ~ ~ n Copy of mitigation agreement with Yelm Community Schools, if apples. 1 hen3by certify that the above iMorrnation is correct and that the corrstructbrr on, and the occupancy acrd the use of the above described property wiN be in accordance with the laws, rules and regui~ions of the State of washingbon and the City of Yekn. nt's Signature Contractor 1 Owner's Agent /Contractor's Agent (Please circle one.) Ali permits are nontransferable and will expire if work authored by such permit is not begun wilfidn 180 days of issuance, or df work is suspended or abandoned for a period of 180 days 105 Yelm Avenue West (360) 45&-3885 PO Boz 470 (360) 458-3144 FAX YeE:ax; F%/.~? aQ~g7 se~ruu.ei.yelmx.rm¢.tts G--a~ `~ J ~,~s ~. o ~ e ~~~~ived O C t 2 0 2005 Q c~ 0 - os- oaf ~- Y! ~~~ ~., ~ / ~ ~~0 dpi ~ s ~ Gam. P