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HomeMy WebLinkAboutBLD10-052City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER SLUDIO ~ OS 2 OWNER GavviSovw JOB LOCATION 30% Edd wf Coty Inspection of this structure has found the following violations: © % ' aS Ts S ' : does not olla Propel Flow oF eur. Peauin | on at rin @Frowi ide. insulation cost fects Caw not verity attr. Ase clon Coll Foy Re- nsp eat tohen The above (lems luau \Ipe2n Come) ete A You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date X/ «feo inspector FoWatay DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department orrection Notice PERMITNUMBER OL (0-05 2 OWNER CS SAR SON. JOB LOCATION 209 EMNY CT. Inspection of this structure has found the following violations: ODN $ vaN : (TYRONE Kpar “72uss OlockiWJG A_oF Tier) Ae Door Frown GQWRAGE Ta Hovse (eed STent 7a TaP PTE ow SAES OF 2X4 gatt (TAY A FNEE Jos) HEAX 007 Wir HAV >OELS 7) CRAWL VAISER VHATY (AD VE K- VALVE WAKE 1 AT You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call.for inspection. Date é/I u 20/0 Inspector h. cK / A LOA DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | "“ N O I L O A d S N I AV G LX A N HO S Wd 00 ° € OL HO l N d GA A I Z 9 3 Y AG LS N I W SL S A N O D A Y NO I L O A d S N I "y 6 Z Z - S 8 E (0 9 € ) TV D NO I L O A d S N I NV LS S N D A Y OL Ar YA ON I G I N N Id OR Y AD Wa s uI V fe e ] ? 2) ON I N V E S WO G 1 0 H 8 T1 V M Y V a H S A Be eo SN O A N V T 1 S 9 S I N av i s NI V Y G NO I L V G N N O 4 4, py ) “p i f | A? ) TW N NO L L W A N N O S 0 40 9/ 9 0 1 9 IV N I S CC L , NO I L V I N S N I 8V 1 S YS N O O / O N I L N V 1d Sa N L ya d n YO M OI M T a N d TW N I A “U T PA Y | OP ) Ae ON I L O O S a ET T ) C/ 2 G , | S= A { N i d AB A U N S SH O V E L A S eR e ] AR Y A NO I L V I N S N I : NO I L O A L O N d Sa u l FA 72 4 WO I N V H O A I N JO U L N O D NO I S O N S LN A I N W O O il v C dS N I NO I L O A d S N I LN A W W O S J1 V C dS N I NO I L O A d S N I 4a q N a 1 Ya a TI N G YA N M O YO L O V Y L N O O D JO V U V D GS H O V I L V / M YA S MO N NO I L d I N O S a d LO A r O N d DT T NO S I S Y V S IN O N Y S A ~= Y S N M O QV O 1 L N V d N D 9 9 0 ~ «- A _ Ad A L NO I L O N U L S N O O TY N O D Aq G a 60 € ss a y a a v O1 0 z / 9 1 / 0 l A L W NO I L V U I d X a o1 0 z / é l / y o = AL V a . 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LONL | 2o0Ob 1RC Ter ast beth Cure, provide +i Tom Se ee Yre/ Gleide Cie wakes gis ee (will check ot Cy Sea\) | she DL (Bo) bo eT thrast locks -pe— better ost sta Ploan\ing oe - Corll Fer Kems You are hereby notified that no more work shall be done upon these ne until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date bo /; ( LQ repector Po Nit ay DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER _ {20 [iO - OGD. OWNER Corrison JOBLOCATION <0 Eddy Past Inspection of this structure has found the following violations: DP See sheet es | CNa wr eeticy cheat SNedole ZA , BAUS Aci ling Teed “Tis hive not J “ per schedule. oe Teo plate require, CTPY 324 Bc. Vet Svedule Cov la wat ae @ Vrovide. werdicetron oF Smart Deine | ~ _Sireav Qs Pel eth, ‘tT on _ plan . Do oct weraee & until clove covre ction notesst), been Ly SPpci fA £ cberdy Ce Ht Fal Re spect Ltems *1£2 complele, OK ts witoup £ Side Item = lueacting Fe ve ntication | spoke with Reolitty, cazill prajide 3 TES 5 hip You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspection. Date 5 /; vam A o Inspector of Mog ) DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 | THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Location: Header #1 - H1 Roof Beam 5.51Nx 7.5 1N x 4.0 FT Section Adequate By: 235.1% Controlling Factor: Moment #2 - Douglas-Fir-Larch - Dry Use Project: Beam Calcs - Garrison, Vern [2004 International Building Code(2005 NDS)] Realit page Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalce Version 8.0.100.0 2/26/2010 6:20:00 AM LOADING DIAGRAM | } | — | PU) ws -2 a | DEFLECTIONS Center Live Load 0.01 IN L/6287 Dead Load 0.01 in Total Load 0.01 INL/3789 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 | REACTIONS A B Live Load 667 Ib 667 |b Dead Load 439 Ib 434 Ib Total Load 1106 Ib 1106 Ib Bearing Length 0.32 in 0.32 in Span Length 4 ft Ee 4ft cy Unbraced Length-Top Oo ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2 - Douglas-Fir-Larch Roof Dead Load: DL = 15 pst Base Values Adjusted TributaryWidth; TN= 13 ft Bending Stress: Fb = 750 psi Fb'= 863 psi Side Two: Cd=1.15 CF=1.00 Roof Live Load: LL= 25 pst Shear Stress: Fy = 110 psl Fy' = 1956 psi Roof Dead Load: DL= 15 psf 7 Cd=1.15 TributaryWidth: TW= 12 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Wall Load: WALL = fo) pif Min. Mod. of Elasticity: E min= 410 ksi E_min'= 470 ksi Comp. =) to Grain: Fe-7 = 625 psi Fe-c'= 625 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Controlling Moment: 1106 ft-lb Beam Self Weight: BSW = 4 pif 2.0 ft from left support Beam Uniform Live Load: wLlL= 333 pif Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 220 pif Controlling Shear: 114 Ib Total Uniform Load: wT = 553 _ pif At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 15.39 in3 51.56 in3 Area (Shear): 5.94 in2 41.25 in2 Moment of Inertia (deflection): 9.19 in4 = 193.36 in4 Moment: 1106 ft-lb 3106 ft-lb Shear: 774 Ib 5376 Ib NOTES JECEIVET) ey U) — CITY OF PORT TOWNSEND DSD _FILE COPY Project: Beam Calcs - Garrison, Vern Location: Header #2 - H2 Roof Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 7.5 1N x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 809.4% Controlling Factor: Moment Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 Realit StruCale Version 8.0.100.0 2/26/2010 6:20:01 AM page DEFLECTIONS Center Live Load 0.01 INL/MAX Dead Load 0.00 in Total Load 0.01 IN L/6854 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 A B Live Load 150 Ib 150 Ib Dead Load 122 Ib 122 Ib Total Load 272 Ib 272 |b Bearing Length 0.08 in 0.08 in BEAM DATA Span Length 6 ft Unbraced Length-Top O ft Unbraced Length-Bottom 0 f Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 7150 psi ~Fb'= 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 110 psi Fv'= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E min= 470 ksi E_min’= 470 ksi Comp. to Grain: Fe-3 = 625 psi Fe-c'= 625 psi Controlling Moment: 408 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 217 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 5.67 in3 51.56 in3 Area (Shear): 1.67 in2 41.25 in2 Moment of Inertia (deflection): 5.08 in4 193.36 in4 Moment: 408 ft-lb 3106 ft-lb Shear: 217 Ib 5376 Ib LOADING DIAGRAM 6 ft ROOF LOADING Side One: Roof Live Load: LL= 25 = psf Roof Dead Load: DL= 15 psf Tributary Width: TW= 1 ft Side Two: Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW= 1 ft Wall Load: WALL= 0 pif Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW = 9 pif Beam Uniform Live Load: WL = 50 pif wD_adj= 41 plf WT = 91 pil Beam Uniform Dead Load: Total Uniform Load: NOTES Project: Beam Calcs - Garrison, Vern Location: Header #3 - H3 Combination Roof And Floor Beam [2004 International Building Code(2005 NDS)] 5.5 IN x 7.5 IN x 4.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 105.2% Controlling Factor: Moment Realit Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:01 AM page DEFLECTIONS Center Live Load 0.01 IN L/3655 Dead Load 0.01 in Total Load 0.02 IN L/2320 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1147 Ib 1147 Ib Dead Load 659 Ib 654 Ib Total Load 1806 Ib 1806 Ib Bearing Length 0.53 in 0.53 in BEAM DATA Center Span Length 4 f Unbraced Length-Top 0 ft Roof Pitch 4 312 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 7150 psi Fb'= 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 110 psi Fv= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. _i to Grain: Fo-j = 625 psi Fe-'= 625 psi Controlling Moment: 1806 ft-lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1264 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 25.13 in3 51.56 in3 Area (Shear): 4.7 in2 41.25 in2 Moment of Inertia (deflection): 20 in4 =: 1193.36 in4 Moment: 1806 ft-lb 3106 ft-lb Shear: 1264 Ib 5376 |b LOADING DIAGRAM 4 ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf Roof TributaryWidth RTW= 1.3 ft 12 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW= O ft 6 ft Wall Load WALL = 20 pif Roof Uniform Live Load: wL-roof= 333 pif Roof Uniform Dead Load: wD-roof= 211 pif Floor Uniform Live Load: wL-floor= 240 pif Floor Uniform Dead Load: wD-floor= 40 pif Beam Self Weight: BSW = q pif Combined Uniform Live Load: wWL= 513 pif Combined Uniform Dead Load: wD= 330 pif Combined Uniform Total Load: wT = 903 pif Controlling Total Design Load: wT-cont= 4903 _ pif NOTES Project: Beam Calcs - Garrison, Vern Location: Header #4 - H4 Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)] 5.5INx7.51N x 5.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 31.3% Controlling Factor: Moment Realit Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 DEFLECTIONS Center Live Load 0.03 INL/1871 Dead Load 0.02 in Total Load 0.05 INL/1188 Live Load Deflection Criteria: L360 Total Load Deflection Criteria: L/240 A B Live Load 1433 Ib 1433 Ib Dead Load 824 Ib 824 |b Total Load 2257 Ib 2257 Ib Bearing Length 0.66 in 0.66 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 StruCalc Version 8.0.100.0 2/26/2010 6:20:01 AM page Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fo = 750 psi ~Fb'= 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 110 psi FVv= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E min= 410 ksi E_min'= 470 ksi Comp. to Grain: Fo- 1 = 625 psi Fe-1 '= 625 psi Controlling Moment: 2822 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1716 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 39.26 in3 51.56 in3 Area (Shear): 13.16 in2 41.25 in2 Moment of Inertia (deflection): 39.06 in4 193.36 in4 Moment: 2822 ft-lb 3106 ft-lb Shear: 1716 Ib 5376 Ib LOADING DIAGRAM 5 ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf Roof TributaryWidth RTW= 1.3 ft 12 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW= O ft 6 ft Wall Load WALL = 20 pif BEAM LOADING Roof Uniform Live Load: wL-roof= 333 pif Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: WD-roof= 211 pif wL-floor= 240 pif wD-floor= 40 pif Beam Self Weight: BSW = 9 pif Combined Uniform Live Load: WL = 513 pif Combined Uniform Dead Load: wD= 330 pif Combined Uniform Total Load: wT= 903 pif Controlling Total Design Load : wT-cont= 403 pif NOTES Project: Beam Calcs - Garrison, Vern Location: Header #5 - H5 Combination Roof And Floor Beam [2004 International Building Code(2005 NDS)] 5.5 1N x 9.5 1N x 6.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 10.3% Controlling Factor: Moment Realit Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. page DEFLECTIONS Center Live Load 0.03 INL/2201 Dead Load 0.02 in Total Load 0.05 INL/1393 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 | RE A B Live Load 1120 |b 1720 Ib Dead Load 996 Ib 1596 Ib Total Load 2716 Ib 2716 Ib Bearing Length 0.79 in 0.19 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Roof Pitch 4 312 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 110 psi Fv= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E min= 470 ksi E_min’= 470 ksi Comp. _: to Grain: Fo-1 = 625 psi Fe-i '= 625 psi Controlling Moment: 4074 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -2010 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 48.58 in3 82.73 in3 Area (Shear): 15.42 in2 52.25 in2 Moment of Inertia (deflection): 61.68 in4 392.96 in4 Moment: 4074 ft-lb 6937 ft-lb Shear: -2010 Ib 6810 Ib Controlling Total Design Load: wT-cont= 905 Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:02 AM LOADING DIAGRAM 6 ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf Roof TributaryWidth RTW= 1.3 f 12 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL= 15 psf 15 psf Floor Tributary Width FTW= O ft 6 ft Wall Load WALL = 20 pif BEAM LOADING Roof Uniform Live Load: wL-roof= 333 pif Roof Uniform Dead Load: wD-roof= 211 pif Floor Uniform Live Load: wL-floor= 240 plf Floor Uniform Dead Load: wD-floor= 40 pif Beam Self Weight: BSW = 11 pif Combined Uniform Live Load: WL = 5713 pif Combined Uniform Dead Load: wD= 332 pif Combined Uniform Total Load: wT = 905 pif plf NOTES Project: Beam Calcs - Garrison, Vern Location: Header #6 - H6 Combination Roof And Floor Beam [2004 International Building Code(2005 NDS)) 5.51Nx 7.5 1N x 5.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate Bu: 616.3% Controlling Factor: Moment Realit page Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. DEFLECTIONS Center Live Load 0.01 INL/IMAX Dead Load 0.00 in Total Load 0.01 IN L/64719 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 225 Ib 225 |b Dead Load 189 Ib 184 Ib Total Load 414 Ib 414 Ib Bearing Length 0.12 in 0.12 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0O ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Bending Stress: Fb = 150 psi Cd=1.15 CF=1.00 Shear Stress: Fy = 110 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi Min. Mod. of Elasticity: E min= 470 ksi Comp. | to Grain: Fo- = 625 psi Controlling Moment: 517 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 315 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Section Modulus: 7.2 in3 Area (Shear): 2.41 in2 Moment of Inertia (deflection): 1.16 in4 Moment: 517 ft-lb Shear: 315 |b Adjusted Fb' = 863 psi 196 psi 1300 ksi 410 ksi 625 psi Provided 51.56 in3 41.25 in2 193.36 in4 3106 ft-lb 5316 Ib Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:02 AM LOADING DIAGRAM 5 ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf Roof TributaryWidth RTW= 1 ft 1 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW= O ft 1 ft Wall Load WALL = 20 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: WL-roof = 50 pif wD-roof= 32: pif wL-floor= 40 pif wD-floor= 15 pif BSW = q pif WL = 90 pif wD = 16 pif WT = 166 pif wT-cont= 166 pif NOTES Project: Beam Calcs - Garrison, Vern Location: Header #7 - H7 Roof Beam [2009 International Building Code(2005 NDS)] 5.51Nx 7.5 IN x 4.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate Bu: 1946.1% Controlling Factor: Moment page Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. Fife, WA 98424 Realit StruCalc Version 8.0.100.0 2/26/2010 6:20:03 AM DEFLECTIONS Center Live Load 0.00 INL/MAX Dead Load 0.00 in Total Load 0.00 INL/MAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/130 REACTIONS A B LOADING DIAGRAM 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -127 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Section Modulus: 2.52 in3 Area (Shear): 0.97 in2 Moment of Inertia (deflection): 1.5 in4 Moment: 181 ft-lb Shear: -127 Ib Live Load 100 |b 100 Ib Dead Load 81 Ib = 81 Ib Total Load 181 Ib 181 Ib Bearing Length 0.05 in 0.05 in BEAM DATA Span Length 4 ft Unbraced Length-Top 0 f Unbraced Length-Bottom 0 ft Roof Pitch 4 312 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fo = 7150 psi ~Fb'= 863 psi Cd=1.15 CF=1.00 Shear Stress: Fy = 110 psi Fv= 196 psi Cd=1.15 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. 1 to Grain: Fo-17 = 625 psi Fe-c'= 625 psi Controlling Moment: 181 ft-lb Provided 51.56 in3 41.25 in2 193.36 in4 3106 ft-lb 5376 Ib ROOF LOADING Side One: Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW= 1 ft Side Two: Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW= 1 ft Wall Load: WALL = 0 pif Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BOW = q pl Beam Uniform Live Load: wLl= 50 pif Beam Uniform Dead Load: Total Uniform Load: wD_adj= 41 plf WT = 91 pif NOTES Project: Beam Calcs - Garrison, Vern Location: Header #8 - H8 Roof Beam [2009 International Building Code(2005 NDS)} 3.5 IN x 11.25 IN x 16.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 142.8% Controlling Factor: Moment Realit page Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. DEFLECTIONS Center Live Load 0.11. INL/1731 Dead Load 0.09 in Total Load 0.20 IN L/960 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 400 |b 400 Ib Dead Load 321 Ib 321 Ib Total Load 721 Ib 121 |b Bearing Length 0.33 in 0.33 in BEAM DATA Span Length 16 ft Unbraced Length-Top O ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 #2 - Douglas-Fir-Larch Base Values Bending Stress: Fb = 900 psi Cd=1.15 CF=1.10 Shear Stress: Fv = 180 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi Min. Mod. of Elasticity: E min= 580 ksi Comp. = to Grain: Fo-3 = 625 psi Controlling Moment: 2885 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 649 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Section Modulus: 30.41 in3 Area (Shear): 4.7 in2 Moment of Inertia (deflection): 77.88 in4 Moment: 2885 ft-lb Shear: 6449 Ib Adjusted Fb' = 1139 psi Fy' = 207 psi E'= 1600 ksi 580 ksi 625 psi Provided 73.83 in3 39.38 in2 415.28 in4 1004 ft-lb 5434 Ib Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:03 AM [ LOADING DIAGRAM 16 ft ROOF LOADING Side One: Roof Live Load: LL= 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW= 1 ft Side Two: Roof Live Load: LL= 25 psf Roof Dead Load: DL= 15 psf Tributary Width: TW= 1 ft Wall Load: WALL 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: BSW = Fpl Beam Uniform Live Load: wL= 50 pif Beam Uniform Dead Load: wD_adj= 40 plf Total Uniform Load: wT = 90 pif NOTES Project: Beam Calcs - Garrison, Vern Location: Beam #1 - B14 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)) Realit page Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. 5.5 INx7.5INx 4.5 FT Fife, WA 96424 #2 - Douglas-Fir-Larch - Dry Use . : a Speier sy StruCalc Version 8.0.100.0 2/26/2010 6:20:03 AM LOADING DIAGRAM DEFLECTIONS Center Live Load 0.02 INL/3131 Dead Load 0.01 in Total Load 0.02 INL/2246 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 A B Live Load 1058 Ib 1058 Ib Dead Load 417 Ib 417 Ib Total Load 1414 Ib 1474 Ib Bearing Length 0.43 in 0.43 in BEAM DATA Center Span Length 45 ft 4.5 ft Unbraced Length-Top Oo f Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MA PROPERTI Side1 Side2 #2 - Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf Base Values Adjusted Floor Dead Load FDL= 15 psf 15. psf Bending Stress: Fb = 750 psi Fb! = 750 psi Floor Tributany Width FTW= 6 ft 5.8 tt Cd=1.00 CF=1.00 Wall Load WALL = 0 pit Shear Stress: Fy = 110 psi Fv= 110 psi Cd=1.00 BEAM LOADING Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Beam Total LiveLoad: wl= 470 pif Min. Mod. of Elasticity: E_min= 470 ksi E_min'= 470 ksi Beam Total DeadLoad: wD= 176 pif Comp. to Grain: Fo-) = 625 psi Fe-.'= 625 psi Beam Self Weight: BSN= 41 pif Total Maximum Load: WT = 655 pif Controlling Moment: 1658 ft-lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -1091 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 26.54 in3 51.56 in3 Area (Shear): 9.63 in2 41.25 in2 Moment of Inertia (deflection): 22.23 in4 = 193.36 in4 Moment: 1658 ft-lb 3223 ft-lb Shear: -1091 Ib 4615 Ib NOTES Project: Beam Calcs - Garrison, Vern Location: Beam #2 - B2 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 5.5INx 7.5 1N x 3.5 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate Bu: 221.2% Controlling Factor: Moment page bs Jared Baehmer Realit Reality Homes, Inc. 1308 Alexander Ave. E. DEFLECTIONS Center Live Load 0.01 IN L/6654 Dead Load 0.00 in Total Load 0.01 INL/41713 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 823 Ib 823 |b Dead Load 324 Ib 324 Ib Total Load 1147 Ib 1147 Ib Bearing Length 0.33 in 0.33 in BEAM DATA Center Span Length 3.5 f Unbraced Length-Top Oo ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Bending Stress: Fb = 750 psi Fb'= 750 psi Cd=1.00 CF=1.00 Shear Stress: Fy = 110 psi Fv'= 110 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min. Mod. of Elasticity: E_min= 470 ksi E_min’= 470 ksi Comp. | to Grain: Fe- = 625 psi Fe-.'= 625 psi Controlling Moment: 1003 ft-lb 1.15 ft from left support Created by combining all dead and live loads. Controlling Shear: 157 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 16.05 in3 51.56 in3 Area (Shear): 6.68 in2 41.25 in2 Moment of Inertia (deflection): 10.46 in4 193.36 in4 Moment: 1003 ft-lb 3223 ft-lb Shear: 757 Ib 4675 Ib Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:04 AM LOADING DIAGRAM 3.5 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW= 6 ft 5.5 ft Wall Load WALL = 0 pif B IN Beam Total Live Load: wL= 410 pif Beam Total Dead Load: wD= 116 pif Beam Self Weight: BOW = q pif Total Maximum Load: WT = 655 pif NOTES Project: Beam Calcs - Garrison, Vern Location: Post #1 - P1 Column [2004 International Building Code(2005 NDS)] 3.51INx3.51N x 10.0 FT #2 - Douglas-Fir-Larch - Dry Use Section Adequate Bu: 18.0% Realit page Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 2480 Ib Dead Load: Vert-DL-Rxn = 1344 Ib Total Load: Vert-TL-Rxn = 3824 |b COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Ly; 10 ft Unbraced Length (Y-Axis) Ly: 10 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fo= 1350 psi Fc= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress (X-X Axis): Fox = 900 psi Fbx’'= 1350 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Foy = 900 psi Foy'= 1350 psi Cd=1.00 GF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 580 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: = 12.25 in2 Section Modulus (X-X Axis): Sx = 7.15 ind Section Modulus (Y-Y Axis): Su = 7.15 ind Slenderness Ratio: Lex/dx = 34.29 Lewdy= 34.29 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fo= 312 psi Allowable Compressive Stress: Fe'= 381 psi Eccentricity Moment (X-X Axis): Mx-ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby= 0 psi Allowable Bending Stress (Y-Y Axis): Fou! = 1350 psi Combined Stress Factor: CSF = 0.82 Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:04 AM LOADING DIAGRAM B 10 ft A AXIAL LOADING Live Load: PL= 2480 Ib Dead Load: PD= 1317 Ib Column Self Weight! CSW= 27 Ib Total Load: PT= 3824 Ib NOTES Project: Beam Calcs - Garrison, Vern D — — , Jared Baehmer Location: Footing #1 - F1 Realit Realty Fsthes, IF, Pactra 1308 Alexander Ave. E [2009 International Building Code(2005 NDS) Fie WA 48404 or Footing Size: 2.0 FT x 2.0 FT x 10.00 IN ‘ Reinforcement: #4 Bars @ 8.00 IN. 0.0. E/W/ (3) min. Reaction Fionn Ueieeig tne eae StruCalc Version 8.0.100.0 212612010 6:20:04 AM LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fic= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: We 2 ft Length: L= 2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4/in Baseplate Width: bsw = 6 in [—4 in —4 Baseplate Length: bsl= 6 in FOOTING CALCULATIONS T Bearing Calculations: Ultimate Bearing Pressure: Qu= 949 psf Effective Allowable Soil Bearing Pressure: Qe= 1315 psf Required Footing Area: Areg = 2.16 sf 10 in Area Provided: = 4.00 sf fe) fe) fe) Baseplate Bearing: — T Bearing Required: Bear = 5548 Ib 3in Allowable Bearing: Bear-A= 499450 Ib Beam Shear Calculations (One Way Shear): ake es Beam Shear: Vul = 751 Ib -- 2ft — Allowable Beam Shear: Yoel = 11250 Ib Punching Shear Calculations (Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 45 in ; Punching Shear: Vu2 = 4324 Ib | Le Load: Phe eae Je Allowable Punching Shear (ACI 11-35): ve2-a= 63281 Ib | Dead Load: saat aod Allowable Punching Shear (ACI 11-36): ve2-b= 19688 Ib | Total Load: _ ele ar} Allowable Punching Shear (ACI 11-37): veo-c= 42188 bp LUitimate Pactored Load: Pum 3240 Ib Controlling Allovable Punching Shear: ve2 = 42188 Ib Bending Calculations: Factored Moment: Mu 10432 in-lb Nominal Moment Strength: Mn 127515 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1) = 0.05 in2 Min. Code Req'd Reinf. (Shrink./Temp. (ACI-10.5.4): As(2) = 0.48 in2 Controlling Reinforcing Steel: As-reqd = 0.48 in2 Selected Reinforcement: #4's @ 8.0 in. 0.¢. e/w (3) Min. Reinforcement Area Provided: AS = 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup = 6.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Project: Beam Calcs - Garrison, Vern Location: Beam #3 - B3 Combination Roof And Floor Beam [2004 International Building Code(2005 NDS)] 5.125 IN x 13.5 IN x 15.83 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate Bu: 26.1% Controlling Factor: Deflection Realit Jared Baehmer Reality Homes, Inc. 1308 Alexander Ave. E. page | DEFLECTIONS Center Live Load 0.39 IN L/486 Dead Load 0.24 in Total Load 0.63 IN L/303 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 4142 Ib 4142 |b Dead Load 2509 Ib 2509 Ib Total Load 6651 Ib 6651 Ib Bearing Length 2.00 in 2.00 in BEAM DATA Center Span Length 15.83 ft Unbraced Length-Top O f Roof Pitch 4 312 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.24 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. to Grain: Controlling Moment: 1.915 ft from left support Base Values Fb = 2400 psi Fb_cmpr= 1850 psi Cd=1.15 Fy = 265 psi Cd=1.15 = 1800 ksi E_min= 930 ksi Fo-3 = 650 psi 26320 ft-lb Created by combining all dead and live loads. Controlling Shear: At a distance d from support. 5120 Ib Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd 114.44 in3 28.15 in2 833.16 in4 26320 ft-lb 5120 Ib Adjusted Controlled by: Fb' = 2760 psi 305 psi 1800 ksi E_min'= 430 ksi = 650 psi Provided 155.67 ind 69.19 in2 1050.19 in4 35805 ft-lb 14057 Ib Fife, WA 98424 StruCalc Version 8.0.100.0 2/26/2010 6:20:05 AM LOADING DIAGRAM 15.83 ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL= 25 psf 25 psf Roof Dead Load RDL= 15 psf 15 psf Roof TributaryWidth RTW= 1.3 f 12 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor TributaryWidth FTW= 2.8 ft 2 ft Wall Load WALL = 20 pif BEAM LOADING Roof Uniform Live Load: wL-roof= 333 pif Roof Uniform Dead Load: wD-roof= 211 pif Floor Uniform Live Load: wL-floor= 190 pif Floor Uniform Dead Load: wD-floor= 171 pif Beam Self Weight: BSW = 15 pif Combined Uniform Live Load: wL = 523 pif Combined Uniform Dead Load: wD= 317 pif Combined Uniform Total Load: wT = 840 pif Controlling Total Design Load: wT-cont= 840 pif NOTES Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 1 Project Information Contact Information Vern Garrison Vern Garrison xxx Eddy Ct. xxx Eddy Ct. Port Townsend, WA 98368 Port Townsend, WA 98368 This set of forms has been developed to assist permit applicants documenting compliance with the Washington State Energy Code, (2006 edition). This set is for type R-3 and R-4 structures located in climate zone 1. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings (WSEC 104.2). This form is not a substitute for the energy code itself. To obtain a copy of the energy or ventilation codes, go to the following web address. http:/Awww.energy.wsu.edu/code/code2006.cfm Option | Glazing | Glazing U-Factor | Door | Ceiling” | Vaulted | wail’? | Wall: int* | Wall: ext*| Floor’ | Slab on Area’: % U-Factor Ceiling’ Above | Below Below Grade Grade Grade Grade of Floor | Vertical | Overhead!! IV. Unlimited | 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupancie s Only See WSEC table 6-1 for footnotes Glazing Schedule Attached to Document Does not apply. (SEE INSTRUCTIONS) Using Prescriptive Option IV. All glazing and doors meet maximum U-factor. Using Prescriptive Option IV. All glazing and doors meet maximum U-factor. All glazing and doors meet maximum U-factor. Alternate heating size method submitted Option |, Glazing to floor area limit (WSEC 602.7.2) Area weighted window, skylight or door U-factor (WSEC 602.7.2) KAs part of the heating and cooling system sizing calculation (IRC M1401.3 & WSEC 503.2.2) Single Rafter Joist R-value (Table 6-1 or 6-2, footnote 3) Rafter Area (square feet) Rafter Depth (inches) First 500 Square feet: R-30 R-38 required, joist depth exceeds 13” Area exceeding 500 Square feet: R-38 required in all cases Radiant slab: R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) City OF PORT TOWNSEND DSD Glazing Schedule Project Information Contact Information Vern Garrison xxx Eddy Ct. Vern Garrison xxx Eddy Ct. Port Townsend, WA 98368 Port Townsend, WA 98368 Conditioned Floor Area 2114 Sum of UA for Heating System Sizing|__71.8] Sum of All Glazing Areas From Below 241 Glazing to Floor Area Ratio 11.41%| 602.7.2 Exception Ratio (not to exceed 1%)[ 0.00%] Exterior Doors Plan Component Door Percent Width Height Glazing Door Door ID Description Ref. U-factor Glazed Qt. Feet '"" Feet'"" Area Area UA ------ |OrePac Door 0.200 0 3} | 6] FY 0.0} 0.0 0.0 — OrePac Door 0.200 0 5} “| 6] FY 0.0] 0.0 0.0 One Exempt Swinging Door < 24 Square Feet 1 3] “| 6] ‘| 0.0} 20.0 0.0 "Sum of Glazing Area, Door Area, and UA (do not include exempt door) 0.0 0.0 0.0 Area Weighted U = UA/Area 0.00 Sum of Area and UA for Heating System Size Only (include exempt door) | 20.0 0.0 Vertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component Glazing Width Height Glazing ID Description Ref. U-factor Qt. Feet '"" Feet "™ Area UA ------ |Empire Pacific Windows 0.300 2 1] *]| 5) 4 12.5| 3.75 ------ |Empire Pacific Windows 0.300 1 4{ 3] 5] 4 6.3] 1.88 _— Empire Pacific Windows 0.300 1 4} 4 3) 4 14.0| 4.20 ------ [Empire Pacific Windows 0.300 1 4} J 5] ° 20.0} 6.00 ------ |Empire Pacific Windows 0.300 1 5} FY 4] ° 20.0 6.00 ------ |Empire Pacific Windows 0.300 1 6} 5} ° 30.0] 9.00 ------ Empire Pacific Windows 0.300 1 2| | 2} ° 6.3 1.88 ------ |Empire Pacific Windows 0.300 3 4} J 4} ° 48.0| 14.40 ------ |Empire Pacific Windows 0.300 2 6} 4} ° 48.0] 14.40 ------ |Empire Pacific Windows 0.300 0 o} |} o} ° 0.0] 0.00 ------ |Empire Pacific Windows 0.300 0 o| Yo} ° 0.0 0.00 ------ Empire Pacific Windows 0.300 0 o| Yo} ° 0.0 0.00 = Empire Pacific Windows 0.300 0 o| Y of ° 0.0] 0.00 ------ |Empire Pacific Windows 0.300 0 o} of ° 0.0 0.00 ------ [Empire Pacific Windows SGD 0.300 1 5| | 6 | 34.2| 10.25 Sum of Area and UA 239.2} 71.75 Area Weighted U = UA/Area 0.30 Overhead Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet '"" Feet '"*" Area UA ------ |V-Lux Skylight 0.560 Oo] 6 7 2, 1 0.0 0.0 ------ |V-Lux Skylight 0.560 0 4} % 2} ° 0.0 0.0 ------ ]V-Lux Skylight 0.560 0 2| I 2 | 0.0 0.0 Sum of Area and UA 0.0 0.0 Area Weighted U = UA/Area 0.00 Single Glazing and Garden Windows Section 602.7.2 Exception Plan Component Width Height ID Description Qt. Feet '"" Feet "™ Area — |Garden Window | }o]} 4] | 3] 4 0.0 Sum of Area 0.0 Sum of Area X 3 (enter this value in the glazing area total) 0.0 Glazing UA for Heating System Size Only = Area X 1.2 Simple Heating System Size Project Information Contact Information Vern Garrison Vern Garrison xxx Eddy Ct. xxx Eddy Ct. Port Townsend, WA 98368 Port Townsend, WA 98368 Indoor Design Temperature 70 Outdoor Design Temperature (see tab) 25 Design Temperature Difference Indoor - Outdoor Design Temp 45 Conditioned Floor Area ft” 2114 Conditioned Building Volume ft° 16912 Glazing Copy Sum of UA from Glazing Schedule Attic U-Factor X Area = UA R-38 0.031 1176.00 36.5 R-38 Scissor 0.035 | ---------- | | --------- R-38 Advanced 0.026 | ---------- | | --------- Single Rafter Joist U-Factor X Area = UA R-30 0.034 | ---------- | | ---------- R-38 0.027 | ---------- | | ---------- Above Grade Walls U-Factor X Area = UA R-21 int 0.054 2287.33 123.5 R-19 + R-5 foam 0.044 | ---------- | | ---------- Floors U-Factor X Area = UA R-30 0.029 | 1049.00] | 30.4] Below Grade Walls U-Factor X Area = UA R-21 interior 0.037 | ---------- | | ---------- R-12 exterior 0.050 | ---------- | | ---------- Slab Below Grade F-factor X Length = UA R-21 interior walls 0.57 | ---------- | | ---------- R-10 exterior walls 0.42 wocceeseee ff ---------- Slab on Grade F-factor X Length = UA R-10 perimeter 0.54 | ---------- ---------- R-10 Full - Heated 0.55 | ---------- |) |) ---------- Sum of UA Envelope Heat Load 11796}Btu / Hour Sum of UA X Design Temperature Difference Air Leakage Heat Load 8219}Btu / Hour ((Volume X 0.6) X Design Outdoor Temp) X .018)) Building Design Heat Load 20016}Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load | 1] | 20016}Btu / Hour If ducts are located in unconditioned space: Sum of Building Heat Loss X 1.15 If ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 150% 30024} Btu / Hour Building and Duct Heat Loss X 1.50 45 ° 24 ' 19 | | 5 40' { CITy OF PORT TOWNSEND DSD 4/12 vg =} 16 (pry) 17 (PTY) Tb (QTWY=5) © - i Lu = re aS : N i A Vaan . A Aroha te q beds A_||A_||A 4/12 ya ta TA da IA 4 cc IRDER | 72 = : =< HA = P 1-6 = GE 20s . . Sn (6 Fr IC Ic oe HANGER UF} 1-3-9/16" aN | | 45 ee 116 (QTY=p) 4 ory=4t Ff) Az i F lo r " \, Ad Pare 1 Se m ~ 42 he lo | N DERIT12_/N L => T11 GE ow + > ds - z : DRY LUMBER_ GE 3 20' 6'6" ae 5' oe a 40' SIMPSON HANGERS __ NAILS PARR ROCKWOOD A=HUS26 N16 2 1/2" REALITY HOMES ee Nt 8 2 ; es 2003/2014 RAVEN'S RIDGE aL 16 1 1/2" D=HHUS28-2 _N162 1/2" VERN GARRISON E=HGUS28-2 N16 21/2" LOADING 25-7-10 / 85MPH / EXP "B" See a 4/12 1-4" OH H=MTHM N16 2 1/2" FILE COPY Pl a n : 20 0 3 / 2 0 1 4 RA V E N S RI D G E Cu s t o m e r : PA R R LU M B E R TA C O M A Sa l e s m a n : Jo d y Pl a t t a Pr o j e c t : RE A L I T Y HO M E S JOB NO: 100625 PAGE NC 1OF 1 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento, CA 95828 (916) 387-0116 Page 1 of 1 Document ID:1TZJ561-Z1622143413 Truss Fabricator: Trus-Way, Inc Job Identification: 100625-PARR LUMBER TACOMA -- XXX EDDY CT PORT TOWNSEND, WA 98368 Model Code: [RC Truss Criteria: |RC2006/TPI-2002(STD) Engineering Software: Alpine proprietary truss analysis software. Version 9.01. Truss Design Loads: Roof - 42 PSF @ 1.15 Duration Floor - N/A Wind - 85 MPH (ASCE 7-05-Closed) Notes: Seal Date: 02/22/2010 1. Determination as to the suitability of these truss components for the structure is the responsibility of the building designer/engineer of Christian Chappell record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing number is preceded by: CAUSR561 Details: A0853005-GBLLETIN-GABRST05-A0851505- Submitted by CWC 14:33:52 02-22-2010 Reviewer: TSB $$ # Ref Description Drawing? Date 1 91119--T1a1 10053249 02/22/10 2 91120--T2a1 10053250 02/22/10 3 91121--T3a2 10053251 02/22/10 4 91122--T4a2 10053252 02/22/10 5 91123--T11a3 10053253 02/22/10 6 91124--T12a3 10053254 02/22/10 7 91125--T13a4 10053255 02/22/10 8 91126--114a4 10053256 02/22/10 9 91127--T15a4 10053257 02/22/10 10 91128--T16a5 10053258 02/22/10 11 91129--T5x1 10053259 02/22/10 12 91130--T6x1 10053260 02/22/10 13 91131--T7x1 10053261 02/22/10 14 91132--T8x2 10053266 02/22/10 15 91133--T9x2 10053267 02/22/10 16 91134--T10x2 10053268 02/22/10 ( LbUUVUODZO-FrARK LUNDCKR ILAULUNMA -- AAA CUUT UI FURI IUWNOCINU, WA yos0o0 - lal) Top chord 2x4 SPF 2100f-1.8E 85 mph wind, 19.01 ft mean ng. ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 SPF 2100f-1.8E anywhere in roof, CAT I1, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud psf. Truss spaced at 24.0" OC designed to support 1-0-0 top chord Member design based on both MWFRS and C&C, wind reactions based on outlookers. Cladding load shall not exceed 0.00 PSF. Top chord must not MWFRS. be cut or notched. See DWGS A08530050109, GBLLETINO109, & GABRST050109 for more Bottom chord checked for 10.00 psf non-concurrent bottom chord live requirements. load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 3X4= 2X4 Il 2X4 Il 2-1-13 0-3-12 0-3-12 oo im A | P= a OW == --18-0-0 a 2X4(A1) = 2X4 iil 2X4 Il 2X4(A1) = 3X4= le 4_4_9->! ley -4-0>! LL 5-6-4 l 5-6-4 | Ik 11-0-8 Over Continuous Support >| R=100 PLF U=17 PLF W=11-0-8 RL=2/-2 PLF Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.0219 QTY:1 WA/-/1/-/-/R/- Scale =.5"/Ft. pr ee ay a pe gE TE a TC LL 25.0 PSF | REF R561-- 91119 9 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 OTHERWISE INDICATED TOP” CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL. HAVE TC DL 7.0 PSF | DATE 02/22/10 A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF | DRW causrs61 10053249 ** [MPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS SI ERO MT Rese PPLE EPH MALLE LS BC LL 0.0 PSF | CA-ENG TSB/CWC L/ \—_ DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE PLNTES TO EAH FACE OF TSS an) UNLES VERSE LOCATED THIS DESTON POSTION PER ORARINGS 604-2. Te) Eh, 42.0) Per | SEQN* _ Sivbad crea puataw Carina tien yee. | CeUR a aL Saas See oni aaa awe Was careol DUR.FAC. 1.15 FROM KTC Saneament CA 95898 P)*NC. | DesiGN SHOWN. | THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA 71931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPAC I NG 24 oO" JREF- 1TZJ 561_Z1 6 ( LUUV0ZI-FrARK LUMDCR I|AULUNVIA -- AAA CUUT UI FURI IUWNOCINNU, WA yos0o - ical) Top chord 2x4 SPF 2100f-1.8E 2 COMPLETE TRUSSES REQUIRED = St Bot chord 2x6 DF-L SS Webs 2x4 HF Std/Stud Nail Schedule:0.128"x3", min. nails Special loads Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 5.50" 0.c. (Each Row) ono--- (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row @ 4" ove. TC - From 65 pif at 0.00 to 65 pIlf at 5.52 Use equal spacing between rows and stagger nails TC - From 65 pif at 5.52 to 65 pIf at 11.04 in each row to avoid splitting. BC - From 20 pIf at 0.00 to 20 pif at 5.52 BC - From 20 pIf at 5.52 to 20 pif at 11.04 85 mph wind, 19.23 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC - 1002 Ib Conc. Load at 2.06 , 4.06, 6.06, 8.06 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 yw 10.06 psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. 6X6= —4 a ded 4 4X6(A1) = 2-1-13 0-3-12 0-3-12 | _|_ 5 | 5 -@-1 8-0-0 |} 4X6(A1) = 8X8= | o"2 on le 5-6-4 a 5-6-4 = li; 5-6-4 =I 5-6-4 Pa he 11-0-8 Over 2 Supports >| | PP | R=2760 R=3185 W=5.375" Design Crit: IRC2006/TPI -2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5(0) 9.01.00.021Q QTY:1 WA/-/1/-/-/R/- Scale =.5"/Ft. ie Tie GE ake Seana a aa an apie TC LL 25.0 PSF | REF R561-- 91120 mA! NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD. SHALL HAVE TC DL 7.0 PSF | DATE 02/22/10 ‘ TD EEN NIN BC DL 10.0 PSF | DRW causrs61 10053250 ** IMPORTANT * *FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS — , — a eee eee a ee ee ee BC LL 0.0 PSF | CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY TOT.LD. 42.0 PSF SEQN- 449858 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS aa: DUR.FAC. 1.15 IW Bulging Components Group, Ine. |e os arr aa ne ie Resonate ER Ere WA COA #1931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24 -0" JREF- 1TZJ561_Z16 ( LbUUVUDZI-FrARK LUMDCKR I|ALUMA -- AAA CUVUT UI FUN IUWNOCNU, WA yosv0o - isaac) Top chord 2x4 SPF 2100f-1.8E 85 mph wind, 19.09 ft mean Ye ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 SPF 2100f-1.8E anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud psf. Truss spaced at 24.0" OC designed to support 1-0-0 top chord Member design based on both MWFRS and C&C, wind reactions based on outlookers. Cladding load shall not exceed 0.00 PSF. Top chord must not MWFRS. be cut or notched. See DWGS A08530050109, GBLLETINO109, & GABRST050109 for more Bottom chord checked for 10.00 psf non-concurrent bottom chord live requirements. load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 3X4= 2-3-13 W777, 7/7/, _n 2X4(A1) = 3X4= 2X4(A1) = le4-4-0>1 le4-4-0>! L 6-0-4 _L 6-0-4 | kk 12-0-8 Over Continuous Support >| R=99 PLF U=13 PLF W=12-0-8 RL=2/-2 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: 1IRC2006/TPI -2002(STD) PLT TYP. Wave FT/RT=20%(0%) /5 (0) 9.01.00.02 aoe : WA/-/1/-/-/R/- Scale =.5"/Ft. **WARNING** TRUSSES CARE IN FABRICATION, HANDLING, SHIPPING, | ING AND BRACING. F 4 Pose . soe Bae saad REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS. PLATE INSTITUTE, 218 Te LL 25.0 PSF REF R561-- 91121 .» Vancouver NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTI ’ , CTICES PRIOR ICTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL. HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF | DATE 02/22/10 A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF | DRW causrs61 10053251 ** [MPORTANT**FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1|TW BUILDING COMPONENTS — | sae OTS RESINS, rm hr DEVLATOW FROM TLE DERION: A CAILURE TO BUILD THE THURS BC LL 0.0 PSF | CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY TOT.LD. 42.0 PSF SEQN- 449845 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) 3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group, Inc DRAMING INDICATES ACCEPTANCE OF PROPESSIONAL ENGINEERING RESPONSIBILTY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. V.15 FROM KTC 5 6 pO 95828 Ps NC. | bESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE COLAO BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 11ZJ561 Z16 ( LhUUVOZOI-FrARK LUMDCKR ILAUUMA -- AAA CUVT UI FURI IUWNOCNLU, WA yos00 - 14aZ2) Top chord 2x4 SPF 2100f-1.8E —— Top chord 2x4 SPF 210 2 COMPLETE TRUSSES REQUIRED Webs 2x4 HF Std/Stud Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Special loads Bot Chord: 2 Rows @ 5.00" 0.c. (Each Row) ------ (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row @ 4" o.c. TC - From 65 pif at 0.00 to 65 pIf at 6.02 Use equal spacing between rows and stagger nails TC - From 65 pIf at 6.02 to 65 plf at 12.04 in each row to avoid splitting. BC - From 20 pif at 0.00 to 20 pif at 6.02 BC - From 20 pif at 6.02 to 20 pif at 12.04 85 mph wind, 19.32 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC - 1002 Ib Conc. Load at 0.10 , 2.10, 4.10, 6.10 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 8.10, 10.10 psf. Wind reactions based on MWFRS pressures. Deflection meets L/240 live and L/180 total load. 6X6= 4 a A | i= 3X10(A1) = 2-3-13 0-3-12 0-3-12 a —f = =a -@-18-0-0 — j j 10X14= "2. 3X10(A1) = id le - 6-0-4 oles 6-0-4 ~ Le 6-0-4 sti 6-0-4 _| lk 12-0-8 Over 2 Supports >| R=3939 W=5.375" R=3092 W=5.5" Design Crit: IRC2006/TPI -2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01. QTY:1 WA/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way, Inc 360-750-1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ** IMPORTANT * *FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. TW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. TC LL 25.0 PSF | REF R561-- 91122 ) TC DL 7.0 PSF | DATE 02/22/10 BC DL 10.0 PSF | DRW causrs61 10053252 LBC LL 0.0 PSF | CA-ENG TSB/CWC TOT.LD. 42.0 PSF | SEQN- 449859 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1TZJ561_Z16 ( LbUVOZI-FARK LUMDCKR ILALUNMIA -- AAA CUVT UI FURI IUWNOCNLY, WA yoso0o - 111ao) Top chord 2x4 SPF 2100f-1.8E Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 HF Std/Stud Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 0.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 4X6= 85 mph wind, 15.00 ft mean Net ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT I1, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. See DWGS A08515050109, GBLLETINO109, & GABRST0O50109 for more requirements. Deflection meets L/240 live and L/180 total load. -12 2X4(A1) = 2X4(A1) = hey 2) —_ se 7-4 2X4 ll le — 4_4-9—sle—1-6-0 > Le 4-0-0 i 4-0-0 _| le 8-0-0 Over Continuous Support >| R=171 PLF U=45 PLF W=5-0-0 RL=5/-5 PLF 1RC2006/TP | -2002 (STD) Design Crit: FT/RT=20% (0%) /5 (0) PLT TYP. Wave **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. Trus-Way, Inc 360-750-1470 3901 NE 68th St., Vancouver WA A PROPERLY ATTACHED RIGID CEILING. ** IMPORTANT * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE IN CONF WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. PLATES TO EACH FACE OF TRUSS AND, ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TP1I1-2002 SEC.3. ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 DESIGN SHOWN. BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SHIPPING, INSTALLING AND BRACING. PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1 TW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM AG53 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 9.01.00.0219 QTY:1. WA/-/1/-/-/R/- Scale =.75"/Ft. / TC LL 25.0 PSF | REF R561-- 91123 uLess TC DL 7.0 PSF | DATE 02/22/10 BC DL 10.0 PSF | DRW causrs561 10053253 BC LL 0.0 PSF | CA-ENG TSB/CWC nPPLY TOT.LD. 42.0 PSF | SEQN- 449851 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 11ZJ561_Z16 ( LbUVU0DZI-FrARK LUMDCR ILAULUIVIA -- AAA CVUUT UI FURI IUWNOCNU, WA yos00 - I1I1cao) Top chord 2x4 SPF 2100f-1.8E 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x6 DF-L SS anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud psf. Special loads Deflection meets L/240 live and L/180 total load. wncH- (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC - From 65 pIf at 0.00 to 65 pif at 4.00 TC - From 65 plf at 4.00 to 65 plf at 8.00 BC - From 30 pIf at 0.00 to 30 pif at 8.00 BC - 332 Ib Conc. Load at 1.31 i 3631, 5031, 7.31 Wind reactions based on MWFRS pressures. MW4X4 = MW4X4 Ill MW4X4(A1) = 1-7 2 9-0-0 le 7"10 > ee = 4-0-0 ole: 4-0-0 al LL 4-0-0 edhe 4-0- | - : PLT TYP. Mod_Wave,Wave R=1050 W=7.602" Design Crit: IRC2006/TPI-2002(STD) FT/RT=20% (0%) /5 (0) 8-0-0 Over 2 Supports 9.01.00.021@ QTY:1 Trus-Way, Inc 360-750-1470 3901 NE 68th St., Vancouver WA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ** [MPORTANT® *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 IN CON E WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. R=1035 W=5.5" WA/-/1/-/-/R/- Scale =1"/Ft. TC LL 25.0 PSF | REF R561-- 91124 TC DL 7.0 PSF | DATE 02/22/10 BC DL 10.0 PSF | DRW causrs61 10053254 BC LL 0.0 PSF | CA-ENG TSB/CWC TOT.LD. 42.0 PSF | SEQN- 449860 DUR.FAC. 1.15 FROM MRR SPACING 24.0" JREF- 1TZJ561_Z16 {( LUUVOZO-rARK LUMDCK I|LAULUMA -- AAA CUUT UI FURI IUWNOCNUD, WA yos0o0 - 1 10a4) Top chord 2x4 SPF 2100f-1.8E 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 SPF 2100f-1.8E anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud psf. Truss spaced at 24.0" OC designed to support 1-0-0 top chord Member design based on both MWFRS and C&C, wind reactions based on outlookers. Cladding load shall not exceed 0.00 PSF. Top chord must not MWFRS. be cut or notched. See DWGS A08515050109, GBLLETINO109, & GABRSTO50109 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/240 live and L/180 total load. 2-11-9 _ |} 0-3-12 --9-0-0 | _ — 2X4(A1) = le—4 4.9 —»l be 7-11-8 Over Continuous Support > PP R=96 PLF U=24 PLF W=7-11-8 RL=14 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002 (STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.0 Z QTY:1 WA/-/1/-/-/R/- Scale =.75"/Ft. Te Wag 300730100, [emesis gM Panna na SLUT TC LL 25.0 PSF | REF RS561-- 91125 t., Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 OTHERWISE INDICATED TOP CHORD SHALL. HAVE. PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF | DATE 02/22/10 _— ee BC DL 10.0 PSF | DRW causrs61 10053255 ** IMPORTANT * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS , — | eset SIN AO, Berm CON tr OeteT io Ce THs eStOK Ay FARE To BUILD THE Tus BC LL _(0.0 PSF | CA-ENG TSB/CWC* DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM AG5S3 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY TOT.LD. 42.0 PSF SEQN- 449853 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. NSPECT1O} ol Y A3 OF TPI1- “3: A SEAL ON THIS or tas Coupeasats recy es | ee toe TE RU i oo MO TO Ts og TRG DUR.FAC. 1.15 FROM MRR 8 P P)4MC. | DESIGN SHOWN, | THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE a BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 11ZJ561 216 ( LhUVOZI-FARK LUMDCR I|AULUNMIA -- AAA CUVT Ul FURI IUWNOCNU, WA yoOs00 —- 114a4%) Top chord 2x4 SPF 2100f-1.8E (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 SPF 2100f-1.8E plot details for special positioning requirements. Webs 2x4 HF Std/Stud 85 mph wind, 15.00 ft mean Ve A Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof, CAT II, EXP B, load applied per IRC-06 section 301.5. psf. Deflection meets L/240 live and L/180 total load. 3X4(A1) = le__4-4-9-—s! 2X4 Il 4X6(**) = -@-10-3-9 _y SCE 7-05, CLOSED bldg, Located wind TC DL=4.2 psf, wind BC DL=6.0 Member design based on both MWFRS and C&C, wind reactions based on MWFRS. 1-8-0 1°12 LL 5-0-2 —L 2-9-10 me i 7-4-4 ™ 7401 lk 7-11-8 Over 2 Supports >| R=434 W=5.5" R=323 RL=47 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.02 QTY:1 WA/-/1/-/-/R/- Scale =.75"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ; 4 — sone ne = emacs REFER TO BCS! (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 D Te LL 25.0 PSF REF R561-- 91126 ., Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, — 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 02/22/10 A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF | DRW causrs61 10053256 ** IMPORTANT * *FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1|TW BUILDING COMPONENTS LL . . i SS = — yee ae me ere os ey eo Te Seat a Cae ue BC LL 0.0 PSF | CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY TOT.LD. 42.0 PSF SEQN- 449864 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group, Inc. | D°&¥INS_INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC 8 P CA 95 Ps ANC. | beSIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE aye ri BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1TZJ561 Z16 { bUVU0ZI-FrARK LUMDCR I|AULUNMIA -- AAA CUUT Ul FURI IUWNOCNU, WA yoso0o - 1 19a4) Top chord 2x4 SPF 2100f-1.8E (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 SPF 2100f-1.8E plot details for special positioning requirements. Webs 2x4 HF Std/Stud 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof, CAT ||, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 load applied per IRC-06 section 301.5. psf. Deflection meets L/240 live and L/180 total load. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. a 0-4-5 = 3X4(A1) = 2X4 ill 4 2X4= 1-8-0 B -©-10-3-9 a 4X6(**) = ‘ --9-0-0 LL 4-10-8 _L 2-9-10 ae 72-10 “74-1 be 7-9-14 Over 2 Supports > R=332 R=328 RL=40 PLT TYP. Wave Design Crit: IRC2006/TPI -2002(STD) Trus-Way, Inc 360-750-1470 3901 NE 68th St., Vancouver WA ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 FT/RT=20% (0%) /5 (0) 9.01.00.02 e QTY:4 WA/-/1/-/-/R/- Scale =.75"/Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. (63 LL 25 . [e) PSF REF R561 a 91 1 a7, REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 TC DL 7.0 PSF | DATE 02/22/10 A PROPERLY ATTACHED RIGID CEILING. NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 BC DL 10.0 PSF | DRW causrs61 10053257 ** IMPORTANT **FurRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. | TW BUILDING COMPONENTS ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS BC LL 0.0 PSF | CA-ENG TSB/CWC GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TOT.LD. 42.0 PSF | SEQN- 449868 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1.15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 117ZJ561 Z16 ( bUVUDZO-FARK LUNMDCR ALUMNA -- AAA CUVT UI FURI IUWNOCNUD, WA yos0o - toad) Top chord 2x4 SPF 2100f-1.8E Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 HF Std/Stud Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. 3-7-9 0-3-12 1 3X4(A1) = le-4-4-0> 85 mph wind, 15.00 ft mean Le ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Right end vertical not exposed to wind pressure. 2X4 Ill 2-0-0 4X62 2X4 Il Design Crit: PLT TYP. Wave LL 5-9-2 _[L 4-0-10 1? 5-9-2 3-6-10 17"12! be 9-11-8 Over 2 Supports >| R=517 W=5.5" R=410 W=3" RL=57 1RC2006/TP | -2002 (STD) FT/RT=20% (0%) /5 (0) **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), Trus-Way, Inc 360-750-1470 HANDLING , 3901 NE 68th St., Vancouver WA ENTERPRISE LANE, MADISON, WI A PROPERLY ATTACHED RIGID CEILING. GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC PLATES TO EACH FACE OF TRUSS AND, DESIGN SHOWN. BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ** [IMPORTANT * * FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 9.01.00.0219 QTY:5 WA/-/1/-/-/R/- Scale =.5"/Ft. PUBL I SHED ay Tel (iiss PLATE INSTITUTE, 218) : ) TC LL 25.0 PSF REF R561-- 91128 UNLESS TC DL 7.0 PSF | DATE 02/22/10 BC DL 10.0 PSF | DRW causrs61 10053258 SAY FAILURE TO BUILD THE THUS. BC LL 0.0 PSF | CA-ENG TSB/CWC * 0 (W, K/H, 8S) CALV, STEEL, APPLY” TOT.LD. 42.0 PSF | SEQN- 449856 FUSS COMPONENT DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 17ZJ561_Z16 ( LUVUOZIO-FrARK LUMDCK I|AULUMA -- AAA CUUT UI FURI TUWNOCINU, WA yYOS00 - 1DXI) Top chord 2x4 SPF 2100f-1.8E Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 HF Std/Stud See DWGS A08530050109, GBLLETINO109, & GABRSTO50109 for more requirements. Deflection meets L/240 live and L/180 total psf. MWFRS. load. 85 mph wind, 20.09 ft mean mei anywhere in roof, CAT II, EXP B, ASCE 7-05, CLOSED bldg, Located wind TC DL=4.2 psf, wind BC DL=6.0 load applied per IRC-06 section 301.5. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 3X4= 4-3-12 0-4-13 _L + --18-0-0 a Om. im imal im tml im 1s | im im im] i. tm] 7 _ET {a} OU Uu UO u oO L U U U U [a UO VII/1 1/1 Yi fs J 2X4(A1) = 3X4= 2X4(A1) = ly-4-0! Le 12-0-0 ~L 11-8-12 | kk 23-8-12 Over 2 Supports eel R=97 PLF U=2 PLF W=12-0-0 RL=3/-3 PLF Note: All Plates Are 2X4 Except As Shown. PLT TYP. Wave Design Crit: IRC2006/TPI-2002(STD) FT/RT=20% (0%) /5 (0) R=90 PLF U=1 PLF W=11-8-12 Trus-Way, Inc 360-750-1470 3901 NE 68th St., Vancouver WA **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ** TMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE ITW Building Components Group, Inc. Sacramento, CA 95828 WA COA #1931 IN CONF — WITH TPI1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. WA/-/1/-/-/R/- Scale =.3125"/Ft. Te LL 25.0 PSF | REF R561-- 91129 TC DL 7.0 PSF | DATE 02/22/10 BC DL 10.0 PSF | DRW causrse61 10053259 BC LL 0.0 PSF | CA-ENG TSB/CWC TOT.LD. 42.0 PSF | SEQN- 449846 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 117ZJ561_Z16 { LbUVOZO-FrARK LUMDCK I|LAUUMA -- AAA CUUT UI FURI IUWNOCNUD, WA YyOs00 = I1OXI) Top chord 2x4 SPF 2100f-1.8E 85 mph wind, 20.09 ft mean bgt: ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 SPF 2100f-1.8E anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C, wind reactions based on load applied per IRC-06 section 301.5. MWFRS. Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 4X6= + A=8-12 0-3-12 0-4-13 + = --18 0-0 a 3X4= 3X5= 3X4= 4X6(A1) = 4X6(A2) = ly-4-0! L 6-5-3 LL 5-6-13 LL 5-6-13 = 6-1-15 _| r 8-3-7 I 7-5-2 “TT 8-0-3 L_ 12-0-0 al 11-8-12 ~| lx 23-8-12 Over 2 Supports >| R=1096 U=10 W=5.5" R=1002 RL=36/-36 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.0 , QTY:11 WA/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way, Inc 360-750-1470 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Q __ 3901 NE Obi St, Vancouver WA | fore Lee"Stneer *wine"arSometonia: val"sest) ao wrex (1000, TSS. COUN, OF AMERICA, 0 SI PAC LL 25.0 PSF | REF _R561-- 91130 GTEMSTSE INDICATED Tor CMD’ SMALL IWAE PROPEMLY KYEACIRD STRUCTIBAL PANELS AMD BOTTOM GHOSD SHALL HAVE e TC DL 7.0 PSF | DATE 02/22/10 ——— 5 BC DL 10.0 PSF | DRW causrs61 10053260 ** IMPORTANT * *FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1|TW BUILDING COMPONENTS — , ALPINE COA MG, SLL TO, RESSUE C a OAAATION Ca TH SeatOW MUL CAML To BALD THE THUS b 32 Po| BC LL 0.0 PSF | CA-ENG TSB/CWC i : : : : pan ROMECIBN PLATED ANC. GAME GF BO/LA/1b0h OR.ALSS/N) Rave Nese rnOe 0/08 (Wi. TUN, 98) GALV., STEEL. POLY” NS i TOT.LD. 42.0 PSF | SEQN- 449848 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. por ie Ciemmaenis Cres te, || ee a Ee CGA DECREE Tat i tes oes VONAL ESS DUR.FAC. 1.15 FROM KTC ing omponen' Ss roup, ne. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE eT Giga 8 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 11ZJ561 Z16 ( LUUVOZO-FrARK LUMDCR ILAUUMA -- AAA CUVT UI FURI IUWNOCNU, WA yOS00 —- I/XI) Top chord 2x4 SPF 2100f-1.8E Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 HF Std/Stud psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. MWFRS. Deflection meets L/240 live and L/180 total load. 4Xx6= 85 mph wind, 20.09 ft mean wat ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, B, wind TC DL=4.2 psf, wind BC DL=6.0 1-4-0 6-5-3 i 5-6-13 LL al 5 8-3-7 I 7-5-2 YL Le T~ L- 12-0-0 a IK 24-0-0 Over 2 Supports R=1103 U=10 W=5.5" RL=42/-42 Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5(0) 9.01.00. 02, 9.5m Trus-Way, Inc 360- 750- 1470 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE Obi St, Vancouver WA | Efe 1,858, OULDING me Age MET CSRS ute ls Poe teTeN 2a ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ** TMPORTANT**FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS XC] IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA) AND TP1. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Comneceats - Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 5 Sacramento, CA 9 WA COA “Ast DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. =a] | | R=1103 U=10 W=5.5" Member design based on both MWFRS and C&C, wind reactions based on Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 4-3-12 _ QTY:8 WA/-/1/-/-/R/- Scale =.275"/Ft. Te: LL 25.0 PSF | REF R561-- 91131 TC DL 7.0 PSF | DATE 02/22/10 BC DL 10.0 PSF | DRW causrs61 10053261 BC LL 0.0 PSF | CA-ENG TSB/CWC * TOT.LD. 42.0 PSF | SEQN- 449847 DUR.FAC. 1.15 FROM KTC SPACING 24.0" JREF- 1TZJ561_Z16 ( bUVUOZI-FrARK LUMDCNR I|ALUNMIA -- AAA CUVUT UI FURI IUWNOCIW, WA YOS00 - 1OXZ) . Top chord 2x4 SPF 2100f-1.8E 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 SPF 2100f-1.8E anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud psf. See DWGS A08515050109, GBLLETINO109, & GABRST050109 for more Member design based on both MWFRS and C&C, wind reactions based on requirements. MWFRS Deflection meets L/240 live and L/180 total load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 3X4= an Zn H H d z H 4 4 — ; . —4 3-7-12 4 A 0-3-12 0-3-12 LL A im im im fal ial inl q im at S—- a) u a) u u is) u i) a) i) SS = 9-0-0 TT @ UMMA S/1// Usd YEE T 2X4(A1) = 3X4= 2X4(A1) = L1-4-04 L1-4-04 L 10-0-0 ~|- 10-0-0 _| be 20-0-0 Over 2 Supports >| R=99 PLF U=1 PLF W=10-0-0 R=98 PLF U=1 PLF W=10-0-0 RL=5/-5 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.021@ QTY:1 WA/-/1/-/-/R/- Scale =.34"/Ft. TURAL MOTOLTO, [eames “eenuaie Steere sent Meomaning manta we” ant nae maton hi ) Fic LL 25.0 PSF [ REF R561-- 91132 “9 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA ID TRU: JUNCIL OF AMERICA, 6300 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY. ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL: HAVE TC DL 7.0 PSF | DATE 02/22/10 1 PROPEREY RTTAGED reno cane BC DL 10.0 PSF | DRW causrse1 10053266 ** [MPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS = , ALPINE Sn 1ME, UNL, WOT PE RENTS, FOC AC DEVAL TD THLE SESIOK: MU, PALURE TO, SUILD THE. TRUSS BC LL 0.0 PSF | CA-ENG TSB/CWC CUOECTUR FLATES AME: BADE Or SO/1O/100R, CWAH/SS/K) ASTM ADES GRADE 40/00 (, R/W.SS) GALY. STEEL. APPLY. TOT.LD. 42.0 PSF | SEQN- 449852 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC-3. A SEAL ON THIS. DUR.FAC. 1.15 FROM KTC TOW Taiting Cimon Goo a ae eee a ea Pare eat a ae FAC. 1. WA COA #1931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24 -o* JREF- 1TZJ561_Z16 ( LUUVU0DZO-FrARK LUMDCKR I|AULUMA -- AAA CVUVT UI FUR! IUWNOCINU, Top chord 2x4 SPF 2100f-1.8E Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 HF Std/Stud Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. wWwA YOS0G0 - 1YXZ) 85 mph wind, 15.00 ft mean h anywhere in roof, CAT II, psf. MWFRS. Aa ASCE 7-05, CLOSED bldg, Located , wind TC DL=4.2 psf, wind BC DL=6.0 Member design based on both MWFRS and C&C, wind reactions based on Deflection meets L/240 live and L/180 total load. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. 4Xx6= 2X48 2X42 4 > = — 4 3-7-12 0-3-12 0-3-12 + go T =e _ -0-0 TT! = 5X6 = Ty! 4X4(A2) = 7 4X4(A2) = L1-4-04 L1-4-01 = 5-5-2 aif: 4-6-14 ai: 4-6-13 a 5-5-3 | 10-0-0 | -0-0 | ii: 10-0-0 «xls 0-0 =| < 20-0-0 Over 2 Supports > R=934 W=3.5" R=934 W=3.5" RL=46/-46 Design Crit: 1IRC2006/TPI-2002 (STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.02 QTY:5 WA/-/1/-/-/R/- Scale =.34"/Ft. Trus-Wa' , Inc 360- 750-1470 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. __ 2501 NEGUS, VaMORAWA, | Bry erat Ole raat ate, Meee ag eae we! er Ge nEE™ TC HL 28-0 PSF | REF _R561-- 91133 OTHERWISE INDICATED TOP CHORD SHALL. HAVE PROPERLY” ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL. HAVE Te DL 7.0 PSF | DATE 02/22/10 A PROPERLY ATTACHED RIGID CEILING. BC DL 10 . fe) PSF DRW CAUSR561 10053267 ** IMPORTANT* *FuRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1|TW BUILDING COMPONENTS ALPINE Peete eon Coe ie aceite nee = BC LL 0.0 PSF | CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/10/16GA (W.H/SS/K) ASTM AGS3 GRADE 40/60 (W. R/H,SS) GALV, STEEL. APPLY. TOT.LD. 42.0 PSF | SEQN- 449849 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. OF - 2 SEC.3. A SEAL ON THIS ITW Buildin Com nents Gr u Inc. DRANG INDICATES ACCEPTANCE OF (PROFESSIONAL ENOINEERING RESPONSIBILITY: SOLELY FOR THE TRUSS COMPONENT DUR . FAC . 1 . 1 5 FROM KTC Sacramento, CA 9582 78 P, DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA #1931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1TZJ561_Z16 ( 1UUOZI-FARK LUMDCK IAULUMA -- AAA CUVUT UI FURI IUWNOCNUY, WA YOS00 —- 1 1UXZ) Top chord 2x4 SPF 2100f-1.8E Bot chord 2x4 SPF 2100f-1.8E Webs 2x4 HF Std/Stud Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-06 section 301.5. Deflection meets L/240 live and L/180 total load. 4X6= 85 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss designed for unbalanced snow load, based on Pf=Pg=25.00 psf. => 2X48 2x42 4 -— a = —4 3-7-12 0-3-12 0-3-12 aa Sz frt = a _t-9-0-0 “Ty i> 5X6 [S2 “Ty 4X4(A2) = 4X4(A2) = Le -4-02! - 5-5-2 ~ 4-6-14 al 4-6-14 lL 5-5-2 | t 10-0-0 an 10-0-0 >| _ 10-0-0 <a[l.. 10-0-0 | be 20-0-0 Over 2 Supports >| R=844 W=3.5" R=937 W=3.5" RL=42/-39 Design Crit: 1IRC2006/TPI-2002(STD) PLT TYP. Wave FT/RT=20% (0%) /5 (0) 9.01.00.02 pe QTY:5 WA/-/1/-/-/R/- Scale =.375"/Ft. _ Hace tag SOOO, | aE a ae ae ERT gies er mS Te oe ) TC LL 25.0 PSF | REF R561-- 91134 ., Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCIL OF AMERICA, 6300 GIMERWISE INDICATED TOP CHORD SHALL WAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF | DATE 02/22/10 A PROPER ArTnense ren eens BC DL 10.0 PSF | DRW causrs61 10053268 ** IMPORTANT * *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1TW BUILDING COMPONENTS , ALPINE camur INE, SHALL MOT BE RESEONSIBLE FOR AMY DEVIATION FROM THI, DESIG: AMY, FALLORE TO BUILD THE TRUSS BC LL 0.0 PSF | CA-ENG TSB/CWC* COMECTOR PLATES A, MADE OF 20/10/10GA, (W-H/SS/K) ASTM AGSS GRADE 40/00 (W. K/N,2S) GALV. STEEL. APPLY. TOT.LD. 42.0 PSF | SEQN- 449857 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. <5 Tig Gierpnms fig, tec, | LEER, Satan a ne cre rier ae DUR.FAC. 1.15 FROM KTC Sacramento. CA 95828 P»4MC. | besiGn SHOWN. | THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE WA COA #1931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPAC | NG 24 . 0" JREF- 1TZJ561_Z1 6 0) ECEIVEIN\ 2006 IBC LATERAL Ml wee 298 } sen ANALYSIS ONLY (Seterbs Wa 2605 FOR: REALITY HOMES CITY OF PORT TOWNSEND Fax: (253) 857-7599 PLAN: GARRISON RESIDENCE : ROJECT NUMBER SITE CRITERIA R10.42 roor sow) Speen | ewrosune | estou’ | Setmue | Smecon DATE 25 PSF 85 MPH B D D ll 2.24.10 IS] J ons 2SSS5 ReogSLoG Non2oo ORIGINAL STAMP MUST BE RED TO BE VALID SITE: XXX EDDY CT. PORT TOWNSEND, WA 98368 a. \ » TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW:100625 SINGLE SITE ENGINEERING soln Seat oe eae THIS ENGINEERING IS FOR UNLESS AN ORIGINAL RED 6EAL THE SITE AND CONDITIONS LISTED ABOVE ONLY DO NOT ACCEPT COPY FILECC'. / nn f as Hodge Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks-software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2006 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. Epes! 2B05 11 Imagery Uale tab? 3 of 13 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.125852 Longitude = -122.80419 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa=1.0 ,Fv=1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.295 (Ss, Site Class B) 1.0 0.473 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.125852 Longitude = -122.80419 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa=1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (9) 0.2 1.295 (Ss, Site Class B) 4 of 13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 8.11 Level 1 of 2 81.8 ~ 103.7 103.7 ~ 81.3 81.3 ~ 102.6 102.6 ~ 81.8 0.0 0 0.0 x 7 C&C 14.1/17.4 GY -_— . — ¢ —— %, 3103 7 “> Sb Sp Le @, of N = need % = Ny so v bs PoE & Ba = 4734c-4 vt = — Po w (a) a ' a eg oE———= of Pa “ a n, WD er 2 2 r ° ‘pe C % © % oo. o 2640 B-1 oe a (a) Ww O rom SS a 3 - oO wt aa oO N S- vt *| _ > 1207 Ai Ra ace %, © C&G 1811 17.4 i) ‘) 0.0+¢. 0 0.0 103. 104.4 ~ 139.639.6 ~ 1320@-0~ 103.6 103.6 ~ 1989.0 ~ 137.87.8 ~ 104.4 —+» Factored shearline force (Ibs) tttt Unfactored applied shear load (plf) & Factored holddown force (Ibs) 4%) Unfactored dead load (plf,lbs) ¢-€0' Compééssion forte exists 5' ©—@O0' Uplift wi6ti load (w@Mbs) 25° 30' 35' 40' | Vertical element required —| Applied point load or discontinuous shearline force (Ibs) Feb. 24, 2010 09:33:22 60! 56! 50' 45' 40' 35' 78 . 3 30' 25' MN R R V O U U O O G U T N O O N O 20' I 15' mi l Loads Shown: W; Forces: W + 1.0D. 10' 12 7 . 5 5! 96 . 9 Q' LA H -10' -15' 45' 50' 55' 5 of 13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 8.11 Feb. 24, 2010 09:33:22 Level 2 of 2 60' 55 60. 40¢t oo 40.1 TTTTT TTP TT TTT 60 ; C&C 14.1/17.4 Go Pe < 8S 977 CO a | m © & e 40 v t fon © oO foe] ™ st s 0 ae & 35' =] ra oO oO 1 > bes wa © 30 re) re) oO Pe - oO t t “= 2 25' oO nN - foe) 3 — C-2 “| 3 bo = |e oe CSC Koa ot 20 s ZC C&C14.1/17.4 ZC Zz © wy ULE EEE EEE EEE EEE LEE ] 408 60.1 60.1 60.1 owt? i 10 5! 0! -5' 210" -15' -10' 30' 35° 40' 45' 50' 55' a Factored sheaths force (Ibs) erat? writesteca applied shear load (pif) & Factored holddown force (Ibs) (4%) Unfactored dead load (plf,lbs) *C Compression force exists ©-© Uplift wind load (pif,lbs) | Vertical element required —+|| Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: W + 1.0D. 6 of 13 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.11 LATERAL ANALYSIS Feb. 24, 2010 12:49:39 Project Information COMPANY AND PROJECT INFORMATION Company Project HODGE ENGINEERING 85 MPH 2615 JAHN AVE NE SUITE E-5 EXPOSURE B GIG HARBOR, WA 98335 SEISMIC CATEGORY D (253) -857=7055 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7-05 All heights ASCE 7-05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F >19% >19% 4.00 3.50 Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked i 33.5 = = cal - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shearline force Seismic Materials: Include non-wood contribution Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-05 General analytic method for all bldgs ASCE 7-05 Equivalent lateral force procedure Design Wind Speed 8 5mph Structure Type Regular Exposure Exposure B Design Category D Enclosure Enclosed Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length $1: 0.473g Ss: 1.295g - = = Fundamental Period E-wW N-S Site Location: - T Used 0.166s 0.166s - Approximate Ta 0.166s 0.166s = Maximum T 0.199s 0.199s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.53 7 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS _ Feb. 24, 2010 12:49:39 STORY INFORMATION Structural Data Story Floor/Ceiling Wall Elev [ft] Depth [in] Height [ft] Ceiling 19.50 0.0 Level 2 11.50 10.0 8.00 Level 1 3.00 10.0 8.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y = 0.00 19.50 North Side 30.0 1.00 Extent X,Y = 40.00 26.00 South Side 30.0 1.00 Ridge Y Location, Offset 32'..00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 27.00 7.50 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y = -0.00 0.00 North Gable 90.0 1..:00 Extent X,Y = 20.50 20.00 South Gable 90.0 1.00 Ridge X Location, Offset 10.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 17.50 6.00 West Side 30.0 1.00 Block 3 1 Story N-S Ridge Location X,Y = 21.00 11.00 North Gable 90.0 1.00 Extent X,Y = 19.50 9.00 South Gable 90.0 1,.:0.0 Ridge X Location, Offset 30.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 17.00 5.50 West Side 30.0 1.00 8 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS — Feb. 24, 2010 12:49:39 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp __ Surf Material Thick Orient Size Type Edg ___Fid Bikg Species G Spc | Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 1,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem-Fir 0.43 16 1,2;3 Legend: Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing 9 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS Feb. 24, 2010 12:49:39 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X [ft] Start End [ft] [ft] [ft] Line 1 Level 2 Line 1, Level 2 Seg 1 0.00 19.00 45.00 26.00 26.00 8.00 Wall 1-1 Seg iL 0.00 19.00 45.00 26.00 26.00 - Level 1 Line 1, Level 1 Seg 1, 0.00 0.00 45.00 45.00 45.00 8.00 Wall 1-1 Seg 1 0.00 0.00 45.00 45.00 45.00 = Line 2 Level 2 Line 2, Level 2 NSW 12.00 19.00 21.00 2.00 0.00 8.00 Wall 2-1 NSW 12.00 19.00 21.00 2.00 0.00 Line 3 Level 1 Line 3, Level 1 Seg 2 20.00 0.00 45.00 45.00 11.00 8.00 Wall 3-1 Seg 2 20.00 0.00 11.00 11.00 11.00 7 Line 4 Level 2 Line 4, Level 2 NSW 29..00 19.00 21.00 2.00 0.00 8.00 Wall 4-1 NSW 29.00 19.00 21...00 2.00 0.00 = Line 5 Level 2 Line 5, Level 2 Seg 1 40.00 19.00 45.00 26.00 26.00 8.00 Wall 5-1 Seg 1 40.00 19.00 45.00 26.00 26.00 = Level 1 Line 5, Level 1 Seg 1 40.00 11.00 45.00 34.00 29.00 8.00 Wall 5-1 Seg 1 40.00 11.00 45.00 34.00 29.00 = Opening 1 - - 24.75 29.75 5.00 - 8.00 East-west Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y [ft] Start End [ft] [ft] [ft] Line A Level 1 Line A, Level 1 Seg ny 0.00 0.00 20.00 20.00 6.00 8.00 Wall A-1 Seg 1 0.00 0.00 20.00 20.00 6.00 = Opening 1 - 7 3.00 17.00 14.00 = 8.00 Line B Level 1 Line B, Level 1 Seg 2 11.00 0.00 40.00 40.00 6.50 8.00 Wall B-1 Seg 2 11.00 20.00 40.00 20.00 6.50 - Opening 1 “ = 20.25 26.50 6.25 = 8.00 Opening 2 cal = 29.75 3.6: 75 7.00 = 8.00 Line C Level 2 Line C, Level 2 Seg 1 20.00 0.00 40.00 40.00 26.00 8.00 Wall c-1l Seg 1 19.00 0.00 12.00 12.00 6.00 = Opening 1 “ - 3.50 9.50 6.00 - 8.00 Wall cC-3 Seg 1 19.00 29.00 40.00 11.00 6.00 - Opening 1 - - 32.00 37.00 5.00 ' 8.00 Wall C-2 Seg 1 2100 12.00 29.00 17.00 14.00 = Opening 1 - = 20.75 23.15 3.00 - 8.00 Level 1 Line C, Level 1 Seg 2 21.50 0.00 40.00 40.00 12.00 8.00 Wall cC-1 Seg 2 21.50 0.00 12.00 12.00 12.00 - Line D Level 2 Line D, Level 2 Seg 4 45.00 0.00 40.00 40.00 28.00 8.00 Wall D-1 Seg 1 45.00 0.00 40.00 40.00 28.00 = Opening 1 = - 9.50 13.50 4.00 = 8.00 Opening 2 = = 19.75 23.75 4.00 = 8.00 Opening 3 ~ - 32.25 36,25 4.00 - 8.00 Level 1 Line D, Level 1 Seg L, 45.00 0.00 40.00 40.00 31.00 8.00 Wall D-1 Seg 1 45.00 0.00 40.00 40.00 31.00 - Opening 1 - - 18.50 23.50 5.00 = 8.00 Opening 2 = = 32.00 36.00 4.00 ~ 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full-height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 4 10 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS Feb. 24, 2010 12:49:39 Flexible Diaphragm Wind Design SHEAR RESULTS North-South Ww For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax VIFHS Int Ext Co C_ Total V [Ibs] Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1 2482 = 95.5 339 1.00 Ss 339 8802 0.28 Level 1 Lnl, Levl 1 Both 1 4630 = 102.9 339 1.00 Ss 339 15233 0.30 Line 3 Ln3, Levl 2 Both 1 4240 385.4 385.4 495 1.00 Ss 495 5442 0.78 Line 5 Level 2 Ln5, Lev2 ui Both 1 2482 - §5.5 339 1.00 S 339 8802 0.28 Level 1 Ln5, Levl 1 Both 1 4615 = 159.1 339 1.00 Ss 339 9817 0.47 East-West Ww For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax VIFHS Int Ext Co C_ Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1 1207 201.02 201.2 339 1.00 S$ 339 2031 0.59 Line B LnB, Levl 2 Both 1 2640 406.2 406.2 495 1.00 S 495 3216 0.82 Line C Level 2 Lnc, Lev2 1 Both ul Ad ii - 42.7 339 1.00 S 339 8802 0.13 Wall c-1 1 Both 1 256 42.7 42.7 339 1.00 339 2031 0.13 Wall cC-3 L Both 1 256 42.7 42.7 339 1.00 339 2031 0.13 Wall C-2 1 Both 1 598 42.7 42.7 339 1.00 339 4739 O.513 Level 1 Lnc, Levl 2 Both al; 4734 = 394.5 495 1.00 S 495 5937 0.80 Line D Level 2 LnD, Lev2 1 Both 1 977 - 34.9 339 1.00 S$ 339 9479 0.10 Level 1 LnD, Levl 1 Both i 3103 = 100.1 339 1.00 S 339 10494 0.30 Legend: W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 lowrise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS egn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total" - Combined unit shear capacity inc. perforation factor; V- Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 11 of 13 WoodWorks® Shearwalls LATERAL ANALYSIS Feb. 24, 2010 12:49:39 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear [Ibs] Reliability Factor p Mass [Ibs] [sq.ft] E-W N-S E-W N-S Level 2 23893 1006 4391 4391 ~ = Level 1 33482 1580 3229 3229 - = Structure 57375 - 7621 7621 1.00 1.00 Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.86; Ev = 0.173 D unfactored; 0.121 D factored; total dead load factor: 0.6 - 0.121 =0.479 tension, 1.0 + 0.121 = 1.121 compression. SHEAR RESULTS North-South Ww For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V/IFHS Int Ext Co C__ Total V [Ibs] Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 1537 = §9.1 242 1.00 S 242 6287 0.24 Level 1 Lnl, Levl 1 Both 1.0 130 2271 = 50.5 242 1.00 S 242 10881 0.21 Line 3 Ln3, Levl 2 Both 1.0 1.0 991 90.1 90.1 353 1.00 Ss 353 3887 0.26 Line 5 Level 2 Ln5, Lev2 1 Both 1.0 1.0 1537 = 59.1 242 1.00 S 242 6287 0.24 Level 1 Ln5, Levl 1 Both 1.0 1.0 2072 = 71.5 242 1.00 S 242 7012 0.30 East-West WwW For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V/FHS Int Ext Co C_ Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 75 277 46.2 46.2 181 1.00 S 181 1088 0.25 Line B LnB, Levl 2 Both 1.0 81 620 95.3 95.03, 287 1.00 S 287 1866 0.33 Line C Level 2 LncC, Lev2 1 Both 1:0 63 1567 - 60.3 151 1.00 S 151 5592 0.40 Wall cC-1 1 Both 1.0 63 362 60.3 60.3 LS1 1.00 151. 1118 0.40 Wall cC-3 L Both 1.0 715 362 60.3 60.3 151 1.00 181 1088 0.33 Wall C-2 1 Both 1.0 1.0 844 60.3 60.3 242 1.00 242 3385 0.25 Level 1 Lnc, Levl 2 Both 10 1.50 2403 = 200.2 353 1.00 S 353 4241 0.57 Line D Level 2 LnD, Lev2 1 Both 1.0 94 1507 = 53.08 227 1.00 S 227 6714 0.24 Level 1 LnD, Levl 1 Both LO 1.0 2035 = 65.6 242 1.00 S 242 7496 0.27 Legend: W Grp - Wall group as listed in Materials table; For Dir - force direction, always "both" ; H/W 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; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - 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 H/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 Notes: VI/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 12 of 13 - Hodge use onl Ei oO dge Date of Request | Support # engineering inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support Client Information *Company: *Phone: *Contact: Fax: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: Items with (*) are required. Project Information Description of Problem: Mailing Address: Billing Address: | authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www. hodgeengineering.com Fred Slota From: Alex Angud Sent: Thursday, August 05, 2010 4:49 PM To: Fred Slota Ce: Samantha Trone Subject: BLD10-052 & MIP10-037 (309 Eddy Court) Fred, | heard from Vern that the contractor had replaced the broken concrete curb in Eddy Court. Please proceed with your building final and on your inspection please look at the curb. Once it is fixed my side should be finaled. Thanks... Alex ‘BLD lo —OS2. EKDID -002. City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION Name of Property Owner: VER Mos wT GA BK, Soa, LEC Mailing Address: IA4; 540 @Qbi ne SOT. V1 Wea WR3B6CS Telephone: Property is located in: Addition: WARK Wie) I Block(s): Lot(s): iE Faces/Access is from: = DDY Cove Parcel Number G ie AL ZOZ©|\ (2 Directions to the Property (draw vicinity map on back) If this is anew ADU, has a building permit been applied for? _ Yes No Date: Notes: CDpbYess DSaizg nec CAL PlatT— ADDRESS NUMBER ASSIGNED: 309 EDDY dovet Date of Approval: “f — iF =I6 Scollz apkl, For Department Use Only: Application Fee Received ($3.00): $3 OD Date: 4= 19 = [OC Copy to: 0 Finance Fire Dept 0 Post Office 0 Shenff UO Police O GIS O Public Works ODSD database 0 Assessor’s Office P:\DS D\Formns\Building Forms\Application-Address Number.doc ; 2/5/09 SA G AM I S IV A SI V t 6 XV L AG GD IN A ( G O I E N dO ,0 € e S ) A S AS 27 / 1 3 L0 0 ? 7 0 1 0 0 er r o 6X V L L0 0 ¢ 7 7 0 1 0 0 4S sqqig i Ly lul Va u Y v V NO W W O D Os L6 1 1 ve XV L 00 v v 0 L O 0 0 eL O L ye ' s ' 9 XV L NJ ) 3S SN 5S LO O v v O 1 L 0 0 N LJ 4 Lo | oy Reon A | LiIIdTCS Cc — SHS SL O v v O L 0 O Sis v € ay J Ad s f 4S YJ O Z 1S HI 92 Si e L | . 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Aug 10, 2010 8:48AM No. 3859 Pt BLDIO- OSA i i ; x Reality Homes OMES . sax TRANSMISSION “ 1908 Alevanrler Ave KH. GTRE Tite, WA. 58404 F Offies: 255-926-000 2 Hex Deer ORL : - Him elon i : BATH (foelatting Cover Shere ILL To! . *|EROM — | Lowell Hankel, Sr. Company ; Coupany | Realty Homes, nc. Phdue . Phore 355-526-0111 — - | Fax 3S5-896-0111 . ' Te m a ny e an se e fe a e n e s me e Sb O G - b 2a fz t 2 ) Bu n u n yt oe na e aS oh bd Ol d e OF in a y ‘p a y E e U Y aa d oz “1 5 SD (a t r y e u d z a ) PONSA NEES ONL NEEN x om pe re t > al t SN e Sr e e AS LP Ss es a ae ay ~* ~ . as on e ee Pi g s rt TD ll NN OG og te l BE ee re re yN o D Ap p a go s AM N N I 1 P ss o WO T vw oo si d CN SS C L n e a y D be t bi k | as a r y i e o SU O G B O Y H S I S FE O ) PU R ay e y s ‘j e e p s ; aj q e c i d d e pe a w eo e d s Pe u o g i p u c s Gu l p u n o u n s so u e p i s e d Bu y m M o } o } BY ] Je Pa y P e y s u l PU sl a y Pa y s } Pu s UO R E I T S U ! 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LP SmantSioe Panet Sioing Joint Detans (contunuen) HORIZONTAL BELTLINE JOINTS interior Well ee Header Finish For multl-story bulldings, make provisions at horizontal Joints for Casing “setting” shrinkage of framing, especially when applying siding directly to studs. Code Approved Breathable Water-Reslistive Barrier 3/16" gap Code Approved ————" Flashing Trim Nall fin Insulation Filler [Se BE Siding (4' x8) ——— i \ - = eg oe tot ace COE {do not damage) BANDBOARDOVER {¥ manufacturer’s instructlon PANEL FILLER . 2" x10" band . board Ne B Siding (4' x 6') IN HIGH MOISTURE CONDITIONS, SUCH AS THOSE ASSOCIAT- ED WITH PACIFIC NORTHWEST, IT 1S RECOMMENDED TO AC- CLIMATE THE SIDING AT THE JOB SITE FOR 48 HOURS PRIOR TO INSTALLATION, Stoinc Musr Not Contact Masoney The Loulslana-Pacific Corporation ("LP") LP SmartSide Siding (the “Products”) limited warranty (the “\WWarranty”) applies only to structures on which the Products have been appliad, finished and Stud OR malntalied In accordance with the published application, finishing Bottom plate and malntenance Instructions In effect at the time of application. oo FA SIll plate The fallure to follow such application, finishing or malntenance 7/ Siltplate Instructions will vold tha Warranty as to the portion of the Products pre affected by the variance (the “Affected Products”), Flashing or To os! : LB assumes no [lability for any loss or damage sustalned by the below ~~ a : sill plate a” barrier ~~ Jee B = Affected Products and ls expressly released by the purchaser ot : owner from any such loss or liability. Any modification of the Warranty's appilcation, finishing or maintenance requirements is void and unenforceable uniess approved [n writing prior to application by the Siding Busines: Manager or his designee and a member of the LP Legal Department. Min, t/a" gap (or molsture barrlat) Masonry _ foundation 1 Roor & CyHimney CLEARANCE For a copy of the warranty oF For jnstallation and technical support, visit the LP SmartSide product support Web site at: www. ipcorp/smarts:c=.-—--- or For additional support call 800.450.6106, | Trin WARRANTY REMEDIES ARE NOT AVAILABLE IF REQUIREMENTS ARE NOT FELL SSE. Min. 3/16" space La at felt 4" mln. flashing —Palnt bottom LP S ee Ee edges MAR i JIG T min. MENG Sreeeate TRIM & SIDING clearance from en ro afing © 2007 Loulslante-Paelfie Comporation. AN rights reserved. LP and SmmartSide ara ragtitared bade; of Lowlstana-Pacific Corporation. Printed In U5.8. LPZB0022 Jun 10. 2010 3:50PM Natunc INSTRUCTIONS * Use minimum 6d, corrosion resistant according to ASTM 641, box style nalls for 3/s” and 7/16" panels and minimum 8d for 19/33" panels, » Penetrate studs or studs and wood sheathing a combined minimum of 11/2." 3/a" min. from edge _Allenment bead 5, Nail penetration min. 11/2" Single row of nalfs /8" gap Double row of nalls « For 3/s" panels, double nalfing procedure meets wall bracing requirements and 5/16"shear wall requirements. * For 7/16" and 19/32" panels, single nalling meets wall bracing tequirements. The illustrated double nailing procedure meets 3/a" shear wall requirements. It may be necessary to angle drive the second nall. Seal nalls driven below the surface. * Shear values for panels applied directly to studs shall be no greater than noted In Table 1 of the ICC-ES report ESR-1301. * For application to structural insulated panels (SIPs), consult the SIPs manufacturer's recommendations for appropriate nailing instructions, Do not space the fasteners greater than the span rating located on the back of the panel. CAUTION » 3/7" and 7/16" panels must be Installed on 16" OC framing only, When Installing on 24" OC framing, 19/32" panels are required. * Backside of panel must not come in contact with masonry foundation. * Do not force siding Into place, Maintain the illustrated 1/a” space behind the Jolnt to allow for expansion while the panel equillorates with the local environment, = LP® SmartSide® Panel siding must not be attached by stapling. * Ghserve alignment bead, Install subsequent panel In light contact to the allgnment bead. No. 1277 PP. 9 Application instructions (cont.) Nall a min 3/e"from edge 12" max. field nall spacing " max. perlmeter 6" max. nall spacing perimeter nall spacing Do not let panel clearance contact masonry Masonry CONDITION CORRECTION Snug OK Flush ok @ Visible fiber Paint -__—_—____ Cauntersunk 71/16"-1/8"—— Seal with caulking —— Countersunk more Seal with caulk than 1/8" and renall 4' x &' Uncrooven SHipLap Pane Ife" gap and caullc An 1/6" gap for expansion Is required where siding ends. Caullc joints. HORIZONTAL WALL JOINTS BUTT & FLASH LAP 3/6" min. gap, : 1 a2 Lap top panel Sloped flashing VCP (ealvor aluminum) - an LAPPED HORIZONTAL WALL JOINT Siding Framing (band Jolst, truss chord, ate.) T min, Wall Framing overlap Jun. 10. 2010 3:49PM 1a SMARTSIDE’ TRIM & SIDING [sunvounc pxowecrs GENERAL « At the thne of manufacture, LP's Pracislon Series primed panel siding meets or exceeds the performance standards set forth In ICC-ES acceptance criteria ACC321 and has achleved code recog- nition under the ICC-ES Report ESR-1301, and HUD recognition under HUD-MR-1318. For coples of AC321, contact the ICC-ES at 1-562-699-0543 or go on-line at http://www.lcc-es,org/crite- lafpdf_files/ac321.pdé. For copies of ESR-1301, call LP Cus- tomer Support at 1-800-646-6893 or go on-line at http://www. lcc-es.org/reports/pdt_files/ICC-ES/ESR-1301.pdf. * Apply siding [n a manner that prevents moisture intrusion and water bulldup. * All exposed wood substrate must be primed ard painted fn a manner that prevents molsture Intrusion and water bulldup. STORAGE « Store off the ground, on a flat surface, under a roof or separate waterproof covering. = Keep siding claan and dry. Inspect prior to application. * Allow siding to adjust to atmospheric conditions before ap- plication. Stuo Spacinc * When applying siding directly to framing members or on walls without structural sheathing, space studs no farther apart than the span rating Indicated on the product trademark, * Precision Serjes 3/8” and 7/16" panel siding must be Installed on 16” OC framing only, When Installing on 24” OC framing, Precision Serles 19/32” panel siding is required. MOISTURE * Molsture control and molsture vapor control are critical elements of proper housing deslen. Checle your local bullding codes for ap- plication procedures for handling moisture and molsture vapor in your area. » As with all wood products, do not apply engineered wood siding to a structure having excessive molsture conditions such as drying concrete or plaster. If such conditions exist, the building should be well ventilated to allow It to dry prior to the applica- tion of the siding, » Siding must not be applied to green or crooked structural fram- Ing members. Do not apply siding over rain-scaked or buckled sheathing materials. + Gutters are recommended for control of roof water run off. Vapor Retaroer/VWVEATHER BARRIER + A properly Installed breathable water-resistive barrier is required bahind the siding. + Consult your tocal bullding code for detalls. « LP will assume no responsibility for water penetration. No. 1277 P88 APPLICATION INSTRUCTIONS PRECISION SERIES 3/B"-7/16"-19/32" PRIMED PANEL SIDING INCLUDES PANEL WITH SMARTFINISH aps & SeaLants » Seal all gaps with a high-quality, non-hardening, paintable sealant with a minimum stated service life of 30 years. Follow the sealant manufacturer's instructians for application. Frasuinc, Winoows, Dogrs & Openings * All openings must be properly sealed or flashed In a manner that prevents molsture intrusion or bulldup, Several examples that accomplish this are shown on the following pages, » Siding applied adjacent to porches, patios, walks, etc. must have a clearance of at least 1" above any surface. The surface must be sloped or otherwise designed to provide proper drain- age so the siding is at no time directly exposed to standing water. Trim should be thick enough so the siding does not extend be- yond the face of the trim. «Thm and fascla must be applied In a manner that will not allow moisture Intrusion or water bulldup. LP? SmartSide® Lap siding and LP SmartSide Panel siding are not designed and/or manufactured to be used as trim or fascla. LP SmartSide tem and fascia are avallable in a varlety of dimensions. FINISHING INSTRUCTIONS DO * Priming all exposed wood substrates before painting Is highly recommended, : Palnt all exposed siding surfaces Including drip edges. * Thoroughly paint the bottom edges of siding especially all cut ends next to the roof IIne. « Apply palnt as soon as possible and within 180 days of application. + Follow the coating manufacturer's application and malntenance Instructions. * High-quallty acrylic latex paint, specially formulated for use an wood and engineered wood substrates, Is highly racom- mended. Semi-gioss or satin finish olf or alkyd palnts are acceptable. Far flat alkyd palnt, please check with the coating manufacturers for their recommendations for use on compos- Ite wood siding. ; NOT RECOMMENDED: « Semi-transparent stain, « Shale and shingle paints. » Vinyl-based resin formulas such as vinyl acetate, PVA, vinyl acetate/acrylic copolymer paints. Jun. 10. 2010 3:49PM No. 1277 Bo Page 6 of.6 ESR-1301 APA THE ENGINEERED WwodD ag viol TION ‘Panel Grade —* RATED: SIDING ~ SHEATHING Spat Ruling ———s1 60C "716 INCH 4 Thicknéss Exposure. Durability. SIZED FOR SPACING Classification TH EXTERIOR 000 ——— 4 —— Mill ID No. Code Report —» ESR-1301 MR 1318 «— HUD Material Release Canadian Listing §=—*. come. 141826 L FIGURE 3—SAMPLE PANEL STAMP Jun 10, 2010 3:49PM No. 1277 OP. 6 Page § of ESR-1301 Spin'Ratihy Exposure Durability _ Classification fo Thicknes / Kone Sidiog. Woe Minch, LAPL ENT, APA 05 ESR-130] COME 11925, MR-DITE “Roted Siding Teor. inch. Lath EXT Alt 608 .ESR-1301, COME 110266 MREME Applied the No. Cole. “Canadian. eu emus cof th Hen | Reports 48M Agamerial me Release. D9 ee e we e oy en oe et mn oe , tee el he eee Aliermative — ( - tpted Rated Siding -Y8IN' 160 aie back of =) LAP-EXT-APA 000 ESR-1301 the siding COME 11836L = MR-13 18 , FIGURE 2—SAMPLE LAP S{0/ING STAMP Jun 10. 2010 3:49PM No. 1277 PL 5 Page 4 of 6 ESR-1301 TABLE 2—LAP SIDING - MAXIMUM ALLOWABLE TRANSVERSE WIND LOAD‘ MINIMUM SIDING MAXIMUM WALL SIDING MAXIMUM MAXIMUM WIND SPEED (mph) (1BC & IRC} THICKNESS STUD SPACING? WIDTH ALLOWABLE LOAD Wind Exposure Category (inch) (inches) (inches) (psi 5 c D 6 a0 170 145 130 ¥, 16 8 6a 150 430 120 12 40 420 106 90 8 80 170 145 430 16 8 63 150 430 120 % 12 40 120 105 90 8 58 445 426 110 24 8 42 125 105 700 12 27 100 B5 = For Sk 1 inch = 25.4 mm, 1 psI = 47.88 Pa, 1 mph = 1.6 kph. ‘One fasiener per élad located '/, inch from the lop edge of Ihe siding. Fastener must have ¢ minimum head diameter of 0.297 Inch, a minimum shaft diameter of 0.113 inch end a minimum length of 2.5 Inches (8d box nall). Wall sluds must have & minimum specific gravily of 0.42. *Thrae-second-gust; based on a building height of 40 feel, Zone &, and an Importance factor of 1.0 In accordance wilh ASCE 7 Section 6.4.2.2 (Componant and Cladding) and [RG Section RIO1.2,1. TABLE J—PANEL SIDING - MAXIMUM ALLOWABLE TRANSVERSE WIND LOAD MINIMUM SIDING MAXIMUM WALL FASTENER SPAGING' MAXIMUM MAXIMUM WIND SPEED? {mph) THICKNESS STUD SPACING? (Inches o.c.) ALLOWABLE LOAD {IBC & IRC) {inch) (inches) Edges Fletd (pet) Wind Exposure Catagory B c D %, 16 6 12 38 110 100 90 6 76 160 140 130 24 6 12 25 90 = — 6 50 130 110 105 For Sk: 1 inch = 25.4 mm, 1 psf = 47.86 Pa, { mph = 1.6 kph. ‘Fastener must have a minimum head diameter of 0,287 inch, a minimum shafi diameter of 0,113 Inch and a minimum length of 2.5 Inches (8d box nail), “Wall sluds must hava a minimum spaciiic gravity of 0.42. *Three-second-gusl; basad on a buliding height of 40 feet, Zone 6, and an Importance factor of 1.0 1 accordance with ASCE 7 Section 6.4.2.2 (Components and Cladding) and IRC Section R301.2.1. 7 TB, th 1132" 392” Self-Allgning Profile FIGURE 1—SELF-ALIGNING LAP SIDING PROFILE Jun. 10. 2070 3:48PM No. 1277 P. 4 Pago 3 of 6 ESR-1301 4. Mill number. 4, Span rating. 2. The evaluation report number (ESR-1301). 5. Panel thickness (In fractions of an Inch). 3. Grade/exposure. TABLE 1—ALLOWABLE RACKING SHEAR (pli) FOR LP SmartSide® Precision PANEL SIDING—SHEATHING SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE FOR WIND OR SEISMIC LOADING**? MINIMUM NOMINAL MINIMUM PANELS APPLIED DIRECTLY TO FRAMING PANEL THICKNESS | NAIL PENETRATIONIN | Wali Size {Common or Nall Spacing at Pana! Edges (Inch) FRAMING (Inches) Galvanized (inches) Box) 6 4 3 2 7, 4 ” 180 270 360 450 7, 4 200 300 300 610 mt) 4 - 220 320 410 530 iF 2 240 350 450 585 hee 1%, 10d 340 610 685" 870 For 1: 14 Inch = 25.4 mm, 7 pif= 14.6 Nim, ‘For framing of othar spaces: (a) Find spaciic gravity for spacies of lumber in AF & PA National Design Specificatlon; (b) find shear value from table for nalls size; c) muliply value by 0.82 for species with specific gravity greater (han or equal lo 0.42 bul less [han 0.49, or 0.65 for species with specific gravily less than 0.42. 7All panel edges must be backed with 24nch nominal or wider framing. Panels must be Installed wilh the long dimansion orlantad In the variical direction. Space nails 6 Inches o.c. along intermediate framing members for */,-inch and ’/,.-Inch panels Installed on siuds spaced 24 inches 0.6, For other condillons and panel thicknasses, space nallg 12 inches 0.0. on intermediale supports. *The values are for shart-tarm toads due to wind or earihquake and must be reduced by 26 perceni for normal loading. “Framing al panel adgas must be 3 Inchas nomine! or wider and mails musl be slaggered where nalls are spacad 2 Inches o.c., and where 10d nels having penetration into framing of mere than 1°/, inches are spaced 3 Inches, or lass, o.c. Excaptlon: Untess otherwise required, 2-4inch nominal framing may ba used where full natllng surface is available and nails are slaggered. *Excapt as noted In Footnote 7, panel thickness al point of nalling at panel edges delermines applicable shear values, except that */,-inch-thick panels nallad al shiplap adges use °/,,-inch sheer values, and '/,,.- and ",-Inch-thick panel sidings nalled at shiplap edaes use */,-inch shear values. *Shiplap edges must ba doubia-natied; one nail must be placed in the underlap and a second nall must be placed in the overlap at the nail spacing specified for the applicable shear value. . bee Must not be Installed In panel siding groovee in the field of the panel siding or whan the panel siding grooves occur at cul edges of the panel siding. Jun. 10. 2010 3:48PM Page 2 of 6 No. 1277 =P. 3 ESR-1301 accordance with IBC Section 2308.9.3, IRC Section R602.10, BNBC Section 2305.9, SBC Section 2308.2, and UBC Section 2320.11.3 as an exterior siding suitable for long-term exposure to weather or conditions of similar severity. In addilion to the intended application for Exterior Rated Siding, Exterior Rated Siding—Sheathing Is Intended to be installed In applications in accordance wilh IBC Table 2306.4.1, BNBC Table 2306.4.6.2, SBC Table 2310.2B, and UBC Table 23-II-1-1. 4.0 INSTALLATION 4.1 General: LP SmartSide® Precision Lap Siding and LP SmanSide® Precision Panel Siding must be Installed in accordance with the manufacturer's published Installation Instructions (titled Application Instructions LP SmartSide® Precision Lap LP SmartSide® Precision Pane! Siding) and this report. In the event of conflicts, this report governs. A copy of the manufacturer's Installation Instructions must be on the Jobsite at all limes during installation. LP SmartSide® Precision Lap Siding and LP SmartSide® Pracision Panel Siding must be installed wilh an approved water-realstive barrier as required by the applicable code. Opanings in, penatralions through, and terminations of the LP SmartSide® Precision Lap Siding and LP SmartSide® Precision Panel Siding are outside the scope of this report and must be specifically approved by the code officlal In accordance wilh the applicable code, Unless otherwise noted in this report, fasteners and fastener spacing musl be as nofed in tha applicable code. 4.2 LP SmartSide* Precision Lap Siding: LP SmartSide® Precision Lap Siding must be attached to framing members spaced a maximum of 16 inches (406 mm) on center for*/,-Inch-thick siding and a maximum of 24 Inches (610 mm) on center for ’/,,-inch-thick siding; Self-aligning LP SmartSide® Precision Lap Siding is Installed with nalls placed at the top of the LP SmartSide® Precision Lap Siding, '/, inch (13 mm) down from the upper edge. Each successive course of lap siding must rast on Ihe back rabbat and must self-allgn at an overlap of he Inch (21 mm). Nalls must be of sufficient length to penetrate a minimum of 1'/, inches (38 mm) through the sheathing and Into framing al aach stud location. 4.3 LP SmartSIde® Precision Panel Siding: LP SmartSide® Precision Panel Siding must be installed either directly to framing mambers. LP SmartSide® Precision Panel Siding must be installed with its long dimension oriented vertically. When LP SmartSide® Precision Panel Siding is applied directly to the framing, the maximum spacing of the framing must be consistent wilh the span raling of ihe LP SmartSide Precision Panel Siding, which is identified on the panel's label. Allowable loads for shearwalls sheathed wilh LP SmartSide® Precision Panel Slding—Sheathing are noted in Table 1 and are applicable only when installation is directly to framing members. Four-foot-by-8-foot (1219 mm by 2438 mm) LP SmartSide® Precision Panel Siding—Sheathing Installed vertically, directly fo framing, with a single row of nails penetrating Doth laps, spaced 6 Inches on center at panel edges and 12 Inches (305 mm) on center at intermediate supporis, is an alternative fo the wall bracing requirements for conventional wood frame construction specified in the applicable code for applications not requiring structural analysis. Minimurn coverage area must be as set forth by the applicable code for structural wood panels. Shear values for panels applied directly to studs must be no greater than those noted in Table 1. All LP SmartSide® Precision Panel Siding joints must occur at framing members and must be protecled wilh a continuous wood batt, approved caulking, flashing, or vertical or horizontal shiplap, or olherwise made waterproof. 44 Transverse Wind Loads: Maximum allowable transverse wind loads for LP SmartSide® Precision Lap Siding and LP SmartSide® Precision Panel Siding are as noted in Tables 2 and 3. 5.0 CONDITIONS OF USE The LP SmartSide® Precision Lap Siding and LP SmartSide® Pracision Panel Siding described In this report comply with, or aré suilable alternalives to what is specified in, (hose codes listed In Section 1.0 of this report, subject to the following conditions: 5.1 LP SmartSide® Precision Lap Siding must not be used as an altemative to bracing requirements specified in Ihe applicable code. 6.2 LP SmartSide® Precision Panel Siding—Sheathing, when Installed as set forth In this report, may be used as an allarnalive to bracing requirements specified In Sectlon 2308.9 of the IBC; Sectlon R602.10 of the IRC; Seclion 2305.13 of ihe BNBC; Section 2308.2 of the SBC; and Seclion 2320 of the UBC. 6.3 In areas where seismic analysis Is required by the applicable code, the applicable code requirements for wood structural panel shear walls must be consulted for additional datailing requirements, restrictions concerning certain usages, requived modificalions to the allowable -shear loads tabulated In this report, and addillenal Inspection requirements. 6.4 LP SmartSide® Precision Lap Siding and LP SmariSide® Precision Panel Siding must not be installed in contact wilh masonry. 6.6 LP SmartSide® Lap Siding and LP SmariSide® Precision Pane! Siding must be Installed with a minimum 6 Inches (152 mm) of clearance from finished grade, 5.6 When field cuts are made to LP SmartSide® Precision Lap Siding and LP SmartSide® Precision Panel Siding, all exposed surfaces must ba finished according lo the paint or caulk/sealant manufacturers’ specifications. 6.7 LP SmartSide® Precision Lap Siding and LP SmariSide* Precision Panel Siding are manufactured by Loulsiana- Pacific Corporation in Hayward, Wisconsin (Mill No. 357); Newberry, Michigan (Mill No. 416); : Tomahawk, Wiaconsin (Mili No. 435); and Two Harbors, Minnesota {Mill No, 399); under a quality control program with Inspections by APA—The Engineered Wood Association (AA-649). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criferla for Trealed-enginéered-wood Siding (AC321), dated October 2005. 7.0 IDENTIFICATION LP SmartSide® Precision Lap Siding and LP SmariSide® Precision Panel Siding must be labeled with the product designation and the name of the manufacturer (Louistana- Pacific Corp.); and bear the stamp of the Inspection agency, APA—The Engineered Wood Associalion (AA-649). See Figure 1. The stamp shall contain the following information: Jun. 10. 2010 3:47PM ES Report” No. 1277 P. 2 ESR-1301 Reissued February 1, 2008 This report is subject fo re-examination in fwo years. IGC Evaluation Service, Inc. Wwww.ic¢c-es5.0rg Business/Reyglonal Office ® 6300 Workman Mil Road, Whillier, Califomta 90601 = (582) 69940543 Regional Office = 900 Montclair Road, Sule A, Bimingham, Alabama 55215 = (205) 699-9800 Reglonal Office = 4051 West Flossmoor Road, Country Club Hills, Iiinols 60476 m (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section; 06160—Shaathing DIVISION: 07—THERMAL AND MOISTURE PROTECTION Section; 07460—Siding REPORT HOLDER: LOUISIANA-PACIFIC CORPORATION 414 UNION STREET, SUITE 2000 NASHVILLE, TENNESSEE 37218 (800) 620-0326 www.LPcorp.com marketing.center@lpcorp.com EVALUATION SUBJECT: LP SMARTSIDE® PRECISION LAP SIDING AND LP SMARTSIDE® PRECISION PANEL SIDING 1.0 EVALUATION SCOPE Compliance with the following codes: & 2006 International Building Code® (IBC) = 2006 Intemational Residential Code® (IBC) 8 2003 Infernational Building Code® (IBC) & 2003 Intemational Residential Code® (IRC) = BOCA® National Building Code/1999 (BNBC) # 1999 Standard Building Code® (SBC) = 1997 Uniform Building Code™ (UBC) Properties evaluated: = Exterior siding = Structural 2.0 USES LP SmarlSide® Precision Lap Siding and LP SmartSide” Precision Panel Sliding are used as exterior wall covering materials on buildings where combustible materials are permitted. LP SmertSlde® Precision Panel Siding may be usad as a bracing method for conventional wood-framed walls as an alternative to those specified In IBC Section 2308.9.3, [RC Section R602,10, BNBC Section 2305.9, SBC Section 2310.2B and UBC Table 23-I1-1-1. LP SmartSide® Precision Panel Siding may be used as sheathing for wood structural panel shear walls having allowable shear loads specified for PS2-compliant wood- based sheathing in accordance wilh IBC Table 2306.4.1, BNB8C Table 2306.4.6.2, SBC Table 2310.2B and UBC Table 23-11-1-1. 4.0 DESCRIPTION 3.1 Goaneral; LP SmartSide® Precision Lap Siding and LP SmartSide® Precision Panel Siding are engineered-wood exterior wall covering materials that are sullable for long-term exposure (o weather or condilions of similar severity, when fastened to verllcal supports or approved nailable wood substrates in accordance wilh their span ratings and this evaluation report. The lap skiing and panel siding products consist of a mat- formed wood substrate preservatively treated with zinc borate In accordance wilh AWPA Standard T1, and a resin- impregnated overlay material bonded to the face of the lap and panel siding producis intended to be exposed lo the weather. Additionally, all panel and lap siding edges are factory-sealad with a sealer in accordance with the approved quailty control manual. 3.2 LP SmartStde® Precision Lap Siding: LP SmartSide® Precision Lap Siding Is avaliable In widths of 6, 8 and 12 inches (152, 203 and 305 mm); thicknesses of 7/, and ’/,, Inches (10 and 11 mm); and lengths of 16 feet (4877 mm). The 8-inch-wide (203 mm), ’/,,-Inch-thick (14 mm) lap siding [s also avallable with an optional self-alignment edge (Figure 1). 3.3. LP SmartSide® Precision Panel Siding: LP SmariSide® Precision Panel Siding is 4 feet (1219 mm) wide and 4, 6, 7, 8, 9 or 10 feet (1219, 1829, 2134, 2438, 2743 or 3048 mm) in length. LP SmartSide® Precision Panel Siding Is avallable In */,-, 7/,.=, and ™,,-inch (10, 11, and 15 ™mm) thicknesses. The */,-Inch- thick (10 mm) panel has grooves spaced at 8 inches (203 mm), with a minimum thickness at the grooves of 0.164 Inch (4 mm) and a minimum thickness at (he shiplap of 0.136 inch (4 mm). The 7/,,-inch- thick (15 mm) panel has grooves spaced al 4 or 8 inches (102 or 203 mm), wilh a minimum thickness al the grooves of 0.235 Inch (6 mm) and a minimum thickness at the shiplap of 0.150 inch (4 mm). The "/,.- Inch-thick (15 mm) panel has grooves spaced at 4 or & inches (102 or 203 mm), with a minimum thickness al the grooves of 0.311 Inch (8 mm) and a minimum shiplap thickness of 0.194 inch (5 mm). LP SmartSide® Precision Panel Siding is classified as Exterior Raled Siding or Exterior Rated Siding—Sheathing. The classification is noted in the label on the panel. Exterior Rated Siding is intended to be Installed In applications in ES Rerorts= are not so be construed as representing westhelics or any other otiribwies not specifically addressed, nor ore they to be consirved as on endorsement of ths subject of the report or a recommendation for its use. There is no warranty by ICC Byoli or other monier in this report, or ax fo any product covered by the report. Copyright © 2008 ton Service, Inc., express or implied, as to any finding Me nortan reo Page 1 OF6 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-052 Permit Type Residential - Single Family - New Project Name NEW SFR W/ATTACHED GARAGE Site Address 309 EDDY COURT Parcel # 964202016 Project Description New SFR W/ATTACHED GARAGE Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Vernon | Garrison Llc (360) 379-0548 Owner Vernon I Garrison Llc (360) 379-0548 Contractor Owner Builder O- STATE exempt 12/31/2010 *** SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owngr of;the property or authorized agent of the re, Ll / Cc Print Name JE MAK) SL ORL Lt j Date Issued: 04/19/2010 (? ssued By: SFOSTER Signatur Date f /{ Date Expires: 10/16/2010 BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-052 Permit Type Residential - Single Family - New Project Name © NEW SFR W/ATTACHED GARAGE Site Address 309 EDDY COURT Parcel # 964202016 Project Description New SFR W/ATTACHED GARAGE Fee Information Project Details Project Valuation $211,701.98 Dwellings — Type V Wood Frame 2,114 SQFT Bnergy Code Fee - New Single 100.00 Private Garages — Wood Frame 420 SQFT Family Unit Units: Heat Type: ELECTRIC BBH Plan Review Fee 1,053.62 Bedrooms: 5 Construction Type: V - B Mechanical Permit Fee per Dwelling 150.00 Bathrooms: 2.5 Occupancy Type: R-3 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 Building Permit Fee 1,620.95 State Building Code Council Fee 4.50 Technology Fee for Building Permit 32.42 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Latecomer for Ham Hghts 564.20 Latecomers Admin. Fee HH 56.42 Total Fees $ 3,745.11 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 04/19/2010 Issued By: SFOSTER Date Expires: 10/16/2010 Signature Date BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-052 Permit Type Residential - Single Family - New Project Name NEW SFR W/ATTACHED GARAGE Site Address 309 EDDY COURT Parcel # 964202016 Project Description New SFR W/ATTACHED GARAGE Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. This property, Lot 6 in the Parkview Addition Short Plat No.2, is subject to the Covenants and Declarations affecting all lots within this Short Plat (Section C of document recorded 1/12/07 under Jefferson County Auditor's File Number 519431): a) no high-intensity exterior lighting shall be installed. The illumination intensity shall be kept to a minimum and all lighting fixtures shall be shielded and pointed downward. b) The lot is subject to the Tree Conservation Plan (see Item 20 below). c) All stormwater created by impervious surfaces shall be managed on the individual lot where it is created in accordance with the 2005 Western Washington Stormwater Manual. 30. The applicant shall sign a Tree Conservation Affidavit Form. All trees indicated for retention on the submitted site plan shall be protected. These measures include surrounding retained trees with staked orange snow fencing at an appropriate distance from the tree base prior to; and, bark mulch dispersed both inside and outside of the snow fencing next to the trees closest to the excavation work (on bare ground at the base of retained trees up to 4” in depth; up to 6” in depth outside of the snow fencing). On the submitted site plan the applicant proposes to retain at least 2 trees on the south portion of the property - a 16" diameter (2 tree units) and a 30" diameter (3 tree units). Retained trees total 5 tree units . Per PTMC 19.06.120(D)(1), a minmum of 30 tree units per 40,000 square feet are required to be protected and/or planted, or 4 tree units for 5,000 square feet. Trees to be retained on the site plan exceed this amount. 40. Hours of construction are limited to 7:00 a.m. to 5:30 p.m. Monday through Friday; prohibited on weekends and national holidays. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Date Issued: 04/19/2010 Issued By: SFOSTER Signature Date Date Expires: 10/16/2010 Print Name 1D) EGelVE 5 Say OF PORT TON ASEND: : DSP De vatopenent Services .. 250 Madison Street, s te 3 Port Townsend WA: 98368 "Phone: 360- 379 p06. ; Residential Building Permit Application Project Address: | Legal Description (or Tax#) nu TT ? Of b 7 OY Cov Addition: DA¢View! ZF Zoning: 2. Block: AS er pler 1 | & Parcel# CIA vii Ze2 C/léE Lot(s): gz 5 Project Description: SFR Wlatached ZarAae | Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. payee Owner/Applicant: Building Information (square feet): Name: BLL 15 SA LEC 1* floor Garage: a L441 ge:__ 4 Address: L om Tees SD wre ¥ S&T GbIE 2” floor BS Carport: —§ ———_ Vv i City/St/Zip: 7 DCT Toartend be Pe 3” floor Other: 4 Phone: Email: \/BL@ ASCE LP ERd Roy: Tene Basement a y Contact/Repres tive: Finished: Unfinished: Name: VP ZreEen— Ce NE 6 aA——— Decks / Porches 6@ FT Phone: 3Ge 277 Clove ; Covered: Uncovered Email: YELL CKhlLE eed, Caer. Heat Type: @Le&e<7 ~ Electric — Heat Pump Other Contractor: t- Same as Owner — Name: x VG Total: #Bedrooms C #Bathrooms y. <a ) a Address: City/St/Zip: Size of lot GCC _ Square feet Ph Total Lot Coverage (Building Footprint):* one: Email Square feet: 2/GY % YD? il: / . Impervious Surface:* State License #: Exp: Square feet: Z Zz 4 *Total existing & proposed City Business License #: A Lender Information: What year was the structure built? V/ a Lender information must be provided for projects over $5,000 in valuatiop’per RCW 19.27.095. Name: AL A Any known wetlands on the property? Y Project Valuation: § SFO Oace Any steep slopes (>15%)? OO? Ww O If work includes demolition, see Page 2. N 0 | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activities associated with wen will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: [eevor ov )4 F Lo a LBM oS Date: 2hfve Page 1 of 2 - 1/4/2010 -OVER- RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: OA site plan showing: 1. 2: 3. 4 5 6. 7. 8 9. 1 Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the sper lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location 0. Delineated critical areas boundaries and buffers 0 Foundation plan: 4s 2. 3. 4. 5. Footings and foundation walls Post and beam sizes and spans Floor joist size and layout Holdowns Foundation venting 0 Floor plan: OW OO S OO ON = 2 SO on e ON = Room use and dimensions Braced wall panel locations Smoke detector locations Attic access Plumbing and mechanical fixtures Occupancy separation between dwelling and garage (if applicable) Window, skylight, and door locations, including escape windows and safety glazing | section: Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wall sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation 0 Exterior elevations (all four) with existing slope of the land in relation to all proposed structures 0 If architecturally designed, one set of plans must have an original signature 0 If engineered, one set of plans must have one original signature O For new dwelling construction, Street & Utility or Minor Improvement application If you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 1/4/2010 -OVER- SN \' / LEGAL DESCRIPTION: LOT 6, PARVIEW ADDITION SHORT PLAT 2 79 43 APN 964 202 016 he 4 | SAVE EX. Tree SE % SEC 4, T30N,RIW,W.M. ight L 1 —S picayio CMPICAL PROPERTY OWNER: S, 6 45° VERNON |. GARRISON LLC \ 1430 QUINCY STREET PORT TOWNSEND, WA 98368 ie VENS RIDGE SO 5 360-379-0548 99 EDD TH YC 99 OUR / BUILDING AREAS: | 6 Fr LOT AREA........ 5000 SFT 1-20" RESIDENCE ..... 1587 SFT LOT COVERAGE ..... 31.7 % IMPERVIOUS AREAS _ ror ROOF AREA ou... 1824 SFT * S DRIVEWAY ....... 360 S TOTAL. cece. 2184 SFT 99 Nt ‘6 = Ight Line Typical) RO : RII ZONE ve MAR -2 2010 - SAVE EX. TREES CITY OF PORT TOWNSEND (TYPICAL) NEW SINGLE FAMILY oxehee! RESIDENCE 309 EDDY CUURT artnet. Port Townsend, WA CIVIL ENGINEERS i: & SURVEYORS NT 4 C L PORT TOWNSEND, WA 98368 — SAVE EX. TREES (360) 385-0398 (TYPICAL) FEBRUARY 22, 2010 ; 4 “ ANDERSON Development Services Tree Conservation Affidavit Form BUILDING PERMIT/SITE DEVELOPMENT PERMIT NO. GR DIO —(02 THIS PERMIT AUTHORIZES | / (Gana Caensiy) V TOBEGINWORK IN Pack view #2 Short Platt 6 SUBDIVISION AND/OR AT THE FOLLOWING ADDRESS 307 Eddi, Couct THE AUTHORIZED PERSON ACKNOWLEDGES THAT HE/SHE IS RESPONSIBLE FOR TAKING ADEQUATE STEPS TO: 1. Protect the tree retention areas on this lot as identified in the tree conservation plan (normally the front, rear, and or side yard areas) in accordance with the standards of Chapter 19.06 — Tree Conservation. 2. Field locate, mark, and protect all tree conservation areas on the site during construction. Marking shall consist of tape, ribbon, or tags attached to the retained trees and protective fencing secured by posts set at least 12” into the ground installed in accordance with the requirements of 19.06.150. All tree identification and fencing shall be installed prior to site development and construction and shall remain and be maintained until home construction is 100% completed. ~ 3. Install any trees on the lot required by the approved tree conservation plan. FAILURE TO COMPLY WITH THESE REQUIREMENTS WILL RESULT IN THE ISSUANCE OF A STOP WORK ORDER OR OTHER CITATIONS. EFFECTIVE THIS Z4[_ vavorft pice 20.0 NOTE: DISPLAY THIS PERMIT AT THE MAIN POINT OF ACCESS AND VISIBLE FROM THE STREET. (Ord. 2837 § 1, 2003). Paae 1 of 1 BLD lo —OS MIP lo —03°7 EFKDID -O0z-. City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION Name of Property Owner: VER INGey 7~ CGA RE, SOKL L_[_ Cc Mailing Address: IN 3Ze Quincy ST. VT WA WL3és Telephone: Property is located in: Addition: VAR Deu) LI Block(s): EDDY CovrT IG“LZOZ OG Lot(s): C Faces/Access is from: Parcel Number Directions to the Property (draw vicinity map on back) If this is anew ADU, has a building permit been applied for? ___ Yes ___No Date: HpbVess bSsaigéned in PLAT Notes: ADDRESS NUMBER ASSIGNED: 309 EDDY dovet “t-|1P-lo Sceatly ail, Date of Approval: For Department Use Only: Application Fee Received ($3.00): 3 OD Date: YH ~ 19 - [O Copy to: 0 Finance O) Fire Dept 0 Post Office O) Sheriff O) Police O GIS O Public Works -ODSD database _ OU Assessor’s Office PDS D\Forms\Building Forms\Application-Address Number.doc ; 2/5/09 SA A AM I S /W V A DS IV e ; el 9 el | y ; 6 XV L AG GO IN A ( O 9 E N Pi m eR a AO ,0 € € S ) A 4 S 3S 27 / 3 ¢ Zh , 2 . S ; LO 0 v P 0 L 0 0 a) : 5] 9 "| TS SN N V T 5 7 by | ol ao } fF 5 OL A i \t t \ Va Y v V NO W W O D er y 0 6 XV L L0 0 ¢ > 0 1 0 0 ° ° : 8 2 16 ' L . 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Fi e l d ve r i Po r t To w n s e n d an d it s em p l o y e e s fr o m an y li a b i l i t y ba s e d on us e r ' s us e of ma p in f o r m a t i o n . Receipt Number: BLD10-052 964202016 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-052 964202016 Plan Review Fee $1,053.62 $1,053.62 $0.00 BLD10-052 964202016 Mechanical Permit Fee per Dwelling U! $150.00 $150.00 $0.00 BLD10-052 964202016 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD10-052 964202016 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-052 964202016 Building Permit Fee $1,620.95 $1,620.95 $0.00 BLD10-052 964202016 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-052 964202016 Technology Fee for Building Permit $32.42 $32.42 $0.00 BLD10-052 964202016 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-052 964202016 Site Address Fee $3.00 $3.00 $0.00 BLD10-052 964202016 Latecomer for Ham Hghts $564.20 $564.20 $0.00 BLD10-052 964202016 Latecomers Admin. Fee HH $56.42 $56.42 $0.00 Total: $3,595.11 10-0243 03/02/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-052 CHECK 2021 $ 3,595.11 Total: $3,595.11 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-052 964202016 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1