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Home My WebLink About18911 42ND DR NE_BLD20120123_2026 BUILDING INSPECTION REPORT GtCY pA Permit No. Address: Za/ y2u4'ew Contractor: hytfl Owner: L]~¢ Date: _ /Ilql/� — ® APPROVAL PARTIAL APPROVAL ® VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-43"674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: oG! Date: ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical 19 Grid ® Struct. Slab ® Wood Stove ® Rough-in Anal ® Masonry ® Drainage ® Insulation 0 Other: '4C) 1 —9 BUILDING INSPECTION REPORT C Get Y Gl, Permit No. � - EI Z.� --- Z1 J Address: �.� o Contractor: Q N G� Owner: ` " Date: '�j ® APPROVAL [WPARTIAL APPROVAL ® VIOLATION C] CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before � OCR / tiJc Inspector: Date-3 ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ® Shear Nailing ® Groundwork ® Mechanical ® Grid ® $truct. Slab ® Wood Stove ® Rough-in final ® Masonry ® Drainage ® Insulation 0 Other: BUILDING INSPECTION REPORT G1T Y f Permit No. Z-2-e5�1 Z 7 Address: Zafz y� �� xz' Contractor: ,�/� NG Owner: ¢ Date: / 3 ® APPROVAL PARTIAL APPROVAL VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before��iQ/�1�if Inspector: G'Cz"6 Date: ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove o Rough-in Ainal ® Masonry ® Drainage ® Insulation ® Other: W BUILDING INSPECTION REPORT C Y �� Permit No. ��' Address: �89 It 41 1�Y '� o Contractor: �c�-in� o✓i �nS�cucfib✓t "rNtC Owner: J s teAtc,1oprnen-,�- ?) Slyxtn o� Date: ® APPROVAL © PARTIAL APPROVAL ® VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: aA&S ® Under-floor ® Framing )9f Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ®Drainage ® Insulation ® Other: I BUILDING INSPECTION REPORT Or Y pA Permit No. 12- O l Z"-�, Address: I go I �� n ✓ Contractor:�C �� Su�f;c✓� NG Owner:- 4-S �e�e��:�rnes�� i�t�.n S x, ccf Date: :;� - /5 - ! APPROVAL PARTIAL APPROVAL ® VIOLATION 5CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: z? zls113 1 ® Under-floor ® Framing >6 Gas Piping 1 ® Footing Ell Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: BUILDING INSPECTION REPORT G�TY p� Permit No. G_3 Address: ��Ve-'L ZM Contractor: /JC Owner: Date: Y_ n �/ XAPPROVAL ® PARTIAL APPROVAL VIOLATION Ep CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before 6e7 4/ 7255r ,vim � Inspector: Date: ® Under-floor ® Framing )(Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork X Mechanical a Grid ® Struct. Slab ® Wood Stove )tough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: n fc'• n -` �- �C� BUILDING INSPECTION REPORT 0 Gt�Y O� Permit No. ( '�7 — 7— Address: [ '�9 1 1=eo o k- �J E 'y�CIN G,SO Contractor:— i ' .�T Owner:a_a M ellDate: 9-7 2— APPROVAL ® PARTIAL APPROVAL ® VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before 9� oe 4 ILGa-� Ins ector:_ Date: iy ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®'Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: TP BUILDING INSPECTION REPORT GiT Y o� Permit No. 1 2 - © 12 Address: ii n i e, nc �.pl1NG�p�� Contractor: Owner: ,,ll Date: q -` -j 2, ® APPROVAL ffo PARTIAL APPROVAL ® VIOLATION O CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: IZ41Z �— ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: BUILDING INSPECTION REPORT G,[Y O� Permit No./Z —cOlZ3 Address: 7rr� Contractor: �� _ Owner: Date: APPROVAL PARTIAL APPROVAL ® VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before v Inspector: D Date: 27, Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: BUILDING INSPECTION REPORT V�TY �,^ Permit No. Address: 7 1� Contractor: P&c NG Owner: Date: 90_�_/Izl APPROVAL ® PARTIAL APPROVAL VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE41NISPECTION by 5:00 pm the day before 7-10 C Inspector: 0�& Date: ® Under-floor ® Framing ® Gas Piping Footing ® Drywall, nailing ® Consultation Foundation ®Shear Nailing ® Groundwork ® Mechanical ® Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation 0 Other: i 0 1�to BUILDING INSPECTION REPORT I" Y o� Permit No. Z CIV 3 Address: Contractor: ��d t N G�� Owner. Date: � �Z APPROVAL ® PARTIAL APPROVAL ® VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: /Z ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ,^Ljrainage ® Insulation ® Other: BUILDING INSPECTION REPORT GtT Y pA Permit No. '"��3 Address: Contractor: 9�LING�O Owner: /z�� '_ Date:-)& APPROVAL ® PARTIAL APPROVAL ® VIOLATION ® CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: e� Date: S /� ® Under-floor ® Framing ® Gas Piping ® Footing ® Drywall, nailing ® Consultation Foundation ®Shear Nailing ® Groundwork ® Mechanical 0 Grid ® Struct. Slab ® Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: 1 ' BUILDING` INSPECTION REPORT G1CY p4 Permit No. 6 " 0 o- Address: W 11 q��"W /VE 9.p'ING�� Contractor: Uwe k-- ,�1(1 Owner: T _C_) Date: 5_0 7 �— ® PARTIAL APPROVAL )_kAPPROVAL VIOLATION CORRECTION REQUEST Corrections listed below MUST BE MADE before work can be approved Please contact inspector Was not able to perform inspection Call 360-435-0674 FOR RE-INSPECTION by 5:00 pm the day before Inspector: Date: ® U der-floor 19 Framing ® Gas Piping der-floor ® Drywall, nailing ® Consultation ® Foundation ®Shear Nailing ® Groundwork ® Mechanical ®Grid ® Struct. Slab 19 Wood Stove ® Rough-in ® Final ® Masonry ® Drainage ® Insulation ® Other: w � d Lateral & 5tructu ra I Engineering for the 237bof Two Story Residence Bryan 5trootman J&5 Development 2619 Seattle Hill Kd Mill Creek WA 9&012 (425) 870-8922 Lateral Summaries Lateral Calculations RECEIVE® Structural Summaries MAY 0 7 2012 Structural Calculations COA PERMIT CENTER 1 4 D D. ti `'.. May 1, 2012 ��G of WA O Job # 24457 !� Z 934 0 �� /STFAA /ONA L ENS Design Duild 5ervice5, Inc. Engineering & Construction Management Phone/Fax: (360)793-9659 28119-120th 5t. 5,E„ Monroe,WA 96272 E-Mail: rheide@db5monroe.com � � � .� � "� �r Design Code 2009 IBURC Residential Design Loads Gravity Roof Dead Load 15 psf Snow Load 25 psf Floor Dead Load 12 psf Live Load 40 psf Lateral Wind 85 mph Exposure B Seismic Wood Shear Panels 0.10 W R 6.5 Soil Profile D Seismic Design Category D2 Dcoign Build 5crvicc5, Inc. Engineering & Construction Management Phone/Fax: (360)793-9659 28119-120th 5t. 5.E., Monroe,WA 98272 E-Mail: rheide@db5monroezom J } 2310 sf, Two Story Residence R. D. Heide, P.E. Arlinton Design Build Services, Inc. Job 2445-1, J45 Development (360) 193-96513 4/30/12 'Z� J5Development237I0,.dwg Main Floor Plan DTT2Z Inside t outside to upper deck ,Joist with �" threaded rod between Scale I" = 20' Aspect Ratios I I 6.1' 3.5:1 2.31' �_ 4 Y3 5' 24' Ir 13.5' Y2 I I' I 24' 235' 3 3 4' YI 2' Upper Floor Plan I x1 I x2 I x3 Aspect Ratios 3.5' 10.5' 35 Y3 5.1' 3.5:1 2.31' 15' 20.5' 5 Y2 11.5' 20' 20' 4' 4' 4' 4' YI Desicin Code = 2009 IRG/IBC Wind Loads (85mph - Exposure B) Seismic Load - V = 0.10 • W Seismic Load - Roof Snow load 25 psP 1 � ;318, ,Two 5tory Residence R. D. 1-leide, P.E. Arlin ton Design Build Services, Inc. Job 2445-1, J45 Development (360) 193-96513 4/30/12 �C) Main Floor Plan Plan Reviewer Note: H/1 Similar is a perforated shear-wall, and straps are not required. Scale I" = 20' — Y4 �1 Aspect Ratios 051mllar _4 � 8.1' 3.5:1 2.31' F • 51 4 6I-4 Y3 SI-6 SI-6 - SI-6 SI-6 Y2 — J SI-6 L5TA21 Beam to Wall SI-6 Per G. SI-4�SI-6 • • YI S'-4 • ' G LRP Upper Floor Plan xi x2 I x3 Aspect Ratios SI-6 5I-6 51-ro Y3 8.1' 3.5.1 2.31' SI-6 SI-6 51-6 51-6 51-6 I_ Y2 SI-6 7 t SI-6 SI-6 SI-6 SI-6 SI- \&p,RD Kr=Y .•'oF e - LSTHDS / LSTHDSRJ - 14DUS-SD52.5 w/ 6ST528L Z: 7934 a .•�- F NAL �NG� 5/01/12 -� 7 �N � .� +: "' v 2310, Two Story Residence R. D. Heide, P.E. Arlington Design Build Services, Inc. O Job 0 24451, J45 Development C3(00) 193-9(O59 4/30/12 a Shear Wall Distribution Front Elevation Wind Controls (No Sca le) 301 444 1243 13ro9 661 661 1355 15�6 IXI IX2 IX3 Shear Wall Distribution Right Elevation Wind Controls 1050 1050 I-froo 1-Irom 1015 1015 1300 1300 YI Y2 I Y3 1 � I 5/1/2012 Rick Heide P.E Page C) Design Build 5ervice5, Inc. Engineering and Construction Management 28119-120th St. S.E., Monroe,WA 98272 Phone/Fax#(360) 793-9659 2009 IBC A5CE 7-05 Chapter 11 &12 Earthquake Loads From Seismic Design Parameters v3.1 or ham://earthguake.usgs.gov/research/hazmaps/design/ Two Story Residence,Arlington Lat NA Long NA Ss 1.400 Fa 1 Assume Soil Profile D Sms=Fa*Ss 1.400 Seismic Design Category Sds=2/3(Sms) 0.933 D2 ASCE Section 12.14 Simplified Analysis V=F*Sds*W/R F= 1 One Story Cs R V Wood Shear Panels 6.5 V= 0.14 *W 0.144 Section 12.14.3.1.3 Load Combination for Allowable Stress Design Va=0.7*V Factor Wood Shear Panels V= 0.10 *W 1 Loads W E Roof 18600 walls 10800 Load to Roof 29400 2955 walls 10800 Floor 23448 Walls 704 Load to upper floor 34952 3513 E- Building 64352 6468 �� :r Residence Seismic Areas 1954 of Main 186® of Upper �— Y4 136 L — — Y3 825 116 feet Y2 of wall J 983 YI 3(00 1585 Y4 X1 X2 1436 X3 421 � � Y3 998 210 feet of wall J Y2 F 861 � l-J Yl i, :o f(-'OM LATF-R L. tA-NALYS.I g L = 16 e i� Ve z.4s Cs7 aFrnn 5/1Q012 Rick Heide P.E. Page Dcoign build 5crvicc5, Inc. Engineering and Construction Management 28119- 120th 5t. 5.E„ Monroe,WA 95272 Phone/Fax (360) 793-9659 Wind Load Calculations 2009 IBC A5CE 7-05 Figure 6-2 Simplified method Two Story Residence,Arlington Wind 5peed 85 MPH Importance Factor 1 Exposure Category 5 kzt 1 Eave Height 18 ft Building width 42 a 4.2 Mean Roof height 22 ft Lambda Height Factor 1 Figure 6-2 page 40 Roof Pitch 6 :12 Zone factor A B C D Roof Pitch 0 :12 11.5 -5.9 7.6 -3.5 6 :12 14.4 2.3 10.4 2,4 Corner Distance 2a 8.4 ft Note if negative use 0 50c Elevation Eave Height 18 ft Building width 54 a 5.4 Mean Roof height 22 ft Lambda Height Factor 1 Figure 6-2 page 40 Roof Pitch 6 :12 Zone factor A B C D Roof Pitch 0 :12 11.5 -5.9 7.6 -3.5 6 :12 14.4 2.3 10.4 2.4 Corner Distance 2a 10.8 ft Note if negative use 0 i a A .. Y4 Y4 Y3 --� I Y3 t n le Y2 N i Y2 r YI Yl II N N In doowl 1 � I I C4 M I x 23 u I x �I �� r� I I 5/1Q012 Rick Heide P.E Page O Design Build 5ervice5, Inc. Engineering and Construction Management 28119-120th St. 5.E„ Monroe,WA 98272 Phone/Fax (360) 793-9659 Wind Load Calculations 2009 IBC A5CE 7-05 Figure 6-2 Simplified method 2a remainder Front Design 8.4 33.6 14.4 2.3 10.4 2.4 Side design 10.8 43.2 14.4 2.3 10.4 2.4 Zone A B C D Front Area 130 0 534 72 Zone Load 7598 1872 0 5554 173 10 pof Minimum 7360 1300 0 5340 720 Side A B C D Area 145 88 557 253 Zone Load 8690 2088 202 5793 607 10 pof Minimum 10430 1450 850 5570 2530 i NT x'L '(U) ------------------ Z444 -� 3. ---- T ______ rss linnay. 5/1/2012 Rick Heide P.E. Page yo Design Build Services, Inc. Engineering and Construction Management 28119-120th St.S.E.,Monroe,WA 98272 Phone/Fax(360)793-9659 Two Story Pcoldence,Arlington A.)Lateral Demand,Shear Wall Detailing 13.)Gross Loading 13.1)Seismic Load 6468 lb 13.2)Wind 10 psf MIN 8.2.1)Front 7595 lb 8.2.2)Side 10430 lb C.)Shear Wall Loads,WIND C.1)Front X-X Distribution Factors Distribution Dlaph.Between A[sf] Pressure Load[lb] Xin X(1+1)n Xin X(1+1)n X1u-X2u Zone Calc 10 744.8 0.40 0.60 301 444 X2u-X3u Zone GAO 10 2612,0 0.48 0.52 1243 1369 X1m-X2m Zone Galc 10 1321.0 0.50 0.50 661 661 X2m-X3m Zone Galc 10 2921.0 0.46 0.54 1355 1566 Totals V,[Ib] Wall Lengths,Eft] v,[M Scheduled Shear wan X1u 300.9 20 15.0 51-6 X2u 1687.2 29 58.2 51-6 X3u 1368.7 46 29.8 51-6 X1 m 961.4 24 40.1 51 6 X2m 3703.1 28 132.3 51-6 X3m 2934.3 43.5 67.5 51-6 C.2)Side Y-Y Dlstribution Factors Dlstr$utlon Dlaph.Between A[sf] Pressure Load[IN Yin Y(1+1)n Yin Y(1+1)n Y1u-Y2u 216 10 2160.0 0.50 0.50 1050 1050 Y2u-Y3u 352 10 3520.0 0.50 0.50 1760 1760 Y1m-Y2m 215 10 2150.0 0.50 0.50 1075 1075 Y2m-Y3m 260 10 2600.0 0.50 0.50 1300 1300 Totals V.rIbi Wall Lengths,[ft] V.[plq Scheduled Shear Wall Y1u 1080.0 16 67.5 51-6 Y2u 2840.0 23.5 120.9 51-6 Y3u 1760.0 17.5 100.6 51-6 Y1 m 2155.0 8 2694' 51-4 Y2m 5215.0 24.5 111.0 51-6 Yam 3060.0 14 216.6i, 51-4 i 5/1/�012 Rick Heide P.E. Page Design Build 5ervice5, Inc. Engineering and Construction Management 28119-120th 5t.S.E.,Monroe,WA 95272 Phone/Fax(360)793-9659 D)Seismic Second Floor Area 1860 sf Seismic Shear 2955 lb First Floor Area 1954 sf Seismic Shear 3513 lb D.1)Front X-X Distrlbution Factors Distribution DIaph.Between A[6fJ Load[lb] Xin X(1+1)n Xin X(i+1)n X1u-X2u 421 668.0 0.50 0.50 334 334 X2u-X3u 1438 2284.6 0.50 0.50 1142 1142 X1m-X2m 360 647.2 0.50 0.50 324 324 X2m-X3m 1585 2849.6 0.50 0.50 1425 1425 Totals V.ON Wall Lengths.[ft] v,[plfJ Scheduled Shear Wall X1 u 334.4 20 16.7 51-6 X2u 1476.7 29 50.9 51-6 X3u 1142.3 46 24.8 51-6 X1 m 658.0 24 27.4 51-6 X2m 3225.1 28 115.2 51-6 X3m 2567.1 43.5 59.0 51-6 D.2)Side Y-Y Dlstribution Factors Dlstrlbution QIVIL Between A[sf) Load[Ib] Yin Y(i+i)n Yin Y(1+1)n Y1'u-Y2u 861 1367.9 0.50 0.50 684 684 Y2u-Y3u 998 1585.5 0.50 0.50 793 793 Y1m-Y2m 983 1767.3 0.50 0.50 884 884 Y2m-Y3m 525 1483.2 0,50 0.50 742 742 Y3m-Y4m 136 244.5 1.00 0.00 245 0 Totals V.[lb] Wall Lengths,[ft] V.[plq Scheduled Shear Wall Y1u 683.9 16 42.7 51-6 Y2u 1476.7 23.5 62.p, 51-6 Y3u 792.8 17.5 45.:' 51-6 Y1m 1567.E 8 195.9 51-6 Y2m 3102.0 24.5 126 E 51-6 Y3m 1775.9 14 1271 51-6 1. � I I Design Build Services, Inc. Engineering and Construction Management 28119-120th 5t.5,E.,Monroe,WA 98272 Phone/Fax(360)795-9659 E.)Shear Wall Aspect Ratio Ad)uetments(501"W5.T-4.3.4) Two Story Residence,Arlington E.1)Grid X-X 5econd Floor Geometry First Floor Geometry h= 8.00 ft h= 8.00 ft h/1.5= 5.33 ft h/1.5= 5.33 ft h/2= 4.00 ft. h/2= 4.00 ft h/3.5= 2.29 ft h/3.5= 2.29 ft Are there any sheer walls on An gridlines with an apect ratio between 2 and 3.5:1? NO E.2)Grid Y-Y Second Floor Geometry First Floor Geometry h= 8.00 ft h= 8.00 ft h/1.5= 5.33 ft h/1.5= 5.33 ft h/2= 4.00 ft h/2= 4.00 ft h/3.5= 2.29 ft h/3.5= 2.29 ft Are there any Sheer walls on Yin gridlines with an apect ratio between 2 and 3.5:1? YES Wall Length Wind 5eiemic Factor New 5eirmic Grid Line [#(;] V.[plf] V.[pif] h/(2•bo) v, [plf] Scheduled Shear Wall Y3u 36 100.6 45.3 1.14 51.8 51-6 I Design Build Services, Inc. Engineering and Gonstruction Management 28119-120th 5t.S.E.,Monroe,WA 98272 Phone/Fax(360)793-9659 F.)Hold Down Calculations Two Story Residence,Arlington Wind Seismic Wind 5elsmlc Grid Line v,[plf] V.[plf] Grid Line v,[pig V.[pif] X1u 15.0 16.7 Y1u 67.5 42.7 X2u 58.2 50.9 Y2u 120.9 62.8 X3u 29.8 24.8 Y3u 100.6 45.3 X1m 40.1 27.4 Y1m X2m 132.3 115.2 Y2m _ MG X3m 67.5 59.0 Y3m 1 127.1 Second Floor Height 8 ft First Floor Height 8 ft Uplift Force Tables Grid Line Pw[lb] Ps[lb] Grid Line Pw[lb] Ps[lb] Xtu 120.4 133.8 Y1u 540.0 342.0 X2u 465.4 407.4 Y2u 966.8 502.7 X3u 238.0 198.7 Y3u 804.6 362.4 X1m 320.5 219.3 Y1m 2155.0 1567.6 X2m 1058.0 921.5 Y2m 1702.9 1012.9 X3m 539.6 472.1 Y3m 1748.6 1016.5 L J 5%1/2012 R D Heide PE Design Build Services, Inc. Q0 Engineering and Construction Management 28119-120th 5t. 5.E„ Monroe,WA 98272 Phone/Fax#(360) 793-9659 `��? wlndaw ° s Wall v a Height 3N (H) Deference AF&PA 5Df W5-2008 Section 4.3.5.3 p 26. JL ,_ rn Window � Ho 5 ft floor oc s Wall Hw 8 ft 63% I° Height at at (H) 3N 3y ' Lfh 10 ft Lw 18 ft 56% Wi h nax heb ^8 Haight a4) Co 73 Design Required Overall Width Shear adjustment 51-4 221,429 Ib/ft 305 Ib/ft l Shear Capacity Adjustment Factor Co for Perforated Shearwalls Ratio of opening Maximum window or door height height to wall height H/3 H/2 21-1/3 511/6 H 63% 8-foot wall 2'-8" 4'-0" 5'-4" 6'-8" 8'-0" 10-foot wall 3'4' 5'-0" 6'-8" 8'-4" 10'-0" Percent full-height sheathing Effective shear capacity ratio 0% 1.00 0.67 0.50 0.40 0.33 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 56% Co 0.73 1 . I Y1m "Main Floor Work Module for the Y-Y Grid" Shear Wall Length 3 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? NO Tribuatary Width or Length[ft] q[plf] DL[lb] Roof 4 15 180 Walls 8 10 240 Floor 0 12 0 DL= 420 DL/3= 140 Pw= 2155 Ib Hold Down Required T,W= 2015 Ib LSDTH8 Ps= 1568lb T,S= 1428 Ib LSDTH8 Y2m "Main Floor Work Module for the Y-Y Grid" Shear Wall Length 11 ft Is v-wall 0.5 to 12 inches from corner? NO Is foundation 6 inches thick? NO Tribuatary Width or Length[ft] q[plf] DL[lb] Roof 2 15 330 Walls 16 10 1760 Floor 10 12 1320 DL= 3410 DL/3= 1136.667 Pw= 1702.857 Ib Hold Down Required T,W= 566 Ib Not Required Ps= 1013 Ib T,S= -124 Ib Not Required,Compression 4 �j �D Y2m "Main Floor Work Module for the Y-Y Grid" Shear Wall Length 13.5 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? NO Tribuatary Width or Length[ft] q[plf] DL[lb] Roof 10 15 2025 Walls 16 10 2160 Floor 2 12 324 DL= 4509 DL/3= 1503 Pw= 1702.857 lb Hold Down Required T,W= 200 lb Not Required Ps= 1013 lb T,S= -490 lb Not Required,Compression Y3m "Main Floor Work Module for the Y-Y Grid" Shear Wall Length 4 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? NO Tribuatary Width or Length[ft] q[plf] DL[Ib] Roof 3 15 180 Walls 16 10 640 Floor 2 12 96 DL= 916 DL/3= 305.3333 Pw= 1748.571 lb Hold Down Required T,W= 1443 lb LSDTH8 Ps= 1017 lb T,S= 711 lb LSDTH8 Y3m "Main Floor Work Module for the Y-Y Grid" Shear Wall Length 18 ft Is v-wall 0.5 to 12 inches from corner? YES Is foundation 6 inches thick? NO Tribuatary Width or Length[ft] q[plf] DL[lb] Roof 3 15 810 Walls 16 10 2880 Floor 2 12 432 DL= 4122 DL/3= 1374 Pw= 1748.571 lb Hold Down Required T.W= 375 lb Not Required Ps= 1017 lb T,S= -357 lb Not Required,Compression � N I I i/ *VARIES (SEE PLAN) 16" MIN, 20 TOP PLATE GARAGE DOOR HDR. VEE FRMG. PLAN FOR SIZE) . 301.25 NAIL O.S.B. TO HDR. W 8d 0 3" O.C. OR 15g STPLS ® 2.5" C. TYP. 2 ROWS 2-20 STUDS—NAIL O.S.P. 16D @ TO EA. STUD W/8d 0 3 O.C. TYP. ° 3' O.C. II OR W/15g STAPLES 0 2.5" O.C. TYP. X LSTAA24 VERTICAL STRAP @ BACK OF PANEL NAIL 0 Al L PLTS. HDRS. & o I STUDS W/8d ® 3 O.C. TYP. �I OR W/15g STAPLES ® 2,5" O.C. TYP. CD 2-2x4 AT ANY O.S.B. JOINT 16D03"o.c. 7/16" O.S.B. (5/8" T1-11 0 TLRP) HDU8 w/ SST828L OR PLAN/ NOTE CALL—OUT. INSTALL PER MANE RECOMMENDATION. CONTINUO 3-2X4 PLATES, NAIL SHTG. W/STEM 12 w/27 #4 MIN TO EA. PLATE — SEE NOTE BELOW AT OPENING ; ANCHQR/LAG BOLTS W/ xj WASHER`I MIN 7 EMBEDMENT (1-538 x12 AB MIN) Note; Where Panel i on a rim joist the sheeting must lap the rim which could take the place of the second plate. Lag bolts are to replace anchor bolts into 4x 0 RIM. The STHD14's are to be replaced with STHDI4RJ's or added to with MST 60's at a pony wall. MST 60's are to replace STHD14's at a second floor application. G LATERAL RESTRAINT PANEL "LRP" TLRP SIMILAR (REF: APA TT-100) :. I I/ Ref: AFPA SDPWS Section 4.3.5.2 Design for Force Transfer Blocking at All Panel Edges Req'd 48" 48" Full Panel Width Full Panel Width MSTA36 STRAP (Typ. 4 Locations) IX Oh 4J S \ x 4 Blocking Min. a yP ) 0 /K o � 2 x 4 (min. plate) Sheeting To Be Continuous 2-2x Continuous or Strapped Rim Over Rim Joist Perforated Shear Wall Similar. No Horizontal Straps or blocking required. Wall to be sheeted then openings cut and all edges nailed per schedule. AFPA SDPWS Section 4.3.5.3 H BLOCKED WINDOW SHEAR 1 WALL DETAIL 02� 00 0 0000 8 0 Design Bullci Services, Inc (360) 793-9659 - Shear Wall Schedule - Rev 6c - 12/18/11 SHEATHING NAILING END STUDS PLATE NAILING A35/RBC 1/2" A.B. (MIN) 12d @TOP PL. SPACING UNBLOCKED BLOCKED G1-7 1 2" Sheetrock 5d Wallboard 07" o.c. (1) 2X4 1 Row @ 14" 3'-6"o.c. 1/2" 0 6' 100 125 G1-4 1 2" Sheetrock 5d Wallboard 04" o.c. (1) 2X4 1 Row 0 11" 3'-O"o.c. 1/2" 0 6' 125 150 G1-4+ 5 8" Sheetrock 6d Wallboard @ 4" a.c. (1) 2X4 1 Row @ 9" 2'-6"o.c. 1/2" 0 6' 145 175 G2-7 1/2" Sheetrock 5d Wallboard 07" a.c. (1) 2X4 1 Row @ 7" 1'-9"o.c. 1/2" 0 6' 200 250 G2-4 1/2" Sheetrock Wallboard @4" o.c. 2-2X4 1-2X6 1 Row 0 5" 1'-5"o.c. 1/2" @ 4' 1 250 300 LRP 16' LATERAL RESTRAINT PANEL - Max Ratio 6:1 w min. 4x Header 600 Lb TOTAL REF 2'-0" or wider LATERAL RESTRAINT PANEL 515 Lb/ ft. APA Based on APA T20011-56 do Draft 156 dated June 17, 1994- higher values are allowed based on H.D. design. ALL WALLS BLOCKED TT-100 Edge Nailing HF Spacinq HF TYP HF WIND S1-6 7 16" OSB Bd @6"o.c. or 16q Staple @4" 2-2X4 1-2X6 1 Row 07" 2'-0"o.c.11/2" 0 6 215 S11-4 7 16" OSB 8d 04"o.c, or 16q Staple 02.5"2 2X4 2X6 1 Row 05" 1'-5"o.c. 1 2" 0 4' 310 S11-3 7 16" OSB 8d 03"o.c. 2-2X6 3-2X4 1 Row @4" 1'-0"o.c. 5 8" 0 1.7' 400 S11-2 7 16" OSB 10d 02"o.c. 1-DF 2-4x4 2 Row @2.5" 8"o.c. 5 8" 0 2.5'** 5445 763W S2-6 7 16" 0S6 8d @6"o.c, or 16Q staple @4" 3-2x4 2-2x6 1 Row 03" 12"o.c. 5 8" @ 1.5' 430 S2-4 7 16" OSB 8d @4"o.c. or 16g staple 02.5" 4-2x4 3-2x6 2 Row 05" 8"o.c. 5 8" @ 2.7'** 620 S2-3 7 16" OSB I 8d @3"o.c. 4-26 1-4x4 2 Row 03.5" 6"o.c. 5 8" 0 2'** 800 S2-2 7 16" OSB I 10d @2"o.c. 1-DF#2-4x6 2 Row 02" 4"o.c. 5 8" 0 1.3'** 1088S 1525W Hold Down Schedule - Simpson or Eaual Tension Wind Seismic Crocked A35 A35 - Detoil 4 in Simpson Catalog 600 600 Ib @ 1.6 H1 H1 - Truss to top plate lateral 415 415 Ib @ 1.6 LSDTHB LSDTH8/LSDTHBRJ-6" wall 00.5"-12"+ f. outside corner 1690 1220 Ib 0 1.6 LSDTH8 LSDTH8/LSDTH8RJ-8" wall 00.5"-12"+ f. outside corner 2230 1610 Ib 0 1.6 LSDTH8 LSDTH8 LSDTHBRJ-8" wall @12"+ from corner 3115 2250 Ib 0 1.6 STHD10 STHD10 STHD10RJ-6" wall 00.5"-15"+ f, outside corner 2050 1435 Ib 0 1.6 STHD10 STHD10 STHD10RJ-8" wall @0.5"-15"+ f, outside corner 3145 2175 Ib 0 1.6 STHD10 STHD10/STHD10RJ-8" wall 015"+ f. outside corner ' 4755 3400 Ib @ 1.6 STHD14 STHD14/STHDI4RJ-6" wall @0.5"-21"+ f. outside corner 3200 2685 Ib @ 1.6 STHD14 STHD14/STHDI4RJ-8" wall @0.5"-21"+ f. outside corner 4165 3500 Ib @ 1.6 STHD14 STHD14 STHDI4RJ-8" wall @21"+ from corner 5345 3815 Ib 0 1.6 HDU5 HDU5 w 5 8" SST924 6" Wall Min 5" from Endwall 4470 3325 Ib A.B./DF HDU5 HDU5 w/ 5/8" SSTB24 6" Wall Min 42" from Endwall 5025 3740 Ib A.B./DF HDU8 HDUB w 7 8" SSTB28 8" Wall Min 5" from Endwall 7615 6395 Ib A.B./DF HDUB HDUB w 7 8" SSTB28 8" Wall Min 50" from Endwall 7870 7870 Ib w-4.5DF ST24 ST 6224 to loist - MST37 w rim 2540 2540 Ib @ 1.60 T 6 ST 6236 to joist - MST 48 w/ rim 3695 3695 Ib @ 1.60 T6n MST60 0 rim 483D 4830 Ib @ 1.60 ST72 MST72 no rim 6730 6730 Ib @ 1.60 NOTES: Based on 2009 IBC and Industry Standards assume HF for wood material u.n.o• xl-x wall Is sheeted on one side. x2-x is sheeted both sides. Hold-downs are based on 2011 Simpson HemFir Values UNO, Toenail use 0 rim to top plate requires 20% more nails than plate nailing values given 0 top plate. Toenails ®G1-7/4 only, Nails to be: 8D 0.13lx2.5' 10D 0.1480' 12D 0.1480.25 16D 0.135'x3.5' Per AFPA SDPWS H:w ratio 2:1 max for sheelrock walls. All sheelrock wall sections w/H:W ratio of 1.5:1 to be blocked. Sheetrock walls not allowed in seismic zone E. Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts (jammed). Min, Embedment length to be 12' in the footing. Simpson SSB bolls can be subsituted per the Catalog call-outs. Rebor is to be within 2' above and to the side of the head of the boll and Simpson Strap Hold-downs. Gypsum Wall Nailing is for all supporting members & wall to be unblocked unless noted otherwise. All OSB/Plywd walls to be blocked and have Min field nailing 0 12' o.c. if panels are over �' thick or stud spacing less than 24' o.c,. *A35 0 top plate only required if Rim Joist is flush with Sheathing or 0 interior wall & cannot be toe-nailed. "* 3x Mudsill Required. 3x wall plates are required if sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2" nail penetration. Note mudsill shear can be different than the wall above, see calculation summary sheet. All walls with shears over 3501/ft require 3x studs or blocking at panel joints. Double studs can be substituted when nailed together at shear wall nailing with 10d nails. All anchor bolt spacing between 3501/ft and 600#/ft has been reduced by 50% to allow use of 2x plate, If 3x plate is used belt spacing can be doubled in these cases. ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3"X0,229" WASHERS 2308.12.8, J" From Mudsill edge on side with OSB/Plywood if shear over 200 PLF. Unless hold-downs provided at wall ends per Exception 4.3.6.4.3, ,1, � �� I � � 1 I ,., N 11 O LU 0 JIG arc= LL uj N LO o m oo CD N co M 0 0 4-1 0 aN .> (0 u) 04 ti 0 w 4-) E CL < N O N A J LN -- J` a O LL f T z CO mU. �� 1 N N` .L4 cr A -- - - - m o N � o m O L 0cl (1 N O H 1 III 01 N �� O ' � 9D ro g9 o 1 N o P , �j M • IIII N �I C � ' W E � i a o ` ir' � I cu =3 ccc / � \ 0 C § o a f r m r- 0 / & & §LL Cl? �o w n W < � kw 7 \ / 7 \ \ CN % co $ 2 % + & It c c � � + \ / \ \ � Lr) \ \ \ / / \ Q + \ \ / \ -i N o # m co/ 2 / I- \ n - E 3 § -1 = m o 0 I u q � LO o _ / $ 0 / E \ \ 2 1 < / © LO$ 2 00 2 ® ¥ 2 ] / \ q q < LLJ / — 3G � § 2 G _ / \ N * / 2 « # 0 U p k 2 © a [ 3 \ \ } v / CD? \ ? .•�1 r' N O N T A MO u) WO JIn N fn 0 W dl O WLU �n m0ow �� v \ rno w 3 u n Cl a� LL 1 Wj— Q � J r m� 3 JO J(n LL � Ecv m� N�ro J(A ' (p 2 S O V 7 U■rNl N�� _ Cl) t !n0 v)❑ Zro T of o■v�iN u vo C) wr a Jm N N i to O � O � • (n0 (00 J❑ J JO R O mm O A a N �A�pp a N .� ep�m O m m O U U)M U !A m p p GJ 3 u)or)❑ u)C m` L N m� m Inro m� N om Y a J❑ U m m u) tf orn L � u o>In 4-I O O e O UI JtnO J❑ J❑ J coo rrvrov� MOO ON .:ice ," O_m0 3 3 3 y 3 lj U) rl O li N 0 N .. N .rye VI V m O i M N C 4 a pJ t4(n J(n C p o J(Do J(n L 7 p p 9 U U 1��N Q NOP in NppM cn �(7m .- cl ,j COMPANY PROJECT Design Build Services,Inc, J 8 S Development WoodWorks° M Oro , 0thWA 9 7 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 bl.wwb SOrrw9ecrnu WOOD DESIGN May 1,2012 13:15 Design Check Calculation Sheet W ood W orks Sizer 9.15 Loads: Load Type Distribution Pat- Location tft] Magnitude Unit tern Start End Start End 1 j Dead Eu `UDL 127.6 p 2_j2 Live Full UDL 300.0 plf 3 j4 Dead Full UDL 97.5 plf 4 j4 Live Full UDL 2600 plf self-Wei ht Dead Full UDL 21.,2 If Maximum Reactions(lbs)and Bearing Lengths(in) 21'.8.6• 2'- Unfactored: Dead 2673 2673 Live 6081 6081 Factored: Total 8754 8754 Bearing: Length 2.63 2.63 Min re 'd 2,63 2.63 b1 Glulam-Unbal.,West Species,24F-V4 DF,5-1/8"x18" Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:21'-8.6'; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Anal sis/Desi n S ear v = 12 = o v Fv Bending(+) fb = 2020 Fb' = 2299 fb/Fb' - 0.98 Dead Defl'n 0,26 = L/976 Live Defl'n 0-60 = L/429 0.72 = L/360 0.84 To tat Defl'II 1.00 = L/258 1.08 = L/290 0.93 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.958 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - _ - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 8668, V design 7370 lbs Bending(+): LC V = D+L, M = 46592 lbs-ft Deflection: LC I12 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 4483e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,..) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application, 3.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC Al90.1-1992 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). COMPANY PROJECT WoodWorks Design Build Services,Inc. J li S Development ® 28119 120th St SE 2.378 sf 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 bla.wwb SOFFIVARF FOR WOOD DESIGN May 1,2012 13:32 Design Check Calculation Sheet W ood W orks Sizer 9.15 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End_ 1 7 Deau Fu11 UDL p f 2 j3 Live Full UDL 300,0 plf 3 j5 Dead Full UDL 97,5 plf 4 j5 Live Full UDL 260,0 plf Se1f-weight Dead Full UDi, 7,7 plf Maximum Reactions(Ibs)and Bearing Lengths(in) : a��.a• Unfactored: Dead 532 532 Live 1279 1279 Factored; Total 1811 1811 Bearing: Length 0.83 0.83 Min re 'd 0,83 0.83 b1a Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"xg-1/4") Supports:All-Lumber n-ply Column,D,Fir-L Stud Total length:4'-6.8"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Crlterlon Anal sis Value Design Value Anal sis/Ues1 n Shear v = Fv' 1 0 ry Fv O,Z9 Bending(+) fb = 482 Fb' = 1080 fb/Fb' - 0.45 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.01 = <L/999 0.15 - L/360 0.09 Total Def1'n 0.02 = <L/999 0.23 L/240 0.10 Additional Data: FACTORS., F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCft Fv' 180 1.00 1.00 1.00 - - - - 1.00 1,00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1784, V design = 1145 lbs Bending(+): LC ff2 = D+L, M 2007 Ibs-ft Deflection: LC N2 = D+L (live) LC V = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection; EI = 369e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,,.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ■ i�� . � COMPANY PROJECT Design Build Services,Inc. J&S Development WoodWorks O Monroe, , 0thWA St 27 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b2.wwb sernwtarFOR WOOD DESIGN May 1,201213:41 Design Check Calculation Sheet W ood W orks Sizer 9.15 Loads: Load Type Distribution Pat Location [ft] Magnitude Unit tern Start End Start End 1 c eaPoint s 2 c42 Snow Point 3.54 433 lbs 3 w45 Dead Partial UDL 3.54 10.04 274.8 274.0 plf 4_w45 Snow Partial UDL 3.54 10.04 247.5 247.5 plf 5 39 Dead Full UDL 112.8 pif 6 j9 Live Full UDL 280.0 plf Load? 1f Dead Fu UDL 80.0 p Self-wei ht Dead Full UDL 10.6 1f Maximum Reactions(lbs)and Bearing Lengths(in) - -I Unfactored: Dead 1852 2366 Live 1411 - 1415 Snow 804 1238 Factored: Total 3519 9356 Bearing: Length 0.9B 1,31 Min rea d 0.98 1,31 b2 Glulam-Unbal.,West Species,24F-V4 DF,5-1/8"xV Supports:All-Timber-soft Column,D.Fir-L No,2 Total length:10'-1,1"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Des an Value AnaU sisQesi n Shear fv = 1 Ev' = 3 fv Fv ,3 Bending(+) fb = 1864 FL) = 2760 fb/Fb' - 0.68 Dead Defl'n 0.18 = L/653 Live Defl'n 0.16 = L/764 0.33 - L/360 0.47 Total Defl'n 0.43 = L/277 0.50 . L/240 0.87 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 6-10 - 1.011 1.00 - - - - 1.00 - _ - E' 1.8 million 1.00 1,00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75(L+S), V = 4334, V design = 3646 lbs Bending(+): LC #3 = D+,75(L+S), M = 10746 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC R3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI 560eO6 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow-) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005),and NDS Design Supplement. 2,Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC Al90.1-1992 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6,GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). �� 4 1 J COMPANY PROJECT Design Build Services,Inc. J&S Development Wood"Works° Monroe, , 0thWA St SE2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b3.wwb sorrWRrFOR B May 1,2012 13:52 Design Check Calculation Sheet W ood W orks Sizer 9.15 Loads: Load Type Distribution Pat- Location tftl Magnitude Unit tern Start End Start End I w4 ea Partial UDL p 2_w46 Snow Partial UDL 0.07 7.57 247.5 247.5 plf 3 j10 Dead Full UDL 112.8 plf 9 jlo Live Full UDL 280.0 plf Loads Dead Full UDL 80.0 plf Self-weight Dead Full UDL 6.5 If Maximum Reactions(lbs)and Bearing Lengths(in) T-7 4 0' Unfactored: Dead 1791 1791 1 Live 1069 069 928 Snow 928 928 Factored: Total 3289 3289 Bearing: Length 1.41 Min rea d 1.41 1.91 1.41 Maximum reaction on at least one support is from a different load combination than the critical one for bearing design,shown here,due to Kd factor.See Analysis results for reaction from critical load combination. b3 Glulam-Unbal.,West Species,24F-V4 DF,3-1/8"A" Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:7'-7.4'; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Deli n Value Anal sis/Desl n Shear v = 136 Fv' _ - S v - 0,9 Bending(+) fb 1739 Fb' = 2760 fb/Fb' - 0.63 Dead Defl'n 0.10 = L/911 Live Defl'n 0.08 = <L/999 0.25 = L/360 0.33 Total Defl'n 0.23 = L/390 0.38 = L/240 0.61 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+,75(L+S), V = 3261, V design = 255B lbs Bending(+): LC 03 = D+.75(L+S), M = 6115 lbs-ft Deflection: LC 93 = D+,75(L+5) (live) LC 113 = D+,75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 342e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow_) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC Al90.1-1992 4,GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). i� �l COMPANY PROJECT Design Build Services,Inc J 8 S Development WoodWorks° Monroe, , 0thWA St 27 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b4 wwb NOMMBE FOR WOOD DESIGN May 1,2012 13:19 Design Check Calculation Sheet W ood W orks Sizer 9 15 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End 1 31 DeadFu 1 - I p 2 jl Live Full UDL 487,8 plf Self-weight Dead Full UDL 17.7 oIf Maximum Reactions(lbs)and Bearing Lengths(in) I 20' 0 1 , Unfactored: Dead 1951 1922 Live 4918 4837 Factored: Total 6869 6759 Bearing: Length 5.50 3.50 Min re 'd 2.16 2.03 b4 Glulam-Unbal.,West Species,24F-V4 DF,5-1/8"x15" Supports:1-Timber-soft Column,D.Fir-L No.2;2-Lumber Post Column,D.Fir-L No.2; Total length:20'; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Anel sis Value Design Value Anal ein/�esi n Shear v . I Fv' = 6 v Fv = 72 Bending(+) fb 2007 Fb' = 2365 fb/Fb- = 0.85 Dead Defl'n 0.24 + L/972 Live Defl'n 0.60 . L/387 0.65 = L/360 0.93 Total Defl'n 0.96 L/242 0,97 = L/2,40 0.99 - Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LCII F 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'v'+ 2400 1.00 1.00 1.00 1.000 0.986 1.00 1.00 1.00 1.00 - 2 Fcp 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC ff2 = D+L, V = 6622, V design = 5712 lbs Bending(+): LC Ike = D+L, M = 32149 lbs-ft Deflection: LC 92 = D+L (live) LC 02 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 2594e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow_) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 4,GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). � r COMPANY PROJECT Design Build Services,Inc J 8 S Development 28119 12M St SE 2,378 sf 2 story Plan WoodWorks O Monroe WA 98272 Arlington-Snow 25 psf (360)793-9659 65.wvfi May 1,2012 13:21 I Design Check Calculation Sheet Woodworks Sizer 915 Loads: Load Type Distribution Pat- Location lftl Magnitude Unit tern Star End S_ta tar E_R, Deatl P-1,1 UDL PIE 2 .29 Snow Partial UDL 16.00 20.00 100.0 100.0 plf 3_w30 Dead Partial UDL 0.00 4.00 140.0 140.0 plf 4 .30 Snow Partial UDL 0.0a 4.00, 100.0 100.0 plf 5 .26 Dead Point 4.00 431 ins 6 c26 Snow Point 4.00 663 lbs 7-c27 Dead Point 16.00 431 lbs 8 c27 Snow Point 16.00 663 lb s y_1I Dead Full UDL 50,4 plf 11 Live Full UDL 139,9 plf kl,l4 Dead Partial UOL 18.00 20.00 22.6 22.6 plf t2_111 Snow Partial UDL 18.00 20.00 45.1 45.1 plf 3_j15 Dead Partial UDL 16.00 18.00 22.0 22.4 plf It )15 Snow Pa dial UDL 16.00 18.00 45,1 95.1 plf 15_jI6 Dead Partial UDL 4.00 16.00 98.0 9a.0 plf 16_116 Snow Partial UDL 4.00 16.00 79.1 79.9 plf 17_j17 Dead Partial UDL 2.00 4.00 22.8 22.0 plf 19_117 Snow Partial UDL 2.00 4.00 45.1 45.1 plf l9_j 18 Dead Partial UDL 0.00 2.00 22,6 22,6 plf 20_j18 Snow Partial UDL 0.00 2.00 95.1 45.1 plf _l b12 Dead Point 16.00 102 lb. 22 bl3 Dead Point 4.00 102 lb Self-.eight Dead Full UDL 17.7 plf Maximum Reactions(lbs)and Bearing Lengths(in) 20' 1 Uri-ct-d: Dead 2390 2436 Live 1410 1387 719 'now 16fiB 1719 Factored: Total 4706 4766 Beating: Length 5.50 3.50 Min rea'd 1.41 1,43 b5 Glulam-Unbal.,West Specles,24F-V4 DF,5-118"AS" Supports:1-Timber-soft Column,D.Fir-L N0 .2;2-Lumber Post Column,D.Fir-L No.2; Total length:20'; Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 20OS: Criterion Anal s_s Value Des Value Anal sis/Desi y = Bending(+) fb = 1255 Fit' 2721 fb/Fb' = 0.46 Dead Defl'n 0.27 = L/045 Live Defl'n 0.27 = L/074 0.65 . L/360 0.41 Total De El 0.6a = L/342 4.97 L/24n 0 J 0 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LCk Fv' 211 1.11 1.00 1'00 - - - - 1.11 1.11 1.00 3 Eb'+ 2400 1.15 1.00 1.00 1.000 0.986 1.00 1.no 1.00 1.00 - 3 rep, 650 - 1.00 1.00 - - - 1.00 -E. 1.8 million 1.00 1.00 - - - - 1,00 - • 3 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 113 = D+.75(L+S), V= 4667, V design= 4084 lbs Bending(+): LC 43 =D+.75(L+SI, 110100 20100 1bs-ft Deflection: LC 93 D.75(L+S) (live) LC 03 =D+.75(L+S) (total) D=dead L=live S=snow 47=wind I=impact Lr-roof live L-concentrated E=earthquake A11 LC's a e listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Ueco : cEI o= 2594e06 ilb-in2 ived"L ltin Deflcton from all --dead loads (live, wind, sn ow.) Total Deflection= 1.50(Dead Load Deflection) +Live Load Deflection. Design Notes: 1,Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application 3.Glulam design values are for materials conforming to AITC 117-2001 and manufaclured In accordance with ANSIIAITC A190 1-1992 4.GLULAM:bxd=actual breadth x actual depth. 5,Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3.3. 6.GLULAM:bearing length based on smaller of Fcp(lension),Fcp(comp'n). �y COMPANY PROJECT Design Build Services,Inc. J&S Development WoodWork �Q Monro , 0thWA Sl27 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b6.wwb snrrwner a>u wooD nesrrn May 1,2012 13:22 Design Check Calculation Sheet WoodWorks Sizer 9.15 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End 1 De- Partial UDL 59.3 9.3 -PTT- 2 j15 Snow Partial UDL 14.25 16.25 117.4 117.4 plf 3_jl6 Dead Partial UDL 2,25 14.25 98.2 98.2 plf 9 jl6 Snow Partial UDL 2.2b 14.25 134.7 134.7 plf 5 jl7 Dead Partial UDL 0.25 2.25 59.3 59.3 plf 6 jl7 Snow Partial UDL 0.25 2.25 117.4 117.4 plf 7 b12 Dead Point 14.25 22 lbs 8 1,13 Dead Point 2.25 22 lbs LOad9 Dead Full UDL 20.0 plf Self-weight IDead lFull UDL I 1 1 11.2 IDlf Maximum Reactions(lbs)and Bearing Lengths(in) 16' Unfactored: Dead 1000 978 Snow 1059 1027 Factored: Total 2059 2005 Bearing: Length 3.00 3.00 Min r n'd 0.94 0.92 b6 Lumber-soft,D.Fir-L,No.2,3-1/2"xl3.1/2" Supports:All-Lumber n-ply Column,D.Fir-L Stud Total length:16'-9.0"; Lateral support:top=full,bottom=at supports; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: CriterionrOa,v5 sis Value Design Value An sis/Desi n Shear = = v FV = Bending(+) fro = 984 Fb' = 1035 fb/Fb' = 0.95 Dead Defl' = <L/999 Live Defl' = <L/999 0.54 • L/360 0.34 Total Defl' = L/433 0.82 L/240 0.55 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1,000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1,00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC I12 = D+S, V = 2055, V design = 1820 lbs Bending(+): LC ff2 = D+S, M = 8714 lbs-ft Deflection: LC 02 = D+S (live) LC 42 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 1148e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,_) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005).and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally suppoiled according to the provisions or NDS Clause 4.4.1. i a COMPANY PROJECT Design Build Services,Inc. J 8 S Development WoodWorks O 28119 1201h 59 SE 2,376 sf 2 story Plen Monroe,WA 98272 Arlington-Snow 25 par (3fi0)793-8659 b7-wwb May 1,2012 13:25 Design Check Calculation Sheet Wood Works Sizer 9 15 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit I Start Fad Star[ End eaQ Pot nt lbs 2 c20 Snow Point 10.04 1132 lbs 3 c29 Dead Point 4.04 529 lbs 4 .29 Snow Paint 4.04 673 lbs 5_w36 Dead Partial UDL 0.04 4.04 150.3 150.) plf w36 Snow Partial UDL 0.04 4.04 112.5 112.5 plf 7 w37 Dead Partial UDL 10.04 14.04 313.2 313.2 plf B w37 Snow Partial UDL 10.04 14.04 296.3 296.3 plf 9 j19 Dead Partial UDL 11.14 14.04 22.8 22.8 plf 10_j19 Snow Partial UDL it.04 14.04 45.1 45.1 plf 11_j20 Dead Partial UDL 3.04 11.04 22.0 22.E plf 12 j20 Snow Partial UDL 3.04 11.04 45.1 45.1 plf 13 j21 Dead Partial UDL 0.04 3.04 22.8 22.0 plf 14 j21 Snow Partial UDL 0.04 3.04 45.1 45.1 plf Se Lf-wP1 ht De_ e F'il UDL 14.2 plf Maximum Reactions(lbs)and Bearing Lengths(in) W-12" Unfactored: Dead 158$ 2205 Snow 1475 2397 Factored: Total 4 3261 fiO3 Bearing: Length 0.98 Min re 'd 0.90 1.36 V Glulam-Unbal.,West Species,24F-V4 DF,5-1/8"x12" Supports:All-Timber-sort Column,DFir-L No 2 Total length:14'-1,2"; Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)aelatif Nos 2005: Crlt,rclon AD.1 a1. Vilue Dot! n V.14a Ansl slt/Deal n s e v • Fv = v .ending(l) fb 1256 Fb' = 2760 fb/Fb• 0.46 Dead Defl'n 0.16 •IL/999 Live Defl'n 0,18 L/927 0.47 = L/3a'0 Total Defl'n 0,42 L1398 0.70= L/240 0.60 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr CErt Notes Cn LCH Fv' 265 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 IF '+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.11 E' 1.8 million 1.00 1.00 - - - - 1.00 Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 82 = D+S, V= 4603, V design = 1111 lbs Bending(+): LC N2 = D+S, 11= 12037 lbs-ft De£lectien: LC 42 = D+S (live) LC 62 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr--roof live L-.once nt-1,ed E=earthquake All LC', are listed in the Analysis output Load combinations; in 7-05 / IBC 2009 CALCULATIONS: Deflection: EI= 1320e06 lb-in2 "Live" deflection= Deflection from all n n-dead loads (live, wind, s now I Total Deflection= 1.50(Dead Load Deflection) +Live Load Deflection. Design Notes: 1 Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NOS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application. 3 Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance W(h ANSI/AITC A190.1-1992 4.GLULAM:bxd=actual breadth x actual depth, 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3 3,3, 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). i COMPANY PROJECT Design Build Services,Inc J&S Development Wood"Work s 0 Monroe, , 0thWA St 27 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b8.wwb sorrwnxrrou wooD nFslrn May 1,2012 13:24 Design Check Calculation Sheet WoodWorks Sizer 9.15 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern 8tart End Start End 1 3 0 Dead Full UDL 9.3 p 2 j20 Snow Full UDL 117.4 plf Load3 Dead Full UDL 20.0 plf elf-weight Dead Full UDL 7.7 nit Maximum Reactions(lbs)and Bearing Lengths(in) Unfactored: Dead 362 362 Snow 489 489 Factored: Total 851 851 Bearing: Length 0.50- 0.50` Min re a'd 0.50' 0 5g+ 'S1�nm„r,b^anng length setting used 112-for end supports b8 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Lumber n-ply Column,D.Fir-L Stud Total length:8'-4,0"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value 6es1 n Val- Shear fv 32 Eb' = zuf Bending(+) fb = 422 Fb' = 1242 fb/Fb' - 0.34 Dead Defl'n 003 = <L/999 Live Defl'n 0,,03 = <L/999 0.28 = L/360 0.12 Total Defl'n 0,07 = <L/999 0.41 = L/240 0.17 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 180 1.15 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.01) 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 = D+S, V = 847, V design = 685 lbs Bending(+): LC 02 = D+S, M = 1756 lbs-ft Deflection: LC 112 = D+S (live) LC 02 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow-.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005),and NDS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Design Build Services,Inc. J li S Development ® 28119 1201h St SE 2,378 sf 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psi (360)793-9659 b1l.wwb MHWARE FOR WOOD DESIGN May 1,2012 13:26 Design Check Calculation Sheet WoodWorks Sizer 9.15 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End I j Dea Triangular .0 B, p 2_jll Snow Triangular 0r02 6.02 0.0 133.3 plf 3 j12 Dead Partial UDL 6.02 0.02 68.3 68.3 plf 9 j12 Snow Partial UDL 6.02 9.02 133.3 133.3 plf Self-weight Dead Full UDL 6.0 plf Maximum Reactions(lbs)and Bearing Lengths(in) 8-0.5* Unfactored: Dead 144 246 Snow 233 433 Factored: Total 377 679 Bearing: Length 0.50* 0.50* Min rea'd 0.50* 0,50* 'Minimum bearing length selling used:1/2'for end supports bill Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Lumber Post Column,D.Fir-L No,2 Total length:8'-0.5"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using Nos 2005: Criterion Analysis Value Design Value Anal sis/Desi n 5 ear fv Fv, = ZD v Bending(+) fb = 440 Fb' = 1345 fb/Fb' - 0.33 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.04 = <L/999 0.27 = L/360 0.17 Total Defl'n 0.08 = <L/999 0,40 = L/240 0.21 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCK Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+S, V = 679, V design = 554 lbs Bending(+): LC 42 = D+S, M = 1124 lbs-ft Deflection: LC 42 = D+S (live) LC 42 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 17Be06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow_) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1,WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �� J COMPANY PROJECT Design Build Services,Inc. J&S Development WoodWorks 0 Monroe ,WA0th St 27 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 bl9.wwb xorrwnaaroa WOOD DESIGN May 1,2012 13:37 Design Check Calculation Sheet W ood W orks Sizer 9.15 Loads: Load Type Distribution Pat- Location [fti Magnitude Unit tern Start End Start End 1_j 1 Dea Full UDL p 2 j41 Snow Full UDL 10.4 plf Load3 Dead Full UDL 60.0 plf Load4 Snow Full UDL 100.0 plf Self-weight Dead Full UDL 9.4 nlf Maximum Reactions(lbs)and Bearing Lengths(in): 12'- i 11'1.5' Unfactored: Dead 450 450 Snow 663 663 Factored: Total 1113 1113 Bearing: Length 5,50 5.50 Min re 'd 0.51 0.51 1319 Lumber-soft,D.Fir-L,No.2,4x12(3-1/2"x11-1/4") Supports:All-Lumber n-ply Column,D.Fir-L Stud Total length:12'; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Design Value Mal s!s/Dcsin Shear fV 33 N, - zut Bending(+) fb = 468 Fb' - 1138 fb/Fb' = 0.41 Dead Defl'n 0,04 = <L/999 Live Defl'n 0.06 = <L/999 0.37 = L/360 0.15 Total Defl'n 0.12 = <L/999 0.56 = L/240 0.21 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Ph', 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 1035, V design = 857 lbs Bending(+): LC 42 = D+S, M = 2880 lbs-ft Deflection: LC 02 = D+S (live) LC 02 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection; EI = 664e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow_) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2,Please verify that the default deflection limits are appropriate For your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4.1, 'ter 1 - Il COMPANY PROJECT Design Build Services,Inc. J&S Development WoodWorks° Monroe, , 0thWA St 27 2,378 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b20.wwb surnvnerroR WOOD DESIGN May 1,201213:35 Design Check Calculation Sheet Woodworks Sizer 9.15 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Starr End 1 j3 ea Trapezor a 01. D, pir 2 j33 Snow Trapezoidal 2.08 6.08 156.3 112.5 plf 3_j39 Dead Partial UDL 0.08 2.08 231.2 231.2 plf 4 j39 Snow Partial UDL 0.08 2.08 293.3 293.7 plf 5 b25 Dead Point 2.08 459 lbs 6 b25 Snow Point 2.08 681 lbs Load? Dead Full UDL 20.0 plf Self-wei ht Dead Fu11 UDL 7.7 1pif Maximum Reactions(lbs)and Bearing Lengths(in); 6'-1.5' y 10] r .r Unfactored: Dead 895 541 Snow 1128 678 Factored: Total 2022 1219 Bearing: Length 0.92 0.56 Min re 'd 0.92 0.56 b20 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:6'-1.5"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NOS 2005: Criterion Analysis Value D sign Value Analysis/Design shear ry = a Fv = 2 fv/Fv' 0.36 Bending(+) fb = 724 Fin = 1242 fb/Fb' = 0.58 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.20 - L/360 0.14 Total Defl'n 0.06 = <L/999 0.30 L/240 0,20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt CL Cn LCR Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00, 1.00 1.00 - 2 Pep. 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+S, V = 2021, V design = 1613 lbs Bending(+): LC 42 = D+S, M = 3013 lbs-ft Deflection: LC k2 = D+S (live) LC k2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC, s are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 369e0'o lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow_) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1,Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. N' COMPANY PROJECT I Design Build Services,Inc. J2'1.`ww'b"'O""' WoodWo rks O 281i) 1201h St SE ,37s2 story Plan Monroe,WA 98272 rlinto -Snow 25 psf (360)7939659 .SO(IW LRF FOR WOOD nFsrr.'rc May 1,2012 13:36 Design Check Calculation Sheet WoodWorks Sizer 9.15 Loads: Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 ] ea Fu UDL z9 p 2 j23 Snow Full UDL 400.0 plf Load3 Dead Full UDL 20.0 plf Self-wei hC Dead Full UDL 6,0 plf Maximum Reactions(lbs)and Bearing Lengths(in): 5'-1.6' S .8. Unfactored: Dead 682 682 Snow 1026 1026 Factored: Total 1708 Hearing: 1708 Length 0.78 Min re 'd 0.78 0.78 0.76 b21 Lumber-soft,D.Fir-L,No.2,4x8(3-112"x7-114") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:5'-1.6"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Anal sis Value Des* n Value Anal 91lyoesi n shear v Fv* = 207 tv Fv' 0.36 Bending(+) fb . 836 Fb' = 1345 fb/Fb' - 0.62 Dead Defl'n 0.02 - <L/999 Live Defl'n 0.03 - <L/999 0.17 = L/360 0.20 Total Defl'n 0.07 - L/913 0.25 = L/240 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF CEu Cr Cfrt Ci Cn LCN Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 L-00 1.00 1.000 1.300 1.00 1.G0 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - . 2 Emin' 0.58 million 1.00 1.00 _ - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 02 = D+S, V = 1687, V design = 1263 lbs Bending(+): LC 02 = D+S, M = 2136 lbs-ft Deflection: LC 02 = D+S (live) LC 02 = D+S (total) D=dead L=Live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow-) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ., *, I COMPANY PROJECT Design Build Services,Inc. J&S Development WoodWorksO Monr 120ASt27 2,376 o 2 story Plan Monroe,WA 98272 Arlington-Snow 25 psf (360)793-9659 b29,wwb soFr+VARF FOR WOOD DESIGN May 1,2012 13:31 Design Check Calculation Sheet W ood W orks Si zer 9.15 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End c DeaPoint bs 2 c48 Snow Point 2.54 125 lbs 3 w51 Dead Partial UDL 2.54 6.04 140.0 140.0 plf 4 w51 Snow Partial UDL 2.54 6.04 100.0 100.0 plf Loads Dead Full UDL 120.0 plf Load6 Live Full UDL 40.0 plf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs)and Bearing Lengths(in) W-1 U� ri X Unfactored: Dead 576 766 Live 122 122 Snow 175 300 Factored: Total 799 1082 Bearing: Length 0.50+ 0.50+ Min re 'd 0.50+ 0.50+ 'Minimum bearing length setting used:112"for end supports b29 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-114") Supports:All-Lumber n-ply Column,D.Fir-L Stud Total length:6-1.0"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Mal sts Value Desi Value Mal his/Deslan 5 ear ry = v = v Fv = ,I Bending(+) fb = 379 Fb' = 1242 fb/Fb' = 0.30 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.01 = <L/999 0.20 • L/360 0.04 Total Defl'n 0.04 = <L/999 0.30 - L/240 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1,00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 93 = D+.75(L+S), V = 1079, V design = 800 lbs Bending(+): LC k3 = D+.75(L+S), M = 1575 lbs-ft Deflection: LC @3 = D+.75(L+S) (live) LC 03 = D+,75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow_) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2,Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1. 11 l COMPANY PROJECT Design Build Services,Inc. J&S Development WoodWorks O M oro , 0thWA St 27 2,378 o 2 story Plan Monroe,WA 90272 Arlington-Snow 25 psf (360)793-9659 b30.wwb sorrwnac FOR WOOD DESIGN May 1.2012 13:28 Design Check Calculation Sheet WoodWorks Sizer 9.15 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start E.cf Start End Loa I Dead Full DL 10, pIE Load2 Live Full UDL 40,0 plf Self-weight Dead Full UDL 7,7 if Maximum Reactions(Ibs)and Bearing Lengths(in) 8'-1" Unfac Cored: Dead 516 516 Live 162 162 162 Factored: Total 678 Bearing: 67B Length 0,50• Min re 'd 0,50• 0.50• o.so; 'Minimum bearing length setting used 112"for end supports b30 Lumber-soft,D.Fir-L,No.2,W 0(3-1/2"x9-1/4") Supports:All-Timber-soft Column,D,Fir-L No.2 Total length:8'-1,0"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2005: Criterion Analysis Value Desl n Value Anal sfs/Deal n Shear fv - 2 Fv' = v Fv ,14 Bending(+) fb - 326 Fb' = 1080 fb/Fb' - 0.30 Dead Defl'n 0,03 - <L/999 Live Defl'n 0,01 <L/999 0.27 - L/360 0.04 Total Defl'n 0,06 <L/999 0.40 L/240 0.15 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci C. LCk Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fin . 900 1.00 1.00 1.00 1.000 1.200 1,,00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -E. 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 = D+L, V = 674, V design = 541 Ibs Bending(+): LC #2 = D+L, M = 1356 lbs-ft Deflection: LC #2 = D+L (live) LC 112 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-05 / IBC 2009 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,,,) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1,WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009).the National Design Specification(NDS 2005),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ZON20; .9 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 DEVLPMNT REVIEW COMMITTEE PERMIT#: ZON20120049 �`, �- APPLICANT: J &S DEVELOPMENT-STROOT... STATUS:APPLIED �b ADDRESS: 18911 42ND DR NE,ARLINGTON BALANCE: $0.00 f ISSUED: CREATED: 5/8/2012 SCREENS: Select Screen... FUNCTIONS: Select Permit Function... -BLD REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 1002 P-Engineering I MHAYES 5/10/2012 0 Y N Assign Remove 1014 P-Public Works I LTAYLOR 5/10/2012 5/8/2012 1 Y Y Assign Remove 1016 P-Public Works II LPETER... 5/10/2012 0 Y N Assign Remove 1020 P-Sewer FRAPEL... 5/10/2012 5/8/2012 1 Y Y Assign Remove 1026 P-Utilities Fees RSHEPA.. 5/10/2012 0 Y N Assign Remove 1028 P-Water EANDE... 5/10/2012 5/8/2012 1 Y Y Assign Remove 2000 C-Building I CYOUNG 5/10/2012 0 Y N Assign Remove 2008 C-Community Development I BFECHT 5/10/2012 0 Y N Assign Remove 2012 C-Natural Resources BBLAKE 5/10/2012 0 Y N Assign Remove 2014 C-Planning I THALL 5/10/2012 5/8/2012 1 Y Y Assign Remove &,e)/� https:Hcoapermits.arlington.local/PermitTrax/Module_Permits/Permits Permit/Permit_Revi... 5/8/2012 t I I I I/ jri•'Y • RESIDENTIAL SUBMITTAL REQUIREMENTS Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360) 403 3551 • FAX (360)403 3418 ZONING VERIFICATION APPLICATION 72 hour turnaround Date: �y� / Z d I c77 79000 o 4m Address: 0 J L/�2'vd R tj t= Plat:0, 0fA Ujj tR 01V T Owner/Appr t: Signature: accuracy and agreement to follow the City of Arlington Municipal Code Phone: (h) (c) � 1. Please check one: , . Single-family dwelling ❑ P. Duplex ❑ c. Addition ❑ d. Accessory structure 2. Proposed Dimensions: W) Zk L) JAL/ H) .2-> Total SF)23 79 3. Allowed Lot Coverage: Total Lot Size_97,.z� SF x 35% _ 5 SF 4. Actual Lot Coverage: (SF of all structures) (lot size) _ % (This square footage should include the footprint area of all structures on the property including: house, garages, sheds, covered patios, and decks permitted by the building code) 5. Septic Tank? If so please provide Snohomish County Health Department approval and indicate on site plan. �y 6. How many trees greater than 12" diameter to be removed? 1"" r-P any please indicate on site plan. 7. Describe Proposal include cross street): �r _ p ( ) RECEIVED OFFICIAL USE ONLY — PROPERTY ZONED APPROVED E-1 DENIED_ DATE'S PERMIT CE%ER 00 1 _ I ti J s. I I CL tot - q �2 N 1 ' ig 30 ' 10 N A � - a .?y Ll f4Iry bad(, �o I II i i i l � � I o ; i RECEIVED j ! MAY 0 7 :2012 COA PERMIT CENTER 20n1 ZO 120 C-)cl . i - _ _ .:: 4 �!l 1 I BLD20120123 (PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT#: BLD20120123 OWNER: J&S DEVELOPMENT-STROOTMA... STATUS: APPLIED ADDRESS: 18911 42ND DR NE,ARLINGTON BALANCE: $0.00 ISSUED: CREATED: 5/8/2012 SCREENS: Select Screen... FUNCTIONS:Select Permit Function... SINGLE FAMILY RESIDENCE NEW REVIEWS PRINT ADD NEW SUMMARY REVIE... DESCRIPTION ASSIGNE... DUE DATE LAST (#) REQ?DO... ASSIGN REMOVE 2000 C-Building I CYOUNG 5/14/2012, 0 Y N Assign Remove 2008 C-Community Development I BFECHT 5/14/2012 0 Y N Assign Remove https://coapermits.arlington.local/PertnitTrax/Module_Permits/Permits_Permit/Permit_Revi... 5/8/2012 1 � .�"' �� -�� ' �, { �. RESIDENTIAL PERMIT } J SUBMITTAL -' Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone(360)403 3551 • FAX(360) 403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, TWO(2) ACCURATE, FULLY DIMENSIONED PLOT PLANS AND ONE(1) CROSS CONNECTION CONTROL SURVEY(if adding plumbing). TYPE OF PERMIT: ® Residential Addition ® Residential Alteration Also Including: .$ Plumbing 9KMechanical 1 �/ Project Address: ' R9 I I 44 A/V� C)'R W r Parcel ID#: -�1 6_?79 �U 0G / y6 0 Lot#: 141 Subdivision: Project Description: , -P=(Z New Valuation: Owner: ^^~ '�c" Phone Number: 41's—�P©' 8�Z v� Z Address: city:, �\1CR�� State: itilg Zip Code: f -0©/ Z Contact Person: %o, N 5ira Phone Number: Cell Phone: 5?9-22,Fax: E-mail: Address City: State: Zip Code: Building Area (Sq Ft): 15t Floor: y0 2"d Floor: I a 3rd floor: Deck: Garage/Carport: Basement: Project Valuation* Contractor: A3,%+ I*J C Phone Number: 111 —3 9 9 6/ y G Address: City. State: -�� Zip Coder -7 Z Contractor's License Number: C C 10 33 tM W Expiration: �� 3 ,� 1 Plumbing Contractorr� �-►v� � Phone Number: Address: /y 2 / t'a RAJC City:'M a1L -State:W f'r. Zip Code:CS OA Contractor's Lic nse Numbe r Expiration: ry\'A 'R a© 3 Metn al Contractor l) e4t% t Phone Number. Address: 13723 �`�fi� �`� l� City: �V\` a State: LU Zip Code: ' Contractor's License Number: Expiration: - I Z I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- desc' pr will be in accordance with the laws, rules and regulation of the State of Washington. MAV / 2— If Acmlicants Signa ure Date Print Applicants FOR STAFF USE ONLY f&D20(ZQ 123 b _ Permit# Accepted By Amount Received Receipt# Date Received �� i r� ��, � {� �� i 4 14 i � ti RESIDENTIAL PERMIT SUBMITTAL Department of Community Development City of Arlington •238 N Olympic Ave. •Arlington,WA 98223 • Phone(360)403 3551 • FAX (360)403 3447 Number of Plumbing Fixtures (Inc luding Rough Ins) Accessory Main Total Fixture Total Number Fixtures Plumbing Fixtures Dwelling Unit Residence Unit#X Units Multiplier Bar Sink X 1.0 = Bathtub or Combination Bath/Shower X 4.0 = Clotheswasher X 4.0 = L� Dishwasher X 1.5 = l� Hose Bibb ',Z X 2.5 = J Kitchen Sink X 1.5 = Laundry Sink X 1.5 = Lavatory(Bathroom Sink) X 1.0 = Shower(Stand Alone)Each Head / X 2.0 = Z Water Closet(Toilet) -3 X 2.5 = � Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater Other Total Fixture Units Traps(other than above items) Column Totals Estimated Project Valuation_ Building Squares Footage 1:'2-3> 7 15t Floor a y® 2nd Floor /�� 3`d Floor Basement Deck Garage Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: feet. C. Difference in elevation between meter and highest fixture: feet above meter or feet below meter, D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- des d ro erty will be in accordance with the laws, rules and regulation of the State of Washington. Appli nls Date F 8 r ., '� � ��. I ' ' I I � l I Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone 1 Project Information Contact Information y yas -- 3yy� /YD 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://www.energy.wsu.edu/code/code2006.cfm Option Glazing Glazing U-Factor Door 1) Ceiling Vaulted Wall' Wall- into Wall-ext° Floors Slab on Area1): % U-Factor Ceiling Above Below Below Grade ol'Floor =Overhead11 Grade Grade Grade ❑ I 10'% 0.32 0.58 0.20 R-38 R-30 R15 R-15 R-10 R-30 R-10 Unlimited 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R 30 R-10 Group R-3 �]IV, and [.-a Occupancie S Only See WSEC table.6-1 for footnotes Glazing Schedule Attached to Document [� Does not apply. 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 I, Glazing to floor area limit(WSEC 602.7.2) ❑ Area weighted window, skylight or door U-factor (WSEC 602.7.2) ❑ As part of the heating and cooling system sizing calculation (IRC M1401.3 &WSEC 503.2.2) Radiant slab: ❑ R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) WSEC Prescriptive Worksheet(2006 edition)Zone 1 R-3 or R-4 Insulation WSUEEP07-010 Copyright 2007 W� I '�-o l23 RESIDENTIAL PERMIT : SUBMITTAL Departmerrt of Community Development City o>fiArfington•238 N Olympic Ave. •Arlington,WA 93223-phone(360)403 3551 •FAX(360)403 3447 GROSS CONNECTION SURVEY FORM Forward to Utilities Division for Review Type of Residence: 0 Single-Family F_] Duplex ❑ Other The Rules and Regulations of the Stage of Washington Department of Health require that cedairr premises install backflow prevention assembliES (WAC 246.290.480). 6wMcyw prevenbon assembfres shall be installed at any prernise where,Irt the judgment of,the City of Arlington Cross Control Specialist,the riabffe of acijiAgs on the premises may pose a hazard to the public Water system_ Type of Penmit-. U New Residential 0 AdditionfAlteraWn Project Descript/on: 5 ,�. ,.w. R.'P-s 1-o". !HiedAddvss. i g cl t i `1 -L tJA D '_ _ _ Pa=101 (-%fl0-7 -7 9odoo Iga0 Owner: S %-) e.1 o -A Phone �q $ plumber Address: a se,A ,i C city. P�'\\ L/ee 1�- State: W 4 Zip Code:9 Contact Person: C-\'\-'5 f-IQ G<U(• Phone Number. q c 4 1- Cell Phone: FHrc t�rnaA' Address; Cr�Y: State:— Zip Code_— ApplIames permanently connected to water service may lgtlira Cross Connection-Control(check an that apply) © Fire Sprinkler System © Medical Equipment ] Lem Sprinider System ❑ Livestock Drinking Tanks ❑ Decorative Pond/Fountain ❑ Private WON ❑ Hot Tut} [] Re-ckculating Heating System ❑ Su airnilg Fool ❑ Other Authodzed Signature: C7fis $ For Of ee Use Only Date Reoelved: Surrey ReceWed 13y.. Assembly Required: DCVA [:] RPBA ❑ AV 3 ❑ Other tnspechan Required: YES NO ❑ &C)J-o 120 r MIN. 4" PERFORATED PIPE - ROOF l INFILTRATION TRENCH DRAIN ------------------------- ------ I I I YARD DRAIN �---------------------------------I1 FLAN VIEW SOLID PIPE ORRNT D SECTION NONELBOW 1 ROOF DRAIN GEOTEXTILE ON A TOP AND SIDES 4" PERFORATED PIPE 6" MIN ' _ 4" TEE 2 MIN WASHED ROCK 1 MIN PLUG WITH 1/2" 1' MIN 3/4"-1 1/2" 1' MIN CENTERED HOLE -� FINE MESH YARD DRAIN OR CS SCREEN SUMP W/SOLID LID 3' MIN - - MAX 100' I 10' MIN =4— HIGH GROUNDWATER TABLE SECTION VIEW NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10' FROM BACKFILL BUILDING, PROPERTY LINES, AND EASEMENTS. 2. THE FOLLOWING MINIMUM LENGTH (LINEAR FEET) 6" MIN PER 1,000 SQUARE FEET OF ROOF AREA BASED MIN. 4" ON SOIL TYPE MAY BE USED FOR SIZING PERFORATED DOWNSPOUT INFILTRATION TRENCHES. PIPE COURSE SAND & COBBLES 20 LF 2' MIN WASHED ROCK MEDIUM SAND 30 LF 1' MIN —3/4"-1 1/2" FINE SAND, LOAMY SAND 75 LF SANDY LOAM 125 LF 1 LOAM 190 LF 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH 2' WALLS MUST BE 6 FEET. 4. INFILTRATION TRENCHES SHALL NOT BE BUILT ON SECTION A-A SLOPES GREATER THAN 25 PERCENT. 5. SLOPES GREATER THAN 25 PERCENT HAVE A I MINIMUM SETBACK OF 50' FOR INFILTRATION TRENCHES. y U APPROVED BY L OLIVE DEPARTMENT OF PUBLIC WORKS STANDARD DETAIL DATE O4/30/200r STANDARD PLANS NUMBER • • REF SUM SPEC 's RESIDENTIAL INFILTRATION TRENCH SD- 14 �lI N G,CO �c,p�(2U�23 ., 1 "� - �. .. I I I I Contractors or Tradespeople Printer Friendly Page Page 1 of 2 General/Specialty Contractor A business registered as a construction contractor with I-Ed to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name C W BRIGHT CONSTRUCTION INC UBI No. 601794279 Phone 3606524154 Status Active Address Po Box 459 License No. CWBRIC1033MW Suite/Apt. License Type Construction Contractor City Stanwood Effective Date 7/16/1997 State WA Expiration Date 1/2/2014 Zip 98292 Suspend Date County Snohomish Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses Specialty Specialty Effective Expiration License Name Type 1 2 Date Date Status CRYSTC"088KG CRYSTALWOOD Construction General Unused 5/7/1992 5/5/1993 Archived CONSTRUCTION Contractor CWBRIC"107C6 C W BRIGHT'S Construction General Unused 2/26/1990 1/2/1998 Archived CONSTRUCTION Contractor N0RTHCS101CO NORTHSHORE Construction Concrete Unused Z/20/1990 2/5/1995 Archived CONCRETE SERVICE Contractor CRYSTH"121OT CRYSTALWOOD Construction General Unused 9/30/1988 9/23/1991 Archived HOMES Contractor NORTHCS212CMNORTHSHORE Construction Concrete Unused 2/14/1979 2/5/1991 Archived CONCRETE SERVICE Contractor CRYSTH1105N4 CRYSTALWOOD Construction General Unused 8/24/1990 12/11/2010 Expired HOMES INC Contractor Business Owner Information Name Role Effective Date Expiration Date BRIGHT, CHARLES WALDO President 07/16/1997 BRIGHT, PATRICIA LEE Vice President 07/16/1997 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 3 MERICAN STATES INS 6430215 07/08/2006 Until Cancelled $12,000.0007/12/2006 CO 1 2 OHIO CAS INS CO 13318740 01/02/2002 jUntit Cancelled 07/27/2006 $12,000.00 12/17/2001 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Datel Amount Received Date 13 Wesco WPP1025141 03/17/2012 03/17/2013 $1,000,000.0003/16/2012 Insurance Co 12 �Wco lnsurance WPP1025141 03/17/2011 03/17/2012 $1,000,000.0004/15/2011 Company 11 GENERAL BAGO0750800 04/08/2010 04/08/2011 $1,000,000.0004/13/2010 FIDELITY INS COI I 10 GENERAL BAGO0677200 04/08/2009 04/08/2010 $1,000,000.0004/06/2009 FIDELITY INS CO 9 1 104/08/2008 04/08/2009 $1,000,000.0004/08/2008 https:Hfortress.wa.gov/lni/bbip/Print.aspx 5/8/2012 Contractors or Tradespeople Printer Friendly Page Page 2 of 2 RE BA rAS RTY 8t �00 G0005494- I - UALTYINS 1 111 8 GENERAL BAG000346600 04/08/2007 04/08/2008 $1,000,000.00 04/05/2007 FIDELITY INS 7 QUANTA QAG000789200 04/08/2006 04/08/2007 $1,000,000.00 03/31/2006 INDEMNITY CO Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 5/8/2012 Contractors or Tradespeople Printer Friendly Page Page 1 of 2 i General/Specialty Contractor A business registered as a construction contractor with Lfxl to perform construction work within the scope of its specialty.A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name GENE'S PLUMBING UBI No. 601119004 Phone 4259236914 Status Active Address 14327 16Th Ave Nw License No. GENESP"925DR Suite/Apt. License Type Construction Contractor City Marysville Effective Date 3/19/2008 State WA Expiration Date 3/19/2014 Zip 98271 Suspend Date County Snohomish Specialty 1 Plumbing Business Type Individual Specialty 2 Unused Parent Company Other Associated Licenses Specialty Specialty Effective Expiration License Name Type 1 2 Date Date Status NORTHWEST Construction NORTHQH975DG QUALITY HOMES Contractor General Unused 3/7/2003 3/7/2005 Archived _ JINC NORTHWEST Construction NORTH QH951 KU`QUALITY HOMES Contractor General Unused 5/31/2005 5/31/2009 Expired LLC GENESP"045KH GENE'S PLUMBING Construction Plumbing Unused 5/8/1996 8/19/2005 Out Of Contractor I IBusiness Business Owner Information Name Role Effective Date Expiration Date MARICAL,GENE Owner �03/19/2008 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Imp_aired Date,Bond Amount Received Date, 3 American Contractors 100165208 06/08/2011 Until Cancelled $6,000.0005/26/2011 Indem CO 2 PLATTE RIVER INS CO 141177512 06/08/2009 Until Cancelled 06/28/2011 $6,000.0006/15/2009 1 DEVELOPERS SURETY 791914C 03/17/2008 Until Cancelled 04/20/2009 $6,000.0003/19/2008 13 INDEM CO Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective DateExpiration Date Cancel Datejlmpaired Date Amount Received Dater 5 Ohio Security IBK553728723 I 06/08/2012 I 06/08/2013 �$1,000,000.00,04/27/2012 Ins Co 4 Ohio Security BKS53728723 06/08/2011 06/08/2012 $1,000,000.00 05/18/2011 Ins Co 3 OOHIO CAS INS BH053728723 06/08/2010 06/08/2011 $1,000,000.0004/30/2010 2 OOHIO CAS INS bho53728723 06/08/2009 06/08/2010 $1,000,000.00,06/15/2009 C i 1 OOHIO CAS INS BH053728723 03/17/2008 03/17/2009 $1,000,000.00,03/19/2008 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period �(,D�12U f https://fortress.wa.gov/lni/bbip/Print.aspx 5/8/2012 Contractors or Tradespeople Printer Friendly Page Page 1 of 1 Electrical Contractor A business licensed by Lftl to contract electrical work within the scope of its specialty. Electrical Contractors must maintain a surety bond or assignment of savings account.They also must have a designated Electrical Administrator or Master Electrician who is a member of the firm or a full-time supervisory employee. Business and Licensing Information Name DUDLEY'S UBI No. 602061158 Phone 4253228077 Status Active Address 13723 19Th Ave Ne License No. DUDLE""910LE Suite/Apt. License Type Electrical Contractor City Marysville Effective Date 6/1/2009 State WA Expiration Date 6/1/2013 Zip 98271 Suspend Date County Snohomish Specialty 1 Hvac/Rfrg Ltd Energy Business Type Individual Specialty 2 Unused Parent Company Master Electrician INFORMATION License WILKIJM961 PJ Name WILKINSON,JONATHAN M Status Active Business Owner Information Name I Role Effective Date Expiration Date DUDLEY, DAVID D Iowner 06/01/2009 Bond Information Bond Bond Company Name Bond Account Number Effective Date(Expiration Date Cancel D Iired D Bond Amount Received Date 1� atempa Date, OH10 CAS INS CO 5050825 104/24/2009 [Until Cancelled $4,000.00 06/01/2009 Assignment of Savings Information No records found for the previous 6 year period Insurance Information No records found for the previous 6 year period Summons/Complaint Information Summons and Complaints are not filed with the department for this contractor type Warrant Information Warrants are not filed with the department for this contractor type https://fortress.wa.gov/lni/bbip/Print.aspx 5/8/2012 �� I I 5 CITY OFARLINGTON 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3551 BUILDING PERMIT Address:18911 42NDDRNE,ARLINGI'ON Permit#:BLD20120123 Parcel#:01077900001400 Valuation:$274,000.00 APP - CONXRACPO J&S DEVELOPMENT J&S DEVELOPMENT CW BRIGHT CONSTRUCTION INC BRIAN STROOTMAN BRIAN STROOTMAN CHARLES W BRIGHT 2619 SEATTLEHILL RD 2619 SEATTLEHILL RD PO BOX 95 PMB524 MILL CREEK,WA 98012 MILL CREEK,WA 98012 STANWOOD,WA 98292- BST ROOT MAN@MSN.COM BST ROOT MAN@MSN.COM Lie#:CWBRICIO33MW Exp: 1/2/2013 tKUMBING CONTRACTOR _ MECHANICAMONTRACTOR. GENES PLUMBING DUDLEY HEATING 14327 16TH AVE NW DUDLEY MARYSVILLE,WA 98271 13723 19TH AVE NE MARYSVILLE,WA 98271 Lic#:GENESP*925DR Exp:3/19/2014 Lic#:DUDLE**910LE Exp:9/30/2012 SINGLE FAMILY RESIDENCE-1st-840 sq.ft..,2nd 11-1538 sq.ft.,garage 680 sq.ft.,deck 48 sq.ft. PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V-B DWELLINGUNITS: 1 OCCGROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A PERMIT APPROVAL. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 2929 (3Cj,= J 1,4 12- Signature Print Name to Released B Dat ARCHIVE = APPLICANT ASSESSOR OTHER BLD20120123 CONDMONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES, ETC.)WILL REQUIRE SEPARATE PERMISSION. • None PERK fTFEES Date Description : ' ' Fee Amount Paid Balance Due 5/10/2012 Plumbing Permit Fee $217.00 ($217.00) $0.00 5/10/2012 Mechanical Permit Fee $100.00 ($100.00) $0.00 5/10/2012 Building Permit Fee(QTY.1) $2,328.06 ($2,328.06) $0.00 5/10/2012 Building Plan Check Fee(QTY. 1) $1,513.24 ($1,513.24) $0.00 5/10/2012 State Building Code Surcharge(QTY: 1) $4.50 ($4.50) $0.00 Total Due: $4,162.80 ($4,162.80) $0.00 CALL FOR INS PECTIONS BUELDINCIINCINEMING1PARKS/UFUXIIFS/FINAL(360)435-0674 FIRE(360)403-3607 When calling for an inspection please leave the following information: Permit Number,Job Site Address,Type of Inspection being requested,Contact Name and Phone Number,Date Prefereed,andwhether you prefer morning or afternoon. GFootings CITY OF ARLINGTON J 238 N.OLYMPIC AVE.-ARLINGTON,WA 98223 PHONE:(360)403-3551 l'rL'LDTNG I'E16I Address:1891142ND DRNF,ARLINGTON Permit#:BLD20120123 Parcel#:01077900001400 Valuation:$274,000.00 J&S DEVELOPMENT J&S DEVELOPMENT HIGH DEFINITION CONSTRUCTION,LLC BRIAN STROOTMAN BRIAN STROOTMAN ALLEN CAMPBELL 2619 SEATTLEHILL RD 2619 SEATTLEHILL RD 17114 103RD PL NE MILL CREEK,WA 98012 MILL CREEK,WA 98012 GRANITE FALLS,WA 98252 BST ROOT MAN@MSN.COM BSTROOTMAN@MSN.COM Lic#:HIGHDDC881D2 Exp:3/23/2014 [PI.UNII3P.VG CONnUCTOR I GENES PLUMBING DUDLEY HEATING 14327 16TH AVE NW DUDLEY MARYSVILLE,WA 98271 13723 19TH AVE NE MARYSVILLE,WA 98271 Lic C GENESP*925DR Exp:3/19/2014 Lic#:DUDLE**910LE Exp:9/30/2012 JOB 1)GSCIiIPTIO SINC EFAMILYRESIDINC&1st-840 sq.fL,2nd fl-1538 sq.ft.,garage 680 sq.ft.,deck 48 sq.ft. PERMIT TYPE: Residential PERMIT GROUP: Single Family Residence New STORIES: 2 CONST TYPE: V B DWELLINGUNITS: 1 OCC GROUP: R-3 CODE: 2009 IRC OCC LOAD: N/A I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC110/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name Date Released By Date REVISED av-,/ ARCHIVE APPLICANT ASSESSOR OTHM 419 i �� Contractors or Tradespeople Printer Friendly Page Page 1 of 1 General/Specialty Contractor A business registered as a construction contractor with L81 to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name HIGH DEFINITION CONST LLC UBI No. 603186927 Phone 3607226515 Status Active Address 17114 103Rd Pl Ne License No. HIGHDDC881 D2 Suite/Apt. License Type Construction Contractor City Granite Falls Effective Date 3/23/2012 State WA Expiration Date 3/23/2014 Zip 98252 Suspend Date County Snohomish Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses Specialty Specialty Effective Expiration License Name Type 1 2 Date Date Status CYNDY'S CUSTOM Construction CYNDYCH900D4 HOMES LLC Contractor iGeneral Unused I3/24/2010 13/24/2012 Expired) Business Owner Information Name Role Effective Date Expiration Date CAMPBELL,ALLEN EUGENE JARent 03/23/2012 CAMPBELL,ALLEN EUGENE Partner/Member 03/23/2012 Bond Information Bond Bond Company Name Bond Account Number1Effective Date Expiration Date cancel Date Impaired DatqBond Amount(Received Date 1 Navigators Ins Co 146bcO24778 03/23/2012 JUntit Cancelled I $12,000.00103/2 3/201 2 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Datel Amount lReceived Date. 1 INevada Capital 77NPP4011278 03/23/2012 03/23/2013 $1,000,000.0003/22/2012 Ins Co Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 8/13/2012 i - i i i z o0 `z 14-4 u � w N � O N z �D � C7 z C? a u o O �' w O N O V v U U w � � U) z � QW a �, U .4,4H v O a ® � w ZH w o :� Q o wO 1 w A cn 9) �+ c U `n A z z � Zu w o ® O � -:�. C z u x �, `A z w 8 bc O85 c1 au 00 Q) Q O z o uQcn o � U) � U C ,� w w Z z N H H . - �� I 4( G(+ OET Duct- .sting Calculator (New Con- }action) House address or lot #:__i oRtj, N _ Lu to Conditioned Floor Area: Duct tester location: 4/ / Pressure tap location: Ring (if applicable): open 1 2 3 At Rough-in (Total Leakage) Test Method & Test' Calculated Standard' CFM25 Target Air Handler Present <_ 6 CFM25 per 100 sf of CFA ' 06 X CFA 5 CFM25 Air Handler not Present .04 X CFA< , CFM25 5 4 CFM25 per 100 sf of CFA Post Construction Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present(Total Leakage) .08 X CFA 5 CFM25 S 8 CFM25 per 100 sf of CFA Air Handler Present(Leakage to Exterior) .06 X CFA<_ CFM25 5 6 CFM25 per 100 sf of CFA 1. Test results must comply with one of the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested Calculated Test Result CFM50 ((�ZO CFM50 X 0.055):( CFA X 144))=SLA 0.00030 SLA divided by 31 a�3�_ SLA SLA= des ��C /Ns otA Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock,AllowOor access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa: Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a iiu&test. CFA: Conditioned floor area CFM2S: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area i ,,' i + i Duct Leakage Affidavit y� Permit t House address or lot number. I-c,V-� city: /ram/r`.tti- zip: 9� 3 Cond.Floor Area(ff): c;2 Source(circle one): Pla Estimated Measured ❑Duct tightness testing is not required_for this residence per exceptions listed at the end of this document Air Handler in conditioned space?❑yes 0 no Air Handler present during test?E§yes❑no Circle Test Method: eakage to Outside Total Leakage Maximum duct leakage: Total duct leakage air handler installed:(floor area x.08) dFM@25 Pa Total duct leakage air handler not installed:(floor area x.04)= CFM@25 Pa Leakage to outdoors:(floor area x.06) CFM@25 Pa Test Result: Z60, CFM@25Pa Ring(circle one): Open 1 2 3 Duct Blaster Location: J?/ Pressure Tap Location: I certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name.,. �f,n-tj /5 Technician: 01- Date: Phone Number. '3�*—eO�7 Washington State Energy Code reference: W&10.2 SmUng.All ducts,air handlers,filter boxes,and building cavities used as ducts shall be sealed-Joints and seams shall comply with Section M1601.3 of the International Residential Code or 603.9 of the International Medlankal tie. Duct tightness testing shall be conducted to verify that the ducts are sealed.A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent When required by the building official,the test shall be conducted in the presence of department staff. Exceptions: I.Duct tightness lest is not required if the air handler and all duds are located within conditioned space. 2.Dud testing is not required for homes less than 1700 square feet of floor area that meet all of the following requirements. a)Building cavities shall not be used as part of the air transport system. b)Portions of the system located outside of the thermal envelope are limited to the HVAC equipment and no more than 20 linear feet of supply and return dud. c)All equipment and dud located outside the thermal envelope shall be sealed using mastic. d)Filter access installed outside of the thermal envelope shall include air-tight doors with a gasket and a latch. e)Duds located outside the thermal envelope shall not be insulated until the dud sealing has been inspected.Duct insulation inspection for this section of the system shall occur at the final inspection of the home. I . 1 _ 3 I • - L - • 1 Review Process Status Report Permit: ZON20120049 1002 •P-Engineering I Complete? Y 05/08/2012 By: MHAYES Minutes: 10 Original Due Date: 05/10/2012 Action: CMP Y No comment for this review. Total Time: 10 1014 -P-Public Works I Complete? Y 05/08/2012 By: LTAYLOR Minutes: 5 Original Due Date: 05/10/2012 Action: CMP Y No comments Total Time: 5 1016 -P-Public Works II Complete? Y 05/09/2012 By: LPETERSON Minutes: 5 Original Due Date: 05/10/2012 Action: CMP Y no comments Total Time: 5 1020 -P-Sewer Complete? Y 05/08/2012 By: FRAPELYEA Minutes: 5 Original Due Date: 05/10/2012 Action: CMP Y No comments Total Time: 5 1026 - P-Utilities Fees Complete? 05/09/2012 By: RSHEPARD Minutes: 0 Original Due Date: 05/10/2012 Action: CMP Y no issues Total Time: 0 1028 - P-Water Complete? Y 05/08/2012 By: EANDERSON Minutes: 10 Original Due Date: 05/10/2012 Action: CMP Y No comments Total Time: 10 2000 - C-Building I Complete? ',' 05/10/2012 By: CYOUNG Minutes: 0 Original Due Date: 05/10/2012 Action: CMP Y No issues Total Time: 0 2008 -C-Community Development I Complete? Y 05/10/2012 By: BFECHT Minutes: 30 Original Due Date: 05/10/2012 Action: CMP Y Total Time: 30 2012 -C-Natural Resources Complete? '•f 05/08/2012 By: BBLAKE Minutes: 5 Original Due Date: 05/10/2012 Action: CMP Y No Critical Areas, no set-back requirements Total Time: 5 5/10/2012 12:11:33 PM Page 1 of 2 I 2014-C-Planning I Complete? Y 05/08/2012 By: THALL Minutes: 5 Original Due Date: 05/10/2012 Action: CMP Y 2 trees req's per lot. (20.76.124). No other issues. Total Time: 5 Total Reviews: 10 Total Time: 75 5/10/2012 12:11:33 PM Page 2 of 2 i. Z -0 � � � --- s A _fS y 4111 w - - V p It IE] 70 UL F f g f F t { T 3 • I I 1 � . i i tt ' . • 111 1 f i , � � t •:3 p r i t "s JN , iP: , i • . s w } ' t , i I t T is o ll . V yam.. GO cn co -a -1- /� 1 _ V, --. - Ql N - . �.__.__. 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