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Home My WebLink AboutPermit File BLD-2015-0084 220 East Park Drive Permits and Iri.pe - BLD-2015-0084 - 2015 015166-016 Ca.rl.a. E;,, 04/13/3015 03:07 'M 1 C� City of Anacortes 109Ii ,Qicltiiitr ;L BLD-2015-0084 904 6th Street BLC?- 0401 dategl.43$/ 6/2018 i dense Perinit : .1.-101rieftworP.O.Box 547 Payment Elate: 04/07/2015 6,894.31 ` I- Anacortes, WA 98221-0547 Tra.ncc. ck'n orei'1L': 10/03/2016 6,'894°31 - ' v= (360) 293-1901 0.3FIN C0 a +::#* ::,:h::#::f:a::#:1::#:1_ 5 Job Address: 220 E PARK DR Permit Type: Single Family Residence Permit ANACORTES WA 98221-1626 Project: APN: P57056 Remarks: Construct single family residence, keeping only the basement.garage,with addition per approved plans. Owner: SAMUEL TULL Contractor: Address: PO BOX 508 Address: ANACORTES WA 98221-0508 Phone: (360) 399-7674 Phone: License#: General Information: Fees: Lot Area 7716 Plan Review Deposit 200.00 1st Floor Square Footage 1990 Building Permit Fee 3,946.25 2nd Floor Square Footage 1652603 Plan Review Fee 2,365.06 Deck Square Footage 445 Mechanical Permit Fees 154.50 Building Valuation 650000 Plumbing Permit Fee 174.00 # Forced Air Furnace<=1,000 1 State Building Code Fee 4.50 #BOILERS < 100000 BTU 1 Sewer Inspection Fee 50.00 #of Backflow Devices 1 Total Calculated: 6,894.31 #of Bathtubs 1 Deposits/Receipts: 0.00 #of Clothes Dryers 1 #of Clothes Washers 1 Total Due: 6,894.31 #of Dishwashers 1 #of Gas Fireplace 2 #of Gas Piping 1 #of Gas Water Heaters 1 #of Water Piping 1 #of Hose Bibbs 3 #of Kitchen Sinks 1 #of Lavatories 5 #of Range Hoods 1 #of Showers 2 #of Slop Sinks 1 #of Ventilation Fans 6 #of Water Closets 5 THIS PERMIT BECOMES NULL AND D IF W K OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUS NDED 0 BANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE AD AND E INED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDIN NCES OVERNING HIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PER T ES NOT PR UME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGU CONSTRUCT N OR THE PERFORMANCE OF CONSTRUCTION. M SIGNATUR WNER 0 UT RIZ AGENT ISSUED BY Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Tull Residence Al Taylor 220 E. Park Drive Po Box 312 Anacortes, WA 98221 Clearlake, WA 98235 -..Thies ill below he This project win.use the requirements of tiic-e-ies'riNtive Path below and incorporate the the minimum values listed. In addition,based o he size of the structure,the appropriate number of additional credits are c ed as sen by the permit applicant. Authorized Representative Date ' / ) L.i4 CS flnit V :.„-to Zones i -. R-Valuea U-Factory Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a r (1 r i ! i r Ceiling 491 0.026 Wood Frame Wallg,k.l 21 int 0.056 1 3..20�5 .. FEB Mass Wall R-Value' 21/2111 0.056 Floor 309 0.029 bm liar SE II V bs Below Grade Wall 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 0 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope la 0.5 [] 0.5 1 b Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b „ ^ U ryil L.vnu vl- uii�,icln vcl nilaiiGii I.V 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 _ D 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High EfficiencyHVAC 3d 1.0 Li 4 High Efficiency HVAC Distribution System 1.0 LI 5a Efficient Water Heating 0.5 0 5b Efficient Water Heating 1.5 ❑, 1.5 6 Renewable Electric Energy 0.5 *1 200 kwh 0.0 Total Credits 2.50 *Please refer to Table R406.2 for complete option descriptions http://www.energv.wsu.edu/Documents/2012%20Res%20Energy.pdf X O City of Anacortes Invoice/Permit#: BLD-2015-0084 904 6th Street P.O.Box 547 Applied date: 02/25/2015 Issue date: 0:. Anacortes, WA 98221-0547 Expire date: 08/23/2016 '14 `+ ` (360) 293-1901 Job Address: 220 E PARK DR Permit Type: Single Family Residence Permit ANACORTES WA 98221-1626 Project: APN: P57056 Remarks: Construct new single family residence per approved plans Owner: SAMUEL TULL Contractor: Address: PO BOX 508 Address: ANACORTES WA 98221-0508 Phone: (360) 399-7674 Phone: License#: General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,383.17 Sewer GFC-Residential 8,828.48 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 11,981.15 Deposits/Receipts: 0.00 Total Due: 11,981.15 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY TAYLOR DESIGN ARCHITECTS PO Box 312, Clear Lake,Washington 98235 Ph: (360)202-7718. Email: taylordesignarch(ayahoo.com April 24, 2016 Tull Residence 220 Park Street Anacortes, WA. 98221 Re: Framing Inspection Response Dear , 1. Garage Level elevator shaft shearwall holdown: The holdown specified in the engineers calculations is a STHD14 with a capacity of 3815#. The holdown actually installed is a STHD10 with a capacity of 2940#. Which is a capacity difference of 875# each. Solution: Install (1) Simpson HD3B w/ 5/8"dia Titen HD & 4" embed at each existing holdown location. 2. The nick caused by plumbing in the top flange of floor joists under 3rd level master bathroom is acceptable per attached BCI technical note, no repair required. Al Taylor—Architect Boise Cascade Engineered Wood Products Technical Note Minor Cuts / Crushing of BC18/AJS® Flanges Saw cuts are unfortunately a common occurrence in wood construction. Cutting or drilling of BCl/AJS joist flanges is not allowed for any condition except for birdsmouth cuts for roof joists. However, relatively small cuts or crushing (e.g.: from being banded for shipment) in the flanges does not significantly reduce the allowable design values of BCl/AJS joists. Thus, the following table shall be referenced for allowable depth cuts, holes or crushing for corresponding BCl/AJS series joists. If the intrusion is less than or equal to depth shown, no repair or reinforcement is required. As shown below, the table refers to slight damage both on the top and into the side of the flanges. Boise Cascade I-Joist Series Max. Allowed Depth BCI 4500s, 5000, 5000s 1/8" AJS 140, 150,190, 20; BCI 60, 60s, 3/16" 6000, 6000s, 6500, 6500s AJS 25, 30; BCI 90, 90s, 90e 1/4" Slight Flange Damage Maximum number of cuts per joist: 2 Minimum distance between cuts: 36" If a cut or crushing exceeds the limits shown above, an engineering analysis is required. Tech Note IJ-14 Page 1 of 1 r08/13 1• . l • A., �- — • -- '^- ^-. C--.-- - r ;. 41 ` rr., - , •.t = , 14C '' ,'171 rt 4iM .4' t a • • • 6. ; re a4V444A -♦ } • I t : • 11 711Ortleirojiar - • 7 '♦J'r I , ^I. I Ids ,, _ M +�.''.��1�F {a1 H.4.,ditr, ..'iI„.„114111:111E �'� '\ �w,.. Itr „• , a. !" � ' I �� + yIJ a 'i w ) `1= ' wr - �_ jfli1y' �1 r r1�„ „..„,',.," irt t 55 1 - �t�! • " • ; 'n a _ air ! • I I r" \ �' ♦ta: - '; .. " ., �I ^ • �,!_ . t • r �1 ;• r A. iu • A. .fie,+• - .1 p.. - - ..• t M • - , - ,. •1 . 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Project Title: Tull Residence 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2015-1002 S Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mispe.structures@yahoo.com Printed:12 JAN 2015, 5:13PM ASCE Seismic Base Shear File=c:IUserslOwnerIDOCUME-11ENERCA-1120151-4.EC6 ENERCALC,INC. 1983-2014, Build:6.1411.18, V.er 6.14.1 1.18 [1.1a C1060101I 5a lM ..A t' 4f {' ft1d C1f Y r�te1r " l ',f;+ 4.T.w ` . evwoil,!ol4:> 4•ie e F. Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss & Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max, Ground Motions, 5% Damping : Latitude = 48.495 deg North S S = 1.087 g, 0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g, 1.0 sec response Location : Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa &Fv Fa = 1.07 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS= Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 = Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S = S *2/3 = 0.772 ASCE 7-10 Eq. 11.4-3 DS MS S D1 S M1*2/3 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System , . . Bearing Wall Systems Light-framed walls sheathed wiwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor "Wo" = 3.00 Category "A& B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category"C"Limit: No Limit Category"D" Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E" Limit: Limit=65 Category"F" Limit: Limit=65 Redundancy Factor ASCE 7-10 Section 12,3.4 Seismic Design Category of D, E, or F therefore Redundancy Factor" p "= 1.3 Lateral Force Procedure ASCE 7-10 Section 12.8,2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to theprovisions of ASCE 7-1012.8 Determine Building Period use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 " hn " : Height from base to highest level = 32.0 ft "x" value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta = Ct*(hn ^x) = 0.269 sec "TL" : Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec Building Period "Ta " Calculated from Approximate Method selected = 0.269 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds: Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs - 0.119 " R" : Response Modification Factor = 6.50 From Eq. 12,8-3 & 12.8-4 , Cs need not exceed = 0.258 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Michael L.Schemmer,P.E. Project Title: Tull Residence 47 2032 M!Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Piinted:12 JAN 2015,5:13PM ASCE Seismic Base Shear File=c:lUserslOwnerADOCUME-11ENERCA--112015.1-4.EC6 ENERCALC,INC.1983 2014 Build:6.14.11.18 Ver 614.11.18 iL1cr�`�t,:KINnOFQ10145�'°s �a� � �' � �.'.�i,�,�, x,..��:t,. � .zM,..,,.. {� ,,�;�� .. ,. �a,+t,... d r* .*�__�) , .t X .. ,-s=:-,."`� '��.`N--�;i�� t;icegseem�t�C.i�I�C� .^�,SCtAe�.l?��,i!i�g. Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 68.08 k Seismic Base Shear V= Cs*W = 8.08 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1,00 Table of building Weights by Floor Levet... Level# Wi:Weight Hi:Height (WI*Hi)"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 3 26.48 28.00 741.41 0.5537 4.48 4.48 0.00 2 26.48 18.00 476.60 0.3559 2.88 7.35 44.77 1 15.12 8.00 120.96 0.0903 0.73 8,08 118.31 Sum Wi= 68.08 k Sum Wi*Hi = 1,338.98 k-ft Total Base Shear= 8.08 k Base Moment= 183.0 k-ft Diaphragm Forces :Seismic Design Category"B"to"F" ASCE7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 3 26.48 4.48 4.48 26.48 4.48 2 26.48 2,88 7.35 52.96 4.09 1 15.12 0.73 8.08 68.08 2.33 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*SDs *I*Wpx MAX Req'd Force @ Level 0.40*SDs *I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level Michael L.Schemmer,P.E. Project Title: Tull Residence 2.i- 2032 N Avenue,Unit A Engineer: Michael L,Schemmer,RE. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Prinled:12 JAN 2015,5:13PM IBC 2012 1609.6 Alternate All-Heights Wind File=c:\Users\Owner\DOCUME-1IENERCA--112 01 5-1--4.EC6 g ENERCALC,INC.1983-2014,Build:6.14.11.18,Vec6.14.11 18 lira:. 'KW-0 010 45,7 -.14 " �,-- '?§,:,," 1 a 4r A•: `:F- e`iV ; t, p;t+ �r" t Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations: Analytical Values... 1609.6.1 (1): Total Height<=75 ft with(Height/Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 32.0 ft 1609.6.1 (2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4): Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1 (5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)A2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs, per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K CK netz zt WINDWARD WALLS&PARAPETS WALLS PARAPETS pat Kz based on ibc 2012 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.570 7,60 12.90 1,94 18.55 22.62 22.62 20' 0.620 8,26 14.03 2.11 20.18 24.60 24.60 25' 0.660 8.80 14.94 2.25 21.48 26.19 26,19 30' 0.700 9.33 15.84 2,39 22.79 27,78 27.78 40' 0.760 10,13 17.20 2.59 24.74 30.16 30.16 50' 0.810 10.80 18.33 2.76 26.37 32.14 32.14 60' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 70' 0.890 11.86 20.14 3.03 28.97 35.32 35.32 80' 0.930 12.40 21.05 3.17 30.27 36.90 36.90 90' 0.960 12.80 21,72 3.27 31.25 38.09 38,09 100' 0.990 13,20 22.40 3.38 32,22 39.28 39.28 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2012 1609.6.4.2 Item 2 0.712 Leeward Wall -11.26 -4.64 -18.32 2.43 Side Wall -14.57 -7.73 -21.41 0.88 Parapet Wall:Leeward Both Directions -18.76 Both Directions -18.76 Michael L.Schemmer,P.E. Project Title: Tull Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Protect ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Printed:12 JAN 2015,5:13PM IBC 2012 1609.6 Alternate All-Heights Wind File=c:\Users1OwnenDOCUME-11ENERCA-11201 5-1-4.EC6 g ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 2012 1609.6.4.2 Item 2 = 0.712 Design Pressure P = 0.00256 VA2 K n K et zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -14.57 -7.73 -8.17 -0.88 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -24.06 -17.44 -31.12 -10.37 Condition 2 -6.18 0.44 -13.24 7.50 Slope<4:12 (18 deg) Condition 1 -16.11 -9.27 -22.95 -2.43 Condition 2 -1.10 5.52 -8.17 12,58 Slope<5:12 (23 deg) Condition 1 -12.80 -6.18 -19.86 0.88 Condition 2 0.66 7.50 -6.40 14.35 Slope<6:12 (27 deg) Condition 1 -10.37 -3.53 -17,22 3.31 Condition 2 1.32 8.17 -5.52 15.01 Slope<7:12 (30 deg) Condition 1 -8.17 -1.32 -15.01 -5.74 Condition 2 1.55 8.17 -5.52 15.23 Slope<9:12 (37 deg) Condition 1 -5.96 0.88 -12.80 7.73 Condition 2 3.09 9.71 -3.97 16.77 Slope<12:12 (45 deg) 3.09 9.71 -3.97 16.77 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -24.06 -17.44 -31.12 -10.37 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 K nz et Kzt Description Continuity Item Type Eff,Area a Kz Enclosed Erly crtial No Discontinuity Gable, Slope<6:12 10.00 0712 +: 0.00 0.00 0,00 0.00 Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 V"2 K CK netz zt Description Continuity Item Type Z,Ht.Above Ground Eff.Area Kz Enclosed Partially Level,ft ftA2 Enclosed No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 +: 20.46 27.01 -22.30 -28.64 • 55.-9 1/2' Sr-D 1/2. 3'-4 1/2 , 2-4 1/2 5-11 1/2' 5-10' EC-4 1/2" 3*-4 if 3'-4 iff 47-0 lfr 2._c• 3--10 1/2° .. „. . #.-",.. 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L IL 10 ; 6---1. ) i . ,011/11/411.711MB<>. is, sn r:i.; V-8 3/47 // 6.-8 3/4' / /,2-0 1/2" 2-10 1/2' 2-10 1/2' 3--0 1/2 -2-11 1/2- ,2-10 1/2" 2•--10 I/2' 2-11 1/2' 2-10 1/2' '-0 1 vr ii 11.-7 , 11'-0" / 14-'4 . 3-.3 1/2" Z-B 1/2' .• 1 \- RA'.1.1RO ct�� DECK j 1x6 TREK I ES-rt I l / 29'-o- 36'—O' / f 18'-10" 3'-101/Z' 47-51/r 21'-3" 7-9' 9-t0' 1 ./ s r • fr r-� STAR DATA'. ` t t e� 0 i I 1 ,,,,c.:), 0: 1a VAS, ) 7.75.51Ax ME I �— — . . t1. li•5SN 1REA0I _ � I I IlE OF 190RMI c:S�— 4'-71/2' _ � J 1 l 1 t 1 ,� � t1'-g -IT--� 1"0in • Att,;a. `a L J �-42'H CULL ,RANGE �l �/ 0 CAP 100 C114 I., I rad 101111111•11111.1.110111 SIM1 11 'Fn 411�' Nlive tp��f:: Fay • u Ir.ar.i_ tz : a!,2-Q° I v I l =e- 1, 't � � Eaat stAT 1d 0• 5—tf f sMEM/a IT I 13'-5 1/2' 111 _t 20.-7 1/2" 5-9 t/2' 4.-4 1/Z• Y-9'Or •to'-s0• �1 —5�• 4—S 1 1 itIre. �-- ram/SEAT i"� �. 1. ,-� du: t ,. 1L61IS i III . 1. , -__rJ_-1 0 ELEVATOR (Slr ii--a ' NM B'-10 1/� v� (A6r a � 4col� pn row 1 a 4 7-4 r -` FLOOR lrl1111=.f.nr. PI I JJ b U- b , EELCeil T.- e�/c .�I --I. / • a Q STAR DATA: M s 11-4 °' ml � ¢ z iV ... co -.:.. ,---__ 0,, 1 _ — cl 'f\Sizt,...). $-b I Ft1.1 USE of FLOORADM \ rss"F!RAalt+c I \ \ .. ...- ..9- j COVERED PORCei H 1-, BiacK r I ,i I40 us Egress R¢/Ito*RAP Nj IP . 3611 RAMCr t II • STAN DATA: y^ 1 '" 7.75'MAX Risr 11-644 TRF_AD �_2' / 3.-0 1/� 5.-0 1/2' 5.-01/2' 2'-2' -3 1/2' 3'-4 1 fY 3'-4 1/2 T-ts 1/Y , 5-10' 5-10" S'-3' /2-10 1/2'';--Et 1/2„ 2'-3 1 f2' 2'-10 1 f2"/2'-10 1/7" �2'-7 1/2'/ r c f ! / / t 71 i 14.-1. / 3'-61/2" I 10'-8' 13-5 1/2' 11'-7" 14- 135-(f I _11,14E,8041r DECK X X : IDEM POST(YP) I i I rriit 7A 4l _ ' � ,1 \ _ . J;I 9 . ,.5Ik 'Mid 0 I \ / POST 0 r—�. NATAL STORE E WALLy Ei . 'A m. e DOOR — o a) r `� ll ( ALL GARAGE 1 &t I'BG., TO E 518.TYPE X G . i � g_7° y 2._4. 5_5 1/2' 8.^9. je 16'-2 9/2' tr 2 :i !`r�. i ELEVATOR l 1 1 s H I 4 t"! *ty 1[....... t __,,......_ 'PI{((I: ',...4 •' MAcI TN/ t i 0 ''. ... ,' j . a a. STORAGE 1z :.i ,.; • ...�,_. 0 - ® 1� ti -° �� t: I 1.1 • s' • ` ' / i4—i' F �i4E Of PORCHASOh6c 1 MRcaau id L-- • _1 1 58'-9 1/2' 5-15 8'-4 1/2' 5-4 ur 5-4 1/2. 4'-0 I/t 2'-4' 3-10 1/2' miliiiiiii , v__ ' 0 0I , G)'' ' ' A>.�. • • , O ��/ i% 0 I I- \ 14'SAT .1, 1 1 1 ..... Roo&s1F1F Gli 1 I`� � . �1 pil E. 8-a 1/r 5-11' I i l Is-3 I/r 1 /Z- 6-4' Ill : ,•, � u L4.7! / Mi. .. ..i g I _ Dams 1 I �, ,2�M-a 1 I I SD• IN ,,,,I 0,3 _ I SM)M I Ii1. ii .,li__. : . .,111E +r ' -utt „ 1 27 - I? �9i�i ",. ' I f I I 4'-0 5-9,/2' 1� 111111111.111, 4 immommIll ARS,. • /2` 5-5 _ 9 1/r �'. I +try 41 I 'b j� r 1^ .•e:' I I^ � s' �,�1�1 r.• I• I ° g�i T, n 1n Ir I I I m �� J ' n w.r.wan q _-�ol� / 1-' R00$3�1F O I �i to Ih�d3' o, HEATED7USF1 <, 1-10' 4'-4' is 6-10 1/ N\ ELEVATOR -- ma( �1:;-�`J.. I *' / / BARS \ .Fi k ,�- 3.. i V h: !Rift 0 I i - T - -l• --- .Y .=d`1.,'{2/'-,.-,. I I r a — —1 0*, e "' aa� sruR naTa Q - - - — . . - - - - \ 7.T5°!uXRim a — I — 114 �� 11. �. O p (ram • 1 �1�J, ^ II 101111111111112111111 II- I I, joill III ,o , I .. ,,,,,,JAPMESE i SOA10.10 TUB ,,, ,, _, Y �—� I a�' 1� \ / 41, I// * 0 a\--. \000:\:- , ' \./1-2, 1 ell /771\ . 5!OPE a.on m I ` �, m 1/r/FT Si., 1 4'/FT A✓ Ma. I I 38"A RALBIC m1� 6 d / , • 6'-8 3/4" 5-8 3/4° 2•-9 1/2' 2"-10 1/2' Y-10 lit Y-0 1/2' 7-11 1/2" T-10 1/2' 7—I0 1/2' Y-11 1/2' 9.-6" r-10 III' 13'-5 1/2' IV—r 1P-8' 14'-1" 3'-3 1/2" 2'-8 1/2' 2'-0• 58'-9 1/2" i 1x6TTR ,- 65-d 7 I{ 29'-O' 4 2/ f 3b'-if / rl 21'-3' 77 7 \l's7(- , , 9'-to' 19'-1Q' , 3•-10 MMZ' 2'-5 1/2° 0� tl I T f t d 1 1 D STAIR DATA �' 0 . . 1, r- • 'b U'o > 7.7S°1JAX ROSE __ "' I 1 i' ir 6CN 1READ OCI _ _ — r _ —t ' 2r.(1.7) \ s- FL.00R �-ABOVEg8.t ReFRc D� �, Q II l 1 �Qi 7 1 11-� "— o , �-4271 r ta ——J 'v / CAA U.C.C:tVE 46°RIME RFF�G 103 Cr11 It'—d Q . N 1 ,'' \ r..w�.r.r� SAOC l,"4:14 st . ,._, ,L.;, „J."; L„ 1 n � 1 `.1 n ,__, ERI 1=-1tli t, . �--sTaE 10'-0' 5-0r k e IFRO LLF � 1 Q FJ b •-T _II1 iA; o 13'-51/2'° �f-2" g 20'-71/2° 5-91/2° 4`4`i/Z' `f 7-91/64' 70'-10' ,4 4.-5 i/2" , cd"-- _ r ��. -'�- e ) SEAT �` ' ' =•r iczpi Pail; B .ror, -"ter .rCIRT i I: 48 f EAU `� 1,, J IS It \ "l In I i J T '1c\;lw2. f/' `�f 1 1,:., 1 7-4° • ` i �6-10 1/t / f i ME OFT ', v •s FLOOR a �'� �P-FLfli HT a 4R® • + b � v C9C _, I L. 1AfEER 4'"8 N �.� T t —'� 0.�I Q - - ,��( + I t 7n aae ]C v, , tee'c, i O i ?ilia UP STAB{DATA -VI yt,71: o � - ml l�*.ii i ,) 21a 9R 1'�w tf�AD / i �,,-' Iv - , ; C q i 1 . 2-9" t ( ----. ~ 1 ` 1 s;irp., . 4C0 ' � , j i 1i ;, C �-� j 1 �/ h FFLOORgv k 2� . —[ 4 1— so i J 0i 1 11 f LL4E OE FLDOR " A e'� Arc J'" C1 1 k ( ) ;. ? ,, COVUED PCB � g GY �' 2i p I i 64 PT POST 14/11D WRAP \ \ . "�.h -.-tom•.. �— .4;. , I �. 'i I [�j' I t .1 : r P IF • STA72 DATA: • + vt d .6 7.75'1aAX E� /g 11°EN TREAD v 2'_2° ` 3'-O 1/7 5-O 1/2' / S-01/Y f 7-Z' fE--1/2"_, 3'-4 1/2' 3'-4 1/2• f2.-6 1/2 5-1o' S-1o" / 9'-s• 4,2'-10 1/2.1'-B 1/2 1 Y-3 1/2• 2.-10 1/2"t2"-10 1/2''(I'2.-71/Z•j., 13'-5 1/Z" 11'-7 if 9J 1-S° / 14'-1• 3'-6 1/Y 10'-8' / NOTES: 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL.EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2"A.B.@ 48"O.C.W 1/4"x3"x3"PLATE WASHERS,OR(2)16d @ 8"O.C. 7. PROVIDE 1/2"A.B.@ 24"O.C.W 1/4"x3"x3"PLATE WASHERS,OR 8. PROVIDE 1/2"A.B.@ 12"O.C.W 1/4"x3"x3"PLATE WASHERS 9. STUDS SHALL BE SPACED NOT MORE THAN 16"O.C. HOLDOWNS: O MSTC52 O MSTC48B3 O HDU2-SDS2.5 W/SSTB20&(2)2x STUDS OR STHDI ORJ/STHDIORJ O HDU5-SDS2.5 W/SSTB24&(2)2x STUDS OR STHD14/STHDI4RJ O HDU8-SDS2.5 W/SSTB28&4x6 POST O HDU14-SDS2.5 W/SB1x30&6x6 POST O MSTC66 O HDU11 -SDS2.5 W/SB1x30 &6x6 POST SHEARWALL SCHEDULE MARK SHEATHING NAILING TOP PL CONN. SOLE PL CONN. NOTES O7/16"CD-X OR OSB(1)FACE 8d@6"O.C.PNL EDGES LTP5@16"O.C. (2)16d@12" 1,2,6,9 8d@12"O.C.FIELD O.C. O 7/16"CD-X OR OSB(1)FACE 8d@4"O.C.PNL EDGES LTP5@16"O.C. (2)16d@8" 2,3,6,9 8d@12"O.C.FIELD O.C. O 7/16"CD-X OR OSB(1)FACE 8d@3"O.C.PNL EDGES LTP5@16"O.C. SDS25312@ 2,3,7,9 8d@12"O.C.FIELD 10"O.C. O4 7/16"CD-X OR OSB(1)FACE 8d@2"O.C.PNL EDGES LTP5@12"O.C. SDS25500@ 2,3,4,8,9 8d@12"O.C.FIELD 8"O.C. O 7/16"CD-X OR OSB(2)FACE 8d@4"O.C.PNL EDGES LTP5@10"O.C. SDS25500@ 2,3,4,8,9 8d@12"O.C.FIELD 6"O.C. O 7/16"CD-X OR OSB(2)FACE 8d@3"O.C.PNL EDGES LTP5@8"O.C. (2)SDS25500 2,3,4,8,9 8d@12"O.C.FIELD @10"O.C. O 7/16"CD-X OR OSB(2)FACE 8d@2"O.C.PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,8,9 8d@12"O.C.FIELD @8"O.C. 0 15/32"CD-X OR OSB(2)FACE 10d@3"O.C.PNL EDGES LTP5@6"O.C. (2)SDS25500 2,3,4,8,9 10d@12"O.C.FIELD @8"0.C. a MICHAEL H • I. i• r---OgnV -7 , I 1 1 , 4- s it lift 0 j . . . . _1. r.,,,k ... I • • i��6 y 7 iY i�5 -t- 47' fJ 47-4 , 6 tiI i i . , I I , I . j f I f i I. ! • • • 1 • - • - • • , ,. 1 • • ' - Michael L. Schemmer, P.E. , , , 2032 N Avenue, Unit A • Anacortes,'WA 98221 , , (360) 941-1607 misp e.s tructures @yahoo.com - Michael L.Schemmer,P.E. Project Title: Tull Residence lc 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Printed:12 JAN 2015,5:47PM 2-D Frame Anal sis File=c:\Users\Owner\DOCUME-11ENERCA-112015-1-4.EC6 l y ENERCALC,INC 1983-2014,Build 614.11.18 Ver 614.11.18 2144270.1110 60i'I:D050eLWW.1 L.. g•-•',��`." 'W . :�4;.,Z t s,' •s• �n`e�;� rF=-CreWiseeNlV1ICf,IadINIVateAT11anE3 2 3 0.303k1f->0.303k1f X:W(1.403) E(1.981) ♦ $ i Beism b/Beam Column Coln a/3clumn c/C umn 1 4 X Joints... Joint Joint Coordinates Joint Label X ftY e X Translational Restraint Y Translational Restraint Z Rotational Restraint Temp ft 9FF 1 0.0 0.0 Fixed Fixed Fixed 0 2 0.0 9.0 0 3 13.0 9.0 0 4 13.0 0.0 Fixed Fixed Fixed 0 Members... Member Endpoint Joints Member Releases Specify Connectivity of Member Ends to Joints Label Property Label I Joint J Joint Length I End I J End ft x y z (rotation) x y z (rotation) A Column 1 2 9.000 Fixed Fixed Pinned Fixed Fixed Fixed B Beam 2 3 13,000 Fixed Fixed Fixed Fixed Fixed Fixed C Column 3 4 9.000 Fixed Fixed Fixed Fixed Fixed Pinned Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending&Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb A 9.000 9.000 1.00 1.00 Internal Internal B 13.000 13.000 1.00 1.00 Internal Internal C 9.000 9.000 1.00 1.00 Internal Internal Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000650 50.00 Wood 1.800.00 0.350 0.000000 0.00 Michael L.Schemmer,P.E. Project Title: Tull Residence l( 2032 N!Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Printed:12 JAN 2015,5:47PM 2-D Frame Analysis File=c:\Users1Owner\DOCUME'-11ENERCA-112015-1--4.EC6 7. y ENNERCALC,INC.1983.2014,Bulld:6.14.1111,,118,,fa Ver:6,14.11.1�8 ' A 1.1 1 ', [;i .;I Vg. 'Z. ,�- :,e !.:t.�z7.�' '. *.i { ,. ,.. ., w5..., -`i. ei`A'll t8 4g-3 Member Sections... Prop Label Group Tag Material Area Depth Width lxx lyy Default Group Default 1.0 in^2 0.0 in 0.0 in 1.0 in^4 1.0 in^4 W10x12 Column Steel 3.540 inA2 9.870 in 3.960 in 53.80 in^4 2.180 in^4 W10x12 Beam Steel 3.540 in42 9.870 in 3.960 in 53.80 in^4 2.180 in^4 Joint Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 2 i Global X I 1.981 1.403 k Member Distributed Loads.... Note: Loads labeled"Global Y"act downward(in"-Y"direction) Y Member Load Load Extents Load Magnitude Start ft Label Direction Dead Roof Live Live Snow Seismic Wind Earth B Global End0.0 Stert-M 4: 0.0030 0.210 klft 13.0I End Mao: 0.0930 0.210 k/ft Load Combinations... IBC 2012 Load Combination Group Self Wt Factors Load Combination Factors Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth +D+H+MbrWt(0.-1) 1.0 -1.0 1.0 1.0 +D+L+H+MbrWt(0,-1) 1.0 -1.0 1.0 1.0 1.0 +D+Lr+H+MbrWt(0,-11 1.0 -1.0 1.0 1.0 1.0 +D+S+H+MbrWt(0:11 1.0 -1.0 1.0 1.0 1.0 +D+0.750Lr+0.750L+H+MbrWt(0.-11 1.0 -1.0 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+H+MbrWt(0,-11 1.0 -1.0 1.0 0.750 0.750 1.0 +D+0.60W+H+MbrWt(0,-11 1.0 -1.0 1.0 0.60 1.0 +D+0.70E+H+MbrWt(0.-11 1.0 -1.0 1.0 0.70 1.0 +D-F0.750Lr+0.750L+0.450W+H+MbrWt(0:11 1.0 -1.0 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.450W+H+MbrWt(0.-1) 1.0 -1.0 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.7505+0.5250E+H+MbrWt(0.-11 1.0 -1.0 1.0 0.750 0.750 0.5250 1.0 +0.60D+0.60W+0.60H+MbrWt(0.-1) 1.0 -1.0 0.60 0.60 0.60 +0.60D+0.70E+0.60H+MbrWt(0,-11 1.0 -1.0 0.60 0.70 0.60 Extreme Joint Displacements&Reactions Only Load Combinations giving maximum values are listed Joint Displacements Joint Reactions Joint Label X Y Z X Y Z in in Radians k k k-ft 1 0.0 0.0 0.0 0.3370 2.156 Max .60D+0.70E+0.60H+MbrWt.60D+0.70E+0.60H+MbrWl +D+L+H+MbrWt(0,-1) +D+L+H+MbrWt(0,-1) 0.0 0.0 0.0 -0.6214 -0.4106 Min +D+L+H+MbrWt(0,-1) +D+L+H+MbrWI(0,-1) 60D+0.70E+0.G0H+MbrWI60D+0.70E+0.G0H+MbrWt 2 0.3234 0.000489 -0.000281 Max +D}-0.70E+H+MbrWt(0,-1).600+0.70E+0.60H+MbrWl +D+H+MbrW1(0,-1) .0000850 -0.002211 -0.001650 Min +D+H+MbrW1(0,-1) +D+L+H+MbrWt(0,-1))+0.750L+0.750S+0.5250E 3 0.3222 -0.000775 0.000842 Max .60D+0.70E+0.60H+MbrWl +D+H+MbrWI(0,-1) +D+L+H+MbrWt(0,-1) -0.000256 -0.002610 -0.001076 Min +D+L+H+MbrWt(0,-1)1+0.750L+0.750S+0.5250E.60D+0.70E+0.60H+11,1brWt 4 0.0 0.0 0.0 -0.1124 2.535 Max +Df0.70E+H+MbrWl(0,-1) +D+H+MbrW1(0,-1) +D+H+MbrWt(0,-1)+0.750L+0,750S+0.5250E 0.0 0.0 0.0 -0.8051 0.7912 Min +D+H+MbrWI(0,-1))+0.750L+0.750S+0.5250E +D+0.70E+H+MbrWt(0,-1) +D+H+MbrWt(0,-1) Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft A 2.156 0.6214 0.0 0.5190 0.3370 5.593 Max +D+L+H+MbrWt(0,-1).60D+0.70E+0.60H+MbrWt +D+H+MbrW1(0,-1).60D+0.70E+0.60H+MbrWt +D+L+H+MbrW1(0,-1).60D+0.70E+0.60H+MbrWt A -0.4106 -0.3370 0.0 -2.048 -0.6214 -3.033 Min .60D+0.70E+0.60H+MbrWI +D+L+H+MbrW1(0,-1) +D+H+MbrW1(0,-1) +D+L+H+MbrWI(0,-1).60D+0.70E+0.60H+MbrWt +D+L+H+MbrW1(0,-1) Michael L.Schemmer,P.E. Project Title: Tull Residence 1') 2032 N Avenue,Unit A Engineer: Michael L,Schemmer,P.E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Printed.12 JAN 2015,5:47PM 2-D Frame Analysis File=c:\Users\OwnerIDOCUME-11ENERCA-112015-1-4.EC6 y ENERCALC,INC.1983-2014,Bulld 614.11.18,Ver:6.14.11 18 :Li'c4 ,KWJ06601'0145 r . +i,; ' '%4weeent M 401W , ...VSKIAsA l i E( i l ` 1; Extreme Member End Forces Only Load Combinations giving maximum values are listed Member"I"End Forces Member"J"End Forces Member Label Axial Shear Moment Axial Shear Moment k k k-ft k k k-ft B 0.8051 2.048 3.033 -0.1124 2.427 -1.011 Max +D+0.70E+H+MbrWt(0,-1) +D+L+H+MbrWI(0,-1) +0+L+H+MbrW1(0,-1) +D+H+MbrWt(0,-1))+0.750L+0.750S+0.5250E +D+H+MbrWt(0,-1) B 0.1124 -0.5190 -5.593 -0.8051 0.6828 -7.246 Mitt +D+H+MbrWt(0,-1).60D+0.70E+0.60H+MbrWI.60D+0.70E+0.60H+MbrWt +D+0.70E+H+MbrWt(0,-1) +D+H+MbrWt(0,-1) +D+0.70E+H+MbrWI(0,-1) C 2.427 0.8051 7.246 -0.7912 -0.1124 0.0 Max )+0.750L+0.750S+0.5250E +D+0.70E+H+MbrWt(0,-1) +D+0.70E+H+MbrWt(0,-1) +0+H+MbrWI(0,-1) +D+H+MbrWI(0,-1) +D+H+MbrWI(0,-1) C 0.6828 0.1124 1.011 -2.535 -0.8051 0.0 Min +D+H+MhrWI(0,-1) +D+H+MbrWt(0,-1) +D+H+MbrWI(0,-1))+0.750L+0.750S+0.5250E +D+0.70E+H+MbrWt(0,-1) +D+H+MbrWt(0,-1) Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from"I"Joint Moment Dist from"I"Joint Shear Dist from"I"Joint A 0.5190k 9.0 ft 3.033 k-ft 9.0 ft 0.6214 k 0.0 ft Max +0.60D+0.70E+0.60H+MbrWt(0,-1) +D+L+H+MbrWI(0,-1) +0.60D+0.70E+0.60H+MbrWt(0,-1) -2.156k 0.0 ft -5.593 k-ft 9.0 ft -0.3370 k 0.0 ft Mir) +D+L+H+MbrWt(0,-1) +0.60D+0.70E+0.60H+MbrW1(0,-1) +D+L+H+MbrWI(0,-1) B -0.1124k 0.0 ft 7.246 k-ft 13.0 ft 2.048 k 0.0 ft Max +D+H+MbrWf(0,-1) +D+0.70E+H+MbrWt(0,-1) +D+L+H+MbrWI(0,-1) -0.8051k 0.0 ft -5.593 k-ft 0.0 ft -2.427 k 13.0 ft Min +D+0.70E+H+MbrWt(0,-1) +0.60D+0.70E+0.60H+MbrWt(0,-1) +D+0.750L+0.750S+0.5250E+H+MbrWI(0,-1) C -0.6828k 0.0 ft 7.246 k-ft 0.0 ft 0.8051 k 0.0 ft Max +D+H+MbrWt(0,-1) +D+0.70E+H+MbrWI(0,-1) +D+0.70E+H+MbrW1(0,-1) -2.535k 9.0 ft 0.0 k-ft 9.0 ft 0.1124 k 0.0 ft Min +D+0.750L+0.750S+0,5250E+H+MbrWI(0,-1) +D+H+MbrWt(0,-1) +D+H+MbrWt(0,-1) Member Stress Checks... Stress Checks per AISC 360-10&NDS 2012 Member Section Material Max.Axial+Bending Stress Ratios Max.Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) A Column Steel +0.60D+0.70E+0.601-14 0.358 PASS 9.00 +0.60D+0.70E+0,60H+p, 0.017 PASS 0.00 B Beam Steel +D+0.70E+H+MbrWt(0,- 0.854 PASS 13.00 +D+0.750L+0.750S+0.5: 0.065 PASS 13.00 C Column Steel +D+0.750L+0.750S+0,5: 0.501 PASS 0.00 +D+0.70E+H+MbrWt(0,- 0.021 PASS 0.00 • I i 1 • ,.•: _- ... - --MICHAEL-Lo-scHEMMEI�,_P:E: t ;p,S : tU z" -1/Z a: 40 ,i, • to = ', ?<9 X i (r i 1• .J t i • CPJ 4k .4 4+ , 4 �l . I ,o ; it' Biz)(/ icr a i% ri I_. I 2'• � .ir, Z .1.„7 ,z:,i . /.e i . . f. . I : . : . ; / : .......*, _ • 15 / '2x 75 -. ... - • . .. . ; +I • 2' CZ�a- ,r � Dl` 1'. INS '. . i n 1 ' ./-t• fiz) X2Sy : , .. ._ - ITVCO. P ' r t7 • i,, L • G�+`��x /s - tt. 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Project ID: 2015-1002 Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mispe.structures©yahoo.com Printed: 15 JAN 2015, 6:41AM Multiple Simple Beam File=c:\Users\Owner\DOCUME--1\ENERCA--112015-1-4,EC6 ENERCALC, INC. 1983-2014, Build:6.14.11.18, Ver:6.14.11.18 Description : Framing 1 of 2 Wood Beam Design : B9 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb - Tension 3,100.0 psi Fe - Pill 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 3,100.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 2,000.0 ksi Applied Loads Unif Load: D = 0.6530, L = 0.950 k/ft, Trib= 1.0 ft Design Summary D(0.6530�L(0.950) Max fb/Fb Ratio = 0.693 . 1 + + fb : Actual : 2,148.46 psi at 5.250 ft in Span # 1 Fb : Allowable : 3,100.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.578 : 1 2 fv : Actual : 164.69 psi at 9.520 ft in Span # 1 Fv : Allowable : 285.00 psi 10.50 ft, 5.25x11.875 Load Comb : +D+L+H Max Deflections Max Reactions (k) L Li- S W E H Downward L+Lr+S 0.178 in Downward Total 0.301 in Left Support 3.43 4.99 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.43 4.99 Live Load Defl Ratio 706 >360 Total Defl Ratio 418 >180 Wood Beam Design : B10 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb - Tension 3,100.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 3,100.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 2,000.0 ksi Applied Loads Unif Load: D = 0.60, L= 0.30, S = 0.350 klft, Trib= 1.0 ft Design Summary D(0.60) L(0.30) S(0.350) Max fb/Fb Ratio = 0.705; 1 + + + + fb : Actual : 2,184.49 psi at 5.250 ft in Span # 1 Fb : Allowable : 3,100.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.588 : 1 fv : Actual : 167.52 psi at 9.520 ft in Span # 1 Fv : Allowable : 285.00 psi 10.50 ft, 3.5x11.875 Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.098 in Downward Total 0.306 in Left Support 3.15 1.58 1.84 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.15 1.58 1.84 Live Load Defl Ratio 1280 >360 Total Defl Ratio 412 >180 Steel Beam Design : B11 Calculations per AISC 360-10, IBC 20012, CBC 2013, ASCE 7-10 STEEL Section : W12x50, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 50.0 ksi E = 29,000.0 ksi Applied Loads Unif Load: D = 0.50, L= 0.50 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.369 : 1 Mu : Applied 66.125 k-ft at 11.500 ft in Span # 1 D(0.50 L(0.50) Mn / Omega : Allow 179.391 k-ft Load Comb : +D+L+H Max fv/FvRatio = 0.127 : 1 n Vu : Applied 11.50 k at 0.000 ft in Span # 1 23.0 ft Vn / Omega : Allow 90.280 Ic Load Comb : +D+L+H Max Reactions (k) D L Lr S WE H Max Deflections Left Support 5.75 5.75 Downward L+Lr+S 0.279 in Downward Total 0.558 in Right Support 5.75 5.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 988 Total Defl Ratio 494 Michael L. Schemmer, P.E. Project Title: Tull Residence � 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2015-1002 ��'j Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mispe.structures@yahoo.com Printed:15 JAN 2015, 6:41AM Multiple Simple Ie B File=c:Usersl0wnerlDOCUME--1\ENERCA-112015-1'4.EC6 - eam ENERCALC, INC. 1983-2014, Build:6.14.11.18, Ver:6.14.11.18 Lbh ',1,; rt �;_t�'w�.oso� o 5 ., - - . j , ,; • :;::.,y4;:r • - 1 ,,; ,a. 4 r, • _l- 1 1 . ,.13:tit �, �:' Wood Beam Design : B14 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb - Tension 3,100.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 3,100.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 2,000.0 ksi Applied Loads Unif Load: D = 0,420, L= 0.420 k/ft, 0.0 ft to 3.0 ft, Trib= 1.0 ft Unif Load: D = 0.140, L = 0.140 k/ft, 3.0 to 5.0 ft, Trib= 1.0 ft Unif Load: D = 0.0230, S = 0.0380 k/ft, 5.0 to 11.0 ft, Trib= 1.0 ft Point: D = 1.450, L= 1,430, S = 0.680 k @ 3.0 ft Point: D = 0.270, S = 0.150 k @ 5.0 ft Design Summary D(0.0230)S(0.0380) Max fb/Fb Ratio = 0.509 . 1 D(0.140) L(0.140, + q f 1 D(0.420) L(0.420) * r y fb : Actual : 1,578.92 psi at 3.007 ft in Span # 1 v 9 Fb : Allowable : 3,100.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.505 : 1 X fv : Actual :• 143.83 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi 11.0 ft, 3.5x11.875 Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W EH Downward L+Lr+S 0.090 in Downward Total 0.205 in Left Support 2.51 2.31 0.64 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.89 0.66 0.42 Live Load Defl Ratio 1472 >360 Total Defl Ratio 645 >180 Wood Beam Design : B15 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb -Tension 3,100.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 3,100.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 2,000.0 ksi Applied Loads Unif Load: D = 0,3330, L = 0.490 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.882 ' 1 D(0.3330) L(0.490) fb : Actual : 2,732.81 psi at 6.750 ft in Span # 1 ° I w Fb : Allowable : 3,100.00 psi I Load Comb : +D+L+H Max fv/FvRatio = 0.605 : 1 fv : Actual : 172.35 psi at 12.555 ft in Span # 1 13.50 ft, 3.5x11.875 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W EH Downward L+Lr+S 0.376 in Downward Total 0.632 in Left Support 2.25 3.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.25 3.31 Live Load Defl Ratio 430 >360 Total Defl Ratio 256 >180 Wood Beam Design : B17 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch (North) Wood Grade : No. 1/No. 2 Fb - Tension 850.0 psi Fc - Prll 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.340, L = 0.340 k/ft, Trib= 1.0 ft Design Summary D(0.340 L(0.340) + + Max fb/Fb Ratio = 0.753; 1 fb : Actual : 831.66 psi at 2.500 ft in Span # 1 Fb : Allowable : 1,105.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.424: 1 fv : Actual : 76.37 psi at 4.400 ft in Span # 1 Fv : Allowable : 180.00 psi 5.011, 4x8 Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.027 in Downward Total 0.054 in Left Support 0.85 0.85 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 0.85 Live Load Defl Ratio 2219 >360 Total Defl Ratio 1109 >180 Michael L. Schemmer, P.E. Project Title: Tull Residence 2 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2015-1002 �' Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mispe.structures@yahoo.com Printed: 15 JAN 2015, 6:41AM Multiple e Simple I e Beam File=c:\Users\owner\DOCUME-1lENERCA-112015-1-4.EC6 r• p ENERCALC, INC. 1983-2014, Build:6.14.11.18, Ver:6.14.11.18 P „ __ ppmm • ..` s ' .'''. 1 +'rl f tN. . t -; :ti .- °1_, 2•?; rtu.r,y, ■!C - .M-.+ +-r O w,- C.:IS•Le . :,. y�soj o .pis ��, � �:�,�=,.s:: , .z��f. ��}.� �.,� � � . :,. �y,��r - � �� ,� __.__. . .... , .. _ . v Alt_,, a�� .,Y�; :��v ,> _ �; dice �e J - c�a . �'�S..e.�1. E : . Wood Beam Design : B18 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch (North) Wood Grade : No. 1/No. 2 Fb - Tension 850.0 psi Fc - Prll 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.230, L = 0.140 Ic/ft, Trib= 1.0 ft Point: D = 0.190, S = 0,310 k @ 3.250 ft Design Summary I�o Max fb/Fb Ratio = 0.870 . 1 D(0.230)IL(0.140) fb : Actual : 961.12 psi at 3.250 ft in Span # 1 Fb : Allowable : 1,105.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.363 : 1 fv : Actual : 65.26 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi 6.50 ft, 4x8 Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L L-r S w E H Downward L+Lr+S 0.032 in Downward Total 0.100 in Left Support 0.84 0.46 0.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.84 0.46 0.16 Live Load Defl Ratio 2453 >360 Total Defl Ratio 782 >180 Wood Beam Design a B19 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 7x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb - Tension 3,100.0 psi Fc - PrIl 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 3,100.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 2,000.0 ksi Applied Loads Unif Load: D = 0.210, L = 0.240, S = 0.10 klft, 4.0 ft to 15.0 ft, Trib= 1.0 ft Point: D = 0.340, L= 0.140, S = 0.110 k @ 4.0 ft Point: D = 0.120, S = 0.20 k @ 15.0 ft Design Summary Max fb/Fb Ratio = 0.443 . 1 ao.0J,,01.,sa,,o, 0.240) S(0.10)L 210 0. ) ( fb : Actual : 1,374.59 psi at 9.373 ft in Span # 1 D( y Y r Fb : Allowable : 3,100.00 psi Load Comb : +D+0.750L+0.750S+H g Max fv/FvRatio = 0.192 : 1 19.0 ft, 7x11.875 fv : Actual : 54.67 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lrr S WE H Downward L+Lr+S 0.298 in Downward Total 0.616 in Left Support 1.45 1.43 0.68 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.32 1.35 0.73 Live Load Defl Ratio 766 >600 Total Defl Ratio 370 >360 Wood Beam Design : B20 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch (North) Wood Grade : No. 1/No. 2 Fb - Tension 850.0 psi Fc - PrIl 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.080, L= 0.080 k/ft, 0.0 ft to 2.0 ft, Trib= 1.0 ft Point: D = 0.270, S = 0.150 k @ 2.0 ft Design Summary aano.i,ol. Max fb/Fb Ratio = 0.185 . 1 D(0.0B0)_L(0.080) 1 fb : Actual : 188.43 psi at 2.000 ft in Span # 1 ' y Fb : Allowable : 1,020.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.110 : 1 fv : Actual : 19.80 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi 8.0 ft, 4x10 Load Comb : +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L L-r S W E H Downward L+Lr+S 0.005 in Downward Total 0.019 in Left Support 0.34 0.14 0.11 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.09 0.02 0.04 Live Load Defl Ratio 18238 >360 Total Defl Ratio 5165 >180 , r Michael L. Schemmer, P.E. Project Title: Tull Residence J ci 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2015-1002 ✓-' Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mispe.structures@yahoo.com Printed:15 JAN 2015, 6:41AM Multiple Simple Beam File=c:lUserslOwner\DOCUME-11ENERCA-112015-1-4.EC6 - ENERCALC, INC. 1983-2014, Build:6.14.11.18, Ver:6.14.11.18 th.,&t9.gl 9V-060 0 5. ' '. A' 'T i'�j ;, y,, ,;;.:.s =f R, �� _:;T. _ il�i r t -s�-, k[�n s':��7..c,.�-. 2.. .,t I t.x �'�r�.�.i. ^ed�d4aafi!�� (1�Ci-"t; Wood Beam Design B26,B28 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch (North) Wood Grade : No. 1/No. 2 Fb - Tension 850.0 psi Fc - PrIl 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0750, S = 0.1250 klft, Trib= 1.0 ft Design Summary D(0.0750) S(0.1250) Max fb/Fb Ratio = 0.212 . 1 + * * fb : Actual : 216.38 psi at 6.000 ft in Span # 1 Fb : Allowable : 1,020.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.154 : 1 fv : Actual : 27.80 psi at 5.250 ft in Span # 1 s.o ft 3.0 ft, 4x10 Fv : Allowable : 180.00 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S WE H Downward L+Lr+S 0.006 in Downward Total 0.009 in Left Support 0.17 0.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.51 0.84 Live Load Defl Ratio 12200 >360 Total Defl Ratio 7624 >180 Wood Beam Design : B27 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch (North) Wood Grade : No. 1/No. 2 Fb - Tension 850.0 psi Fc - Prll 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0830, S = 0.1380 klft, Trib= 1.0 ft Design Summary D(0.0830)S(0.1380) Max fb/Fb Ratio = 0.234 . 1 + p fb : Actual : 239.10 psi at 6.000 ft in Span # 1 Fb : Allowable : 1,020.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.213 : 1 fv : Actual : 38.40 psi at 6.000 ft in Span # 1 6.0 ft 3.0 ft, 4x10 Fv : Allowable : 180.00 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.007 in Downward Total 0.010 in Left Support 0.19 0.31 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.56 0.93 Live Load Defl Ratio 11050 >360 Total Defl Ratio 6900 >180 Wood Beam Design : B27 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch (North) Wood Grade : No. 1/No. 2 Fb -Tension 850.0 psi Fc - PrIl 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Point: D = 0.560, S = 0.930 I< @ 5.50 ft Design Summary Max fb/Fb Ratio = 0.966 . 1 as , oop, fb : Actual : 985.14 psi at 5.500 ft in Span # 1 Fb : Allowable : 1,020.00 psi Load Comb : +D+S+H Max fv/FvRatio = 0.192 : 1 fv : Actual : 34.52 psi at 5.555 ft in Span # 1 11.0 ft 3.0 ft, 4x10 Fv : Allowable : 180.00 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0,122 in Downward Total 0.195 in Left Support 0.28 0.47 Upward L+Lr+S -0.099 in Upward Total -0.158 in Right Support 0.28 0.47 Live Load Defl Ratio 728 >360 Total Defl Ratio 454 >180 Michael L. Schemmer, P.E. Project Title: Tull Residence 1 ( 2032 N Avenue, Unit A Engineer: Michael L. Schemmer, P.E. Project ID: 2015-1002 `''t Anacortes, WA 98221 Project Descr: SFR (360) 941-1607 mispe.structures@yahoo.com Printed: 15 JAN 2015, 6:45MA u ii p ll e S i r 0 e Beam File=c:\Users\owner\DOCUME-11ENERCA-1\2015-1--4.EC6 Ma' p ENERCALC, INC. 1983-2014, Build:61.14.1 1.18, Ver:6.14.11.18_ a' 06% - $.i s ."-ti- . r- ; j �4�3[t !ti q�liz ?. r)i . , . ! 1: 1 i 7 7 .,.5�., .` , f _A ' . �5 i , :z Description : Framing 2 of 2 Wood Beam Design : B34-B37 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Hem Fir (north) Wood Grade : No.2 Fb - Tension 675.0 psi Fc - Prll 475.0 psi Fv 135.0 psi Ebend- xx 1,100.0 ksi Density 29.640 pcf Fb - Compr 675.0 psi Fc - Perp 405.0 psi Ft 325.0 psi Eminbend - xx 400.0 ksi Applied Loads Unif Load: D = 0.1050, L = 0.280 k/ft, Trib= 1.0 ft Design Summary D(0.10501 L(0.280) Max fb/Fb Ratio = 0.706; 1 fb : Actual : 476.37 psi at 5.000 ft in Span # 1 Fb : Allowable : 675.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.275 : 1 5k fv : Actual : 37.13 psi at 9.067 ft in Span # 1 Fv : Allowable : 135.00 psi 10.0 ft, 6x12 Load Comb : +D+L+H Max Deflections Max Reactions (k) D L t_r S W E H Downward L+Lr+S 0.083 in Downward Total 0.114 in Left Support 0.53 1.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.53 1.40 Live Load Defl Ratio 1452 >360 Total Defl Ratio 1056 >180 Wood Beam Design a B38 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Fb - Tension 3100 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 32.21 pcf Fb - Compr 3100 psi Fc - Perp 750 psi Ft 2100 psi Eminbend - xx 2000 ksi Applied Loads Point: D = 2.570, L = 2.310, S = 0.640 k @ 5.50 ft Design Summary Max fb/Fb Ratio = 0.568; 1 fb : Actual : 1,760.46 psi at 5.500 ft in Span # 1 Fb : Allowable : 3,100.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.340 : 1 X fv : Actual : 96.83 psi at 5.533 ft in Span # 1 Fv : Allowable : 285.00 psi 10.0 ft, 3.5x11.875 Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S WEH Downward L+Lr+S 0.084 in Downward Total 0.178 in Left Support 1.16 1.04 0.29 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.41 1.27 0.35 Live Load Defl Ratio 1423 >360 Total Defl Ratio 673 >180 Michael L.Schemmer,P.E. Project Title: Tull Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 1 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Printed:15 JAN 2015,6:58AM Steel Beam File=c:\Users\Owner\DOCUME-11ENERCA--112015-1-4 EC6 �+ ENERCALC,INC.1983-2014,Build 61411.18,Ver:6.14.11 18 L✓.c #:.KW=060r1,0145A- !Zr+ri-A/;`,TAsNi :• . AVM;n ; ,r s:; � J,r ,y. -'. „ g1/4,06, tcensee 1.T ,aeL a...e ►me-`1 Description: 830 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 i D(0.56).L(0.56)* ♦ ♦ D(0.46;(Q.46111'1,71 Srn'151 Span=8.50 ft Span=26.0 ft it W16x26 W16x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.560, L=0.560 k/ft,Extent=0.0->>6.0 ft, Tributary Width=1.0 ft,(W1) Uniform Load: D=0.480, L=0.480 k/ft,Extent=6.0->>8.50 ft, Tributary Width=1.0 ft,(W2) Load for Span Number 2 Uniform Load: D=0.480, L=0.480 klft, Tributary Width=1.0 ft,(W2) Point Load: D=1.410, L=1.270, S=0.350 k(a,15.0 ft,(B38) DESIGN SUMMARY _' `r'Qesigtlt4.OK 'i< Maximum Bending Stress Ratio = 0.659: 1 Maximum Shear Stress Ratio= 0.233 : 1 Section used for this span W16x26 Section used for this span W16x26 Ma:Applied 72.656 k-ft Va:Applied 16.408 k Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70.509 k Load Combination +D+L+H,LL Comb Run(LL) Load Combination +D+L+H,LL Comb Run(LL) Location of maximum on span 8.500ft Location of maximum on span 8.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.370 in Ratio= 842 Max Upward Transient Deflection -0.032 in Ratio= 3,154 Max Downward Total Deflection 0.737 in Ratio= 424 Max Upward Total Deflection -0.059 in Ratio= 1727 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 8.50 ft 1 0.332 0,117 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 Dsgn.L= 26.00 ft 2 0.332 0,117 33.08 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117,75 70.51 +D+L+H,LL Comb Run CO Dsgn.L= 8.50 ft 1 0.648 0.232 -71.46 71.46 184.17 110.28 1.00 1,00 16.36 117,75 70.51 Dsgn.L= 26.00 ft 2 0.648 0.232 65.98 -71,46 71.46 184,17 110.28 1.00 1.00 16.36 117.75 70.51 +D+L+H,LL Comb Run(L*) Dsgn.L= 8.50 ft 1 0.342 0.126 0.03 -37.77 37.77 184.17 110.28 1.00 1.00 8.86 117.75 70,51 Dsgn.L= 26.00 ft 2 0.342 0.118 32.57 -37,77 37.77 184.17 110.28 1.00 1.00 8,29 117,75 70.51 +D+L+H,LL Comb Run(LL) Dsgn.L= 8.50 ft 1 0.659 0.233 -72.66 72.66 184.17 110,28 1.00 1,00 16.41 117.75 70.51 Dsgn.L= 26.00 ft 2 0.659 0.233 65.47 -72.66 72.66 184.17 110.28 1.00 1.00 16.41 117.75 70.51 +D+Lr+H,LL Comb Run CO Dsgn.L= 8.50 ft 1 0.332 0.117 -36.57 36.57 184.17 110.28 1,00 1.00 8.24 117.75 70,51 Dsgn.L= 26.00 ft 2 0.332 0.117 33,08 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 +D+Lr+H,LL Comb Run(L') Dsgn.L= 8.50 ft 1 0.332 0.117 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 Dsgn.L= 26.00 ft 2 0.332 0.117 33.08 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 +D+Lr+H,LL Comb Run(LL) Michael L.Schemmer,P.E. Project Title: Tull Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 2 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Printed:15 JAN 2015,6:58AM Steel Beam File=c:\Users1OwneADOCUME-11ENERCA-112015-1--4.EC6 ENERCALC,INC.1983-2014,Bulld:6.14.11.18,Ver:6.14.11.18 Description: B30 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn,L= 8.50 ft 1 0.332 0.117 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70,51 Dsgn.L= 26.00 ft 2 0.332 0.117 33.08 -36.57 36.57 184.17 110,28 1.00 1.00 8.24 117.75 70.51 +D+S+H Dsgn.L= 8.50 ft 1 0.342 0.120 -37,76 37,76 184.17 110.28 1.00 1.00 8.44 117.75 70.51 Dsgn.L= 26.00 ft 2 0,342 0.120 34.79 -37.76 37.76 184,17 110,28 1.00 1.00 8.44 117.75 70.51 +D+0,750Lr+0.750L+H,LL Comb Run(* Dsgn.L= 8.50 ft 1 0.569 0.203 -62.73 62.73 184.17 110.28 1.00 1.00 14.33 117.75 70,51 Dsgn.L= 26.00 ft 2 0.569 0.203 57.75 -62.73 62.73 184.17 110.28 1.00 1.00 14.33 117.75 70.51 +D+0.750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 8.50 ft 1 0.340 0.117 -37.47 37.47 184.17 110.28 1,00 1.00 8.28 117,75 70.51 Dsgn.L= 26,00 ft 2 0.340 0.117 32.70 -37.47 37.47 184.17 110.28 1.00 1.00 8.28 117,75 70.51 +D+0,750Lr+0.750L+H,LL Comb Run(L Dsgn.L= 8.50 ft 1 0.577 0.204 -63.63 63.63 184.17 110.28 1.00 1.00 14.37 117.75 70.51 Dsgn.L= 26.00 ft 2 0.577 0,204 57.37 -63.63 63.63 184.17 110.28 1.00 1.00 14.37 117.75 70.51 +D+0.750L+0.750S+H,LL Comb Run(*L Dsgn.L= 8.50 ft 1 0.577 0.205 -63.63 63.63 184.17 110.28 1.00 1.00 14.48 117.75 70.51 Dsgn,L= 26.00 ft 2 0.577 0.205 59.04 -63.63 63.63 184.17 110.28 1.00 1.00 14.48 117.75 70.51 +D+0,750L+0.750S+H,LL Comb Run(L' Dsgn.L= 8.50 ft 1 0.348 0.119 -38.36 38.36 184.17 110.28 1.00 1.00 8,42 117.75 70.51 Dsgn.L= 26.00 ft 2 0.348 0.119 33.98 -38.36 38.36 184.17 110,28 1,00 1.00 8.42 117.75 70.51 +D+0.750L+0.750S+H,LL Comb Run(LI Dsgn.L= 8.50 ft 1 0.585 0.206 -64.53 64.53 184.17 110.28 1.00 1.00 14,51 117.75 70.51 Dsgn.L= 26.00 ft 2 0.585 0.206 58.66 -64.53 64.53 184.17 110.28 1.00 1.00 14.51 117.75 70,51 +D+0,60W+H Dsgn.L= 8.50 ft 1 0.332 0.117 -36.57 36,57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 Dsgn.L= 26.00 ft 2 0.332 0.117 33.08 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 +D+0.70E+H Dsgn.L= 8.50 ft 1 0.332 0.117 -36.57 36.57 184.17 110.28 1.00 1.00 8.24 117.75 70.51 Dsgn.L= 26.00 ft 2 0.332 0.117 33.08 -36.57 36.57 184.17 110,28 1,00 1.00 8.24 117.75 70.51 +D+0.750Lr+0.750L+0.450W+H,LL Corr Dsgn.L= 8.50 ft 1 0.569 0.203 -62.73 62,73 184.17 110,28 1.00 1.00 14.33 117.75 70.51 Dsgn.L= 26.00 ft 2 0.569 0.203 57.75 -62.73 62,73 184.17 110.28 1.00 1.00 14.33 117.75 70.51 +D+0.750Lr+0.750L+0.450W+H,LL Corr Dsgn.L= 8.50 ft 1 0.340 0.117 -37.47 37.47 184.17 110.28 1.00 1.00 8.28 117.75 70.51 Dsgn.L= 26.00 ft 2 0.340 0.117 32.70 -37.47 37.47 184.17 110,28 1.00 1.00 8.28 117.75 70.51 +D+0.750Lr+0.750L+0.450W+H,LL Con' Dsgn.L= 8.50 ft 1 0.577 0.204 -63.63 63.63 184.17 110,28 1.00 1.00 14.37 117.75 70,51 Dsgn.L= 26.00 ft 2 0,577 0.204 57.37 -63.63 63.63 184.17 110.28 1.00 1.00 14.37 117.75 70.51 +D+0.750L+0.7505+0.450W+H,LL Corn Dsgn.L= 8.50 ft 1 0.577 0.205 -63.63 63.63 184.17 110,28 1.00 1.00 14.48 117.75 70.51 Dsgn.L= 26.00 ft 2 0.577 0.205 59.04 -63.63 63.63 184.17 110.28 1.00 1.00 14.48 117.75 70.51 +D+0,750L+0.750S+0.450W+H,LL Corn Dsgn.L= 8.50 ft 1 0.348 0.119 -38.36 38.36 184.17 110.28 1.00 1.00 8.42 117.75 70.51 Dsgn.L= 26.00 ft 2 0.348 0.119 33.98 -38.36 38.36 184.17 110.28 1.00 1,00 8.42 117.75 70.51 +D+0,750L+0,7505+0.450W+H,LL Corn Dsgn.L= 8.50 ft 1 0.585 0.206 -64.53 64.53 184.17 110.28 1.00 1.00 14.51 117.75 70.51 Dsgn.L= 26.00 ft 2 0.585 0.206 58.66 -64.53 64.53 184.17 110.28 1.00 1.00 14.51 117.75 70.51 +D+0,750L+0.750S+0.5250E+1-1,LL Con Dsgn.L= 8.50 ft 1 0.577 0.205 -63.63 63.63 184.17 110.28 1.00 1.00 14.48 117.75 70.51 Dsgn.L= 26.00 ft 2 0.577 0.205 59.04 -63.63 63.63 184.17 110.28 1.00 1.00 14.48 117.75 70,51 +D+0.750L+0.7505+0.5250E+H,LL Con Dsgn.L= 8.50 ft 1 0.348 0.119 -38.36 38.36 184.17 110.28 1.00 1,00 8.42 117.75 70.51 Dsgn.L= 26.00 ft 2 0.348 0.119 33.98 -38.36 38.36 184.17 110.28 1.00 1,00 8.42 117.75 70.51 +D+0.750L+0.750S+0.5250E+H,LL Con Dsgn.L= 8.50 ft 1 0.585 0.206 -64.53 64.53 184.17 110.28 1.00 1,00 14.51 117.75 70.51 Dsgn.L= 26.00 ft 2 0.585 0.206 58.66 -64,53 64.53 184.17 110.28 1.00 1,00 14.51 117.75 70.51 +0.60D+0.60W+0.60H Dsgn.L= 8.50 ft 1 0.199 0.070 -21.94 21.94 184.17 110.28 1.00 1.00 4,95 117.75 70.51 Dsgn.L= 26.00 ft 2 0.199 0.070 19.85 -21.94 21,94 184.17 110,28 1.00 1.00 4.95 117.75 70.51 +0.60D+0.70E+0.60H Dsgn.L= 8.50 ft 1 0.199 0.070 -21.94 21.94 184.17 110,28 1.00 1.00 4.95 117.75 70.51 Dsgn.L= 26.00 ft 2 0.199 0.070 19.85 -21.94 21.94 184.17 110.28 1,00 1.00 4,95 117,75 70.51 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span 1 0.0000 14.400 +0+L+H -0.0591 5.035 +D+t-+H 2 0.7366 14.400 0.0000 5.035 Michael L.Schemmer,P.E. Project Title: Tull Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Printed'15 JAN 2015,6:58AM Steel Beam File=c:UUsers\OwnenDOCUME-11ENERCA-112015-1 4.EC6 ENERCALC,INC 1983-2014,Bulld 614.11.18 Ver 61411,18 r 4 5 it ;t .i jta^. . .-+t. '4 c� 6vc::G,.':eti�, x a,.'6�-�-r t.r.; , t:,4 .5 r by S r1 Y '�l lLc.#t aK.vt�osoi10145},ti, >as �:��`z�R,��i�.::_�rb�.wv>3,,..�.:�..,�.�.c.b,:��;.,;°��;F.:�?"..a'�,��s•.�,�,.. ,.��.y�_..__LlcenseeK�Mlcktael,�,�Schemme„�",',P.. Description: 630 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -6.056 29.375 11.278 Overall MINimum -0.140 0.334 -0.046 +D+H -1.951 14.754 5.647 +D+L+H,LL Comb Run(*L) -6.056 26.978 11.278 +D+L+H,LL Comb Run(L*) 0.258 17.151 5.601 +D+L+H,LL Comb Run(LL) -3.847 29.375 11.232 +D+Lr+H,LL Comb Run(*L) -1.951 14.754 5.647 +D+Lr+H,LL Comb Run(L*) -1.951 14.754 5.647 +D+Lr+FI,LL Comb Run(LL) -1.951 14.754 5.647 +D+S+H -2.091 15.088 5.803 +D+0.750Lr+0.750L+H,LL Comb Run(*-5.030 23.922 9.870 +D+0.750Lr+0.750L+H,LL Comb Run(L-0.294 16.552 5.612 +D+0.750Lr+0.750L+H,LL Comb Run(L-3.373 25.720 9.836 +D+0.750L+0.750S+H,LL Comb Run(*L-5.135 24.173 9.987 +D+0.750L+0.750S+H,LL Comb Run(L'-0.399 16.802 5.729 +D+0.750L+0.750S+H,LL Comb Run(LF3.478 25.970 9.953 +D+0.60W+H -1.951 14.754 5.647 +D+0.70E+H -1.951 14.754 5.647 +D+0.750Lr+0.750L+0.450W+H,LL Corr-5.030 23.922 9.870 +D+0.750Lr+0.750L+0.450W+H,LL Com0.294 16.552 5.612 +D+0.750Lr+0,750L+0,450W+H,LL Corr-3.373 25.720 9.836 +D+0.750L+0.7505-0,450W+H,LL Com-5.135 24.173 9.987 +0+0.750L40.7505+0.450W+H,LL Corn-0.399 16,802 5.729 +D+0.750L+0.750S+0.450W+H,LL Com-3.478 25.970 9.953 +D+0.750L+0.7505+0.5250E+H,LL Corr-5.135 24.173 9.987 +D+0.750L+0.750S+0,5250E+H,LL Con-0.399 16.802 5.729 +D+0.750L+0.7505+0.5250E+H,LL Con-3.478 25.970 9.953 +0.60D-+0.60W+0.60H -1.171 8.853 3.388 +0.60D-+0.70E+0.60H -1.171 8.853 3.388 D Only -1,951 14.754 5.647 Lr Only,LL Comb Run(*L) Lr Only,LL Comb Run(L*) Lr Only,LL Comb Run(LL) L Only,LL Comb Run(*L) -4.105 12.224 5.631 L Only,LL Comb Run(L*) 2.209 2.397 -0.046 L Only,LL Comb Run(LL) -1.895 14.621 5.585 S Only -0.140 0.334 0.156 W Only E Only H Only Michael L.Schemmer,P.E. Project Title: Tull Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 P Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Pdnled:15 JAN 2015,6:51AM Wood Beam File=c:\Users\Owner\DOCUME 1\ENERCA 1\20151-4EC6 i• ENERCALC,INC.1983.2014,Build 6.14.11.18 Ver:6.14.11.18 . i r.i 1 licensee;N r lohaelji ',s chemmer s-3 1, Description: 831 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 875 psi Ebend-xx 1300 ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 31.57 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(1.4904 L(1.40) 7 6x10 6x10 6x10 R Span=4.50 ft Span=4.50 ft Span=4.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=1.490, L=1.40 k/ft DESIGN SUMMARY ° .�"DesiggiCKIZ E,d Maximum Bending Stress Ratio = 0.97Q 1 Maximum Shear Stress Ratio = 0.949 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 848.88 psi fv:Actual = 161.26 psi FB:Allowable = 875.00 psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 4.500ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3978 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.028 in Ratio= 1927 Max Upward Total Deflection -0.002 in Ratio= 29779 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0280 2.042 0.0000 0.529 +D+L+H 2 0.0019 2.269 +D+L+H -0.0018 0.529 +D+L+H 3 0.0277 2.496 0.0000 0.529 ©BoiseCscade Single 11-7/8" BCI® 90-2.0 DF JoistJOI Dry 12 spans I Right cantilever 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report = 16 OCS I Repetitive I Glued & nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\JO1 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: z . . . 11r ! ! 1 ! 1 ! 1 ! 111 ! ! ! i . . .. . ! 11 . 11 _ llvi . i ! 17-00-00 DSI01-00-00 BO B1 Total Horizontal Product Length=18-00-00 Reaction Summary(Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 686/2 168/0 B1, 3-1/2" 757/0 246/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft"2) L 00-00-00 18-00-00 60 15 16 2 Railing Conc. Lin. (lb/ft) L 18-00-00 18-00-00 40 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 3,519 ft-lbs 36.9% 100% 2 08-06-10 Neg. Moment -103 ft-lbs 1.1% 100% 3 17-00-00 End Reaction 854 lbs 52.9% 100% 2 00-00-00 Int. Reaction 1,002 lbs 29.7% 100% 1 17-00-00 End Shear 833 lbs 38.7% 100% 2 00-02-08 Cont. Shear 834 lbs 38.8% 100% 1 16-10-04 Total Load Defl. L/699 (0.289") 51.5% n/a 2 08-06-10 Live Load Defl. U866 (0.233") 69.3% n/a 5 08-06-10 Total Neg. Defl. 2xU1,998 (-0.045") n/a n/a 2 18-00-00 Max Defl. 0.289" 46.3% n/a 2 08-06-10 Cant. Max Defl. -0.045" n/a n/a 2 18-00-00 Span/Depth 17 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 2-1/2"x 3-1/2" 854 lbs 15.6% 52.9% Douglas Fir B1 Wall/Plate 3-1/2"x 3-1/2" 1,002 lbs 13.1% 29.7% Douglas Fir Vibration Summary Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Cautions Design assumes Top and Bottom flanges to be restrained. Notes Page 1 of 2 ®Bolsu Cascade Single 11-7/8" BCI® 90-2.0 DF Joist1J01 Dry 12 spans I Right cantilever 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report M 16 OCS I Repetitive I Glued & nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J01 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: Design meets User specified(U360)Total load deflection criteria. Disclosure Design meets User specified(L/600) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(0.625") Maximum total load deflection criteria. be verified by anyone who would rely on Design meets arbitrary(1")Cantilever Maximum total load deflection criteria. pa appence n suitputlity for parrticticuulala r application..Output here based Calculations assume Member is Fully Braced. on building code-accepted design Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. properties and analysis methods. Design based on Dry Service Condition. Installation of BOISE engineered wood mustnce with Deflections less than 1/8"were ignored in the results. cur entts Installation Guidee inr anda d applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.\n\nBC CALC®,BC FRAMER®,AJST"', ALLJOIST®,BC RIM BOARDTM,BCI®, BOISE GLULAMT'",SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 ©BolseCascade Single 11-7/8" BCI® 60-2.0 DF Joist\J02 Dry 12 spans I No cantilevers 1 0/12 slope Thursday, January 15, 2015 BC CALC®Design Report M 16 OCS 1 Repetitive ! Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J02 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: 11111 .. 111111111111 / 1111111 .. _ 1111111 - 11111 14-00-00 18-00-00 B0 B1 B2 Total Horizontal Product Length=32-00-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 339/83 256/0 B1, 3-1/2" 1,061 /0 1,061 /0 B2, 2-1/2" 420/30 390/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 32-00-00 40 40 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 2,957 ft-lbs 47.4% 100% 3 24-04-07 be verified by anyone who would rely on Neg. Moment -3,354 ft-lbs 53.8% 100% 1 14-00-00 output as evidence of suitability for End Reaction 810 lbs 62.3% 100% 3 32-00-00 particular application.Output here based n Int. Reaction 2,121 lbs 77.1% 100% 1 14-00-00 onr buildingetesacnd metdeshods. , properties and analysis methods. End Shear 788 lbs 47% 100% 3 31-09-08 Installation of BOISE engineered wood Cont. Shear 1,126 lbs 67.2% 100% 1 14-01-12 products must be in accordance with Total Load Defl. U626 (0.342") 57.5% n/a 3 23-07-11 current Installation Guide and applicable Live Load Defl. U1,137 0.188" 52.8% n/a 6 23-04-12 or ad k q codes.To obtain Installation Guide ( ) or ask questions,please call Total Neg. Defl. U999 (-0.026") n/a n/a 3 10-10-11 (800)232-0788 before installation.\n\nBC Max Defl. 0.342" 54.7% n/a 3 23-07-11 CALC®,BC FRAMER®,AJSTM, ,BCSpan/Depth 18 n/a n/a 0 00-00-00 A BOISE IGLU AMTM,I SIMPLE M FRAM FBOARTm,RAMING SYSTEM®,VERSA-LAM®,VERSA-RIM %Allow %Allow PLUS®,VERSA-RIM®, Bearing Supports Dim.(L x W) Value Support Member Material VERSA-STRAND®,VERSA-STUD®are BO Wall/Plate 2-1/2"x 2-5/16" 595 lbs 16.5% 45.8% Douglas Fir trademarks of Boise Cascade Wood B1 Wall/Plate 3-1/2"x 2-5/16" 2,121 lbs 41.9% 77.1% Douglas Fir Products L.L.C. B2 Wall/Plate 2-1/2"x 2-5/16" 810 lbs 22.4% 62.3% Douglas Fir Vibration Summary Subfloor: 23/32"OSB, Glue + Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (U600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 ©Bolse Cascade Single 11-7/8" BCI® 60-2.0 DF Joist\J03 Dry l 1 span 1 No cantilevers 1 0/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS 1 Repetitive 1 Glued & nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J03 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: 2 111 _ 11 , - 111011111i1 ,, - hill pv11111111 A 10-00-00 BO B1 Total Horizontal Product Length=10-00-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 268/0 608/0 395/0 B1 266/0 320/0 64/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 10-00-00 40 40 16 2 Wall above Conc. Lin. (Ib/ft) L 01-06-00 01-06-00 296 344 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 1,549 ft-lbs 24.8% 100% 1 04-05-10 be verified by anyone who would rely on End Reaction 1,105 lbs 73.9% 115% 3 00-00-00 output as evidence of suitability for End Shear 1,085 lbs 56.3% 115% 3 00-02-08 particular application.Output here based Total Load Defl. U999 (0.078") n/a n/a 3 04-07-00 on buildingtesacnd design properties and analysis methods. Live Load Defl. U999 (0.034") n/a n/a 6 04-07-00 Installation of BOISE engineered wood Max Defl. 0.078" n/a n/a 3 04-07-00 products must be in accordance with Span/Depth 9.9 n/a n/a 0 00-00-00 current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call %Allow %Allow (800)232-0788 before installation.\n\nBC Bearing Supports Dim.(L x W) Value Support Member Material CALC®,BC FRAMER®,AJSTM, BO Wall/Plate 2-1/2"x 2-5/16" 1,105 lbs 30.6% 73.9% Douglas Fir ALLJOIST®,BC RIMBOARDTM' BCI®, Hanger 2"x 2-5/16" 586 lbs n/a 47.4% Hanger BOISE M®,VERSA-LAM®, SIMPLE FRAMING B1 g STEMRSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, Vibration Summary VERSA-STRAND®,VERSA-STUD®are Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" trademarksof Boise Cascade Wood Prodductsucts Strapping: None Bracing: None P L.L.C. Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified(U600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 Boise Cascade Single 11-7/8" BCI® 60-2.0 DF Joist\JO/5 Dry 11 span I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALL®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs1J04 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: 11111111111111111111111111V111111111 . 1 ! 11 15-00-00 BO B1 Total Horizontal Product Length=15-00-00 Reaction Summary(Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO 399/0 399/0 B1, 2-1/2" 401 /0 401 /0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft"2) L 00-00-00 15-00-00 40 40 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 2,901 ft-lbs 46.5% 100% 1 07-06-00 be verified by anyone who would rely on End Reaction 798 lbs 64.5% 100% 1 00-00-00 output as evidence of suitability for End Shear 780 lbs 46.6% 100% 1 00-02-00 particular application.Output here based on building code-accepted design Total Load Defl. U686 (0.258") 52.5% n/a 1 07-06-00 properties and analysis methods. Live Load Defl. U1,372(0.129") 43.7% n/a 2 07-06-00 Installation of BOISE engineered wood Max Defl. 0.258" 41.3% n/a 1 07-06-00 products must be in accordance with Span/Depth 14.9 n/a n/a 0 00-00-00 current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call %Allow %Allow (800)232-0788 before installation.\n\nBC Bearing Supports Dim.(L x W) Value Support Member Material CALC®,BC FRAMER®,AJSTM, BO Hanger 2"x 2-5/16" 798 lbs n/a 64.5% Hanger ALLJOIST®,BC RIM BOARDTM BCI®, B1 Wall/Plate 2-1/2"x 2-5/16 802 lbs 22.2/0 61.7/o Douglas Fir BOISE M ,VE ,SIMPLE FRAMING �� o o g SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, Vibration Summary VERSA-STRAND®,VERSA-STUD®are Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" tra L.L.C.of Boise Cascade Wood P Strapping: None Bracing: None Prodductsucts . Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (U600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 4/( ®BolseCascade Single 11-7/8" BCI® 90-2.0 DF Joist1J05 Dry 12 spans I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J05 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: z 1 - 11 ‘, 11111 .11 111 - 111 - 1 _ 1111 11111011 - 1 05-00-00 19-00-00 1. J BO B1 B2 Total Horizontal Product Length=24-00-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 132/426 0/228 B1, 3-1/2" 1,250/0 1,116/0 B2, 2-1/2" 1,089/ 1 639/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 24-00-00 40 40 16 2 Wall above Conc. Lin. (lb/ft) L 22-00-00 22-00-00 572 185 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 4,184 ft-lbs 43.8% 100% 3 17-03-05 Neg. Moment -3,869 ft-lbs 40.5% 100% 1 05-00-00 End Reaction 1,727 lbs 90.9% 100% 3 24-00-00 Int. Reaction 2,366 lbs 70.1% 100% 1 05-00-00 End Shear 1,705 lbs 79.3% 100% 3 23-09-08 Cont. Shear 1,295 lbs 60.3% 100% 1 05-01-12 Uplift -654 lbs n/a 100% 3 00-00-00 Total Load Defl. U585 (0.387") 61.6% n/a 3 15-06-07 Live Load Defl. U1,053 (0.215") 57% n/a 6 15-09-07 Total Neg. Defl. U999 (-0.011") n/a n/a 3 03-00-11 Max Defl. 0.387" 61.9% n/a 3 15-06-07 Span/Depth 19.1 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 2-1/2"x 3-1/2" 654 lbs n/a 40.6% Unspecified B1 Wall/Plate 3-1/2"x 3-1/2" 2,366 lbs 30.9% 70.1% Douglas Fir B2 Wall/Plate 2-1/2"x 3-1/2" 1,727 lbs n/a 90.9% Unspecified Vibration Summary Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Cautions Uplift of-654 lbs found at span 1 - Left. Web stiffeners required at bearing B2. Web stiffeners are always required under concentrated loads that exceed 1,000 lbs. Install the web stiffeners snug to the top of the flange. Follow the nailing schedule for intermediate bearings. Notes • ®BoiseCascade Single 11-7/8" BCI® 90-2.0 DF Joist\JO� ' Dry 12 spans I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J05 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: Design meets User specified (U360)Total load deflection criteria. Disclosure Design meets User specified (U600) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(0.625") Maximum total load deflection criteria. be verified by anyone who would rely on Calculations assume Member is Fully Braced. output as evidence of suitability for particular application.Output here based Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. on building code-accepted design Design based on Dry Service Condition. properties and analysis methods. Deflections less than 1/8"were ignored in the results. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.\n\nBC CALC®,BC FRAMER®,AJSTM', ALLJOIST®,BC RIM BOARDTh,BCI®, BOISE GLULAMTh,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 `��lL Cascade ®Bolse Single 2 x 8 DFL #2 Joist1J06� Dry I 1 span I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report = 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs1J06 Address: 220 E Park Drive Specifier: MLS City, State,Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: WCLIB/WWPA Misc: — , , , , 11 — _ 1llilolll , l111 , _ i ,l i , , , , . 0 _ , 1111 13 08-00-00 BO B1 Total Horizontal Product Length=08-00-00 Reaction Summary(Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO 276/0 80/0 18/0 B1, 2-1/2" 124/0 80/0 82/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 05-00-00 60 15 16 2 Roof Unf.Area (Ib/ft^2) L 05-00-00 08-00-00 15 25 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 597 ft-lbs 43.9% 100% 1 03-06-09 be verified by anyone who would rely on End Shear 279 lbs 21.4% 100% 1 00-09-04 output as evidence of suitability for Total Load Defl. L/999 (0.081") n/a n/a 1 03-10-08 particular application.Output here based Live Load Defl. U999 (0.06") n/a n/a 4 03-09-12 on buildingiscode-accepted analysisstm metdeshods. properties and methods. Max Defl. 0.081" n/a n/a 1 03-10-08 Installation of BOISE engineered wood Span/Depth 12.8 n/a n/a 0 00-00-00 products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide %Allow %Allow or ask questions,please call Bearing Supports Dim.(L x W) Value Support Member Material (800)232-0788 before installation.\n\nBC BO Hanger 2"x 1-1/2" 356 lbs n/a 19% Hanger CALC®,BC FRAMER®,AJS TM B1 Wall/Plate 2-1/2"x 1-1/2" 235 lbs 10% 10% Douglas Fir ALLJOIST®,BCTRIM BOARDTM BCI®, BOISE GLULAM ,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM Vibration Summary PLUS®,VERSA-RIM®, Subfloor: 23/32" OSB, Glue+ Nail Gypsum Ceiling: 5/8" VERSA-STRAND®,VERSA-STUD®are Strapping: None Bracing: None trademarks of Boise Cascade Wood Products L.L.C. Notes Design meets User specified (L/360)Total load deflection criteria. Design meets User specified (U600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Deflections less than 1/8"were ignored in the results. Page 1 of 1 ,yp 0 Boise Cascade Single 11-7/8" BCI® 90-2.0 DF Joist\J07 Dry 12 spans 1 No cantilevers 1 0/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS 1 Repetitive 1 Glued & nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J07 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: W _ 111111111111111111111111 . 1111v1111111111 j 121.1.1 20-06-00 1 18-00-00 BO B1 B2 Total Horizontal Product Length=38-06-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 481 /47 435/0 B1, 5-1/4" 2,331 /0 2,331 /0 B2, 2-1/2" 431 /79 352/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft02) L 00-00-00 38-06-00 40 40 16 2 Wall above Conc. Lin. (lb/ft) L 20-06-00 20-06-00 798 798 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 3,802 ft-lbs 39.8% 100% 2 08-07-02 Neg. Moment -4,714 ft-lbs 49.4% 100% 1 20-06-00 End Reaction 916 lbs 56.8% 100% 2 00-00-00 Int. Reaction 2,487 lbs 62.2% 100% 1 20-03-06 End Shear 894 lbs 41.6% 100% 2 00-02-08 Cont. Shear 1,294 lbs 60.2% 100% 1 20-03-06 Total Load Defl. U605 (0.404") 59.5% n/a 2 09-05-06 Live Load Defl. U1,062 (0.23") 56.5% n/a 5 09-08-13 Total Neg. Defl. U999 (-0.02") n/a n/a 2 23-03-07 Max Defl. 0.404" 64.6% n/a 2 09-05-06 Vibration 20'-7/8" 85.5% 100% 00-00-00 Span/Depth 20.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 2-1/2"x 3-1/2" 916 lbs 16.8% 56.8% Douglas Fir B1 Beam 5-1/4"x 3-1/2" 2,487 lbs 33.8% 62.2% Versa-Lam 1.7 B2 Wall/Plate 2-1/2"x 3-1/2" 783 lbs 14.3% 48.5% Douglas Fir Vibration Summary Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Cautions Blocking and/or squash blocks required to transfer concentrated load over bearing B1 to support below. Notes Page 1 of 2 L -( ®BoiseCascade Single 11-7/8" BCI® 90-2.0 DF Joist1J0 Dry 12 spans No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report M 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J07 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: Design meets User specified (L/360)Total load deflection criteria. Disclosure Design meets User specified (L/600) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(0.625") Maximum total load deflection criteria. be verified by anyone who would rely on Calculations assume Member is Fully Braced. output as evidence of suitability for particular application.Output here based Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. on building code-accepted design Design based on Dry Service Condition. properties and analysis methods. Deflections less than 1/8"were ignored in the results. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.\n\nBC CALC®,BC FRAMER®,AJST", ALLJOIST®,BC RIM BOARDTM,BCI®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 4l-A aBoise Zascade Single 11-7/8" BCI® 90-2.0 DF Joist\J08 Dry 11 span 1 No cantilevers ! 0/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS 1 Repetitive 1 Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J08 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: o1ollllll _ 1llll _ vellillo ., ib _ 1 _ 11. _ 1111 _ 111 19-06-00 l] BO B1 Total Horizontal Product Length=19-06-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 520/0 520/0 81, 2-1/2" 520/0 520/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 19-06-00 40 40 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 4,919 ft-lbs 51.5% 100% 1 09-09-00 be verified by anyone who would rely on End Reaction 1,040 lbs 64.5% 100% 1 00-00-00 output as evidence of suitability for End Shear 1,018 lbs 47.3% 100% 1 00-02-08 particular application.Output here based n Total Load Defl. L/455(0.506") 79% n/a 1 09-09-00 onr buildingetesacnd analysis metdeshods. properties and analysis methods. Live Load Defl. L/911 (0.253") 65.9% n/a 2 09-09-00 Installation of BOISE engineered wood Max Defl. 0.506" 81% n/a 1 09-09-00 products must be in accordance with Vibration 19' 1" 90.2% 100% 00-00-00 current Installation Guide and applicable building codes.To obtain Installation Guide Span/Depth 19.4 n/a n/a 0 00-00-00 or ask questions,please call (800)232-0788 before installation.\n\nBC %Allow %Allow CALC®,BC FRAMER®,AJSTm, Bearing Supports Dim.(L x W) Value Support Member Material ALLJOIST®,BC RIM BOARDTM^ BCI®, BO Wall/Plate 2-1/2"x 3-1/2" 1,040 lbs 19% 64.5% Douglas Fir BOISEGLULAMT"" SIMPLE FRAMING g SYSTEM® ,VERSA-LAM®,VERSA-RIM B1 Wall/Plate 2-1/2"x 3-1/2" 1,040 lbs 19% 64.5% Douglas Fir PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are Vibration Summary trademarks of Boise Cascade Wood Products L.L.C. Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Design meets User specified (L/360)Total load deflection criteria. Design meets User specified (L/600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 r, ©BolseCascade Single 11-7/8" BCI® 90-2.0 DF Joist1J09 Dry 12 spans I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report W 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J09 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: 1 . ... 111111 _ 111 . 01 ! 111111111P11111 ! 1111111 16-00-00 12-00-00 BO B1 B2 Total Horizontal Product Length=28-00-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 375/23 352/0 B1, 3-1/2" 923/0 923/0 B2, 2-1/2" 293/74 218/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft"2) L 00-00-00 28-00-00 40 40 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 2,371 ft-lbs 24.8% 100% 2 06-09-03 be verified by anyone who would rely on Neg. Moment -2,499 ft-lbs 26.2% 100% 1 16-00-00 output as evidence of suitability for End Reaction 727 lbs 45.1% 100% 2 00-00-00 particular application.Output here based n Int. Reaction 1,846 lbs 54.7% 100% 1 16-00-00 onr buildingetesacnd metdeshods. properties and analysis methods. End Shear 705 lbs 32.8% 100% 2 00-02-08 Installation of BOISE engineered wood Cont. Shear 988 lbs 45.9% 100% 1 15-10-04 products must be in accordance with Total Load Defl. U1,111 (0.171") 32.4% n/a 2 07-07-08 current Installation Guide and applicable Live Load Defl. U999 0.092" n/a n/a 5 07-08-12 buildingr sk codes. , leaobtse Installation Guide ( ) or ask questions,please call Total Neg. Defl. U999 (-0.007") n/a n/a 2 18-02-11 (800)232-0788 before installation.\n\nBC Max Defl. 0.171" 27.4% n/a 2 07-07-08 CALC®,BC FRAMER®,AJSTM' , BCSpan/Depth 16 n/a n/a 0 00-00-00 BOISEIST®GLULAMTM,I M SIMPLEDFRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM %Allow %Allow PLUS®,VERSA-RIM®, Bearing Supports Dim.(L x W) Value Support Member Material VERSA-STRAND®,VERSA-STUD®are BO Wall/Plate 2-1/2"x 3-1/2" 727 lbs 13.3% 45.1% Douglas Fir trademarks of Boise Cascade Wood Products L.L.C. B1 Beam 3-1/2"x 3-1/2" 1,846 lbs 0.3% 54.7% Steel B2 Wall/Plate 2-1/2"x 3-1/2" 511 lbs 9.3% 31.7% Douglas Fir Vibration Summary Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Design meets User specified (L/360)Total load deflection criteria. Design meets User specified (U600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8"were ignored in the results. Page 1 of 1 0 Boise.ascade Single 11-7/8" BCI® 90-2.0 DF Joist1J10 Dry 12 spans I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report W 16 OCS I Repetitive I Glued & nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs1J10 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: 2 1 111111�014 ... 11 . . 111111 , ! „ 1 _ 1111111111111 12-00-00 W 12-00-00 . BO B1 B2 Total Horizontal Product Length=24-00-00 Reaction Summary(Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 933/35 828/0 B1, 5-1/2" 1,478/0 1,402/0 B2, 2-1/2" 289/ 131 168/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft^2) L 00-00-00 24-00-00 40 40 16 2 Wall above Conc. Lin. (lb/ft) L 05-00-00 05-00-00 940 839 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 7,219 ft-lbs 75.6% 100% 2 05-00-00 Neg. Moment -3,819 ft-lbs 40% 100% 1 12-00-00 End Reaction 1,761 lbs 92.7% 100% 2 00-00-00 Int. Reaction 2,880 lbs 72% 100% 1 12-00-00 End Shear 1,739 lbs 80.9% 100% 2 00-02-08 Cont. Shear 1,902 lbs 88.4% 100% 1 11-09-04 Total Load Defl. U491 (0.29") 73.3% n/a 2 05-00-00 Live Load Defl. U916 (0.155") 65.5% n/a 5 05-00-00 Total Neg. Defl. U999 (-0.03") n/a n/a 2 15-10-13 Max Defl. 0.29" 46.4% n/a 2 05-00-00 Span/Depth 12 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 2-1/2"x 3-1/2" 1,761 lbs 32.2% 92.7% Douglas Fir B1 Beam 5-1/2"x 3-1/2" 2,880 lbs 0.3% 72% Steel B2 Wall/Plate 2-1/2"x 3-1/2" 456 lbs 8.3% 28.3% Douglas Fir Vibration Summary Subfloor: 23/32"OSB, Glue+ Nail Gypsum Ceiling: 5/8" Strapping: None Bracing: None Cautions Web stiffeners required at bearing B0. Web stiffeners are always required under concentrated loads that exceed 1,000 lbs. Install the web stiffeners snug to the top of the flange. Follow the nailing schedule for intermediate bearings. Notes Page 1 of 2 al Boise Cascade Single 11-7/8" BCI® 90-2.0 DF Joist\J 0 Dry 12 spans I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report M 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J10 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: ESR-1336 Misc: Design meets User specified (U360)Total load deflection criteria. Disclosure Design meets User specified (U600) Live load deflection criteria. Completeness and accuracy of input must Design meets arbitrary(0.625") Maximum total load deflection criteria, be verified by anyone who would rely on Calculations assume Member is Fully Braced. output as evidence of suitability for particular application.Output here based Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. on building code-accepted design Design based on Dry Service Condition. properties and analysis methods. Deflections less than 1/8"were ignored in the results. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.\n\nBC CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDT'",BCI®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 Gt/7 ®BolseCascade Single 2 x 10 HF #2 Joist1J11 Dry 12 spans I Right cantilever 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS I Repetitive I Member construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J11 Address: 220 E Park Drive Specifier: MLS City, State,Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: WCLIBM/WPA Misc: 1 , . 111111 _ 111111 . . . 11 . . 11 _ l — ll1111111 . 11 . 10-06-00 01-06-00 BO B1 Total Horizontal Product Length=12-00-00 Reaction Summary(Down/Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO 283/6 104/0 B 1, 3-1/2" 363/0 136/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf.Area (Ib/ft^2) L 00-00-00 12-00-00 40 15 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 979 ft-lbs 51.1% 100% 2 05-03-08 Neg. Moment -83 ft-lbs 4.3% 100% 1 10-06-00 End Shear 318 lbs 22.9% 100% 2 00-11-04 Cont. Shear 322 lbs 23.2% 100% 1 09-07-00 Total Load Defl. U844 (0.148") 42.7% n/a 2 05-03-08 Live Load Defl. U999 (0.109") n/a n/a 5 05-03-08 Total Neg. Defl. 2xU1,998 (-0.067") n/a n/a 2 12-00-00 Max Defl. 0.148" 23.6% n/a 2 05-03-08 Cant. Max Defl. -0.067" n/a n/a 2 12-00-00 Span/Depth 13.5 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Hanger 2"x 1-1/2" 387 lbs n/a 31.8% Hanger B1 Beam 3-1/2"x 1-1/2" 499 lbs 15.2% 23.5% Douglas Fir Vibration Summary Subfloor: 23/32"OSB, Nailing Gypsum Ceiling: 5/8" Strapping: None Bracing: None Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Design meets arbitrary(1") Cantilever Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Deflections less than 1/8"were ignored in the results. Page 1 of 2 GI't� ®Boise Cascade Single 2 x 10 HF #2 Joist1J11 Dry 12 spans I Right cantilever 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS I Repetitive I Member construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs1J11 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: WCLIB/WWPA Misc: Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application.Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call (800)232-0788 before installation.\n\nBC CALC®,BC FRAMER®,AJST'^, ALLJOIST®,BC RIM BOARDTM,BCI®, BOISE GLULAMT'",SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Page 2 of 2 �r c ©Boise Cascade Single 2 x 8 DFL #2 Joist1J12 Dry I 1 span I No cantilevers 10/12 slope Thursday, January 15, 2015 BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 3272 File Name: BC CALC Project Job Name: 2015-1002 Tull Residence Description: Designs\J12 Address: 220 E Park Drive Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Taylor Design Architects Company: Michael L. Schemmer, P.E. Code reports: WCLIB/WWPA Misc: 11 , 11111 ., 1 ., 1111 . 1 _ 1 ; „ l11v1111111111 1_1_!_! ! 1 / ii o7-oo-oo BO B1 Total Horizontal Product Length=07-00-00 Reaction Summary(Down /Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 282/0 70/0 B1 278/0 70/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 07-00-00 60 15 16 Disclosure Controls Summary Value %Allowable Duration Case Location Completeness and accuracy of input must Pos. Moment 570 ft-lbs 41.9% 100% 1 03-06-00 be verified by anyone who would rely on End Shear 271 lbs 20.8% 100% 1 00-09-12 output as evidence of suitability for Total Load Defl. U999 (0.061") n/a n/a 1 03-06-00 particular application.Output here based Live Load Defl. U999 0.049" n/a n/a 2 03-06-00 on herding code-accepted design ( ) properties and analysis methods. Max Defl. 0.061" n/a n/a 1 03-06-00 Installation of BOISE engineered wood Span/Depth 11.2 n/a n/a 0 00-00-00 products must be in accordance with current Installation Guide and applicable building codes.To obtain Installation Guide %Allow %Allow or ask questions,please call Bearing Supports Dim.(L x W) Value Support Member Material (800)232-0788 before installation.\n\nBC BO Wall/Plate 2-1/2"x 1-1/2" 352 lbs 15% 15% Douglas Fir CALC®,BC FRAMER®,AJSTM^ B1 Hanger 2"x 1-1/2" 348 lbs n/a 18.6% Hanger ALLJOIST®,BCTRIM BOARDTM^ BCI®, BOISE GLULAM ,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM Vibration Summary PLUS®,VERSA-RIM®, Subfloor:23/32" OSB, Glue+ Nail Gypsum Ceiling: 5/8" VERSA-STRAND®,VERSA-STUD®are Strapping: None Bracing: None trademarks of Boise Cascade Wood Products L.L.C. Notes Design meets User specified (U360)Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. The analysis of solid sawn wood members is in accordance with the NDS and is limited to the output shown above. All other support and design for these products, including but not limited to notching, connections, installation, and engineer/architect certification is the responsibility of the project's design professional of record. Deflections less than 1/8"were ignored in the results. Page 1 of 1 Michael L.Schemmer,P.E. Project Title: Tull Residence 4 2 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Prinled:15 JAN 2015,7:13AM General Foot File=c:\Users\Owner\DOCUME-11ENERCA--112015-1-4.EC6 7 g ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver:6.14.11.18 illfei a;KW;:..0001,0145; .ram,-1,V ig• tttg' . .aWriM. SMN r=1_,A s , .t i';',a i:401is601,-;t,(•t4h011MBchem_[i7ie 1M. Description: B30 center support Code.References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4 ft Z Length parallel to Z-Z Axis = 4 ft Footing Thicknes = 12 in Pedestal dimensions... X px:parallel to X-X Axis = 0.0 in `f• pz:parallel to Z-Z Axis = 0.0 in Height = 0.0 in m 0. Rebar Centerline to Edge of Concrete.. a at Bottom of footing = 3.0 in 1R Reinforcing r 4,i„ w Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Sizf = # 5 AllIIIlM :' :' :- :" ';.i= �.i'':Ill ll-NlI➢iIIl I f1 If l - •;:r 'N ':- '.i l lil= IIIIII- 1 ., f:::.: ,,vt., ';.,, ,..,,=1111111M _Il11111m:•::ar,vn.VS <.;:t 111111E1111 m =: : :: IN if': ::, V IILIIII= Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 14.750 0.0 14.620 0.330 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Michael L.Schemmer,P.E. Project Title: Tull Residence J�' 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Protect ID: 2015-1002 `f Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Pnnted:15 JAN 2015,7:13AM General Footing File=c:\UserslOwner\DOCUME-11ENERCA-1\2015-1-4.EC6 .., !�® ENERCALC,INC.1983-2014,Build:6.14.11.18,Ver.6.14.11.18 t -# ?K 1'0.1 I'.`. ‘. 1 ,, ‘ '. p,. `a i 4Rr*' ,4.^'-'".rr �� -) r"�' „ „j, i J4 .,e IC@pSQe i!1C��"tiA11 LIMMM" Description: 630 center support DESIGN SUMMARY ..;.Qeslgl ,OK t b Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9905 Soil Bearing 1.981 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3461 Z Flexure(+X) 5.157 k-ft 14.899 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3461 Z Flexure(-X) 5.157 k-ft 14.899 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.3461 X Flexure(+Z) 5.157 k-ft 14.899 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3461 X Flexure(-Z) 5.157 k-ft 14.899 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.4032 1-way Shear(+X) 30.242 psi 75.0 psi +1.20D+1,60L+0.50S+1.60H PASS 0.4032 1-way Shear(-X) 30.242 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.4032 1-way Shear(+Z) 30.242 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.4032 1-way Shear(-Z) 30.242 psi 75.0 psi +1.20D+1,60L+0.50S+1.60H PASS 0.8150 2-way Punching 122.243 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H Michael L.Schemmer,P.E. Project Title: Tull Residence }}__�� 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2015-1002:J Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Printed:15 JAN 2015,7:15AM General FOOtIn File=c:\Users\Owner'rDOCUME-1IENERCA-112015.1-4.EC6 T. g ENERCALC,INC.1983 2014,Buiid:6.14.11.18,Ver.6.14.11.18 5 Ltc+# KW 06010.145 �, '; c' S .1 : �t!' £ r t: '� .y .• 1 P s yi v r s = . . _- _. s•�•n-.+,�s,. ..� s_av s,.��.�,�;.:, ��. �4�r ,: �r.>�..:� ;�z.�_��. .-,Lrcensees.��icl�aeJ�L .SctLeilLRle.[`r.�KE Description: B30 garage front support Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 • General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min,Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.5 ft Z Length parallel to Z-Z Axis = 2.5 ft Footing Thicknes = 12 in . Pedestal dimensions... X px:parallel to X-X Axis = 0.0 in N pz:parallel to Z-Z Axis == 0.0 in Height 0.0 in m Rebar Centerline to Edge of Concrete.. m at Bottom of footing = 3.0 in o 'n Reinforcing 2e'�" w Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis = =IIIIII((;;::'; ': ; a;c:;,::, ':;'e;, 11111111E 1_OIIIIII= ;$;...;;:. , is•;;;.•.:;:::;`11111111-111I Number of Bars4 �_,,_.1 >::._ _ ; ReinforcingBar Sizl = # 4 m ill;;, :: `') �- IIIIII IIIIIIII�;;,,,,,,,,,,, ,�,"."B"°,. .:,.;`.,..: 11111111= 11=11111111=.•,,_.,,.,.,. 9-"�"`..,. ;.:.-`;IIIIIIII_IIII r- h - _ - 11= - I - =1 - =IIIIIIII-III IIIIIII- L-1_IIVIIV_:• -I Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads • D Lr L S W E H P:Column Load = 5.656 0.0 5.630 0.160 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Michael L.Schemmer,P.E. Project Title: Tull Residence 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P,E. Project ID: 2015-1002 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Printed:15 JAN 2015,7:15AM General FootingFile=c:\Users\Owner\DOCUME-11ENERCA-112015-1-4.EC6 r ENERCALC,INC.1983-2014,Build:6.14,11.18,Ver:6.14.11.18 lLic;#..KW=060:10.1:45, . ,', ,,4 r'z 1 ,v r t n1 r;, % , t� ,..`'., censee r IC ae chem er 'P:E<t; Description: B30 garage front support DESIGN SUMMARY .Desjgr%OK ,. ' Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9755 Soil Bearing 1.951 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0,0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1598 Z Flexure(+X) 1.984 k-ft 12.418 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1598 Z Flexure(-X) 1.984 k-ft 12.418 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1598 X Flexure(+Z) 1.984 k-ft 12.418 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1598 X Flexure(-Z) 1.984 k-ft 12.418 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.1568 1-way Shear(+X) 11.759 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.1568 1-way Shear(-X) 11.759 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1568 1-way Shear(+Z) 11.759 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1568 1-way Shear(-Z) 11.759 psi 75.0 psi +1.20D+1.60L+0.505+1.60H PASS 0.2973 2-way Punching 44.588 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H -yam Ql�go — — I U L1 t t I U J �l—� . r . 1 1 Ti I I (`�� va Y jiI 11r: I , a 1 L rf w I1II �t -1• ems `. 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ALT I I, TO BE REMO �0 'e N ;c fDRIVE LloosLiT "SE--- f ,�—� �� k� -7 •.a •VFD i 0 .ti ▪ Iitt71._____ ,,,o.•41,erb,7-4::PIIT - -.405.", „, .," . 1 / / k DOTING • ROM WALL `�• A,� • .. --^ � AVERAGE GRADE: / 48.0 +40.0 + 40.0 + 40.0 + 41.0 + 49.0 = '\ Cr 274/6 in 46:0 AVERAGE GRADE. + 35.0' MAX HT i- 81.0' MAX BLDG HT. ACTUAL HT - t800.5' .2- 0 ea Pamr ,k-- _ 0 0 it) 0 SCAM: 10' 41 50 5 10' 20' / fi -1 64 C . "`-- re 4, DRAW- N G INDEX PARCEL INFORMAlON LOT COVERAGE PROJECT ON. 5 . srTE ADDRESS 22D E. PARK DwE RD, ANAODRTEs LOT SCE-*7,718 S.F. R NOW & REPLACE DOM RESIDENCE < ii Cp e / / ��3 Pk' 4' wAsirwtDN t1e2z1 EXISTING LOT COVERAGE.1t1.ti29 S.F.(25>�) c MAN LEVEL FLOOR AREA It1,226 SF ARCHIIECTIIRAL PROPOSED INCREASE.1 506 S F: (32l�} EXISING UPPER LL1E3.FLOOR AREA- 606 S.F. 1 SITE PLAN A $ / PARCEL D f P57056 DRAMAS+ • IDISTING AREA-896 S.F. 1. F. W —� TAX I)No.3/80-000-011-0007 RUN ROOF DRAINS N 4 P11C 11GH1LNE do TIE TO TOTAL F DECKAME AREA 375 S.F. A2.1 FOUNDATION PLAN & SFEARWALL PLANS `i �� f `'�' 4 ®� 9 �y` S1DR11 DRAM, tE FOOTING DRAMS TO TOME TOTAL FOAMED 3.106 SF A2.2 FOUNDATION DETAILS 0 ✓, ! y <a LOT#11 DOrN GRADE&5'-0'MN FROM BUILDING. CONSTRUCT PEW REPLACEMENT RESIDENCE A3.1 BASEIETIT FLOOR PLAN & GENERAL NOES JOB: 1416�� I3.2 MAN LEVEL FLOOR PLAN & DOOR AND WINDOW SCHEDULES DM: ALT r e 6 r h Nl i �' ,r e- i =��e"c IONIC- R3EROSION CONTROL WM LMiGGAREA -1990 S.F.SF SC. 18- Tim. 35- an 02 COMRACTO2TO INSTALL SLT FENCING ON DON!! DECK &PORCH AREA - 445 S.F. A3.3 UPPER FLOOR PLAN & UPPER ROOF DECK PLAN DAZE: 0. SLOPE SDE OF ENTIRE DENTS NTS OF 511E UPPER FLOOR LIVING AREA - 1,652 S.F. A4.1 MIN FLOOR 3 UPPER FLOOR FRAIA�IG&LOW ROOF FRAM PLANS - 142 SF. may, OONSEUCION E COMPLETED ,� N ROOF DECK AREA - 426 S.F. A4.2 16011 ROOF&ROOF DEC( FLOOR FRAMING PLAN &BUI DING SECTION A-A, B-B 91 3 �i ® / A ° � CONSTRUCTION. SLT FENCING TO MAIN UNTIL ALL UPPER + g/j— PLACE. COTTER ALL EXCAVATED AREAS AND STOCK AREA 503 SF. A5.1 wALLSECTIONS 1 - 3 SHEET ND. ` e° 141 0 / to c- cv h 9,--e .. 061-d/- ( „Ic re PIED S'OL WITH MAIO TOTAL T CONOMONED AREA AREA = 16 s. A5.2 WALLSECTIONs 4. 5 9 r G /h A6.1 BUILDING ELEVATIONS I DETAILS y�. N"ra C �� / , � kf / � m TOTAL GUIDING AREA SF. A6.2 BUILDING ELEVATIONS & BULDING SECTION 6 �AE OF '�'�" A 1 . 1 13. .._ • .III ii "TULL REsiDENcE r ' g . ,/ t.4 1 11,1 1_.I*a*.* r • elm -or l 1 0 � • SG / :A(`K \ � rl r t# #r# ta#17I1 r �9i1j ,- �� .' � (!tlf1111 11111 11, 111 �.. �.1�' ,r:!� 1L7 il/ rl: #rr ��r r�� l ■ "�` " 1 N rii r�r � +�rr,r J rOP�' ■1 r _ ' �r�! :a 11 'far ! 1 1 , .. /EI v! '$ CAB �� :. . to r {f.1 t r J a�sn�(cg � ' , isnr�c c+ cRr ',.0 r • J J .O N • hOOIV / DRIVEWAY , 49., J �r lfrr J r / E3DS7tNGE rrrJlrr rrr z (Ar 8�.D0 FACE) rrr lrt�rsr J SCALE: or r-ny ver-Amiv 2. • J 1.1 ,� r _ 1��, iS4141P IHPQRAap � _l w71 220E PAP& RD �s ` �� '"�•. r 01 p t • ANAC irlatalatiGLimmftwimmamsSOX tr ! r ®i P5'105E tor Cp 8 S F: • ` o�i � J ` �r snNs A,. r TAX t ,, 5aci 08 M29 aR (252) VfD BE Ra(0 �. J { FR014 mom EROSION CoNTROL: -noo-ott-oj prey / f 1 -- � �- tar�t x�f catinmeloft To WALL StOPE ME OF eniRE SILT FENCING ON DONN cokiiiitarotTh""'Aiu.,"ENcift To Ram LIMN EVSTING ROCK WALL �(, ?/ ' • ►ccE' ems] 22671 SCENTS OF SHE pupsnir°n�°R ANITHu—mu z"'r° IS r • j DQSTX,M �FL4(JR ARC �� AIVJ AO sh7CK (� dF EGGS BVT/l. A ;1896:SIS.F.arDENCE: • � �ta5 s�• '46 0 +49 # (.bNSIRUCT-- . • 27{/6 •a40 0 + 4i. � a+avr R�� rrHT '�•0 IlVE77A{,'� + 49.0 ¢UVNc� Ate 52GARAGE AREA HoRMe8Q5uR 3 +ININGWER C •�(mrAL Zs o 5, A�. a #�� AREA : 1.818 vas ap. -prprorpmnrel FEB 1 3 2015 Liii[[ r I 38'H aAss aA�Ha - � (HOR1H RAM ow() Ank NV kt ROOF DECK 601x WHAM 3611 1173 Or)RAUHG^` 4•-5 1/2' S'-9 1/2' BILOOE ROOF HATCH f 4 W/PIAl-OH STANDS • /*/®'. 1-HOURELEVARA ED TOR O SHAFT(„O — ---- \ (SEE On 1/A3.1) ♦ ♦ J 10'-3' 10'-7 1/2' 20'-10 1/2' r , aFFi00RBELOW"'.4 r � _ J HORTH AI. NV UV' NIF O 58'-9 1/2• / 31'-9 1/2' I 25'-0° f 2'-0° e' / 9 , / 5'-21/4° I 3'-41/2' 3'-41/2" I 9'-1 3/4° 3'-4 1/2° 3'-4 1/2' 3'-111/2' 5'-10° 8'-4 1/2' 3'-41/2" 3'-41/2° 4-01/2° 2'-4' , 3'-101/2° I- -��. :� / / „' / A I( TE DECK DRAIN ID DO'sRNSPOUT r N J b,_._ , c V �' 14°SEAT I. a ROD — &S11 F I wR DECK r -I \ N 60 Mil 11'. 0MDSRAN - -co' H I I o ►i, °RI I - 8'-8 I/2' .43 6'-11° I I 15-3 1/2° I I / 3-9 /2° ,, 6-0° �°4 14'-9' -,,- [2°PVC T Tow Ls —m- — - DRAM F- II IIa w`i raw —1....., 1` I I :��) r -=-a .�:�;I 1 . raid ° SAUNA z COTTER PULL-DN S TAIRS 03 OOR OPENING DRESSER 11� \4 � 1 11...I5L11 I I I ' '2-O kill �y I Imo' --) f`.�w-Dries tuE ..„„ 10 i WA V ^� 4.-0' 5'-91/2' '1.10'-71 2 6'-11/2° CI 1-0. 6'-8 1/Y 3'..-6° 4'-1 ' 8 1/2' �;:.� as o I ;' S D. 1 1,., !ri y I F —\ \ 1 I I I I ELEVATOR ROD&SHELF r < q p7 r 1-HOl1R RATED �. _ N --11 �c HEATED TOMEL 1'-10° 4' 6'-10 1�211 N SHAFT(TYP) S!v{ �� ', Y * BARS / �� I i (SEE D1L 1/A3.1} ) 1WASER o 0. ®"/ \ lo MA lac :ATH Ii - - y \ cv CLOSET � § I ,� \ DN STAIR DATA «�, I- \ ®9R a 7.75"MAX RISE m n f .. � . . _ 11'MN TREAD . : .1. eci, --_ r _ K K 5'-5 1/2' l'_9• - ! 4'-D•�— 2' B• / -8` L ' 8'-5 1/2° to 4 u' A SLOPE COPE 9R B. 4 N • 47°0 JAPANESE I '• I Tv • SOAKING TUB i' �F��AA-�i� 4 o m ' N 1A _ .�",, 11n l/EVI I T \ 1 i I I \ °� 51 I SLOP - I a 3Y4 ABLE 3Yi C E �i ABW� r ,_ _ J Q �1 iti, \ T V 0 SLOPE 40--4I 140 In BRASS---•- - 1 J4_/FT -- -- r DE K SLOPE °co 1,1 oowrSPour 2°PyOf-- .1 MIL 1%4°/Fr NOZ2LE DRAM , _El ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERIMSE 6'-8 3/4° 6'-8 3/4° 2'-9 1/2' 2'-10 1/2" 2'-10 1/2' 3'-0 1/2' 2'-11 1/2° 2'-10 1/2' 2'-10 1/2° 2'-11 1/2° 9'-6' 2'-10 1/2' '-8 1/2' / / / / / ,r / / / / / / / IN EXHAUST FAN V.T.O. L7. 13'-5 1/2° 11'-7' 11'-8 -8' 14'-i' 3'-3 1/2' 2' 1/2° 2'-0° / 1, / / / / SMOKE DETECTOR 58-s 1/2• / / CARBON MONOXIDE DETECTOR Igh NOR1H44111) �� CENTRAL VACUUM INLET UPQER LE ` F(�OQR PLANINTERIOR LIGHTING: t�4" _�7 MINIMUM OF 50% OF ALL LUMINAIRES TO BE HIGH EFFICIENCY TYPE FIXTURES (-- Ark `Ar 2 J NE x (,�) xi 6x0 PT POST(TYP) I I 1 , j3'-1 1/2° 3'-1 1/2° 5-4 1/2° r'I. T .I 7..1 1 1-., . [ ,_,_ 6'-11° I LI I I N.7 . \ . / . I LIMY X 0 r / x4x3/8° x4x3/8 EYa- a; sit COI, STL COL;' Ua-1.../ 5' b1 —.�. / ^ N ' •4 ♦• `NATURAL ` ALL GARAGE WALLS&CLUNG . w a W �0\� LEM. m stoPE 2°To, TO BE 5/8.WE X G.W.B._ .& O.H.DOORS \ / • 5-7° j,2'-4 3'-51/2° V-9° •±14'-21/2° 0. • / -ate e • l 1.� r S i I EVA RAOR `Q o ' I 1w7(np) 4 — — — — �DOSRL`O FEW wAll� ��, ` (SEE DTL t/A31) I ut� FLOOR mole — ,■ ! 4-6° p 1 m mom' . S#JR LATh b UP 7°61AX t;15Z „•, "Q• 3'-1 1/2° 3'-1 1/2° 5-4 1/2° . .! . ___ 1-•-::. ll ".- II N d G.W.&ON All YlAll$ ■ r. i CfIlRRG g UND.ERSDE GFI I UP STAIRS 8:LARANG 8R .n 0 .': MACHINE RAI/ III0 1 1/2`ROD MIL BRICK VENOM(TYP)f • G c BETWEEN 2x4 PT(Fu1 �': 2'-1D 1/2° 1'-B 1/2 b. I • \LIB OF PORCH ABOVE I NV ga',; NV NEW FDNwAU_\ L-.--------..--- ..—..J "'A••. dr a'. ` - �� NOI S: ALL DIMENSIONS ARE TO FACE OF STUD NORiH UNLESS NOTED OTHERIMSE II , $ • = ,0 EXHAUST FAN V.T.O. -- -- - --- -------- -- -� ii-. ---��i S.D. SMOKE DETECTOR Qj • CARBON MONOXIDE DETECTOR VAoC CENTRAL VACUUM INLET INTERIOR LIGHTING: MINIMUM OF 50%OF ALL LUMINAIRES TO BE HIGH EFFICIENCY TYPE FIXTURES \ u/v I II L. AV11 Jvm II/II.WV/4IV d 1 4.\\ } , A5. N. DECK 1)/ Ad.221 \-38°H RAMC(TYP)-� I 1 x6 1REX 65-0° 6'- 29'-0° 30° 21'-3° 7-9° 9'-10° 4011111 19'-10' 3'-101/0 2'-51/2' 36°H RAMOI E 16 .. I / A. � . . I I in Jr › " STA'R DATA: L.. . . _ . ._._ . `r-� I I 7.75°11AX RISE ems-ME OF FLOOR) D 11°L tt TREAD _ J ABOVE 48°REFRfO :. N I • 1. ---- 1 1 11 —�■ it - _I._ 4'-7 1/2' I •\ .` S D. te n 4291 WALL I 4 8. ' - If !LI:. - � > 4 W/IV CAP N.C.VINE 1tANGE RE k 1 1 1 �.1.yraw ®-_�� -- 11 I r5jl L___i I�=°I' r.'1I 1 10 i in i m 0 ,_— I 2'-0° / .o >r ilia in- :',O(WAINSCOT .�, I mid STONE MANTLE 10'-0' Lj( 5'-0° I. I, 1 ZERO-CLP _:' �'�`1 o FIREPLACE 'r FesoAs , 13'-5 1/2' (2'2° 20'-7 1/2° 5'-9 1/2° 2'-8 3/4' / , '� - !, J 2'-10° 3'-0 1/4' 14'-41 i P D 9'-0' 4'-5 1/2° 7 I ryI I` �C 1 —�` ELEVATOR �=, 1: I IT N 10 I 97 SHAFT(TYP) dLi a�-� I I 1Jl p—_ _ 11 I 1n ' (SEE DTL 1/A3.1) 1/ I I !/ I. �<— I . 13 1 Jam. 1 e" .® ki;r' 0 f Ali 1 J 4 f `. T;4° 1 6'-10 1/2° / l OF io U T FLOOR OA FULL HT. q g'�°'"3 1 q BflOW 1 1 1' WNEER BRXX 12 3'-7° 4'-6° 3'_11/2° ... tY"1 6 fi ; 1 I 1 =ram !t.`1 • 14 O. STAR DATA: o N �m 99 UM0s 4 7.75°MAX RISE i M 0 -� 0 r: 21R sR 11°M1N TREAD IV N\ [MI \ STAINED WINDOW , . g raid H �� ' NE TO DETERMINED) - BRICK FLOOR \ \ ii — y® 1 UNE OF — �AE01E � —'r .138°FI RAILING ink , gink n s qv. ) COVERED PORCH N 1.-, 1) `� Ems( 'to s— 'I 1 TAPERED STONE COLUMN lv 14 -1 0.� � H \! /� i y O )'ii•':!1- 36.H IMO CEDAR POST e I 'IP 111 II L I I 'r STAR DATA: /.r5"MAX mst. 11°UN 1RFAI) illik V A a ,A62,9 7_2° / 3'-0 1/2° / 3'-0 1/7 ✓ 3'-0 I/2° / 2'_2' 7-3 1/2°✓ f /3'-4 1/2° 3'-4 1/2° 7-4 1/2' 6'-0° 6'-0' i'-r 7'-9' 2'-10 1/7/ 8 1/2' 5'-10' 2'-10 1/7 2'-10 1/2° 7-7-7 1/2°/ / 13'-5 1/2° 11'-5' 12'-0'; 4. ,. / /13'-11' / 14'-2 1/2° / 65-0° NOTES: ©`` ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE N EXHAUST FAN V.T.O. es'D° SMOKE DETECTOR NORTH MAIN LEVEL FLOQR ["LAN ,►r. CARBON MONOXIDE DETECTOR \gt; CENTRAL VACUUM INLET SCALE 1/4 ® 1'4 INTERIOR UGHTING: MINIMUM OF 50% OF ALL LUMINAIRES TO BE HIGH EFFICIENCY TYPE FIXTURES . ,fitri •fII AI 006S.r- Residential Building Permit Application FEB 1 3 2015 City of Anacortes Building Department P.O. Box 547 Anacortes,WA 98221 Street Address: 904 6th Street " Phone: (360) 293-1901 Fax: (360) 293-1938 1 5Lb SITE ADD I" i SS: 22,0 F— PAIL p ai CONTRACTOR ❑Applicant PROJECT DESCRIPTION Name G`C (1`-') Address City/State/Zip Phone FAX State License# Exp PARCEL'NUMBER jCity of Anacortes Business License:❑Yes ❑No S?DSL. i PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION Name 5 lA lC, Address t7 L) - P Pct2-k• V(- City/Staate/Zip (�N& CO(Z^�S- PROJECT VALUATIO Phone Co I D- 04-a ri5FAX 3( los D O O c7 / Number of Dwelling Units E-Mail Address Number of Stories 't Building Area: 1 �c, rcl i1tAAect 0 Designer:❑Engineer pApplicant l' Floor s.f. .ed Floor I c1 1° s.f. Name V vt, t4 LU 1 Z14. 4 Floor Ib,"2 s.f. Basement S 21 s.f. Address Pa Q) 10 3(2 Garage le c7 3 s.f. Carport s.f. City/State/Zip C L .Pa-Lkk_ ._ W P Deck 445 s.f. Lot Area —11 t io s.f. �t �823S Phone) O-2bZ-'ll 18FAX- E-mail Address Th1 Lt)a.12ES AraCf-i�1��. CO CONTACTApplicant i;: LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name IN VALUATION PER RCW. Address Name City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. CONTINUED ON THE BACK (l v, �r Residential Mechanical Fixtures Fuel Type Natural Gas ❑ Electric ❑ Wood ❑ Propane Gas ❑ Other Type of Equipment Number of Type of Equipment I Number of Fixtures Fixtures Furnace <=100K BTU Clothes Dryer Boilers/AC/Heat Pump 1 Gas Water Heater k Gas Outlets Gas Fireplace 2. Ventilation Fans (p Fireplace Insert Stove, Appliance ( Other Units Range Hood I. Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture 1 Number of Fixtures Fixtures Toilet 'j Clothes Washer I Bathtub l Electric Water Heater Shower 2- Utility Sink t Dishwasher 2 Hose Bibb 3 Hand Sink 5 Water Piping L Kitchen Sink w/Disposal t Additional Fixtures I HEREBY ACKNOWLEDGE IF RAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDIN AND STATE L 'S REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCO ' ORS SHALT VE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL B ED ON JO S ES RE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. 21 /3 20 /5 APP A T'S G TURE DATE • • Last Updated Nov. 9, 2012 . 2 2 6 E- ks -- ra,i, kbri sE1) 2O/3 — 00E9 , , ti, f ICCEVALUATION ,ros WidelyAccee�l and Trusted 1 -.--"NA -_SERVICE-_-__- _ - - , i CC- E S Report ESR-3159 ICC-E5 I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 07/2015 mm This report is subject to renewal 07/2017. DIVISION: 07 00 00=THERMAL AND MOISTURE PROTECTION SECTD• : 07 21 00—T E MAL IIA9SUL ATDON • REPORT HOLDER: i _ OOHS hV OVL _,JE 717 17TH STREET DENVER, C O LOo RADO 80217 EVALUATION SUBJECT: JM CO 3 OO -VD v C TM S R Y=A ?L, E D - OO _YURETHANE INSULATION r iCC C ICE (.... .6%4); .. i 1141/41**00000. Look for the trusted marks of Conformity! :'; ".2014 Recipient of Prestigious Western States Seismic Policy Council :ln W "SPG' Award in Excellence" Etixa � A Subsidiaryof mown: IC -ES Evaluatio Reports are not to be construed as representing aesthetics or any other attributes not c ' ' 6 specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI recommendation f iior its use, There is no anyanty by ICC Evaluation Service, LLC, express or implied, as 0 .4 P:, ..$ to an�tfinding or other matter in this report, or as to a ;product covered by the report, - A coy irm telrU Copyright © 2015 Ea• ICC EVALUATION •� SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation' Report ESR-3159 Reissued July 2015 This report is subject to renewal July 2017. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00—THERMAL AND MOISTURE 3.0 DESCRIPTION PROTECTION Section: 07 21 00—Thermal Insulation 3.1 General: JM Corbond MCSTM insulation is two-component, spray- REPORT HOLDER: applied, rigid, medium-density, polyurethane foam plastic having a nominal in-place density of 2.1 pcf. The insulation JOHNS MANVILLE is produced in the field by combining a polymeric 717 17T" STREET isocyanate (A component) with a polymeric resin DENVER, COLORADO 80217 (B component). The liquid components are supplied in (800) 654-3103 55-gallon (208 L) drums and 250-gallon (946 L) totes. The www.jm.com polymeric isocyanurate (A component) has a shelf life of twelve months when stored in factory-sealed containers at EVALUATION SUBJECT: temperatures between 60°F (15.5°C) and 75°F (24°C). The polymeric resin (B component) has a shelf life of six JM CORBOND MCSTM SPRAY-APPLIED POLYURETHANE months when stored in factory-sealed containers at INSULATION temperatures between 60°F (15.5°C) and 75°F (24°C). 1.0 EVALUATION SCOPE 3.2 Surface-burning Characteristics: Compliance with the following codes: The insulation, at a maximum thickness of 4.3 inches (109 mm) and a nominal density of 2.0 pcf, have a flame- • 2012 and 2009 International Building Code® (IBC) spread index of 25 or less and a smoke-developed index of • 2012 and 2009 International Residential Code® (IRC) 450 or less when tested in accordance with ASTM E84. Thicknesses of up to 9 /4 inches (235 mm) for wall cavities • 2012 and 2009 International Energy Conservation and 111/4 inches (286 mm) for ceiling cavities are Code°(IECC) recognized, based on testing in accordance with NFPA • Other Codes (see Section 8.0) 286, when the insulation is covered with a minimum /2-inch-thick (12.7 mm) gypsum board or an equivalent Properties evaluated: thermal barrier complying with, and installed in accordance • Physical properties with, the applicable code. • Surface-burning characteristics 3.3 Thermal Resistance, R-values: • Vapor permeance The insulation has thermal resistance (R-values) at a mean temperature of 75°F (24°C) as shown in Table 1. • Air permeability 3.4 Vapor Permeance: • Attic and crawl space installation • Thermal resistance The insulation has a vapor permeance of less than 1 perm [5.7x1012 kg/(Pa-s-m2)] when tested in accordance with • Exterior walls in Types I through IV construction the ASTM E96 desiccant method (Procedure A), when 2.0 USES applied at a minimum thickness of 11/2 inches (38 mm). The insulation qualifies as a Class II vapor retarder under JM Corbond MCSTM spray-applied polyurethane foam the IRC. insulation is used as nonstructural thermal insulating 3.5 Air Permeability: material in Types I, II, III, IV and V construction under the IBC and in dwellings under the IRC. The insulation is for The insulation, at a minimum thickness of 11/2 inches use in wall cavities, floor/ceiling assemblies, or attics and (38 mm), is considered air-impermeable insulation in crawl spaces when installed in accordance with Section accordance with Section R806.4 of the IRC, based on 4.4. Under the IRC, the insulation may be used as air- testing in accordance with ASTM E283. impermeable insulation under IRC Section R806.4, when 3.6 JM IB Intumescent Coating: installed in accordance with Section 3.5. The insulation may be used in exterior walls of Types I, II, III, and IV JM IB intumescent coating, manufactured by Johns construction when used as described in Section 4.5. Manville Corporation, is a one-component, water-based, ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as Eta% ` to any finding or other matter in this report, or as to any product covered by the report. OD 77!: , ux Copyright 02015 Page 1 of 5 ESR-3159 I Most Widely Accepted and Trusted Page 2 of 5 liquid intumescent coating supplied in 5-gallon (19 L) pails. (286 mm) for floor/ceiling cavities are recognized, based The coating materials have a shelf life of 12 months when on room corner fire testing in accordance with NFPA 286, stored in factory-sealed containers at temperatures above when the insulation is covered with a minimum 1/2-inch- 50°F (10°C). thick (12.7 mm) gypsum wallboard or an equivalent 3.7 DC 315 Intumescent Coating: 15-minute thermal barrier complying with, and installed in accordance with, the applicable code. DC 315 intumescent coating, manufactured by 4.3.2 Application without a Prescriptive Thermal International Fire Proof Technology, Inc., is a water-based Barrier with DC-315 Intumescent Coating: The coating supplied in 5-gallon (19L) pails and 55-gallon prescriptive 15-minute thermal barrier or ignition barrier (208L) drums. The coating material has a shelf life of may be omitted when installation is in accordance with this 24 months when stored in factory-sealed containers at section (Section 4.3.2). The insulation and intumescent temperatures between 41°F (5°C) and 95°F (35°C). coating may be spray-applied to the interior facing of walls, 3.8 TPR2 Fireshell® JIViTC Intumescent Coating: the underside of the roof sheathing or roof rafter, and in ® 2 crawl spaces, and may be left exposed as an interior finish TPR2 Fireshell® JMTC is manufactured by TPR without a prescribed 15-minute thermal barrier or ignition Corporation, and is a one-component, water-based, barrier. The thickness of the foam plastic applied to the polymer intumescent coating. The coating is supplied in underside of roof sheathing must not exceed 91/4 inches 5-gallon (19L) pails and 55-gallon (208L) drums and has a (235 mm). The thickness of the spray foam insulation shelf life of one year when stored in factory-sealed applied to vertical wall surfaces must not exceed containers at temperatures of 50°F (10°C) or above. 71/4 inches (184 mm). The foam plastic must be covered 3.9 TPR2 Fireshell° JMIC Intumescent Coating: on all surfaces with DC 315 intumescent coating at a ° minimum wet film thickness of 22 wet mils (0.56 mm) TPR2 Fireshell® JMTC intumescent coating, manufactured [14 dry mils (0.36 mm)1, at a rate of 1 gallon (3.38L) per by TPR2 Corporation, is a one-component, water-based, 73 square feet (6.8 m )]. The coating must be applied polymer intumescent coating. The coating is supplied in over the insulation in accordance with the coating 5-gallon (19 L) pails and 55-gallon (208 L) drums and has manufacturer's instructions and this report. Surfaces to be a shelf life of one year when stored in factory-sealed coated must be dry, clean, and free of dirt, loose debris containers at temperatures of 45°F (7°C) or above. and other substances that could interfere with adhesion of 4.0 INSTALLATION the coating. The coating is applied in one coat with low- 4.1 General: pressure airless spray equipment. JM Corbond MCSTM spray-applied polyurethane foam 4.3.3 Application without a Fireshell® Thermal insulation must be installed in accordance with the Barrier with TPR2 Fireshell JMTC Intumescent manufacturer's published installation instructions the Coating: The prescribed 15-minute thermal barrier may be applicable code and this report. A copy of the omitted when installation is in accordance with this section. The JM Corbond MCSTM spray-applied insulation and manufacturer's published installation instructions must be TPR2 Fireshell® JMTC system may be spray-applied to the available at all times on the jobsite during installation. interior facing of walls, the underside of roof sheathing or 4.2 Application: roof rafters, and in crawl spaces, and may be left exposed The insulation is spray-applied on the jobsite using a as an interior finish without a prescribed 15-minute thermal volumetric positive displacement pump as identified in the barrier. The foam plastic insulation thickness 1 must not Johns Manville application manual. The insulation must be exceed 6 inches (152 mm) in walls and 9 /2 inches applied when the substrate temperatures are between (241 mm) in ceilings, and the insulation must be covered 45°F (7°C) and 90°F (32°C). The foam plastic must not be with 212 dry oils (0.3 mm) [20 wet mils (0.5 mm)] of used in electrical outlet or junction boxes or in contact with TPR Fireshell® JMTC intumescent coating applied in a water, rain or soil. The foam plastic must not be sprayed single coat at a minimum rate of 1 gallon (3.78L) per 82 square feet (7.6 m2). The substrate must be dry, clean onto a substrate that is wet, or covered with frost or ice, and free of dirt and loose debris or other substances loose scales, rust, oil, or grease. The insulation must be that could interfere with the adhesion of the coating. protected from the weather during and after application. 2 ° Where the insulation is used as an air-impermeable TPR Fireshell® JMTC may be applied by airless sprayer, insulation, such as in unvented attic assemblies under conventional sprayer medium knap roller or brush at 2012 IRC Section R806.5 or 2009 IRC Section R806.4 ambient temperatures between 62°F and 95°F (16.5°C and the insulation must be installed at a minimum thickness of 35°C) and relative humidity of less than 70 percent. 11/2 inches (38 mm). The insulation must be applied in 4.4 Attics and Crawl Spaces: passes not exceeding 2 inches (51 mm) per pass and must 4 4 1 Application with a Prescriptive Ignition Barrier: be allowed to fully expand and cure for a minimum of When the spray-applied insulation is installed within attics 20 minutes prior to the application of the next additional or crawl spaces where entry is made only for service of pass. For additional details on curing times, see the Johns utilities, an ignition barrier must be installed in accordance Manville published installation instructions. with IBC Section 2603.4.1.6 or IRC Section R316.5.3 or 4.3 Thermal Barrier: R316.5.4, as applicable. The ignition barrier must be 4.3.1 Application with a Prescriptive Thermal Barrier: consistent with the requirements for the type of JM Corbond MCSTM spray-applied polyurethane foam construction required by the applicable code, and must be insulation must be separated from the interior of the installed in a manner so the foam plastic insulation is not building by an approved thermal barrier of 1/2-inch-thick exposed. The insulation as described in this section may (12.7 mm) gypsum wallboard or an equivalent 15-minute be installed in unvented attics in accordance with 2012 IRC thermal barrier complyingwith, and installed in accordance Section R806.5 or 2009 IRC Section R806.4 when installed at a minimum thickness of 11/2 inches (38 mm). with, IBC Section 2603.4 or IRC Section R316.4, as applicable, except where insulation is in an attic or crawl 4.4.2 Application without a Prescriptive Ignition space as described in Section 4.4. Thicknesses of up to Barrier: When JM Corbond MCSTM spray-applied 91/4 inches (235 mm) for wall cavities and 111/4 inches polyurethane foam insulation is installed without an ignition ESR-3159 Most Widely Accepted and Trusted Page 3 of 5 barrier in attics and crawl spaces, as described in Sections thickness of 111/4 inches (286 mm) between and over the 4.4.2.1 and 4.4.2.4, the following conditions apply: joists in attic floors. The ignition barrier, in accordance with a. Entry to the attic or crawl space is only to service IBC Section 2603.4.1.6 or IRC Section R316.5.3, may be utilities and no storage is permitted. omitted. A thermal barrier is required between the foam plastic and the habitable space below. b. There are no interconnected attic or crawl space 4.5 Exterior Walls of Type I, II, III and IV Construction: areas. 4.5.1 General: When used on exterior walls of Type I, II, c. Air in the attic or crawl space is not circulated to other III and IV construction, the wall assembly must comply with parts of the building. Section 2603.5 of the IBC and this section (Section 4.5), d. Under-floor (crawl space) ventilation is provided when and the insulation must be installed at a maximum required by IBC Section 1203.3 or IRC Section thickness of 3 inches (76 mm). The potential heat of the R408.1 , as applicable. JM Corbond MOST" insulation is 1992 Btu/ft2 (22.7 MJ/m2) per inch of thickness when tested in accordance with e. Attic ventilation is provided when required by IBC NFPA 259. Section 1203.2 or IRC Section R806, except when air-impermeable insulation is permitted in unvented 4.5.2 Specific Wall Assemblies: Wall assemblies attics in accordance with Section R806.4 of the IRC. complying with Section 4.5 must be as described in Table 2. f. Combustion air is provided in accordance with IMC (International Mechanical Code®) Section 701. 5.0 CONDITIONS OF USE 4.4.2.1 Application with JM IB Intumescent Coating: In The JM Corbond MCSTM insulation described in this report attics, JM Corbond MCSTM foam insulation may be spray- complies with or is a suitable alternative to what is applied to the underside of the roof sheathing and/or specified in, those codes listed in Section 1.0 of this report, rafters; and in crawl spaces, the insulation maybe spray- subject to the following conditions: applied to the underside of wood floors as described in this 5.1 The products must be installed in accordance with the section. The thickness of the foam plastic applied to the manufacturer's published installation instructions, this underside of the top of the space must not exceed evaluation report and the applicable code. If there are 10 inches (254 mm) and the vertical surfaces must not any conflicts between the manufacturer's published exceed 8 inches (203 mm). The foam plastic surfaces must installation instructions and this report, this report be covered with a minimum thickness of 5 dry mils governs. (0.13 mm) [10 wet mils] of the JM IB intumescent coating 5.2 The insulation must be separated from the interior of described in Section 3.6. The intumescent coating must be the building by an approved 15-minute thermal barrier spray-applied over the insulation in accordance with the in accordance with IBC Section 2603.4 or IRC Section Johns Manville instructions and this report at a rate of R316.4, except when installation is as described in 0.6 gallon (2 L) per 100 square feet (9.3 m2) to obtain the Sections 4.3.2 and 4.4.2. A thermal barrier must be recommended minimum dry film thickness noted in this installed between the insulation and the interior space section. above (crawl space) or below (attic). 4.4.2.2 Application with TPR2 Fireshell® JMIC 5.3 The insulation must not exceed the thicknesses noted Intumescent Coating: In attics, JM Corbond MCSTM foam in Sections 3.2, 4.3, 4.4 and 4.5. insulation may be spray-applied to the underside of the roof sheathing and/or rafters; and in crawl spaces, the 5.4 The insulation must be protected from exposure to insulation may be spray-applied to the underside of wood weather during and after application. floors as described in this section. The thickness of the 5.5 Jobsite certification and labeling of the insulation must foam plastic applied to the underside of the top of the comply with IRC Sections N1101.4 and N 1101.4.1 and space must not exceed 5.5 inches (140 mm), and the IECC Sections 303.1.1 and 303.1.2, as applicable. thickness when applied to vertical surfaces must not 5.6 When use is on exterior walls of buildings of Types I, exceed 3.5 inches (89 mm). The foam plastic surfaces II, III and IV, construction must be as described in must be covered with a minimum thickness of 3 dry mils Section 4.5 and Table 2. (0.08 mm) [4 wet mils] of the JM IC intumescent coating described in Section 3.9. The intumescent coating must be 5.7 The insulation must be applied by installers certified spray-applied over the insulation in accordance with the by Johns Manville Corporation or by the Spray Johns Manville instructions and this report at a rate of Polyurethane Foam Alliance (SPFA) for the spray 0.27 gallon (1 L) per 100 square feet (9.3 m2) to obtain the polyurethane foam insulation. recommended minimum dry film thickness noted in this 5.8 Use of insulation in areas where the probability of section. termite infestation is "very heavy" must be in 4.4.2.3 Application without an ignition barrier or accordance with IBC Section 2603.8 or IRC Section intumescent coating: In attics, JM Corbond MCSTM foam R318.4, as applicable. insulation may be spray-applied to the underside of the 5.9 The insulation components are produced in Belgrade, roof sheathing and/or rafters; and in crawl spaces, the Montana, under a quality control program with insulation may be spray-applied to the underside of wood inspections by ICC Evaluation Service. floors as described in this section. The thickness of the foam plastic applied to the underside of the top of the 6.0 EVIDENCE SUBMITTED space must not exceed 8 inches (203 mm), and the 6.1 Data in accordance with the ICC-ES Acceptance thickness when applied to vertical surfaces must not Criteria for Spray-applied Foam Plastic Insulation exceed 6 inches (152 mm). The foam plastic may be (AC377), dated November 2012 (editorially corrected installed uncovered, without either a code-prescribed April 2013); including reports of tests in accordance ignition barrier or an intumescent coating. with AC377 Appendix X. 4.4.2.4 Use on Attic Floors: JM Corbond MCSTM spray- 6.2 Reports of air permeance testing in accordance with applied foam insulation may be installed at a maximum ASTM E283. ESR-31 59 I Most Widely Accepted and Trusted Page 4 of 5 6.3 Reports of vapor permeance testing in accordance o 2006 International Energy Conservation Code® (2006 with ASTM E96. IECC) 6.4 Reports of room corner fire testing in accordance with The products comply with the above-mentioned codes as NFPA 286. described in Sections 2.0 to 7.0 of this report, with the 6.5 Reports of potential heat testing in accordance with revisions noted below: NFPA 259. o Application with a Prescriptive Thermal Barrier: See 6.6 Reports of fire propagation characteristics testing in Section 4.3.1, except the installation must be in accordance with NFPA 285. accordance with Section R314.4 of the 2006 IRC. 6.7 Report of critical radiant flux testing of exposed attic ° Application with a Prescriptive Ignition Barrier: See floor in accordance with ASTM E970. Section 4.4.1, except installation must be in accordance with Sections R314.4.3 and R314.5.4 of the 2006 IRC. 7.0 IDENTIFICATION 21 Application without a Prescriptive Ignition Barrier: Components for JM Corbond MCSTM spray-applied foam See Section 4.4.2, except attics must be vented in plastic insulation are identified with the manufacturer's accordance with Section 1203.2 of the 2006 IBC or name (Johns Manville) and address, the product name, the Section R806 of the 2006 IRC; and crawl space name of the inspection agency (QAI Laboratories, Inc.), ventilation must be in accordance with Section 1203.3 of mixing instructions, the flame-spread and smoke- the 2006 IBC or Section R408 of the 2006 IRC, as developed indices, the expiration date, and the evaluation applicable. report number (ESR-3159). o Jobsite Certification and Labeling: See Section 5.5, Intumescent coatings are identified with the company except jobsite certification and labeling must comply name and address, the product name and use instructions. with Sections 303.1 .1. and 303.1 .2, as applicable, of the 8.0 OTHER CODES 2006 IECC. In addition to the codes referenced in Section 1.0, the Protection Against Termites: See Section 5.8, except products in this report were evaluated for compliance with use of the insulation in areas where the probability of the requirements of the following codes: termite infestation is "very heavy" must be in El 2006 International Building Code® (2006 IBC) accordance with Section R320.5 of the 2006 IRC. 0 2006 International Residential Code® (2006 IRC) TABLE 1-THERMAL RESISTANCE (R-VALUES)1'2 THICKNESS (inches) R-VALUE (°F.ft2.h/Btu) 1.0 6.8 1.5 10 2.0 14 3.5 24 4.0 27 5.5 37 7.0 48 9.0 61 9.5 65 10.0 68 12.0 82 For SI: 1 inch =25.4 mm; 1°F.ft2.h/Btu = 0.176 °K.m2/W. 1R-values are calculated based on test values at a 1-inch and 4-inch thicknesses. 2R-values greater than 10 are rounded to the nearest whole number. ESR-3159 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 2—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES IN TYPES I, II, III AND IV CONSTRUCTION WALL COMPONENT MATERIALS 1 —Concrete wall 2—Concrete masonry wall 3— 1 layer 5/8-inch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 on interior, Base Wall System — installed over steel studs, minimum 35/8-inch-deep, No. 20 gage, C-shaped, spaced a maximum of Use either 1, 2 or 3 24 inches on center. Gypsum wallboard must be attached with No.6, 11/4-inch-long self-tapping screws located 8 inches on center along the perimeter and in the field of wallboard. Gypsum wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. Lateral bracing is required in accordance with the applicable code. Floorline Firestopping 4 pcf mineral wool (e.g., Thermafiber) in each stud cavity at each floorline, attached with Z-clips Cavity Insulation None Exterior Sheathing — 1 —1/2-inch-thick, Type X exterior type gypsum sheathing Use either 1 or 2 2—5/8-inch-thick Type X exterior type gypsum sheathing Exterior insulation— 1 —JM Corbond MCST"' SPF a maximum of 3 inches thick Use either 1 or 2 2—JM cc SPFTM, a maximum of 3 inches thick 1 — Brick - standard nominally 4-inch-thick clay brick, running bond pattern, Type S mortar - The brick veneer is attached with Hohmann & Barnard X-SealTM anchors, with Ve Bayna ties, using 5-inch-long zinc-coated, hex head self-drilling screws spaced 16 inches (505 mm) on center and secured to steel studs. - Maximum 1-inch air gap between exterior insulation and brick 2— Stucco - minimum 3/4-inch-thick, exterior cement plaster and lath. A secondary water-resistive Exterior Wall covering— barrier may be installed between the exterior insulation and the lath. The secondary water-resistive Use either 1 or 2, 3, 4 or 5 barrier must not be full-coverage asphalt or butyl-based self-adhered membranes. 3— Minimum 2-inch-thick natural stone (granite, limestone, marble, sandstone). Any standard non- open-jointed installation technique can be used. 4— Minimum 11/2-inch-thick artificial precast stone veneer recognized in an ICC-ES evaluation report complying with AC51, when installed in accordance with the ICC-ES evaluation report for the precast stone veneer. 5— Minimum 11/4-inch-thick Terra cotta cladding system. Any non-open-jointed technique such as ship lap may be used, For SI: 1 inch = 25.5 mm; 1 pcf= 16.018 kg/m3. • Closed-cell Spray Polyurethane Foam IAPMO ES #0146 JM CORBOND Ill® Johns Manville PRODUCT DATA SHEET INSULATE WITH THE CLIMATE ISOLATION SYSTEM° � �� Johns Manville Corbond III® closed-cell spray polyurethane foam (SPF) is the ultimate insulation `' • > sxz ,9� solution. It barricades the indoors from the outside climate, creating thermal, air and moisture ?= isolation. Because it will not shrink or settle, its incredible thermal and acoustical performance lasts the life of a structure. JM Corbond III SPF and its unique Lavender®color have become a symbol of ry ; uncompromising quality and standards as well as a mark of environmental commitment. • PRODUCT DESCRIPTION JM Corbond III SPF is a premium, high-yield spray polyurethane foam building insulation. The product is generated onsite by combining an isocyanate and a polymeric resin through ; a dual-component proportioner. Fast, easy and adaptable, it can be applied at temperatures. as low as 20°F and can achieve R-21 with only 3 inches of materials in a 2x4 stud cavity. JM • • Corbond III SPF is well suited for residential, commercial and industrial applications. As one of the most advanced insulation solutions, it offers climate isolation between indoor and outdoor environments. PERFORMANCE ADVANTAGES Unique Climate Isolation System: creates a APPLICATIONS thermal, air and moisture barricade. This system is a sprayable, rigid, closed-cell polyurethane cellular plastic foam insulation designed to insulate buildings.The sprayed product, properly installed, results in a seamless, Applications: JM Corbond III SPF is an excellent monolithic and durable insulation fully adhered to the substrate, solution for new construction, remodels, basements, commercial buildings and many • Walls — may be applied to the exterior or interior of walls in both commercial and residential other applications. buildings. May be applied between studs or in open spaces to a variety of substrates including but not limited to plywood, OSB (oriented strand board), foam sheathing with or Flexible Hybrid System:JM Spider®Custom without foil facers, rock, brick, CMU (concrete masonry units), concrete and steel.The use Insulation System can be applied over JM of primers may be evaluated to improve adhesion when needed. Corbond III SPF in exposed attic spaces for • Cathedral roofs — may be applied directly to the underside of roof sheathing between the increased R-value. rafters to the desired thickness.Traditional venting is not necessary and should be avoided Air Impermeable: when tested in accordance (section 806.4 of the IRC). with ASTM E283, JM Corbond III SPF is air • Hybrid solutions —combine JM Corbond III SPF with JIVI Formaldehyde-freer" building impermeable when installed at a thickness of 1 inch or more. JM Corbond III SPF is an ABAA insulation to create a custom insulation solution. approved product. JM Corbond III SPF spray systems are technologically advanced, sophisticated materials and Energy Efficient: reaches R-21 when installed at should be applied only by Morrison Hershfield or SPFA certified polyurethane spray applicators. a thickness of 3 inches, and R-42 when installed at 6 inches. INSTALLATION This spray system may be applied in passes of uniform thickness from a minimum of 1/2Superior Moisture Performance: resists mold inch to a maximum of 3 inches. For maximum yield and productivity, consider installing the growth and is capable of meeting all current material to the specified thickness in as few passes as possible using caution to never vapor retarder codes.When tested in accordance exceed 3 inches in any 30-minute time period. (For further details and exceptions please refer with ASTM E96, JM Corbond III SPF has a vapor to the Application Guide.) permeance rating of 0.61 perms at 11/2 inches thick. RECOMMENDED STORAGE AND TRANSPORT Covers Completely: expands and adheres to Shelf Life and Storage of Raw Materials whatever it touches, will not shrink or settle. DO NOT MIX ANY OTHER PRODUCTS INTO A SIDE OR B SIDE DRUMS. All materials Suitable for applications with a maximum service should be stored in their original containers and away from heat and moisture. The shelf life temperature of 180°F. is six months when stored indoors at a temperature between 50°F and 75°F. Storage below 50°F may result in compound stratification of the B and/or crystalline formation in the A More Economical: the highest yield and R-value component. Temperatures above 80°F may decrease shelf life. Containers should be of any closed-cell foam at thicknesses greater than opened carefully to allow any pressure buildup to be vented safely. Extensive venting of the 2 inches.With up to 5,200 board feet of coverage B component may result in loss of blowing agent, higher-density foam and reduced yield. per set, JM Corbond III has one of the lowest Temperatures below 60°F will increase the viscosity of the components making them costs per board foot or per R in the industry. difficult to pump. Both components are adversely affected by water and humidity. Faster and Easier to Install: can be sprayed at 3 • Freight class 55 (A or B) •• Resin compounds item 46030 • NO1 BN non-hazardous inches per pass, allowing for greater productivity. Empty Drum Storage • Store empty drums on their sides with bungs in to avoid moisture entering. "Empty" is Widest AppiicationTemperature Range: can be defined as product residue at the bottom of the drum no deeper than. '/2 inch and 8 inches or applied at temperatures as low as 20°F. less across. Recyclers require drums to be "drip-dried" before accepting them. High-Quality Raw Materials: delivers a SPECIFICATION COMPLIANCE consistent product with no ozone depleting See following page for a complete list of test results. chemicals and exceptional seasonal versatility. , bilialTi , .,.,.., - -- _ --.:7,_,.. ,._ ..7:::).i...7:74:. , . : . - ,,, . -- .._ , -.1 *.',__.:,, Closed-cell Spray Polyurethane Foam IAPMO ES #0146 1p Hl�am`Manville 8eQ y�� Johns/I anvall�r '?N, � �'i 1A a.ri 1 5 hW M 1� i PRODUCT DATA SHEET JM CORSOND Ill® SPECIFICATION COMPLIANCE See below for a complete list of test results. TYPICAL PHYSICAL PROPERTIES . PROPERTY TEST METHOD JM COR BOND 111 SPF Nominal Density ASTM D1622 2.0 lb/cu ft Compressive Strength(1") ASTM D1621 36 psi ': Closed-cell Content ASTM D6226 >90% R-Value (Aged R-Value) 1"thick specimen 7.0 ASTM C518(Aged R-Value)4" thick specimen 28 Water Absorption ASTM D2842 0.88% Water Vapor Transmission ASTM E96 0.61 perms at 1.5" (Class II Vapor Retarder) 1.1 perms at 1" 75 Pa 0.001 L/S/m2 Air Infiltration ASTM E283-04 (1.57 psf)(<0.001cfm/ftz) 300 Pa 0.001 L/S/mz (6.24 psf)(<0.001 cfm/ft2) Air Permeance ASTM E2178-03 75 Pa 0.000055 L/S.mz.Pa 0.000117 ft3/min.m2.Pa Time to Occupancy CAN/ULC-S774 12 Hours—Trades 24 Hours.—Building Occupants Sound Transmission Coefficient(S--C) 2 x 4 wood stud, 16" on centers, ASTM E90-90 &ASTM E413-87 36(STC) 2.76" of JM Corbond Ill SPF, 15/32" exterior • OSB sheeting, %z" gypsum wallboard. . Recycled Content of Side B 9% (pre-and post-consumer) NOTES: 1,This information is intended only as a guide for design purposes.The values shown are obtained from sprayed laboratory samples.The test methods were performed per the test method standards. 2.Thermal performance IK-Factor and FI-Value)may vary depending on age and use conditions. The information herein is to assist customers in determining whether our products are suitable for their applications.We request that customers inspect and test our products before use and satisfy themselves as to content and suitability. Our products are intended for sale to industrial and commercial customers for processing.Products are manufactured to meet written specifications.Nothing herein shall constitute any other warranty express or implied,including any warranty of merchantability or fitness,nor is protection from any law or patent to be inferred.The exclusive remedy for all proven claims is replacement of raw materials and in no event shall we be liable for special,incidental or consequential damages. kItIO ,- . . ... - g<a5sociatto�a ,..:,';-‘.!::.,'.-i-.....•..--K..;si . : :,.--- .. , r 1abaa (1 11 1 . EVALUATED c . ii, \[rx ih Attu;Institute.) r. . TM N:ri Closed-cell Spray Polyurethane Foam IAPMO ES #0146 • 61- Johns Manville PRODUCT DATA SHEET JM CORBOND 11 ' PROPERTIES AND PROCESSING CHARACTERISTICS RECOMMENDED SUBSTRATE TEMPERATURES AT LIQUID COMPONENT PROPERTIES VISCOSITY TIME OF APPLICATION Component A(cps) 250@75°F WINTER SUMMER Component B (cps) 650@75°F Minimum 20°F 45°F Specific Gravity©75°F A: 1.25 B: 1.21 Maximum 70°F 120°F Mixing Ratio Component A and B 1:1 Flammability Characteristics For applications below 35°F, JM Corbond III technical personnel Surface Burning Characteristics: ASTM E84 may be consulted. "Flash" passes should be avoided during Flame Spread: <25 cold-weather applications. Smoke: <450 SPRAYING Note:This numer cal f ame spread and all other data presented This spray system may be applied in passes of uniform are not intended to reflect the hazards presented by th s or any thickness from a minimum of 1/2 inch to a maximum of 3 inches. other material in actual fire situations. For maximum yield and productivity, the product may be applied in a single pass to the specified thickness or up to a 3 The use of polyurethane foam in interior applications on walls inch maximum pass. (Exceptions may exist when sheet metal or ceilings presents a fire risk unless protected by an approved or gypsum wallboard substrates are encountered. Consult 15-minute thermal barrier. One example of an approved Application Guide.) "Flash" passes or a thin pass of less than "thermal barrier" is half-inch gypsum wallboard. Consultation 1 inch on cold surfaces is to be avoided and may result in loss with building code officials before application is recommended. of adhesion of subsequent passes and yield.Thicknesses over Caution: Polyurethane foam may present a f re hazard if 3 inches require multiple passes. Allow product curing and exposed to fire or excessive heat (e.g., cutt ng torches, cooling time between each pass, 10 minutes per inch applied; soldering torches, etc.). Each firm, person or corporation i.e., 3 inch pass requires minimum 30 minutes. (Hot substrates engaged in the use, manufacture, production or application may require more time, see Application Guide.) JM Corbond Ill of polyurethane foams should carefully examine construction SPF must not be applied in a thickness exceeding 3 inches in a sequencing and end-use to determine any potential fire single pass. If this thickness is exceeded, it will adversely affect hazard associated with such product and to utilize appropriate the qua' ty and physical properties of the finished product and precautionary and safety measures during construction. the internal temperature building up within the foam may cause charring or thermal degradation. (Under certain conditions, EQUIPMENT applications exceeding this thickness may cause spontaneous Follow published changeover procedures to prevent cross- contamination that could affect finished foam ro art es, combustion of the foam to occur, even hours after product was p pJ applied.) Proportioning equipment shall be capable of metering each component within ±2% of the metering ratio previously noted. CLEANUP LIQUIDS The gun should be of the internal mix type, which provides Nonflammable solvents should be used for cleanup. Consult thorough blending of the two components.The equipment your solvent manufacturer MSDS for handling precautions. shall be of the heated airless type capable of maintaining 160°F at the gun by use of both primary heaters and heated hoses PROTECTIVE EQUIPMENT The use of 2: transfer pumps is recommended for supplying Spraying of polyurethane foam results in the atomizing of the the liquid components to the proportioner. components to a fine mist. Inhalation and exposure to the PROCESSING CHARACTERISTICS atomized particles must be avoided. AND RECOMMENDATIONS Applicators must use personal protective equipment PREHEATER HOSE recommended by the Center for Polyurethanes Industry Component A 95-120°F 100-125°F for use in high pressure spray foam application. Component B 105-125°F Gun Pressure at Tip(dynamic) min 1,100 psi Please visit www.spraypolyurethane.org for additional information on appropriate PPE selection and use. These temperatures are typical of those required to produce mixed product using conventional Graco/Gusmer equipment under various conditions. Environmental conditions may dictate the use of other temperature ranges. However, under no circumstances should a temperature of 135°F be exceeded without first contacting a Johns Manville technical representative. It is the responsibility of the applicator to determine the specific temperature settings to match the environmental conditions, his own equipment and these materials. :ysvaL 2137 Closed-cell Spray Polyurethane Foam 8` w IAPMO ES #0146 "; Johns Manville PRODUCT DATA SHEET JM CORBOND III APPLICATION GUIDE DESCRIPTION This system is sprayable, rigid, closed-cell polyurethane cellular plastic Untreated wood, plywood and oriented strand board (OSB)typically do foam insulation designed to insulate buildings.The sprayed product, not need primer. JM Corbond III SPF also adheres well without primer to properly installed, results in a seamless, monolithic and durable insulation expanded polystyrene, extruded polystyrene, foil-faced insulation boards, fully adhered to the substrate. JM Corbond III SPF spray systems are concrete masonry units (CMU) and cured concrete. Ferrometallic substrates technologically advanced, sophisticated materials and should be applied (especially mild steel) may be sand-blasted for increased adhesion in only by experienced contractors certified by Morrison Hershfield or SPFA. accordance with SSPC-SP6. Sand-blasted surfaces should be immediately WALLS primed with an epoxymide primer as recommended by the primer JM Corbond III SPF may be applied to the exterior or interior of walls in manufacturer. Galvanized and stainless steel, and aluminum substrates may both commercial and residential buildings. May be applied between studs be treated with an appropriate wash primer or adhesive prior to application or in open spaces to a variety of substrates including but not limited to of JIVI Corbond III SPF. Consult your primer manufacturer and JM for a plywood, OSB (oriented strand board), foam sheathing with or without foil specific recommendation. Acid wash or other pre-wash may also be needed. facers, rock, brick, CMU (concrete masonry units), concrete and steel.The DRYWALL SUBSTRATES use of primers may be evaluated to improve adhesion when needed. Drywall substrates to which JM Corbond III SPF is to be applied in CATHEDRAL ROOFS thicknesses greater than 1 >z inches require a first pass thickness at and JM Corbond III SPF may be applied directly to the underside of roof not to exceed 11/2 inches with an appropriate cure time before full sheathing between the rafters to the desired thickness.Traditional venting thickness pass is applied. Lift thicknesses exceeding 1%z inches to drywall is not necessary and should be avoided (section 806.4 of the IRC). may deform the drywall. Drywall requires no priming. Similar precautions • may apply to pre-engineered metal buildings. VAPOR RETARDERS SUBSTRATE TEMPERATURE AND MOISTURE Typically, no additional vapor retarder needs be installed over a cavity This spray system is provided in different reactivity profiles to meet varying where JM Corbond III SPF has been installed greater than 1 /z inches. JM Corbond III SPF's low water-vapor permeance and excellent sealing substrate temperatures as noted in Processing Characteristics. Substrates characteristics allow it to function as its own vapor retarder. (See Physical over 90°F, such as decks of cathedral roofs with sunshine above, require Properties.)The elimination of a second vapor retarder will avoid the longer than minimum cooling time between passes. Flash passes at cold creation of what is commonly known as a water vapor "trap."The use substrates are to be avoided. JM Corbond III SPF technical personnel of JM Corbond III SPF in conjunction with other insulation products or in should be consulted in all cases where application conditions are marginal. special environments such as freezers, swimming pools or other special Moisture in the form of rain, dew, frost or other sources can seriously environments may require specific technical attention to vapor retarders. affect the adhesion of urethane foam to the substrate or to itself. During Please consult JM Corbond III SPF technical personnel. application water reacts with the mixed foam components, seriously affecting the foam's physical properties. CLEARANCES TO HEAT SOURCES INDOOR APPLICATION PRECAUTIONS A minimum of 3 inches of clearance is required between JM Corbond III SPF and combustion appliance flues, fireplace flues, recessed can lights, Al! personnel in the spray area must be equipped with a fresh-airsupplied including IC-rated fixtures, heat lamps and other heat-producing sources. face mask or hood. Applicators must use personal protective equipment recommended by the Center for Polyurethanes Industry for use in high COMBUSTION AIR TO COMBUSTION APPLIANCES pressure spray foam application. Additional precautions include, but are Modern construction techniques of house tightening require that outside not limited to: air inlets be provided to deliver combustion air to natural gas, propane or a. Post warning signs at all work area entrances. (Available from oil-fired appliances such as furnaces, boilers, water heaters, space heaters, JM at no charge.) etc., ncluding gas or wood-burning fireplaces. Backdraft dampers or b. No welding, smoking or open flame. positive pressure venting may be needed on combustion appliance vents c. Seal off the work area from adjacent rooms and ventilation ducts. to prevent negative air pressures developed by bath or kitchen vent fans d. Mask areas required to prevent overspray such as windows, doors, from backdrafting combustion effluent into the building interior. tubs and showers, etc. FIRE, THERMAL BARRIER AND IGNITION BARRIER e. Restrict access of nonapplication personnel. WARNING: POLYURETHANE FOAMS WILL BURN WHEN f. Provide ventilation as needed. EXPOSED TO FIRE g. Provide breathing and eye protection to both workers and spectators. The use of polyurethane foam in interior applications on walls or ceilings OUTDOOR APPLICATION PRECAUTIONS may present a fire risk unless protected by an approved 15-minute thermal All personnel in the spray area must be equipped with a fresh-air-supplied barrier. One example of an approved "thermal barrier" is '/z inch gypsum face mask or hood. Applicators must use personal protective equipment wallboard. See section 316.4 of the IRC or section 2603.4 of the IBC for recommended by the Center for Polyurethanes Industry for use in high further information on thermal barriers.Alternative solutions to prescribed pressure spray foam application.The area surrounding the spray operation thermal barriers are available as tested in accordance with NFPA 286. should be protected from overspray and exposure of individuals not involved Please consult a Johns Manville representative for further information. in the spray operations.Additional precautions include, but are not limited to: Consulting with building code officials before application is recommended. a. Post warning signs a minimum of 100 feet from all work areas. In attics and crawlspaces that are entered only for service of utilities, b. No vvelding, smoking or open flame. model building codes require covering of foam plastics with an ignition c. Close all air intake vents on air-handling equipment on the building. barrier material such as 12 inches mineral fiber, % inch wood structural d. Provide breathing and eye protection for spectators. panel, 3/E inch particle board, '/ inch hardboard, % inch gypsum wallboard, e. Move vehicles out of area. 0.016 inch galvanized steel (16 gauge), or have specific approval testing in f. Do not apply when the wind velocity is greater than 10 mph to avoid end-use configuration and maximum thickness intended for use. Further overspraying of perimeter areas. information can be found in section 316.5.3 and 316.5.4 of the IRC. CLIMATIC CONDITIONS Alternative solutions to prescribed ignition barriers are available. Please Cold temperatures and high wind speeds retard the exothermic reaction consult a Johns Manville representative for further information. of foam and can lead to poor adhesion, increased density and loss of yield, SUBSTRATE PREPARATION as well as thermal shock. Avoid moisture in the form of rain, dew, frost or For optimum results, surfaces receiving JM Corbond III SPF should be other sources, which can seriously affect the adhesion of JM Corbond III clean and dry, free of dirt, oil, solvent, grease, loose particulate, peeling SPF to the substrate or to itself. coating or other foreign matter. • _ r x•* �y iKl � � • 21" Closed-cell Spray Polyurethane Foam ` � zs IAPMO ES #0146Johns Manville , � F lFf. 5 t.t PRODUCT DATA SHEET XVI CORBONL? 1l ' PROCESS SAFETY, HEALTH AND TOXICITY INFORMATION Safety Data Sheets on product components and the finished product are INHALATION available from JM. Installers of this product should read and understand Symptoms of vapor inhalation are characterized by coughing, tightness the SDS before use. in the chest and shortness of breath. Excessive exposure can produce PROTECTIVE EQUIPMENT serious, possibly irreversible lung damage. Smoking in the area of Spraying of polyurethane foam results in the atomizing of the components application increases the risk of pulmonary injury and must be prohibited. to a fine mist. Inhalation and exposure to the atomized droplets must High concentrations of isocyanate may cause symptoms and problems to be avoided_ Applicators must use personal protective equipment appear immediately. However, chronic exposure may also lead to the same recommended by the Center for Polyurethanes Industry for use in high symptoms and problems. IF BREATHING HAS STOPPED,ARTIFICIAL pressure spray foam application. Precautions include, but are not limited to: RESPIRATION MUST BE PROMPTLY APPLIED. a. Full-face mask or hood with fresh air source If breathing is short, oxygen (if available) should be administered by trained b. Fabric coveralls medical personnel. OBTAIN MEDICAL ATTENTION IMMEDIATELY. c. Non-permeable gloves APPLICATORS d. Solvent-resistant gloves when handling new materials and See the A&B component SDS for more complete raw material cleaning solvents. handling information. WARNING: Exposure may occur even when no noticeable odor CLEANUP is encountered. Nonflammable solvents should be used for cleanup. Consult your solvent PHYSICAL EXAMINATIONS OF PERSONNEL manufacturer for handling precautions. All personnel to be employed in the spraying of these materials should INCOMPATIBLE MATERIALS have a complete physical examination prior to employment. Periodic The isocyanate component (A) is incompatible with strong bases, checkups are recommended if the personnel continue to spray these tertiary amines or water.These materials may cause rapid, spontaneous materials. Personnel with the following conditions should avoid the polymerization with subsequent generation of heat and gas. spraying of these components: DECONTAMINATION OF SPILLS a. Asthma or chronic bronchitis In the event of a major isocyanate (A) spill, the area should be immediately b. Chronic respiratory disorders evacuated. Onlypersonnel equipped with appropriate res irator and eye c. Sensitization to chemical substances including polymeric isocyanates respiratory y • protection equipment should remain. If the spill occurs indoors, the area DERMAL EXPOSURE should be ventilated and leaking containers should be taken outdoors and If a major splash or spill of the raw material (A) or (B) component comes the remaining isocyanate transferred to other containers. in contact with the skin, the affected area should immediately be washed The spill should be covered with sawdust, ekoperl, vermiculite, fuller's with generous amounts of water from a safety shower or other water earth or other oil-absorbing material and should then be treated with a source. Contaminated clothing should be removed and the skin wiped dilute solution of ammonium hydroxide/detergent.The neutralized material with a clean dry cloth to remove residual material.The affected area should should be swept up and laced in a suitable container.The material should then be wiped with a 70% solution of rubbing alcohol (isopropol) followed then be disposed of by a standard method consistent with good industrial by repeated washing with soap and water. If a rash develops, a physician practice and in accordance with environmental protection regulations in should be consulted immediately. , your area,Where permissible, sanitary landfill disposal is recommended. EYE EXPOSURE Splashes of either component into the eyes should be flushed immediately with generous amounts of water for at least 15 minutes. CONSULT TRAINED MEDICAL PERSONNEL IMMEDIATELY. Visit our website at www.JM.com or call 800-654-3103 1717 17th Street Denver, CO 80202 Technical specifications as shown in this literature are intended to be used as general guidelines only.The physical and chemical properties of JM Corbond 1116 SPF listed herein represent typical, average values obtained in accordance with accepted test methods and are subject to normal manufacturing variations.They are supplied as a technical service and are subject to change without notice.Any references to numerical flame spread or smoke developed ratings are not intended to reflect hazards presented by these or any other materials under actual `ire conditions. Check with the sales office nearest you for current information. All Johns Manville products are sold subject to Johns Manville's Limited Warranty and Limitation Johns Manville of Remedy. For a copy of the Johns Manville Limited Warranty and Limitation of Remedy or for information on other Johns Manville thermal and acoustical insulation and systems,call or write to the 800 number or address listed above. BID-0110 2/16 ©2016 Johns Manville. All Rights Reserved. ♦ ♦ ♦ #♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦.♦♦ ♦ ♦ ♦ r ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ r ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦♦ ♦ ♦ ♦ r * r ' ♦ � - IIS: L-I�' -''7 '.to-WYj ale '°moo' - M figfYL � '"' 'i ..�" �3 4.✓, >*'_t. 4�o i 'Y. ;z.1�0 Rms o 7�.. Aa.7�"M1 �{uc-Ai F z �}.3�L•,t-, .T t ieM' r �'�s`w } ... Mawr 1F 'fi ire ssv.�.,.-c�,f--i Ea¢:,.' f c _ -:,� _ _ h s been professionallyinsulated toprovide superior resistance. Your home a r • ')/1:1 Homeowner's Name41 : -f liii i cc- ..'' / 11 / .. ' ()ate v Address 1./ r j 1 A �> j 1 „ ' ' j r Y6"r F Ate '".. C � , L.:1-=` . �� City 1- Ti -4 State t Zip y • . R a. `i SLOWING WOOL DATTS AND ROLLS ♦ R-VALUE THICKNESS AREA INSULATED • ♦ 0New Constill in II 9,enofit: • ♦ ♦ ❑Retrofit •flepth of PrPvioos Ins��lation in. Ceilings �� j in. 6: / 1 sq.f t. ♦ �,. Number of bags used Estimated f-tatfue of Previous Install: snn in. `, (. sq.ft. ♦ ♦ P.,„vj , Area lttsuiatek sq. ft. Types cif Previous Insulation if)Attic Walls in. I . sq.ft. ♦ i tiickiness et mstuiation in. In. sq.'T. ♦ • ♦ fi-u:luo of Insulatio; Hors in. sq.ft, + ♦ In. sq.ft. • ♦ ♦ . ♦ - - - MAT i O INSULA111001, BAG WEIGHT - 28.5 Ltd. MINIMUM R VALUE MINIMUM INSTALLED l MAXIMU NET f fbi>rMU WEIGH r • SETTLED THICKNESS(in,) BAGS PER 1,000 Stl.FT. ; • IhrosQ,fleFIRTU) THICKNESS Tin,) COVERAGE(sq.ft./bag) llbs.lsq.it,) ♦ ♦ Installed insulation Expected thickness ' Minimum number of Contents of this bag The weight per sq. ft. • To obtain an insulation should not be less after long-term settling begs per 1,000 sq.ft. should not cover of installed insulation ♦ • resistance lRI of than: has occured of net area: more than: should not be less than: • , ♦ 11 4.3 4.3 4.8 209 0.150 ♦ ♦ 13 fi[ ca.0. %7 176 0.170 + 4 19 7.2 7.2 6.4 118 0.266 • ♦ 22 8.3 )1.3 9.9 101 0.31t1 ♦ ♦ ♦ 26 9.7 9,7 11.8 85 0.371 ♦ h ♦ ♦ • 30 11.1 11.1 13.1 /3 0.432 + t 38 13 d 13.8 17.7 55 0.559 i 44 lb./ 16,7 2tl.8 49 0.656 41 ♦ 49 11.3 17.:3 23.5 43 0,739 60 10.1 70.7 29.5 34 1 0.928 ♦ ♦ SAa r u,so to dotyrrn(nv odiustrnvrrt 1;covurugu for C:tlrnita Pro htstriatiort installed in Minfifisota. ♦ 6 Insulation Contractor Signatures ;` ;, /- r< ', ., `' Date f ,it (.1Y.-- i':::?::41-- 1/,i4, ' i/• ,,_,q' CompanyplI / Address j , /1/I'/6 i :__..._ s ^. Phone � ` > .x/_ lj,•'j f fi '�. F .p,,1.)f-j,-'..,J ri;r,/-,'1I- • Home Builder Sgnature Date • Company ltddress Phone ��._..___.�..n.. ♦ ijkiril Johns Manville ♦ • • * ♦ ♦ ♦• ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦♦ ♦ ♦♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦♦ ♦ ♦ ♦ ♦ ♦ • ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦•♦ ♦• >i;r more unforma'ier.ct,111-s90.(54-3103. RIC-102 4/13®7 2013 Johns Manville.717 11th Street,Denver,CO 80202 TULL RESIDEN CE U O ' ` O T W cs _ iv N on° u0 AftkAC * ° THS :_, Q g 1 z W 0 Nnin VI ' W III 1 ( / / / a flO • ® ® - I I I �I'1111 i111 ng gig - I 1 l - F=IMO g ONO MIN 71ct126 Ro ®II . . W a\ •"CMC SLAB •'n� i 1 _� I� I (� r o �� Hillf 4A%K I II 1 4g -9 II• 1I 4 . 1�1I (//777f/ ✓I DRIIVEIWAY"co.l• CO CRETE 4, G MODEL & ADDITION ; W 1 SITE SECTION A-A W C \ SCALE: = 1/16" = 1' 0"imm/ew SAN. l \ a \,iES'TiN'GAiN 'FLO0R'/ /, _' 40 Ci) od Z z co / `�' ��,. / \ W Q /LI I�TgJg . / / \ CC Cn I If )10\ .. '1"4 , o f Y ,,, I �i / Li \ a 1 .. ,-, �� ;.. V AN — �'1TT�� RORCII �i A ,J T1[c: : y�,�� C 4 T p. +h I in 1 I / 'y �++#ki.t f'Ty C 4''��b `1, � ' ' • s,-— \ I O (< k .SY' 4 Y. T.9.4. rd F i4 B TY _ • I , LJ- r 0 I— �� _ , f= ® I 45 I EXISTING ASP LT i'1 O 'HALT I I\ TO BE REMO D' �) �� W N _ CC DRIVE TO'BE--� f_ pl sr3 REMOVED \� ` _ _ /r . ,. .�°� / As" 4 . * � . // r ''� ;� �.� . � �� I EXISTING ` �\ ROCK WALL PIS / ; , n OF AMC: 1RM-6 : r — G� of a aP� ova _LRIVIirt.,' hod' : PA • • Eo / AVERAGE GRADE: LAN 4 p 46.10 +49.0 + 49.0 + 40.0 + 41.0 + 49.0 = Irrv . ( . 2p�� q� 274I/6 = 46.0 AVERAGE GRADE. + 35.0' MAX Q _ / HT = 81.0' MAX BLDG HT. ACTUAL HT = f80.5' tlt=ss ctu / �d1Pt'h7vE� av L, 1 UBJEC'i 10 FIELD IN NORTH S D 1ai(11 dT�(1N �, OVERSIUr " '' Ail SITE PLAN N s �c;rlorv. - or .ni�� Is ��-r Iry Mir10' -; ' SCALE: �� 6 0 5 20' F�7 1 toe,-'nf �t��ti� , � Ord, ., DRAWING INDEX z , ` 'I ° J PARCEL INFORMATION LOT COVERAGE PROJECT DESCRIPTION: Q LOT SIZE - ±7,716 S.F. SITE ADDRESS: 220 E. PARK DRIVE RD, ANACORTESREMOVE & REPLACE EXISTING RESIDENCE ARCHITECTURAL ; nil /� r'@ CO (r( a WASHINGTON 98221 EXISTING LOT COVERAGE = ±1,929 S.F. (25%) EXISTING MAIN LEVEL FLOOR AREA = 1,226 S.F. � (� i/ `^ PROPOSED INCREASE = 506 S.F. (32%) EXISTING UPPER LEVEL FLOOR AREA = 608 S.F. L.L_I A1.1 SITE PLAN I Ih $ e-0 PARCEL ID# P57056 DRAINAGE: EXISTING BASEMENT/GARAGE AREA = 896 S.F. �^ ��\ fritrittr -�_ RUN ROOF DRAINS IN 4" PVC TIGHTLINE & TIE TO EXISTING DECK AREA = 375 S.F. A2.1 FOUNDATION PLAN & SHEARWALL PLANS �pJ -7AX ID No. 3780-000-011-0007STORM DRAIN, TIE FOOTING DRAINS TO TIGHTLINE TOTAL REMOVED = 3,105 S.F. q2,2 FOUNDATION DETAILSV� �� ' FEB 1 3 2U15"� � 1;•- k.� �;r ` DOWN GRADE & 5'-0" MIN FROM BUILDING. JOB: 1416 s , LOT #11 CONSTRUCT NEW REPLACEMENT RESIDENCE A3.1 BASEMENT FLOOR PLAN & GENERAL NOTES 0+ 0 CC�G�G � Ilir 1. 1 ■ 4"` -I`�'°.. ZONING - R3 BASEMENT CONDITIONED AREA = 527 S.F. A3.2 MAIN LEVEL FLOOR PLAN & DOOR AND WINDOW SCHEDULES DWN: ALT p � a EROSION CONTROL: MAIN LEVEL LIVING AREA = 1,990 S.F. 4,-,,,- �h !, '� -. '` 1' '- DECK & PORCH AREA = 445 S.F. A3.3 UPPER FLOOR PLAN & UPPER ROOF DECK PLAN SEC. 18 TWP. 35 RNG 02 CONTRACTOR TO INSTALL SILT FENCING ON DOWN DATE: �1 ` UPPER F1OOR LIVING AREA = 1,652 S.F. SLOPE SIDE OF ENTIRE EXTENTS OF SITE A4.1 MAIN FLOOR & UPPER FLOOR FRAMING & LOW ROOF FRAMING PLANS 4 s CONSTRUCTION, SILT FENCING TO REMAIN UNTIL ALL UPPER DECK(S) AREA = 142 S.F. REV, ram{ 'i CONSTRUCTION IS COMPLETED AND LANDSCAPE IS IN ROOF DECK AREA = 426 S.F. A4.2 HIGH ROOF & ROOF DECK FLOOR FRAMING PLAN & BUILDING SECTION A-A, B-B , ` $.;' "a" - GARAGE AREA = 603 S.F. RE ISTEREo SHEET NO. '', + PLACE. COVER ALL EXCAVATED AREAS AND STOCK A5.1 WALLSECTIONS 1 — 3 I 1 HiTEcr • 4 s. ,. PILED SOIL WITH STRAW) TOTAL CONDITIONED AREA = 4,169 S.F. A5.2 WALLSECTIONS 4, 5 1' * TOTAL UNCONDITIONED AREA = 1,616 S.F. r , . A6.1 BUILDING ELEVATIONS & DETAILS YLOR A i ■ j ' ';'.:_ TOTAL BUILDING AREA = 5,785 S.F. A6.2 BUILDING ELEVATIONS & BUILDING SECTION 6 STATE OF WASHINGTON ❑ ❑ ❑ ❑ ❑ SHEARWALL SCHEDULE HOLD DOWN SCHEDULE MARK FASTNER o 0 8d COMMON NAILS (SHANK DIA. = 0.131") U I o O 0 • MSTC52 O MARK SHEATHING NAILING TOP PLT CONN. SOLE PLT CONN. NOTES r , o i 1 0 ❑ v 2 O 7/16" CD-X OR OSB (1) FACE 8d ® 6" O.C. PNL EDGES LTP510 16"o/c (2) 16d © 12"o/c 1,2,6,9 © MSTC48B3 W © 8d ® 12" O.C. FIELD v O 7/16" CD-X OR OSB (1) FACE 8d ® 4" O.C. PNL EDGES LTP5® 16"o/c (2) 16d ® 8"o/c 2,3,6,9 © 16 8d ® 12" O.C. FIELD HDU2-SDS2.5 W/SSTB20 (2) 2x STUDS OR STHD10/STHDIORJ rn 8d 0 3" O.C. PNL EDGES (7)O 7/16" CD-X OR OSB (1) FACE 8d CO 12" O.C. FIELD 8d ® 2" O.C. PNL EDGES LTP50 16"o/c SDS25312 © 10"o/c 2,3,7,9 O HDU5-SDS2.5 W/SSTB24 (2) 2x STUDS OR STHD14/STHD14RJ a) © - I O0 7/16" CD-X OR OSB (1) FACE 8d m 12" O.C. FIELD LTP5® 12"o/c SDS25500 ® 8"o/c 2,3,4,8,9 © o U o HDU8-SDS2.5 W/SSTB28 4x6 POST 8d 0 4" O.C. PNL EDGES o EL © O 7/16" CD-X OR OSB (2) FACE Sd ® 12" O.C. FIELD LPT50 10"o/c SDS25500 @ 6"o/c 2,3,4,8,9 O " HDU14-SDS2.5 W/SB1x30 6x6 POST Li 4) 8d ® 3" O.C. PNL EDGES O 7/16" CD-X OR OSB (2) FACE 8d ® 12" O.C. FIELD LPT50 B"o/c (2) SDS25500 010"o/c 2,3,4,8,9 ` 0 7/16" CD-X OR OSB (2) FACE 8d ® 2" O.C. PNL EDGES LPT50 6"o/c (2) SDS25500 ® 8"o/c 2,3,4,8,9 O MSTC66 7 w O© 3 8d ® 12" O.C. FIELD L Q 0 O 5/32" CD-X OR OSB (2) FACE 10d ® 3" 0.C. PNL EDGES LPT50 6"o/c (2) SDS25500 08"o/c 2,3,4,8,9 O HDU11-SDS2.5 W/SB1x30 6x6 POST r ❑ o 10d 0 12" O.C. FIELD 0 ' co O7 O O SHEARWALL NOTES - 1.) STRONGER HOLD DOWNS CAN BE USED IN LEIU OF THE ABOVE. (n a)2.) SEE SIMPSON WOOD CONSTRUCTION CONNECTORS BOOK FOR PROPER INSTALLATION vv �� < I ' O 1. ALL EXTERIOR WALLS TO BE TYPE U.N.O. 3.) 3x SILL REQUIRES "SSTBL" HOLDOWNS WHERE "SSTB" ARE LABELED ABOVE W ❑ 4.) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALL THREAD L 2. BLOCK ALL PANEL EDGES. --- r---� r---� r---� r---� EXISTING PIER & AND COUPLER `1 I I I I FTG (5 TYP) 1--1 ❑ ❑ 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PANEL EDGES I ❑ I I ❑ I I ❑ I I 1❑I I I ❑ I _I R RECIEVING EDGE NAILING. I I I I I I I I I �'`I` 4 L---J L---J L---J L---J L---J CLEAN, PRIME & PAINT Q 4. PROVIDE 3x SILL PLATE. EXISTING POST BASE J N 5. OFFSET PANEL EDGES. (TYP) 0 cJ o N 6. PROVIDE Y2"0 A.B. ® 48"O.C. W/ 1/4"x3"x3" PL WASHERS, or (2) 16d © 8" O.C. SIM. 2 1 S ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 7. PROVIDE Yz"0 A.B. ® 24"O.C. W/ 1/4"x3"x3" PL WASHERS. A2.2 ro BASEMENT SHEARWALL PLAN 8. PROVIDE Yz"0 A.B. © 12"O.C. W/ 1/4"x3"x3" PL WASHERS. 3,-0" _A,1 cC m Li 12%6" CONT FTG W/ (244 CONT,-., SCALE: = 1/8" = 1'-0" 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. COORD. Loc. & LENGTH W/ STAIR T j r L I 0 FRAMING I I UI U J _ ® L I a 0: CL I 1 H 13'-0" I I y � Ft. I I iI [li- p r � � II � z EXISTING FDN O Z O O 1 WALL & FTG REMOVE EXISTINGNI t I a © ❑ A2.2 FDN WALL & FTG Lu Z EXISTING SLAB TO BE REMOVED & ' ♦ _ 10 9 REPLACED WI 4 CONC SLAB W/ FIBER V N 6 W A2.2 4'x4'x12" CONC FTG MESH OVER 6M14 VAPOR BARRIER ON © I Ola, �W/ 5) #5s EA. WAY COMPACTED FILL, Q r - 2' 6 x2'-6"x12" CONC O 4x4x3/8" STL COL r FTG W/ (4) #4's EA. WAYr --t� - y _� _o- 4x10 DF #2 I _-0 -I 4x4x1S/81' ST_ COL. I I----, 4x4x3/8" STL COL.., I I ,,, , W 0 V LJJ eir ❑ r PROVIDE 6MIL (BLACK) VAPOR BARRIERI I �� (CONTROL JOINT O 2 x2'�1 CONC FTG REMOVE +_--t © 0CRAWL SPACE, LAP SEAMS 12" MIN W/ (a) �4' r LE L ' SLOPE 2" To EXISTING FTG ( Ct J O L SAW-CUT OUT EXISTING �I O �! � O N01 � " • � O.H. DOORS � WALL AS REQUIRED (TYP Co � Z t �� ❑ ❑ \ I INS AL�. R10 RIGID INSUL 5 W Q UER SLAB AT ALL A2.2 I C DI710NED AREAS ;,� 4 © O p .4 O - I- _ -,-7 'on CC mml W OI \ I W 2 ❑ ❑ O ©�� O glik51 ( p 1 ❑ ® A2.2 ELEVATOR i C Y O © O r PIT ❑ OP O O ❑ ❑ \ II 4x10 DF #2 C EXISTING FDN 4'-10 1/2" 9'-2 1/2" EXISTING FDN r1 0 Q 2 1 E L WALL & FTG 1_I / /WALL & FTG J a ❑ O O L \ \n\ n O1 T T - r f 1- J J W N ❑ ❑ A2.2 I SAW-CUT & REMOVE I 1- �C N 0Il ❑ ❑ ❑ ❑ 2 EXISTING FDN WAL� & FTG I 2 2 SIM. \WIDEN EXISTING FTG 12", 11 A2.2 I I I A2.2 A2.2 PIN TO EXISTING W/ #3 J IL_ N J BARS 0 24"o/c - I- ___ I I L J I • ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. \ I\ I m °° MAIN LEVEL SHEARWALL PLAN - 21.1 r A2.2 ID i�8"x16" PRE-FORMED SCALE: = 1/8" = 1'-0" . - FDN SCREENED FDN `N ___ _ J co VENT. (16 REQUIRED) - I 1 - a 7 3 I \ \ A2.2 I r J J © L_ - M Q O O O nin- �I I r w li ❑ 0 1 ❑ ❑ O A2.2 A2.2 / 11' 8" / 14' 1" / 0 © BRICK FLOOR OVER` 0 0 4" CONC SLAB OVER GRAVEL FILL � 1--1 f- TAPERED STONE COLUMN to I % L J i 10x10 CEDAR POST ON GALV Z U L J ❑� -� ; I KNIFE PLATE BASE Q 0 \ I ('. V -�--' �' r I LJ 14"SQ. CONC PIER W/ (4)#4'S L_ - - J L -J CL � VERT. & #3 TIES ® 6"o/c O ❑ 13'-5 1/2" 11'-2 3/4" _2" 10'-0 1/2" '- 13'-6 3/4" / 14'-2 1/2" / / ri © © STn1R DATA: 12"H BRICK WALL W/ 0 ❑ �l 7.75" MAX RISE BRICK CAP 0 Op O 0 _ 11" MIN TREAD 1 a 0 li O ❑ ❑ O 2 2 z O ❑ NORTH D O O ❑ 0 ik FOUNDATION PLAN NOTES: 0 O� ❑ ❑ n..... ,p SCALE = 1/4" = 1'-0" ANCHOR BOLTS: 1/2"0 ANCHOR BOLTS OO O OO OO O UNL SS NOTED OTHERWISE c MAX, 7" EMBED, 2INMS SHEARWAAX FROM LL JOB: 1416 SCHEDULE SHEET A2.1 DWN: ALT USE 3"x3"x1/4" GALV. WASHERS ON ANCHOR DATE: BOLTS WHERE PT MUD SILL IS USED. 4 REV. ALL HANGERS & FASTENERS IN CONTACT W/ 91 3 ALL EXTERIOR WALLS TO BE TYPE O U.N.O. PRESSURE TREATED MATERIAL TO BE HOT R 1IsrERED SHEET NO. UPPER LEVEL SHEARWALL PLANI$ DIPPED GALVANIZED OR STAINLESS STEEL. 1 HITECT CRAWL SPACE VENTILATION SCALE: 1/8" = 1'-0" 571 S.F./150 = 3.8 S.E. VENT REQUIRED YLOR = 3.8 S.F./.56 NET FREE AREA VENT STATE OF WASHINGTON ■ = 7 VENTS REQUIRED & PROVIDED 1/2"XlD" ANCHOR BOLTS 2x6 STUDS BRICK VENEER WI 22ga 4'-0"o/c, 12" FROM ENDS TIES 0 16"o/c EA. WAYCO E BRICK LANDING 3/4" T&G PLYWD o 2x PT SILL 1~ I-I—I—I— BRICK LANDING 1 u I—I_I—Ir�, 2x6 PT SILL 8 4'-10" •CONC SLAB 2x6 PT SILL ' ` 4" CONC. SLAB '" o BRICK VENEER t CONC SLAB FLOOR JOISTS - 16"o/c 1 2 X10" ANCHOR BOLTS p-r V 5 4" CONC. SLAB t (VERIFY W/ ELEVATOR INSTALLER) Gbh J�,r i1C r,G cd r `p, r MI \ / V El k - ; ' ). 44 F 41,�;_, 4'-0"o/c, 12" FROM ENDS 1/2"X10" ANCHOR BOLTS a �� ,�—WEEP HOLES GRADE •11 4'-0•o/c, 12" FROM ENDS GRADE v TT11.88 HANGER a . 0 • •• 3 •�� `e - GRADE 8° CONC FOUNDATION WALL W/#4 .� ' �--SOLID GROUT 8` CONC FOUNDATION WALL W/#4 0" o ASPHALT ROOFING TAB .) BARS 18'o c HORIZ & VERT. BEND'1 t �', _� z BARS 16"o/c HORIZ & VERT. BEND / I C ' r �+ ¢ ¢ 6" CONC c/c HORIZ WALL W/#4 4pi > i- 8" CONC. - 8° CONC FOUNDATION WALL W/#4 z g0' IN FOOTING 0 18"o c yy 90' IN FOOTING 0 18"o c ' .� : v, �' r #4 0 24"o/c AT PERIMETER BARS 18•o/c HORIZ & VERT. <, / �� J / 4" RIGID TIGHTLAIN 'rn w z SLAB °�.a = z BARS 16"o/c HORIZ & VERT. BEND (4'-0" MAX WALL HT.) 4" RIGID TIGHTLINE (4'-0" MAX WALL HT.) DOWNSPOUT DRAIN = N \ •'' BEND 90' IN FOOTING 0 18•o/c • •. 90' IN FOOTING 0 18'o/c (4'-0` Co `; DOWNSPOUT DRAIN z a ' (4'-0" MAX WALL HT.) J.. " i ;.,t4r,• :`:..'. .°:'.. .!, ; ;'''. .: " �i +� FILTER FABRIC I!: MA WALL HT.) 22"W x B'D CONC FOOTING '.+ • O o 18"W x 8°D CONC FOOTING o °' �': ^-'� -""�" " 'I '' 1-6'W x 8"D CONC ' o O0 W/(3) #4 BARS CONT. ':.I:• FILTER FABRIC W/(2) #4 BARS CONT. a: ' FILTER FABRIC C1 4" RIGID PERF. FOOTING op • : „ _ 6 MIL VAPOR I.:' �. ' FOOTING W/(2) #4 BARS • 1 I } O ''"' \ . . '•. ". DRAIN, W/ 12"MIN OF 1.-� ..u.. 1; ' : BARRIER 00 0 o COOT. ., •"+ • ','I'`.. : 0 4" RIGID PERF. FOOTING • + !• ,'(`' 0 4" RIGID PERF. FOOTING 5• 11011 DRAIN ROCK COVER 0a ' \ 6 MIL VAPOR BARRIER o �, fi MIL VAPOR BARRIER o CJo ib a... : . . J #5 012°o/c EACH WAY 5" a i'•:.:`-' ,,�,•9 _,i;• DRAIN, W/ 12`MIN OF '° :'.i' :4. • a: . ./ DRAIN, W/ 12"MIN OF Q/ 6" III 6" . 5" 5" 1-6"W x 8'D CONC FOOTING \ Oo DRAIN ROCK COVER \ �OQ DRAIN ROCK COVER -17 W/(2) #4 BARS CONT. 1, 5" / 8" / 9" 5" 8" 5" NOTE: NOTE: NOTE: Z W WHERE WALL HEIGHT IS GREATER THAN WHERE WALL HEIGHT IS GREATER THAN WHERE WALL HEIGHT IS GREATER THAN ^ O DETAIL 4 DETAIL © DETAIL 4' AND LESS THAN 8'-," USE 8" © DETAIL 4'-D• AND LESS THAN 8'-,• USE5" O DETAIL 4'-D• AND LESS THAN 8'-,• USE 8• • / u0 CONC FOUNDATION WALL W/#4 BARS CONC FOUNDATION WALL W/#4 BARS CONC FOUNDATION WALL W/#4 BARS V 3/4' = 1'-0" 3/4• = 1'-0• 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0' N / 012"o/c HORIZ. & VERT. BEND 90' 0 12"o/c HORIZ. & VERT. BEND 90' 0 12"o/c HORIZ. & VERT. BEND 90' N INTO FOOTING 0 12"o/c INTO FOOTING 0 12•o/c INTO FOOTING 0 12•o/c (/) O) 4� 1�qD //3/8" STIFF PLT EA. SIDE IA I a \ ! 1 Q \` WOO __I/ —W16x26----Ar _ —W'16x26---*e t = Q F.,wl T Z O U O . t �� N PLT 5 1/2°x3/8"x0'-8' � 5 1/2•x3/8'x0'-10" i-�i aJ � O• W/ (2) 5/8"6 A325W/ (4) 5/8"0 A325 ISOLID BLOCKING AT4x10 #2 DF4x10 #2 DFM O1 4I J BOLTS1/4�/ :PLT BOLTS ��0� BEARING WALLS ABOVE x1'-p" I BC4BC4 m wI4x4 PT POSTS 0 32" o/c MAX Z TS 4x4x3/8" .__� 4x6 PT POST 0 BEAM JOINTS \\\ O4x4x3/8" I MJOINO = 4x4 PT POSTS 0 32" o/c MAXd d 2x4 PT STOP, ANCHOR W/ --_ 2x12 PT #2 STRINGERS - 16"o/c 4x6 PT POST 0 BEAM JOINTS 4" TITEN HD 0 16"o/c, I PB44 POST BASE PB44 POST BASE CONC SIDEWALK I� 11111 GRADE ... ... .... 6 MIL VAPOR BARRIER i::: 6 MIL VAPOR BARRIER .•. , t': PLT 5"x3/8"x0'-10" W/ (2) 5/8"0 A307 A.B. PLT 5"x3/8"x0'-10" W/ (2) 5/8"0 A307 A.B. ;. � o ;::.� >,•,;:::;, . o o O 1 12"x6" CONT FIG W/ (2)#4 CONT '�.,., �. ..�:..• p..:: ' :...:,... 1 8" EMBED W 1" NON-SHRINK GROUT .4:'.:• �'t" s °. 6. ." 1 4► 8" EMBED W/ 1• NON-SHRINK GROUT 1 4► / III •1.Ol.YVY \ N ( ' (4) #4 EA. WAY 'e;. `oi (5) #5 EA. WAY .. ;,. } . . L .• ^. POST & BEAM © Z I . \ 8 DECK STAIR DETAIL BEARING WALL ABOVE 6 DETAIL 0 W Jr 1 2 p" 4-0" 3/4• - 1 0• O 3/4- . 1 0' 3/4. . i-0' Q �' �(4) #4, 12" EMBED INTO O ROCK W/ SET EPDXY DETAIL Co ad z 9 3/4. . 1'-0` ; i 2 0" / W Q DETAIL 1 0 3/4. . p_D, - >• s 2x WALL W DTT2Z FLASHING R �pLYWD SUBFLR Q p • -- � �� FLOOR JOISTS - 16"o/c O it._.. E N�� = Q } w HANGER / H O PT LEDGER W/ 1/2"4 LAG./ W N BOLTS 0 16"o/c STAGGERED 1/2"0 HDG TREADED ROD N p DETAIL 3/4 = 1.-0. Wiv F T (,) 1 1_ W 0 Z 0 1_ C 6 0 i Z D 1, 0 LI— ) i JOB: 1416 DWN: ALT DATE: REV. 91 3 REGISTERED SHEET NO. ' I HITECT HAG 2 • 2 STATE OF WASHINGTON GENERAL CONSTRUCTION REQUIREMENTS ENERGY CODE NOTES ROOM MATERIAL SCHEDULE ROOM NO. WALLS _ I o E 201 U FLOOR 1L, O 1. NOT ALL BURIED UTILITIES LOCATED ON THIS SITE ARE SHOWN ON THESE DRAWINGS SO 28. ALL EXTERIOR AND MAIN CROSS STUD PARTITION WALLS SHALL BE EFFECTIVELY AND 9'-0" CEILING o CALL UTILITIES UNDERGROUND LOCATION BEFORE DOING ANY DIGGING ANYWHERE ON THIS THOROUGHLY BRACED AT EACH END, OR AS NEAR THERETO AS POSSIBLE, AND AT LEAST 1. CONTRACTOR TO ADD ADDITIONAL FRAMING OR BLOCKING AS REQUIRED 9. EXTERIOR DOORS TO BE ADJUSTED SO WEATHER-STRIPPING, THRESHOLD, & DOOR CEILING HEIGHT r , c SITE OF ANY DEPTH 1-800-424-5555 EVERY 25 FEET OF LENGTH BY AN APPROVED METHOD. TO MEET CURRENT ENERGY CODE REQUIREMENTS SWEEP ARE WORKING PROPERLY & SEAL WELL. FLOOR/ WALL/ CEILING/ `•/ BASE FINISH FINISH W 2. VERIFY ALL DIMENSIONS AT SITE, ALL DIMENSIONS ARE TO OUTSIDE OR CENTER LINE OF 29. FOUNDATION CRIPPLE WALLS SHALL BE FRAMED OF STUDS NOT LESS IN SIZE THAN THE 2. AIR LEAKAGE. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM 10. BLOWN-IN ATTIC INSULATION TO BE INSTALLED IN STRICT CONFORMANCE WITH o WOOD FRAMING MEMBERS AND CONCRETE UNLESS NOTED OTHERWISE STUD ABOVE WITH A MINIMUM LENGTH OF 14", OR SHALL BE FRAMED OF SOLID BLOCKING. JOIST BETWEEN STORIES TO BE CAULKED / SEALED. ALL HOLES IN BUILDING ENVE- MANUFACTURES RECOMMENDATIONS FOR DENSITY & COVERAGE. PROVIDE VENT BAFFLES F WHEN EXCEEDING 4 FEET IN HEIGHT, SUCH WALLS SHALL BE FRAMED OF STUDS HAVING LOPE ARE TO BE CAULKED / SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, AS REQUIRED & INSULATE & WEATHER-STRIP ATTIC ACCESS DOOR. CARPET 1/2" G.W.B./ 5/8" G.W.B./ c 3. FOOTINGS TO BE PLACED ON FIRM INORGANIC, UNDISTURBED SOIL OF 2000 PSF (MIN) THE SIZE REQUIRED FOR AN ADDITIONAL STORY. PLUMBING & HVAC PENETRATIONS. OUTLETS, SWITCH BOXES AND RECESSED FIXTURES 1 WOOD BASE A TEXTURE,PAINT 1 TEXTURE,PAINT BEARING CAPACITY AND TO EXTEND A MIN OF 18" BELOW FINISHED GRADE. TIE WALL ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED / SEALED WITH APPROVED 11. PROVIDE MAKEUP AIR WITH FRESH AIR DUCTED DIRECTLY INTO THE RETURN AIR = ID REINFORCING STEEL TO CONTINUOUS FOOTING STEEL. ALL REINFORCING STEEL 30. ALL OPENINGS IN BEARING AND EXTERIOR WALLS ARE TO BE PROVIDED WITH A HEADER SEALANT, OR HAVE FOAM FACE GASKETS INSTALLED. ALL RECESSED LIGHTS ARE TO PLENUM OF THE FURNACE SYSTEM. INSULATE THE DUCT WITH R-4 IN UNHEATED 2 WOOD B 5/8" TYPE X G.W.B 2 5/8" TYPE X G.W.B BELOW GRADE TO HAVE A 3" MIN EMBEDMENT LAP ALL REBAR SPLICES AND CORNERS 30 AS INDICATED ON DRAWINGS & ALL HEADERS ARE TO HAVE A MIN BEARING OF 1 1/2" BE IC RATED, AIR TIGHT & SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND SPACES. PROVIDE A DAMPER TO REGULATE INCOMING FRESH AIR WOOD BASE TEXTURE/PAINT TEXTURE/PAINT U o BAR DIAMETERS, MIN FOR FULL WIDTH OF HEADER. ALL WINDOWS & DOORS TO BE SEALED / CAULKED. a2"H WAINSCOT 5/B" G.W.B./ v & 12. PROVIDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM 3 CERAMIC TILE C 1/2" G.W.B 3 TRAY CEILING I.i� " 4. PROVIDE 1/2" ANCHOR BOLTS W/ 7" MIN EMBEDMENT 0 4'-0" o/c AND LOCATE 31. PROVIDE METAL NAIL PLATES IN ALL LOCATIONS WHERE PLUMBING OR WIRING COMES 3. ALL CEILING EXHAUST FAN DUCTING TO BE INSULATED AS PER CODE TO HAVE UNDER NORMAL OPERATING CONDITIONS. WOOD BASE TEXTURE/PAINT TEXTURE,PAINT . � WITHIN 1 1 4 OF THE EDGE OF ANY STUD. AS FEW BENDS AS POSSIBLE & TO TERMINATE AT THE EXTERIOR OF THE BUILDING. J WITHIN 12" OF BOARD ENDS. PROVIDE FIBERGLASS SILL SEALER UNDER BOTTOM PLATE OF / " 13. ALL GAS COMBUSTION APPLIANCES, EXCEPT STOVES & CLOTHS DRYERS, TO HAVE 4 BRICK < Q ALL EXTERIOR WALLS IN CONTACT WITH CONCRETE UNLESS NOTED OTHERWISE. 4. INSULATION TO FILL ALL EXTERIOR WALL CAVITIES. DO NOT COMPRESS. COMBUSTION AIR DUCTED DIRECTLY TO THEM. WOOD BASE M 32. STUD PARTITIONS CONTAINING PLUMBING, HEATING, OR OTHER PIPES SHALL BE SO I CUT TO FIT AROUND WIRES, PIPES, & OUTLET BOXES. RECESSED 7 w FRAMED AND THE JOIST UNDERNEATH SO SPACED AS TO GIVE PROPER CLEARANCE FOR SEALED L 5. ALL STUMPS & ROOTS SHALL BE REMOVED FROM THE GROUND TO A DEPTH OF 12" IN FIXTURES IN EXTERIOR WALLS TO HAVE MIN. R-5 INSULATION BEHIND THEM. 14. ALL COMBUSTION EXHAUSTS TO BE SEPARATED BY A MIN. 3' VERT. & 10' HORIZ. 5 THE AREA OCCUPIED BY THE BUILDING. NO EXCAVATED MATERIAL IS TO BE USED FOR THE PIPING. WHERE A PARTITION CONTAINING SUCH PIPING RUNS PARALLEL TO THE FLOOR CONCRETE BACKFILLJOISTS, THE JOISTS UNDERNEATH SUCH PARTITION SHALL BE DOUBLED AND SPACED TO 5. ALL HVAC DUCTS INSTALLED OUTSIDE THE HEATED HABITABLE SPACE TO HAVE 15. COMBUSTION AIR: UNDERCUT UTILITY ROOM DOOR 1" AND PROVIDE (1) 4"x8" M CONCRETEPERMIT PASSAGE OF SUCH PIPES AND SHALL BE BRIDGED. WHERE PLUMBING, HEATING OR TO BE COMPACTED PIT RUN FILL TO 95%.UNDER ANY CONCRETE WITHOUT APPROVAL OF THE GEO TECH. ALL FILL UNDER OTHER PIPES ARE PLACED IN OR PARTLY IN A PARTITION, NECESSITATING THE CUTTING OF SEALED JOINTS, CORNERS, AND BOOTS, AND INSULATED TO A MIN. R-8. COMBUSTION AIR OPENING WITHIN 12" OF CEILING ON 6. ALL WOOD USED IN FORMING AND PLACING CONCRETE, IF WITHIN THE GROUND OR SOLES OR PLATES, A METAL TIE NOT LESS THAN 1/8" THICK & 1 1/2" WIDE SHALL BE 6. A ONE PERM OR LESS VAPOR RETARDER ( IE: KRAFT PAPER, PVA PAINT ETC.. ) BETWEEN FOUNDATION SILLS & THE GROUND SHALL BE REMOVED. REMOVE ALL LOOSE OR FASTENED TO THE PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS IS TO BE INSTALLED ON THE WARM SIDE OF ALL INSULATION. Q THAN 4-16d NAILS. INSULATION VALUES LEGEND: W. CASUAL WOOD IN CONTACT W/ THE GROUND FROM UNDER THE BUILDING. 7. ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED Li 33. A STUD IN AN EXTERIOR WALL OR INTERIOR PARTITION MAY BE CUT OR NOTCHED FOR WALLS CEILING FLOOR WINDOWS DOORS 7. WHEN WOOD JOIST OR THE BOTTOM OF WOOD STRUCTURAL FLOORS WITHOUT JOISTS UNDER ASTM E-283 AND SO LABELED, OR SEALED AROUND THE EXTERIOR IN AN AP- Y ARE LOCATED CLOSER THAN 18" OR WOOD GIRDERS ARE LOCATED CLOSER THAN 12" TO UP TO 25% OF ITS WIDTH. THE SAME STUD MAY HAVE A HOLE BORED UP TO 40% OF IT'S PROVED MANNER TO BE AIR TIGHT. ABOVE BELOW FLAT VAULTED CRAWL TO SLAB ON VERTICAL OVERHEAD Q 00 WIDTH PROVIDED THE HOLE IS NO CLOSER THAN 5 8 TO THE EDGE OF THE STUD. BORED GRADE GRADE SPACE FLOOR GRADE EXPOSED GROUND IN CRAWL SPACES OR UNEXCAVATED AREAS LOCATED WITHIN THE / " A' PERIPHERY OF THE BUILDING FOUNDATION, THE FLOOR ASSEMBLY INCLUDING POSTS, HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF THE STUD AS A CUT OR 8. ALL WATER PIPES IN UNHEATED SPACES TO BE INSULATED TO A MIN OF R-3. R-21 + R-21 R-49 R-38 R-30 / R-19 MIN' R-10 U=0.30 U=0.50 U=0.20 r r < r NOTCH. IF FOR ANY REASON A LARGER HOLE OR CUT THAN ALLOWED ABOVE IS REQUIRED, 1" C.C.F. U=0.029 1••� GIRDERS, JOIST AND SUBFLOOR, SHALL BE APPROVED WOOD OF NATURAL RESISTANCE TO O U O DECAY OR TREATED. OBTAIN PERMISSION FROM THE STRUCTURAL ENGINEER BEFORE PROCEEDING. * SOUND CLOSED ON MIN. N C.C.F. = CLOSED CELL FOAM 8. ACCESSIBLE UNDER-FLOOR AREAS SHALL BE PROVIDED WITH A MIN. 18"X24" ACCESS 34. FLASH AND COUNTER FLASH ALL EXTERIOR OPENINGS AS REQUIRED TO MAKE THEM J N o FP HOLE, UNOBSTRUCTED BY PIPES, HEAT DUCTS, ETC... PROVIDE ADEQUATE SCREENING OR WEATHERPROOF N) ") x COVERING OF ACCESS HOLE. PIPES, DUCTS AND OTHER CONSTRUCTION ARE NOT TO 35. ALL EXTERIOR TRIM & SIDING JOINTS TO BE MITTERED. WHERE TWO BOARDS BUTT, INTERFERE WITH THE ACCESSIBILITY TO OR WITHIN UNDER-FLOOR AREAS. po Cj Z END TO END, SIDING OR TRIM, PROVIDE A 15 DEGREE MIN. BEVEL ON ENDS OF JOINING 9. ALL FOUNDATION PLATES OR SILLS AND SLEEPERS ON A CONCRETE OR MASONRY SLAB, BOARDS. L O O WHICH IS IN DIRECT CONTACT WITH EARTH, & SILLS WHICH REST ON CONCRETE OR Aft1 a a MASONRY FOUNDATIONS, SHALL BE TREATED WOOD OR FOUNDATION REDWOOD, ALL MARKED 36. ALL LUMBER, PLYWOOD AND PARTICLEBOARD, ARE TO COMPLY WITH APPLICABLE OR BRANDED BY AN APPROVED AGENCY. STANDARDS OF GRADING RULES AND SHALL BE SO IDENTIFIED BY THE GRADE MARK BY fl w AN APPROVED AGENCY „ 10. ALL COLUMNS & POSTS LOCATED ON CONCRETE OR MASONRY FLOORS OR PLINTHS ® LINE OF DECK EXPOSED TO WEATHER OR TO WATER SPLASH OR IN BASEMENTS SHALL BE SUPPORTED BY 37. PROVIDE A 20 MINUTE RATED, SELF-CLOSING 32"MIN DOOR BETWEEN GARAGE AND ABOVE CONCRETE PIERS OR METAL PEDESTALS PROJECTING ABOVE FLOORS UNLESS APPROVED LIVING AREA. WRAP ALL SUPPORTING STRUCTURAL MEMBERS, WALLS & CEILING AT - .. - ' - ' - - - ' - Z WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD IS USED. THE PEDESTALS GARAGE WITH 5/8" TYPE "X" GYPSUM WALLBOARD. BRICK VENEER W/ Z SHALL PROJECT AT LEAST 6" ABOVE EXPOSED EARTH AND 1" ABOVE FLOORS. INDIVIDUAL 0 0 '=� BRICK CAP (T YP) O O 38. MAKE ALL ROOF PENETRATIONS FOR VENTING ETC. ON NONCONSPICUOUS SIDE OF 0 CONCRETE OR MASONRY PIERS SHALL PROJECT AT LEAST 8" ABOVE EXPOSED GROUND 6x6 PT POST (TYP) I 0UNLESS THE COLUMN OR POST THEY SUPPORT ARE OF APPROVED WOOD OF NATURAL RIDGES. W Z RESISTANCE TO DECAY OR TREATED WOOD IS USED. 39. FURNACES SHALL BE INSTALLED TO HAVE A MIN TOTAL CLEARANCE OF 12" ® SIDES I ♦ , J 11. ENDS OF GIRDERS ENTERING CONCRETE OR MASONRY WALLS SHALL BE PROVIDED WITH WITH A MIN CLEARANCE OF 3" ALONG SIDES, TOP, & BACK • v A MIN AIR SPACE OF 1/2" AT TOPS, SIDES, & ENDS UNLESS APPROVED TREATED WOOD IS I / I3'-1 1/2"/ 3'-1 1/2" / 5'-4 1/2" / Q USED. 40. HOT WATER HEATERS TO HAVE T & P VALVE PIPED FULL SIZE TO THE OUTSIDE AND GRADED TO DRAIN, NOT MORE THAN 2' OR LESS THAN 6" FROM THE GROUND AND 12. COVER GROUND AT CRAWL SPACE WITH MIN. 6 MIL (BLACK) MOISTURE BARRIER, SEAL POINTED DOWN. IF DUE TO THE WATER HEATERS LOCATION IT IS IMPOSSIBLE TO CONNECT P Ot/////// II BRICK VENEER (TYP) I QLAPS AND EXTEND UP FOUNDATION WALLS A MIN 6" ABOVE OUTSIDE GRADE. IT TO THE OUTSIDE THEN PROVIDE A FLOOR DRAIN AND PIPE IT TO THAT. � • • \ \� T � � I n n I / CC 13. ALL UNDER-FLOOR AREAS SHALL BE PROVIDED WITH 1 S.F. OF FOUNDATION VENT FOR 41. KITCHEN RANGE, DRYER, BATHROOM & LAUNDRY ROOM VENT DUCTS SHALL HAVE L / O SMOOTH, NONCOMBUSTIBLE, NONABSORBANT SURFACES AND SHALL TERMINATE OUTSIDE IIIIII mmm EACH 150 SF OF FLOOR AREA. LOCATE VENTS AS CLOSE TO CORNERS AS PRACTICAL AND U PROVIDE CROSS VENTILATION, COVER VENTS WITH CORROSION RESISTANT WIRE MESH WITH THE BUILDING AND SHALL BE EQUIPPED WITH BACK DRAFT DAMPERS. / 8'-11" \ / Q OPENINGS OF 1/4" IN DIMENSION. HIM I I . ■ , Z 42. EACH BEDROOM IS TO HAVE A WINDOW WITH A MAX SILL HEIGHT OF 44" & A NET , . \ / W 14. THERE SHALL BE MAINTAINED A MINIMUM CLEAR SEPARATION OF 6" BETWEEN ANY CLEAR OPENING OF NOT LESS THAN 5.7 SF, 24" MIN HEIGHT & 20" MIN WIDTH. . . ° WOOD AND EARTH, OR THE WOOD SHALL BY OF A TYPE W/ A NATURAL RESISTANCE TO 43. PROVIDE A HARDWIRED (W/ BATTERY BACKUP) SMOKE DETECTOR IN EACH SLEEPING WINE CELLAR DECAY OR TREATED WOOD IS TO BE USED ; \ W ROOM AND OUTSIDE EACH SEPARATE SLEEPING AREA NEARBY. EACH STORY SHALL HAVE 3A1 X Oi 15. SOLID-SAWN RECTANGULAR LUMBER BEAMS, RAFTERS AND JOISTS SHALL BE AT LEAST (1)SMOKE DETECTOR. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED (NFPA ' 9-t. 1 Q SUPPORTED LATERALLY TO PREVENT ROTATION OR LATERAL DISPLACEMENT IN ACCORDANCE 72) Ti A5.1 Q WITH THE FOLLOWING: J Y IF THE RATIO OF DEPTH TO THICKNESS, BASED ON NOMINAL DIMENSIONS, IS: 44. PROVIDE IN A READILY ACCESSIBLE LOCATION FOR A 22"X 30" MIN ATTIC ACCESS \ O Q 1. TWO TO 1, NO LATERAL SUPPORT IS REQUIRED. OPENING WITH MIN HEAD HT OF 30". 2. THREE TO 1 OR 4 TO 1, THE ENDS SHALL BE HELD IN POSITION, AS GARAGE / \ BY FULL-DEPTH SOLID BLOCKING, BRIDGING, NAILING OR BOLTING TO 45. ALL TRUSSES SHALL BE DESIGNED BY A REGISTERED WASHINGTON STATE ENGINEER 4x4x3/8" 4x4x3/8" OTHER FRAMING MEMBERS, APPROVED HANGERS OR OTHER ACCEPTABLE AND SHALL CARRY AN APPROVED STAMP TO THAT EFFECT. MIN SNOW LOAD 25LBS SF VARIES / j w / EXISTING NATURAL STL COL STL COLS 1 1 O MEANS. MIN WIND LOAD 85 MPH STONE WALL / (V 3. FIVE TO ONE, ONE EDGE SHALL BE HELD IN LINE FOR ITS ENTIRE LENGTH \ / 'i N ALL GARAGE WALLS & CEILING 4. SIX TO 1, BRIDGING, FULL-DEPTH SOLID BLOCKING OR CROSS BRACING 46. PROVIDE LATERAL BRACING OF TRUSSES AS REQUIRED BY MANUFACTURE AND SOLID I 4 I LEVEL SLOPE 2° To TO BE 5/8" TYPE X G.W.B. SHALL BLOCKING BETWEEN TRUSSES AT THE PLATE LINE, FASTEN TRUSSES TO THE TOP PLATE It T o.H. DOORS CC INSTALLED AT INTERVALS NOT EXCEEDING 8 FEET UNLESS BOTH EDGES WITH HURRICANE CLIPS. PROVIDE APPROVED MEANS FOR VENTILATION TO PASS BLOCKING `C \ / ARE HELD IN LINE FOR THEIR ENTIRE LENGTH. 47. METAL CHIMNEYS SHALL BE ANCHORED AT EACH ROOF AND CEILING WITH TWO 1 1/2"X ��,i O �M 10 tat 5. SEVEN TO 1, BOTH EDGES ARE TO BE HELD IN LINE FOR THEIR ENTIRE I, i .4 �IY • LENGTH. 1/8" METAL STRAPS LOOPED AROUND THE OUTSIDE OF THE CHIMNEY INSULATION AND V.�S' �" p_q 3'-5 1/2" g°_o" t14'-2 1/2" \ / O• NAILED WITH 6-8d NAILS MIN PER STRAP TO THE ROOF OR CEILING FRAMING. • " \ KrY y X , \ k a III / \ 16. WOOD STRUCTURAL MEMBERS SUPPORTING MOISTURE PERMEABLE FLOORS OR ROOFS 48. CONTRACTOR TO PROVIDE PRESSURE REDUCING VALVE AND REQUIRED ACCESSORIES IF WHICH ARE EXPOSED TO THE WEATHER SUCH AS CONCRETE OR MASONRY SLABS SHALL BE REQUIRED. VESTIBULE APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD UNLESS I 3A1 / \ V) SEPARATED FROM SUCH FLOORS OR ROOF BY AN IMPERVIOUS MOISTURE BARRIER. 49. ALL WATER LINES TO BE PROTECTED FROM FREEZING. IF WATER9'-1" 5 W G LINES ARE NOT 17. PRESSURE TREATED WOOD SHALL BE USED FOR THOSE PORTIONS OF WOOD MEMBERS LOCATED COMPLETELY BETWEEN HEATED SPACE AND INSULATION PROVIDE INSULATION AS ELEVATOR _ _ WHICH FORM THE STRUCTURAL SUPPORT OF BUILDINGS, BALCONIES, PORCHES, ETC., WHEN REQUIRED TO ASSURE PIPES ARE PROTECTED FROM FREEZING. �� ;�', / L. \ 0 SUCH MEMBERS ARE EXPOSED TO THE WEATHER WITHOUT ADEQUATE PROTECTION FROM A EXISTING FDN WALL / a' s" 1" 1 LINE OF FLOOR ABOVE) z MINIMUM NAILING SCHEDULE NAILING 1 ROOF, EAVE, OVERHANG OR OTHER COVERING. SUCH MEMBERS MAY INCLUDE GIRDERS, \ JOIST AND DECKING, POSTS, POLES AND COLUMNS. 1. JOISTS TO SILL OR GIRDER, TOENAIL 3-8d \\ I I \ \ 11--1 I I `\\\ \\ \ \ 2. BRIDGING TO JOIST, TOENAIL EACH END 2 8d i ! sT(IR ATA O O O z z 18. PLACE A VAPOR BARRIER OF TYVEK OR EQUAL OVER ALL EXTERIOR WALLS. 3. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d ® 16"OC o UP 7° MAX RIS1 Q 0 4. TOP PLATE TO STUD, END NAIL 2 16d 1 a 3'-1 i/2" 3'-1 1/2" 5'-4 1/2" 19. PROVIDE A POSITIVE CONNECTION BETWEEN A POST SUPPORT & POST AND BETWEEN 5. STUD TO SOLE PLATE 4-8d TOENAIL OR 2-16d, END NAIL . a 13R 1 11" MIN THE D I 1 / / J I- THE POST AND A BEAM SUFFICIENT TO ENSURE AGAINST UPLIFT AND LATERAL 6. DOUBLE STUDS, FACE NAIL 16d ® 24" OC - U DISPLACEMENT. 7. DOUBLE TOP PLATE, FACE NAIL 16d 0 16" OC ��- I I I �� 8. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2 l6d a I O \ ei 20. EACH END OF ALL JOIST SHALL HAVE NOT LESS THAN 1 1/2" BEARING ON WOOD OR 9. CONTINUOUS HEADER, TWO PIECES 16d ® 16"OC ALONG EA EDGE s .. a O- N fY fX METAL, NOR LESS THAN 3" ON MASONRY. 10. CEILING JOIST TO PLATE, TOE NAIL 3-8d N _ o , O I- 11. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d .4 G UP q 21. ALL JOIST SHALL BE SUPPORTED LATERALLY AT THE ENDS & OVER SUPPORTS WITH 12.14. BUILT-UP CORNER STUD JOISTS TO RAFTERS, FACE NAIL 3-1616d ® 24a'OC e I 1 8R 4 �� 2"WIDE BY FULL JOIST DEPTH SOLID BLOCKING, RIM JOIST, JOIST HANGER OR OTHER 13. RAFTER OR ROOF TRUSS TO TOP PLATE SIMPSOM H2.5 CUP W/ REQD NAILS ° '` 0 Z MACHINE RM/ I O \ p APPROVED MEANS. NOTCHES AT THE ENDS OF JOIST SHALL NOT EXCEED 1/4 THE JOISTS . ° a STORAGE I I I ^�r � DEPTH AND BORED HOLES ARE NOT TO BE WITHIN 2" OF THE JOIST TOP OR BOTTOM EDGE. 15. BUILT-UP GIRDERS & BEAMS 20d ® 32"OC ® TOP& BOT & STAGGERED 1 \ I �\ \ l �j�`'� 0 HOLES ARE NOT TO BE ANY BIGGER THAN 1/3 THE DEPTH OF THE JOIST. NOTCHES IN THE 22. PLYWOOD & PARTICLEBOARD: ) O / BRICK VENEER (FtP) TOP OR BOTTOM OF THE JOISTS SHALL NOT EXCEED 1/6 THE JOIST DEPTH AND ARE NOT -nails spaced at 6"oc 0 edges, 12" ® intermediates supports °° �' r ri 7 z -IPERMITTED IN THE MIDDLE THIRD OF THE SPAN. (10" © intermediate supports for floors), except 6" ® all supports /2'-10 1/2" 1'-8 1// ,� W Q 22. JOISTS FRAMING FROM OPPOSITE SIDES OF A BEAM, GIRDER OR PARTITION SHALL BE where spans are 48" or more. " °, 14 1 LAPPED A MIN OF 4" OR THE OPPOSING JOISTS SHALL BE TIED TOGETHER IN AN APPROVED / SUBFLOOR, ROOF & WALL SHEATHING (TO FRAMING) W W MANNER. 1/2" & LESS 6d 2 () z 19/32"-3/4" 8d 3 or 6d 4 • ° A 23. JOISTS FRAMING INTO THE SIDE OF A WOOD GIRDER SHALL BE SUPPORTED BY FRAMING Q W ANCHORS. COMBINATION SUBFLOOR-UNDERLAYMENT (TO FRAMING) LINE OF PORCH ABOVE A4.2 2 CO Ur 3/4" AND LESS 6d 5 A5.1 23. PANEL SIDING (TO FRAMING): -\ 24. ALL TRIMMERS AND HEADERS FRAMING AN OPENING SHALL BE DOUBLED OR LUMBER OF 1/2" OR LESS 6d 6 NEW FDN WALL I- . - - . - - . . - - - _IJOB: 1416 EQUIVALENT CROSS SECTION, AND EACH END SUPPORTED WITH PROPER SIZED FRAMING 5/8" 8d 7 °ANCHORS, UNLESS ADEQUATE BEARING IS PROVIDED THRU OTHER MEANS. TAIL JOIST SHALL NOTES: DWN: ALT ALSO BE SUPPORTED WITH PROPER SIZED FRAMING ANCHORS. 1 Common or box nails may be used except where otherwise stated. ALL DIMENSIONS ARE TO FACE OF STUD 2 Common or deformed shank UNLESS NOTED OTHERWISE DATE: 25. ALL PLYWOOD SUBFLOORING IS TO BE GLUED TO THE SUPPORTING FRAMING MEMBERS, 3 Common NORTH GLUE IS TO BE APPLIED IN STRICT CONFORMANCE WITH MANUFACTURES DIRECTIONS. 4 Deformed shank d k BASEMENT FLOOR PLAN EXHAUST FAN V.T.O. R . 5 Deformed shank 91 3 26. CAP ALL STUDS WITH A DOUBLE TOP PLATE AND INSTALL TO PROVIDE OVERLAPPING 6 Corrosion-resistant siding or casing nails ,� SCALE: 1/4" = 1'-0" D SMOKE DETECTOR ! R !STEREO SHEET NO. AT CORNERS AND AT INTERSECTIONS WITH ALL PARTITIONS. END JOINTS IN DOUBLE PLATES 7 Corrosion-resistant sidingor casingnails VLLJ •1 HITECT SHALL BE OFFSET A MIN OF 48". 2O• CARBON MONOXIDE DETECTOR VAC CENTRAL VACUUM INLET 27. ALL STUDS SHALL HAVE FULL BEARING ON A PLATE OR SILL NOT LESS THAN 2" .INTERIOR LIGHTING: NOMINAL THICKNESS AND HAVING A WIDTH NOT LESS THAN THAT OF THE STUD. MINIMUM OF 50% OF ALL LUMINAIRES TO BE HIGH EFFICIENCY TYPE FIXTURES ROOM MATERIAL SCHEDULE �/^) ROOM NO. WALLS v / O E 201I V FLOOR O 9'-0" CEILING ` CEILING HEIGHT C ] v FLOOR/ WALL/ CEILING/ W BASE FINISH FINISH t 1 CARPET A 1/2" G.W.B./ 1 5/8" G.W.B./ 0 moim WOOD BASE TEXTURE,PAINT TEXTURE,PAINT 2 2 WOOD B 5/8" TYPE X G.W.B 2 5/8" TYPE X G.W.B a WOOD BASE TEXTURE/PAINT TEXTURE/PAINT O CERAMIC TILE 42"H WAINSCOT 5/8" G.W.B./ .O 3 C 1/2" G.W.B 3 TRAY CEILING WOOD BASE TEXTURE/PAINT TEXTURE,PAINT J DOOR SIZE SCHEDULE 4 WOOD BASE 4 SEALED W 4TH FLOOR LEVEL A A5.1 5 CONCRETE IWIDTH HEIGHT TYPE RATING STYLE REMARKS A413.2 A4.2 V 1 9'-0" 8'-0" GARAGE G ALUM INSULATED OVERHEAD DOOR, OPENER 00 N GO 2 9'-0" 8'-0" GARAGE G ALUM INSULATED OVERHEAD DOOR, OPENER 1\ 0) 3 3'-0" 6'-8" 20 MIN F WEATHER STRIP, ALUM THRESHOLD, SELF CLOSER DECK 36"H RAILING (TYP)� D 4 2'-8" 6'-8" B FULL LITE, OPAQUE GLAZED 1x6 TREX 5 3'-0" 6'-8° N ELEVATOR, WEATHER STRIP, ALUM THRESHOLD, SELF CLOSER / 65'-0" Q W / Q00 6 3'-0" 6'-8" B WEATHER STRIP, ALUM THRESHOLD, SELF CLOSER / 29'-0" ,, 36'-0" / R 7 NOT USED 21'-3" 7`-9" '� 9'-10" W I _ 19.-10" 3'-10 1/2" 2'-5 1/2" J N 8 NOT USED / J f / U O 36"H RAILING 'o' 14 O % 0 N 9 ENTRY DOOR ASSEMBLY A SIDELITES, WEATHER STRIP, ALUM THRESHOLD /��1 t PGA E F �i I 10 2'-8" 6'-8' L \ \ } I I I mo. \ I I I " \ \ \ J I'`> (C2 11 2'-6" 6'-8" B y� JJ i6 i - i X rO 12 3'-0" 6'-8" POCKET B o UP. d CU U . — . . . — . . - - - L . - ul'. — . - . . _ . I i' mW 13 2'-6" 6'-8° 'v STAIR DATA: c 1 L a Ivy- - - - I I , O 7.75" MAX RISE ✓ �'In, i -LINE OF FLOOR D/W O 14 3'-0" 6'-8° POCKET L 11" MIN TREAD C ABOVE 48" REFRIG Elm _ EL 15 9'-0" 6'-8" PATIO L FULL LITE, OUTSWING, TRANSOM, WEATHER STRIP, ALUM THRESHOLD -\— \ \ \ - I 4'-7 1/2" A �y'F' O 0_ 16 9'-0" 6'-6" PATIO FULL LITE, OUTSWING, TRANSOM, WEATHER STRIP, ALUM THRESHOLD 1rj m / 11 -8" M 17 3'-0" 61-B" B ELEVATOR, WEATHER STRIP, ALUM THRESHOLD, SELF CLOSER & 14 "' I 4 42"H WALL KITCHEN _____\_18 8'-4" 6'-10" Q BARN DOOR HARDWARE S.D. '�W/ WD CAP U.C. WINE 48" RANGE 3A1 ---J 1 19 NOT USED E - ID _\___ REFRIG 100 CFM HOOD I • SINK 9-1. _O A5.1 z 20 NOT USED C - DINING ! � I hp_ th � i41 l o i Q o 21 2'-8" 6'-8" S I 2A1 9'-1" L___J in_ 1A W 022 2'-4" 6'-8° A of i' io Z I 23 5'-0" 6'-8" FULL LITE, OUTSWING, WEATHER STRIP, ALUM THRESHOLDEv'I "� N U 24 3'-0" 6'-8" `Ni I 2'-O" /' 25 2'-4" 6'-6° H r THEATER = � BRICK WAINSCOT } - 0 26 6'-0" 6'-8" DBL B 9'-1" STONE MANTLE Jr10'-0" 5'-0" 27 3'-O" 6'-8" B ELEVATOR, WEATHER STRIP, ALUM THRESHOLD, SELF CLOSER - LIVING 11 \ Li 28 2'-8" 6'-8" B — ZERO-CLR w 2A1 O QCC FIREPLACE m o 9'-1" _ W 29 2'-8" 6'-8" 0 (GAS) ci I o C 30 2'-6" 6'-8° B - 13.-51/2" 2'-2" m ^ 20'-71 2" 5'-91 2" 4'-41 2" 7'-91 64" `N CO C.) 9'-0" 4'-5 1/2" II,, I, x it 1 j -f Q / / -I 0 = I WINDOW SEATNV W a 32 5'-4" 6'-8" B FULL LITE, OUTSWNG, TRANSOM, WEATHER STRIP, ALUM'hRESHOLD - - 33 NOT USED -\- O PANTRY a CC J Li 34 NOT USED 17 2A1 I I I I I I III ELEVATOR a6° DESK 9'-1" _ 35 3'-O" 6'-8" ELEVATOR, WEATHER STRIP, ALUM THRESHOLD, SELF CLOSER ' _ \ III I aI O O O I \ 36 3'-0" 6'-8° JFULLU1LOUTSW1NG. WEANERSTRIPALUM1HRESHOLD .�I ' J — . . — ' ' — J Q \ BATHKEDI____ 0 Y 3A1 °o \ S.U. \ -- l \ D r 9'-1^ o0� Qk6 4" T-4" 6'-10 1/2" LINE OFT OQNOTE: ALL INTERIOR DOORS TO BE 1 3/4" THICK O— j - !! d �' V � UP^ I I o / FLOOR ' _o SINK FULL HT. _ 9R - BELOW : w gi m, BRICK I VENEER 12 3'-7" 4'-6" 3'-1 1/2" �, I STAIRS Lu., �� 3A1 CV WINDOW SIZE SCHEDULE \ , Hc---\ 1 I \ I \ —� VARIES O `� CV CO CC WINDOW TRANSOM —' `i O O O N ENTRY ' ,0 — N � STAIR DATA: o 1 WIDTH HEIGHT TYPE WIDTH HEIGHT TYPE REMARKS O \ IN 0 11 g'A1" D21� \ 9R 1175MIN TREAD N oc BRICK 1n I O % 2'-9" 2'-6' PIC 2'-9" 1'-1" PIC 1. EAGLE "AXIOM 11" SERIES WINDOWS SUN RM - o I` I \ I Icoi - e 2-9" O O - \ \ % 2'-6° 4'-6" S.H. 2. EXTERIOR COLOR "BLACK" - - r N 4A1 O \In' - C C g'-1" BRICK FLOOR . N �, _I % 2'-6" 4'-4° PIC 3. INTERIOR: V.G. FIR W/ WATER BARRIER - _ — _ _ o \ I \I O I 1\ \ % 2-6" 3'-6" SH 2-6" 1'-1" PIC 5. WINDOWS TO BE TRUE DIVIDED LITES ;,, , (n LINE OF FLOOR W 4. PROVIDE SCREENS FOR OPERABLE WINDOWS H ABOVE a — a f36"H RAILING a I© % 3'-0" 3'-8" SH 3'-0" 1'-1" PIC • o _ - o ® I ( ) ® 1® J F 4'-0" 3'-8" SH 4'-0" 1'-1" PIC In COVER BRC KPORCH -(7, z D O 3'-0" 5'-0° SH 5'-0" 1'-1" PIC -sc % _ O —N'r ` - - (TAPERED STONE COLUMN Q W "1 - % O % /\ _ N 10z10 CEDAR POST ^ OH 2'-s" 5'-8" SH 2'-8" 1'-1" PIC \ \ I- t�l I I I I U 1 \ \ T \ \ \Ed LL ONOT USED R$'O O 36"H RAILING OJ NOT USED CD3 4/ STAIR DATA: 12"H BRICK WALL % 2'-6" 51-0" SH 2'-6 �. " 1'-1" PIC A5.1 OS 11" MIN TRFAD W/BRICK CAP ' L Q 0 2-6" 4-6" SH 6 -• A6.2 Z a Lli % 2'-6" 4'-4" PIC 2'-6" 1'-1" PIC 2'-2" 3'-0 1/2" 3'-0 1/2" 3'-0 1/2" 2'-2" 2'-3 1/2" 3'-4 1/2" 3'-4 1/2" 2'-4 1/2" 6'-0" 6'-0" 9'-4" 2'-10 1/2" "-8 1/2' 2-3 1/2" 2'-10 1/2" 2'-10 1/2" 2'-7 1/2" c7�� O 2'-6" 1'-6" PIC / / / / / / / / / / / 'f / / / / / / / W pV / 13'-51/2" / 11'-5" 12'-0" / 13.-11" / 3.-6 1/2" y 10'-8" / OO 3'-0" 4'-6" SH 3'-0" 1'-1" PIC '1 LJN / 65'-0" / 7 O 3'-0" 11-6" PIC L O Q O A5.2 G Q ,P� y 4 JOB: 1416 NORTH NOTES: DWN: ALT 4k MAIN LEVEL FLOOR PLAN UALL NLEDSISENOTOD OTHERWNS ARE OEACE OF STUD DATE: MrSCALE: 1/4" = 1'-0" A EXHAUST FAN V.T.O. REV. Q35•1:)• SMOKE DETECTOR 91 3 R• 'ISTERO T QP ED SHEET NO. O. CARBON MONOXIDE DETECTOR t VAC CENTRAL VACUUM INLET YLOR III 2 INTERIOR LIGHTING: STATE OF WASHINGTON MINIMUM OF 50% OF ALL LUMINAIRES TO BE HIGH EFFICIENCY TYPE FIXTURES - - - — - - - - — r \ \ UT) E I ROOM MATERIAL SCHEDULE ROOM NO. WALLS U 201 36"H GLASS RAILING, i FLOOR "Mrti (NORTH RAILING ONLY) a 9-0" CEILING U CEILING HEIGHT 0 r - - L FLOOR/ WALL/ CEILING/ T BASE FINISH FINISH W ili a V CARPET 1/2" G.W.B./ 5/8" G.W.B./ O c 1 cn WOOD BASE A TEXTURE,PAINT 1 TEXTURE,PAINT .5 2 WOOD 5/8" TYPE X G.W.B 5/8" TYPE X G.W.B IV 2 WOOD BASE B TEXTURE/PAINT 2 TEXTURE/PAINT U LO ROOF DECK 42"H WAINSCOT 5/8" G.W.B./ v CERAMIC TILE +-" 60 MIL MEMBRANE 3 C 1/2" G.W.B 3 TRAY CEILING WOOD BASE TEXTURE/PAINT TEXTURE,PAINT 36"H RAILING�� 12 J BRICK a to l (TYP) 4 WOOD BASE N I SEALED Z W 5 CONCRETE 0/ 4'-6 1/2" / 5'-81/2" CV a�" \17 \ ROOF HATCH// CO o - W �( \ 36 — J CO 35 ELEVATOR _J Et a N a O r — L.L J I in O U O N c\iI \ \ r J / 10'-3,. 10'-7 1/2" / / x N) 11. O 20'-1O 1/2" < WZ / / • O O H1 2 I I , LINE OF FLOOR BELOW Z Z r B A 4 O A4.2 A4.2 A5.1 C) I W Z_ I © / 58.-9 1/2" / _ (n / 31'-9 1/2" , 25-0" / 2 0" / Z Q / 5'-21/4" / 3'-4 1/2" / 3.-4 1/2" / 9'-1 3/4" / 3'-4 1/2" / 3'-4 1/2" / 3'-111/2" / 5.-10" / 8'-41/2" / 3.-4 1/2" / 3.-4 1/2" / 4'-01/2" / / 2'-4" / 3'-101/2" k TIE DECK DRAIN TO DOWNSPOUT Li,( O d� O O O li IN G.L \ \ I I " I I 1 I ,I \ `. \ \ O0 - NORTH ❑ O O O O O O 14" SEAT BATH P Z Z I\ ROOF DECK FLOOR PLAN y �11\ I I 1 I I -I I "x6D" , 9 A1" ''\ IJ.I a " " ROD & SHELF I ST :M/ WR i SCALE: 1/4 = 1 -0 I- - • DECK o" CC uj so lit o, W N MEMBRANE - I 0 'co FE 4s 7 "' h J p to a 8'-$ 1/2" 6.-11" `r 15'-3 1/2` 3'-9 1/2" {_ 6'-0" °1 14'-9" 2" PVC °' J w/ / /Fn TOWELS j / I DRAIN 1-41 " "k+ CLOSET N yi BEDRM y Finn M W 1 p S 2A1 \ L �. . 28 a T 9,_i" cc s'-1" �'I cc MASTER BEDRM "w 2A1 m < CV " 25 INFRARED F; S.D. 32 O SAUNA VAULT F &LJ W RI - � _ _ �� - NIA N 29 I 1 cV CC 6' 6: \ HALL I - \.�- DRESSER 24 6, 6 2'-0" 2A1 \ 1 N *I r'+aR..: � .-I �. `\ - ' 1 , 1 "( 9-1" I 31 0l ��U TILE SEAT z i a PULL-DN O - L 30 ST is = \ ,, w W/�- / 4 0 5-9 1/2" O -7.1/2" . .� /a 6-1 1/2` / �\ CLOSET 4s - 6 61/2" 3'-6" 4'-1 -91/2" f �" ' /_ / / _/ B 26 }_ r LAUNDRY 2A1 0 co co b o p BIDEIn td- "$' S.D. 9 A1" 9,_1. ^\ \ a to "' N III 1 I 27 ROD & SHELF O N n . . \ 'r --)v 1 1 \1 N ELEVATOR SINK — \ \ 6'-10 1 2 CO W m HEATED TOWEL i'-10" 4'- / DRYER I - BARS r-r� / 'I' _ _ T Il a I (V.T.O.) WASHER p�" O O [c Z in 2v MASTER BATH 22 _\__- r1 II \ - J * \ z o 0 AUL CLOSET l Q oz 'c� I VAULT rn J ;� a S.D. 21 o 1 �I �DN of STAIR DATA: r 'a N, ` m 9R 7.75" MAX RISE v N y` I— I 1---I',I -- I \ `i' 11` MIN TREAD L.f_ a \ � \ . CI- n o o O O O / 5'-5 1/2" 1'-9"/ 4'-0" ��4. 2' 8" / �'_5.I -ter"' 6'-5 1/2" _© 'co O O /// � DN 1 _ o J O I" < I o LL 9R \ 47"0 JAPANESE HALL L \ I — M K‘KING TUB -- i L_ O co - m 91-1" tO I \ I I \ \ W O_ o I 0 CV W U In w J W 10 \ \ CDT, \ T O I 'O 10 \ \ ( /FT DECK ® cx W Q- o to BRASS i---- - _--2----- SLOPE io NOLE DOWNSPOUT 2" PVCj ---- MO MILANE 1/4"/FT D DRAIN �3 AILING (TYP)- 1-, - ,-I 1� LL JJ JOB: 1416 \ \ _� NOTES: DWN: ALT ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE DATE: 6'-8 3/4" 6'-8 3/4" 2'-9 1/2" 2'-10 1/2" 2'-10 1/2" 3'-0 1/2" 2'-11 1/2" 2'-10 1/2" 2'-10 1/2" 2'-11 1/2" 9'-6" 2'-10 1/2" "-8 1/2 / / / / / / / / / / / / / / EXHAUST FAN V.T.O. REV. / 73'-51/2" / 11'-7" / 11.-8" ,, 14-1" / 3.-3 1/2" '1'2-81/2"� 2 0" ,iC S•D• SMOKE DETECTOR 91 3 R 'ISTERED SHEET NO. 58'-9 1/2" �,� • "7 HITECT / 'eO• CARBON MONOXIDE DETECTOR NORTH VAJ CENTRAL VACUUM INLET YLOR A5, j\ UPPER LEVEL FLOOR PLAN INTERIOR LIGHTING STATE OF WASHNGTON3 SCALE: 1/4" = -0" MINIMUM OF 50% OF ALL LUMINAIRES TO A3 . �� 1' BE HIGH EFFICIENCY TYPE FIXTURES FLOOR FRAMING NOTES: ROOF TRUSS FRAMING NOTES: (B34) (E135) (B36 63 I- I= o �— ❑ ❑ ( ' " FLOOR SHEATHING: ROOF TRUSS: ROOF SHEATHING: NOTE: USE 3/4" T&G PLYWD SHEATHING, GLUE AND SCREW AT 6" EDGES & LAYOUT SHOWN IS FOR SCHEMATIC DESIGN ONLY. 3/4" T&G PLYWD SHEATHING NAILED WITH 10d'S AT 6" o ATTACH LEDGER W/ (2) ROWS 3 5/8" 12" FIELD. INSTALL FACE GRAIN PERPENDICULAR TO SUPPORTS. MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED o/c AT SUPPORTED EDGES AND 8d'S AT 12" o/c AT U it DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR INTERMEDIATE FRAMING MEMBERS. (UNBLOCKED). FACE utv LEDGERLOKS - 16"o/c STAGGERED (TYP) ( ) TO FABRICATION AND INSTALLATION. GRAIN PERPENDICULAR TO SUPPORTS. USE METAL "H" III s R TYPICAL FLOOR JOISTS U.N.O.: PROVIDE 2x OVERBILL AS REQUIRED & DESIGNED BY TRUSS CLIPS AT UNSUPPORTED EDGES. N 0� m.. ENGINEER. ° F #2 ® �' 10 P10IST HF # LED R ( ) SEE DTL 11/A2.2 FLOOR JOISTS PER PLAN, UNLESS NOTED OTHERWISE X'10 JQ PROVIDE BLOCKING © BEARING & BRIDGING 0 8'-0"o/c PER MANUF. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTERIOR rn o PI J/�urto 14NGER (rn I77 • — RECOMMENDATIONS BE DESIGNED BY TRUSS MANUF. WALLS,LOCATI INTERIOR SHEAR WALLS, HIP AND VALLEY 1 NS. 2 1��(�/// t LAYOUT SHOWN IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER ROOF PITCH = 6/12 (UNLESS NOTED OTHERWISE) ° (B32) I OVERLAY FRAMED AREAS SHALL BE BUILT UPON FRAMING 5. SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING ° DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION TRUSS SPACING = 2' 0"o/c WITH SHEATHING ALREADY ATTACHED. et ... I 10 PT HF # LED R (TYP) • AS REQUIRED. 2' 0" OVERHANG TYPICAL PROVIDE SOLID BLOCKING BETWEEN THE BEARINGS OF -I SEE DTL 11/A2.2� y j 1210 PI HANGER (TYP� I EVERY RAFTER OR TRUSS AND A SIMPSON H3 CLIP AT Q jL/ I. PROVIDE SOLID BLOCKING IN JOIST CAVITIES BENEATH ALL POST SOFFITS NOTE: EVERY MEMBER. i LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO 1x4 T&G CLEAR CEDAR AT ALL EXPOSED SOFFIT & 7 Li FLOOR HOEDOWN LOCATIONS. L ROOF OVERHANG AREAS UNLESS NOTED OTHERWISE PROVIDE A BUILT-UP OR SOLID WOOD COLUMN BENEATH PROVIDE I-JOIST BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING THE BEARINGS OF ALL GIRDER TRUSS, ROOF BEAMS, AND LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. ATTIC ACCESS NOTE: FLOOR BEAMS. 0 M PROVIDE MIN. 22X30 ACCESS PANEL. CONSTRUCT WITH w CV PROVIDE 11MBERSTRAND RIMS OR EQUAL WHERE FLOOR JOISTS BEAR 5/8" G.W.B. AND CAPPED WITH R-49 INSULATION. PROVIDE CO o AT EXTERIOR WALLS. PLYWOOD BAFFLE AT EDGES OF ACCESS SHAFT TO DAM ADJACENT CEILING INSULATION. PROVIDE MIN. 30" VERTICAL W • • 7' CONNECTORS: SIMPSON COMPANY OR EQ. CLEARANCE ABOVE OPENING. LLi , ,,.. Q00 . _r_01 _ . _ . 4x1 DF .rl ■ I , + 14- ± I I C t i...kx I\ LJ _ 0 ® 16"oic = U o 20 JF re rn ow FRAdING o I ` X Ow 12"THIS REA o < m • _ — BLCCKING.BELOW— — J`.1 . . I 0: 01 \ / BE RING ALL ABOVE •� o I H N BEAM�ELOW. BEAR NG X WALL BOVE *4T Alall . m \ I (B33)I 1 C z Z O \ / ii• MONO TRUSSES - 24"o/c Liuo CD Z \BLOCK OUT FOR STAIRS ♦ , I- _ AS REQUIRED 1 v _ _ B OCKING BELOW x10 Fes_ / J I FEARING WALL ABOVE: Z . . H r, - ,--- --- -E- . • \ -D. r. .- Li • •,„, co ts , BLOCKVG BELOW BI RING . l 1 I • W Q I I Lii• (610) J WALL aBOVE „TY ) . U - - - - =T I ICC > 7 1�� . w J 0 N J Y NORTH UTMNVELFLOORTMINtLE: = l/4$ = htO» • 11-� $ BCI 90-20 OF ® 16"o c m. ® O N i— 2 LLJ w • •! B20L • 8' 0Cl 60-2A OF ® 16"o�C COORDINATE W/ FIREP_ACEr 1 11 BEAM SCHEDULE 11 �� `. IN TALLER TO ALLOW 'OR . I ChIMNEY . 1____ MARK BEAM MARK BEAM Lil I (812) ( 13) ( 14) m m1--- \-;61 -64 4x10 DF #2 631 6x10 DF #2 �\ / e zB5,-B8 4x12 DF #2 B32 4x10 DF #2 BL/ T Nh, (E25; i . L� z ,p, . FOR TOR N o 11 1 7 B9 5.25x11.875 VL 2.0 3100 DF B33 fcv U n o Q LL _ 610 3.5x11.875 VL 2.0 3100 DF B34 637 PT 6x12 HF #2 -co 4 — \ / �/ W 611 W12x50 { W / R \ BLOCK OUT FOR STAJR/ `ROOF BELOW O B12, B13 4x12 DF #2 f/— — r. . -, AS REQUIRED t O B14 3.5x11.875 VL 2.0 3100 DF _ / r+ • 'C3 o B15 3.5x11.875 VL 2.0 3100 OF � \ • �' I W � '1 4x10 DF #2 I w > W 616 4x10 DF #2 i(NI — �— 1 — — w al O B17 4x8 DF#2 o co I 4(,_ (Bisi . 1. , • r_—_—Lt • 618 4x8 DF #2 4x6 CEDAR RAFTER Z tic B19 7x11.875 VL 2.0 3100 DF CC 0.- C G CO B20 4x10 DF #2 a �W/ FURRING STPoPS9.5 BC] 5000 1.8 FON.TOP/c1 4_ 4x6 CEDAR RAFTER RAFTER I • o -2x6 T&G DECKING-A • JOB: 1416 B21 4x12 DF #2 Ilit co I (629) 4x10 DF #2 6x10 CEDAR ABOVE 4x6 CEDAR RAFTER JI DWN: ALT • - - DATE: B22-625 4x8 DF #2 N ' iz-- N N' REV.el co ml NORTH 91i3I R,1IH ITECTD SHEET NO. B26-629 4x10 DF#2 B30 W16x26 k UPPER LEVEL FLOOR FRAMING PLAN ( Pr SCALE: = 1/4" = 1`-0" YLC)R STATE OF WASHINGTON A4. . 1 (I) o (0,O U ° w fa I— 0(‘' C . pi _ N N U. U0 J Q 2 1 ZW BLOCKING BELOW BEARING WALL ABOVE (TYP) 0 1q7 1 I I I I I I I F_ _J CO (13 ) (B2) ❑(B3) ( 4) T� 3 T�� w w 1 H_N I • L ❑ • I I I- o • J1 ,,, U O I O O N co ..., K .1 r ro 0 • SCISSOR TRUS ES - 24"o/c I X ro y © 16"° c O .. 1" • L J• 1 8. Bo 90-2.0 OF I m o L O 11-7/8" BC1 90 2.0 DF ® i6 0/C "rJ IT - 65tv/////////1/1/////// Z 62(B71) r - - B6 • T L IAO Z -\ / r U j BUILDING SECTION A-A 8� 1/4" = 1' 0" _L / fX fX o • _I co ots• L • : _ : _ GIRDER TRUSS • -GIRDER TRUSS j w �, . LH 1. I I I - IX Lv w w � . JE • g pY l o I . • I ' I J Q - __ - - -I IT I-I _-- - w 0 N CC N L"L CC/ O I z CONORTH Q A UPPER ROOF & ROOF DECK FRAMING PLAN Q -j SCALE: 1/4" = 1'-0" z cz z Q G FLOOR FRAMING NOTES: ROOF TRUSS FRAMING NOTES: w O FLOOR SHEATHING: ROOF TRUSS: ROOF SHEATHING: O Q USE 3/4" T&G PLYWD SHEATHING, GLUE AND SCREW AT 6" EDGES & LAYOUT SHOWN IS FOR SCHEMATIC DESIGN ONLY. 3/4" T&G PLYWD SHEATHING NAILED WITH 10d'S AT 6" Ur C/ J MANUFACTURER SHALL PROVIDE AND SUBMIT ENGINEERED c AT SUPPORTED EDGES AND 8d'S AT 12" o/c AT 12" FIELD. INSTALL FACE GRAIN PERPENDICULAR TO SUPPORTS. o/c DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR INTERMEDIATE FRAMING MEMBERS. (UNBLOCKED). FACE z TO FABRICATION AND INSTALLATION. GRAIN PERPENDICULAR TO SUPPORTS. USE METAL "H" TYPICAL FLOOR JOISTS U.N.O.: PROVIDE 2x OVERBILL AS REQUIRED & DESIGNED BY TRUSS CLIPS AT UNSUPPORTED EDGES. ® w FLOOR JOISTS PER PLAN, UNLESS NOTED OTHERWISE ENGINEER. CL U PROVIDE BLOCKING 0 BEARING & BRIDGING ® 8'-0"o/c PER MANUF. ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO PROVIDE DIAPHRAGM EDGE NAILING ABOVE ALL EXTERIOR D 0— w RECOMMENDATIONS BE DESIGNED BY TRUSS MANUF. WALLS, INTERIOR SHEAR WALLS, HIP AND VALLEY LOCATIONS. a) D cm LAYOUT SHOWN IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER ROOF PITCH = 6/12 (UNLESS NOTED OTHERWISE) SHALL PROVIDE AND SUBMIT ENGINEERED DESIGN TO THE BUILDING OVERLAY FRAMED AREAS SHALL BE BUILT UPON FRAMING JOB: 1416 DEPARTMENT FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION TRUSS SPACING = 2'-0"o/c WITH SHEATHING ALREADY ATTACHED. AS REQUIRED. PROVIDE SOLID BLOCKING BETWEEN THE BEARINGS OF DWN: ALT 2'-0" OVERHANG TYPICAL PROVIDE SOLID BLOCKING IN JOIST CAVITIES BENEATH ALL POST EVERY RAFTER OR TRUSS AND A SIMPSON H3 CLIP AT DATE: LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO SOFFITS NOTE: EVERY MEMBER. FLOOR HOLDOWN LOCATIONS. 1x4 T&G CLEAR CEDAR AT ALL EXPOSED SOFFIT & REV. ROOF OVERHANG AREAS UNLESS NOTED OTHERWISE PROVIDE A BUILT-UP OR SOLID WOOD COLUMN BENEATH THE BEARINGS OF ALL GIRDER TRUSS, ROOF BEAMS, AND PROVIDE I-JOIST BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING AT11C ACCESS NOTE: FLOOR BEAMS. 91ft R 1!STEREO SHEET NO. LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE. PROVIDE MIN. 22X30 ACCESS PANEL. CONSTRUCT WITH PROVIDE TIMBERSTRAND RIMS OR EQUAL WHERE FLOOR JOISTS BEAR 5/8" G.W.B. AND CAPPED WITH R-49 INSULATION. PROVIDE BUILDING SECTION B-B AT EXTERIOR WALLS. PLYWOOD BAFFLE AT EDGES OF ACCESS SHAFT TO DAM . •YLOR ADJACENT CEILING INSULATION. PROVIDE MIN. 30" VERTICAL STATE OF WASHINGTON SCALE: 1/4" = 1'-04 CONNECTORS: SIMPSON COMPANY OR EQ. CLEARANCE ABOVE OPENING. . n X 12 p 6� / • U ENGINEERED TRUSSES - 24"o/c O O CONCEALED FASTENER METAL ROOFING OVER 30# FELT _ / T 3/4" T&G PLYWD SHEATHING \\ W 1 1/2" AIR SPACE ` p \\ 1 t U (H2.5) HURRICANE TIE, EACH TRUSS _/ / - - - - - - L\I r) \._ _../k \..... i I ,11, ... } (..._ \-.._ CONT. METAL GUTTER NI( - - - - - - - -CDR FASCIA'�,/J/�f ♦ 5/8" G.W.B. - �� J J ��1/2° G.W.B. \/�/ ♦� 5/8" G.W.B.2" CONT SOFFIT VENT R-10 RGID I SUL (TYP) / \ \\\1,i�/ • .�1/2" G.W.B.1x6 T&G CEDAR SOFFIT ♦I �� //! \ \\\ 4 R-10 RGID I SUL (TYP) 7 W \ L^ L 1 . V M N CO ) Q III W QLil Q CO T BEDRM #3td- Et W N 2"0 POWDER COATED RAILING �— 1 1a (� N 1"x7 1/2" IRONWOOD II O O co LI in MASTER BATH > 1 p X "o o .. DECK IIItt °' m z Air 60MIL VINYL DECKING MIN OVER "\ ' W ID BASE LAYER: 3/4° CDX PLYWD. _ p I -En FACE LAYER: 3/4" ACX PLYWD k Ism• D 0 n 2x8 SHAPED IRONWOOD CAP \ 1 BRASS DRAIN ASSY W/ T&G PLYWD SHEATHING UPPER STAIR• 1x4 CDR -�� TIE DECK DRAIN • S.STL DRAIN COVER 1 1/2° LT WT CONC C tl INTO DOWNSPOUT SLOPE SLOPE 4-3/4" • 2" PVC PIPE DRAIN i - - MIN- i/4"JFT MM L� I ,,,.. DECK Z _ 6? ?S . O IP N 5x1/2 o/cIMAX� M BASE LAYER: 3/4" CDX PLYWD. (') ` 0 60MIL VINYL DECKING MIN OVER / FACE LAYER: 3/4" ACX PLYWD z 1., \... ... \... (..._ S ? S 9 Elm BTMXRAILS 3/4. T&G PLYWD SHEATHING V Q H2.5 HURRICANE TIE o 1 FLOOR DRAIN 7(21 1/2" LT WT CONC E SLOPE z C \/ LUS212 i \ T 1/4"/TSL MIN 1/4""/FT MIN I I Is 1 n }7 ri BEAM PER PLAN n '1/ 1jx2" CDR TRIM----- RIM 'I QLd i a,- i 1111.-r5 4x4 CDR TRIM��,,, i 'S ? S ? S ? S ? S ? S ? S ? ' 88888,. `/ 11.41.1 �� 2x CDR-TRIM - U Co III / 2"0 PVC DRAIN PIPE U210 {TYP) BEAM PER PLAN �V eloml z\- 611104 III 0,411. I.,4 3/4" T&G PLYWD SHEATHING CC sal Lid 1 1/2" LT WT CONC W lo ��. R-25 INSULATION al Q l Y KITCHEN I ?S ?S2S?S?S?S?S?YYS?S?-Poor 0 Ct Oa �� so- I 2x8 DF #2 JOISTS - 16"o/c L., o 1/2" G.W.B. 5/8" G..W.B. W p 2x6 CDR TRIM----.....„. •♦1 R-10 RIGID INSUL (N CC2x6 STUDS - 16"o/c / 4 1/2" PLYWD SHEATHING .i .eri \ SUNROOM FOR SIDING (SEE SHT A6.1 FOR DETAILS) R-21 INSULATION =c 3/4" T&G PLYWD SHEATHING TYVEK OR EQUAL HOUSE WRAP ' 1 1 1/2" LT WT CONC vy 8-82388888888888888888888888 LOWER STAIRill td- >)j 5/8" TYPE X G.W.B. 2x6 CDR TRIM-------... I W- J a �� - EL >� �.... , 3/4" T&G PLYWD SHEATHING FLASHING = FLASHING 1 1/2" LT WT CONC I ) R-30 INSULATION ^) W16x26 BEAM BEYOND BRICK CAP BRICK CAPI v) ".)--, \ � : c ,,is UUUUUU ' „) HOUSE WRAP �� HOUSE WRAP — - - . BRICK VENEER W/ 22ga BRICK VENEER W/ 22ga=�, x O `� WALL TIES ® i6°o/c EACH `- WALL TIES 0 16"o/c EACH , �T WAY �� 3/4" T&G PLYWD SHEATHINGIN WAY [1 Iii 1" AIR SPACE ,%� 1 1/2" LT WT CONC 1" AIR SPACE C.)\ \ R-25 INSULATION 1 1 _I GARAGE \ ?S?S S ?.__ A8 ?s888888?s?s r v • Q GARAGE DOOR— - -'II� 2x8 DF #2 JOISTS - 16"o/c • �\ bz, II ' gip;... w. 1 I�° ; = ` ,. FND WALL JOB: 1416 f • fII�I. s CRAWL SPACE DWN: ALT CONC SLAB RADE VARIESmin � I . 1 II.SLOPE ".L.; END WALL DATE: I. .' CONC SLAB GRAD VARI S = '�'.�``. , i • e ------ _ REV. p 2" (R-10) RIGID INSUL �.j : ; s — CONDITIONED SPACES SHEET NO. I. L' COND O .I 91 3 R ISTERED I" � // 1 _ El I% 5 HITECT I"; `COMPACTED FILL . ° 7�A' :II O ° a O • 1x CEDAR -RIM. ' • o O° I'. GARAGE DOOR ,� WALLSECTION =r� � j // WALLSECTION �� Y T ° WALLSECTI ON O • a..:, { ae !:•m. O " " •/ r © SCA Oo O © STATE OF WASHNGTON A 5 i SCALE: 3/4 = 1 -0 O o . COMPACTED FILL, LE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" IN 2"4 POWER COATED ALUM TOP RAIL POWDER COATED& B & ALUM TOP 1 CO E TM RAILS PICKETS O O TEMPERED GLASS SAFETY PANELS U p o f' ROOF DECK \\ W 60MIL VINYL DECKING MIN OVER 'n1/ � BASE LAYER: 3/4" CDX PLYWD. V III sac FACE LAYER: 3/4" ACX PLYWD _ • R-4 I ISULA 01 to = 1 N SLOPE 1/4"/FT MIN Li 1 `LUS24 (TYP) - - - - - - NT, J _ N� O J I LO R TS - 6" cSS ? S. . / 5/8" G.W.B. < Q �'I� I, :r �1/2" G.W.B. `� MAu �11 : \ R �!\ v"�R-10 RIGID INSI,L ( ) 7WCONT. ALUM GUTTER �/ \ R-38 INSUL - u'J ` \ // 2'-0" BRG PLATE 5/8" GWB CONT SOFFIT VENT (TYP) to (H2.5) HURRICANE N TIE, EACH JOIST �' \ �/1 Obi PI' ------j\C--- Ill ow QGo U p O _ N CV M 0 I 133 BEDRM o >. 8ro ---AC--- I. aC(1 zO to , I a o_ i MPS,o CO 4x6 CEDAR RAFTER_ I n If Z 2x6 DF #2 LEDGER W/ �' 1.411111 0 0 (4) 16d EACH STUD Owl ✓� ►� ~ LUS24 TYP �� _ (H2.5) HURRICANE TIE, EACH JOIST ,I' ,‘---------in 3/4" T&G PLYWD SHEATHING — 3/4" T&G PLYWD SHEATHING 4.0"1 (/) 1 1/2" LT WT CONC a Q 2x4 LEDGER W/ (3) 16d EACH JOIST / ✓ 1 1/2" LT WT CONC -- �I O R-30 INSULATION Z Q Os 7'�� R-301NSULATION \ \ W 0 cri RSS ?_s_s, 00000 � 00/ 0000 � o Qis., 0 � 0000� O _ - \ U fA \ �� L I��i \ R-38 INSUL Q I R-38 INSUL - l - \\__ 5/8" GWB Z 5/8" GWB SHAPED 4x8 CEDAR W/ (2) 3/8" HDG 'I LAG SCREWS WI 1" MIN UJI 4. EMBED MIN. COUNTERSINK ALLEHOL S CC immil �.. 6x6 CEDAR KNEE BRACE W/ (2) 3/6" HDG LAG W SCREWS W/ 1" MIN WASHERS EACH END, 3" W LC EMBED MIN. COUNTERSINK ALL HOLES J Q O ID � � � w DINING RM W ON TAPER TOP CV n 2x6 CDR CAP J IV/ Cr s 2x4 CDR -0,4x4 CDR POSTS ENTRY 0 i -�� 2x2 CEDAR PICKETS "' 0 5 1/2"o/c MAX I �T (2) 1x4 CDR BOTTOM RAIL 3/411/"2T&G" LT PLYWDWTCONC SHEATHING I ri TREX DECKING O R-30 INSULATION \ ( (2) 1/2" GALV THRU-BOLTS 1 LJ _ i o\� 0 0 0 00 ?_ III,I PT DECK JOISTS - 16"o/c 2" POWDER COATED ALUM "IIt`r _ �I TOP & BTM RAILING WA _ r� T&G PLYWD SHEATHING - - - HLa NUKKICANE Tit, LA JUISI LU210 (TYP) \\\ ' ^ P,i \ R-38 INSUL 1 1 2 LT WT CONC u J 1" POWDER COATED ALUM / " PT LEDGER 5/8" GWB PICKETS - 5"o/c (..--3/4" R-30 INSULATION PT BEAM . - - BRICK LANDING \ / it ///////r///(,///////////////////////////////7 =__� 4 CC66 POST CAP, / I,. 1" ' t a a a. e �' (� \I (1 - i- ATCENOSOST CAP v / . �// / . C O�_��(� L 0 J TSB ri o/�C�1 ?_S / MIN CONC, W/ FlBER MESH l/ � 1, o_ 1' 2" POWDER COATED-.. /4 / 7 / - :� J� €l ALUM END POST MAX V6x6 PT POST ON EXISTING ,�� / • 4" NOSE :._'- I (1)#4 EACH NOSE I 4•�, a Iw/1 CB66 POST BASE _^ __. / / O - �^ A GARAGE / Y /////�/ : �—COMPACTED FlLL �, - ti 1/ /// a/ // #4 ® 18"0/� EA. WAY I { Q SLOPE TOP-� STORAGE —� STD BRICK TREADS & LANDING .a 4" BRICK CAP ` I .I`. cir 1" REVEAL = THIN BRICK VENEER RISERS I// / // EXISTING GRADE BRICK VENEER-w GRADE a a�,'. • JOB: 1416 a,...---EXISTING FDN WALL —ALL—. DWN: ALT to ., 12"W CONT FTG W/ (2)#4 CONT DATE: CONC .SLAB e CONC SLAB REV. —1 7-EXISTING © WALLSEC�ry N 9, 3R \ iiSTERED SHEET NO. SCALE: 3/ - 1 -0 7 HITECT O . I .• EXISTING CONC FTG W/�� O C866 POST BASE I . f-COMPACTED FILL-- •p.a . HNG — — WALLSECTION STATE OF. WASHINGTON A 5 2 0 O SCALE: 3/4" = 1'-0" O ri ' • 5/4x6 CLR CDR TRIM(TYP) 2x10 CLR CDR TRIM(TYP) . 1 II I 1 I PICONT. RIDGE VENT (TYP) J`] p U SIDING—.1/4 51/2" 01 Hs0 CONCEALED FASTENER u u If 6x8 CEDAR - MTL DRIP EDGE CAULK I WALL SHEATNG 26GA METAL ROOFING n uu u y 12 11_ FLASHING : U 6 EAR CDR TRIM(TYP) N_ TOP OF FLOOR (2) 3/8"0 LAG BOLTS 5 4x6 Ct�EAR 0 . . . . . . . . . . . . . . ,..00. /� DR FASCIA(TYP) . . -- 'h . . . . . . . . . +�, N 2x2 CDR TRIM CAULK ".' . . ,r ilir -- _ . . . . . . . . TOP OF PLATE C�r�9P CAULK SIDING _i u p - . . .. �111♦�� _ 5/4x8 CDR TRIM HOUSE WRAP ' '1_ 1 _ p 0 - EXISTING SHEATHING Q P I �, I ' �',- LJI L] 11 5/4x6 CLEAR CDR TRIM 2x6 CDR BACK BD W/ (2) 3/8°0 \ 7 W LL (T�) LAG BOLTS INTO 6x8 TOP & (2) L =�,1- y- ��.� � ,� ", , III �.�jil INTO 4x6 BASE. PROVIDE SOLID 111 111 1 1 L■-y r T BLOCKING IN WALL 0 EACH KNEE til 1-..- I ! . ■'. �', , 1„ y -stir Ass �� LOC. & (4) 3/6"0 LAG BOLTS aN0 STAGGERED INTO BACKING 0 TYP CORNER TRIM III •111 1 ��' '��Ii N I 1 1,1 ! L TYP GABLE TRIM SCALE: = 3/4" _ ,'—o" 1 _ �I I �I TYP KNEE BRACE 4 SCALE: = 3/4" = 1'-0" III III MIL, 1 w MI O SCALE: = 3/4" = 1' 0" Q ,j 111111 Ilk Y V. TOP of FLOOR\ n „1 I„ . . . . . . . . TOP OF PLATE 1"z1-1/4" CRL CDR TRIM (TYP) " 2 2" " W ° i ( A O ( ( ( ( ( n ( ( 10" 10" „1 1 1.1,�� II 1 5/4x4 CDR (CLEAR) TRIM O U o t� l ]LCV ILI L_1 =El _, ii 1 1 SIDING-�; I I �� X ] ■.II I�IiI��i 1I _u T Si,:j h ill I II EM �` J i MIL DRIP EDGE I 7, 1 G1rre3 Z 6x10 CEDARHili �L� I- �' .■. �_ ILVT, . _ rn FLASHING / _ CL d (2) 3/8"0 LAG BOLTS a DE SLOPED 2x2 CDR TRIM leekII IIEl I ivI� �� 1 i L �� 1 �� AIL y4.J 1� ��11 7CAULK�� ®1 II ��ir� �� 1�1 1�� ..el •r �� 1�Iii��. TOP OF FLOr 5/4x10 CDR TRIM ; I [7:>• 1 i. 'L' _ a_ ��_ _ u _� �� ■ .0 �I�51�1i■♦� CAULK� �� I ■I �� .., '�� li 1" REVEAL alIIIII� - rl i-Yr 1 'h11■I'h11il �� L -ill �I�II�J , NI i�liiikillii■lith!141, _ _11 ii TOP OF PLATE WALL SHEATHING I 2x6 CDR BACK BD W/ (2) 3/8"0 Z V 11 ��"'''11 �� I •. Sl �'d �Ir 1' �1 , 1111 , SIDING-�' INTO 4x6 BASE. PROVIDE SOLID L - BLOCKING IN WALL ® EACH KNEE 0 1 `.I_ - r_ Nonni -, 'I,-- - ■� -- r- __ 5/4x4 CLR CDR APRON STAGGERED INTO BACKINGLAG OLTS _ S LIN Toil ?T-� I ■I■■ ,I� — I \ 4 TYP WALLLE: = 4"TRIM (1)TYP WINDOW TRIM 6 GARAGE ARBOR Z Q -I L-1111111111111M ---- -_' .-, --I- ■ I!! !!! SCALE: 3 4 1' 0" SCALE: 3 4 — 1'-0" --yam- -r---- -� i W Cl - z-- ---Ii _= o o a H I 11 = _I1111111111_ 111 - CD riuuiiur, jnhllli W Z TOP OF SLAB CC J w 5/4x6 CLEAR CDR 7RIM(TYP) W E EAST ELEVATION II2x10 CLEAR CDR 1RIM(TYP) J Q SCALE = 1/4" = 1'-0" il 7-CONT. RIDGE VENT (TYP) L,1 " 1 I II 1 .....1LI Ess A I 5/4x6 CLEAR CDR TRIM(TYP) 5` w I 2x10 CLEAR CDR FASCIA(TYP) W o 2'-8"0 PIC W/GRIDSI cV (2) TYPafilligilih,/ �ICON6EALE0 FASTENER uCC��. 12 :6G ' METAL ROOFING _ 12 41911W1,1" MIN r iri 1---------%------<1 SEE TYP KNEE BRACE �� _ II ]r '� �� —� i��o=. - —TI,_ II JI DETAIL ,�._ ( ,� � . �. � ppi 5/4x6 CLEAR CDR TRIM 1 ' J IJL ��HARDIE SHINGLE 4 - Imo. ---� - � -A 5/4x6YP CLEAR CDR TRIM hill. l it I . •- 1 f(nP) ( ) ! r Ali , �� (STRAIGHT EDGE PANEL) v p Mir ! - I I' ]L % LJI I 11 I 'Pr P 2 J _ luL� ,r I 7 1111111 1111lllllll (IIIIIII IIIIIII T� .� �� iii i i — All - 1 _ III ill —h , , 1, - - - - - li l.,'�i ; ' ( lu, !u - u �„ a Iu1, I I� CD _ � �-MilliMill IN 11 II III _, Q �� .�. �.� M1 �� — STAINED nor" � '�1�� 3 �..L� 1 ■En ■■■ ■■■ " GLASS go se�i �I�� ' _ -L ,_,_, ll ■ ll ri ::: ■1 1CD i la i t r i I I JIB 1 All , T a i mmmmiosZ omo =,rrn_�_�■ _ �— __ im um alai_ ,I II l . 11 _ JOB: 1416 __ ___ _y�E=M— DWN: ALT J"IP DATE: irk V p 1 r REV* r 9T RE;.157EREQ SHEET NO*— ' '1. HITECT SOUTH ELEVATION ( YLCR A 6 1 SCALE: = 1/4" = 1'-0" r 111 I I STATE OF WASHINGTON II I 0o 11 MIpCONT. RNT ( ) T_ II II II �'I 1 j 7 1 N I CONCEALED FASTENER J i '� 26GA MET L ROOFING 1 I /� Iv TOP OF FLOOR . . . . - - . 11 ''I ■1 - ! L' TOP OF PLATE J 1I i�"��i 1i�'�i■taw■y' tit I II ,1 ,,� i, I 1 IeI ..., I,'.'' ■■' I1I�' I1 '■■1•t1■'■'�I prof I I�L l ,L,I t 11_ , z ``' �■'' ■ � ■aili 'earn■ t_ rats. i,'■� ��11 iP L� 5/4x6 CLEAR CDR TRIM ~ ��'.I �iv,,iraiiiiii,�i, �■i� 1 T � „ - ■� r11� 1 _I ;' I � (TYP) \ tt� N1 VV� rI■� dHARDIESHINGLE '_ I■ I`■� I 1 c0■�� I � 1 �I (STRAIGHTEDGE PANEL) II iI ,��II�1��I1■��'1 �1 '�1 ■ ' ■,' . W! � I I. I� IN■ ■i ■��' ,_I �I u I u I �iL � _ r a ,pi is.Lifi IN Lop ills. .ONI I ■ _ I Q op 1 �- ,'. . TOP OF FLOOR _ _ , ,. . a , I ills. I I 7 N JL ]I Its- - TOP OF PLATE W I - . 1 y y - Ii a J �O 6x6 CEDAR RIDGE BEAM gin ■ ■ Ail L L _ ,J, I r ' , J, L { IT. ryryryry I liI� U _ ■1■■1- � 1■ 11�' I 1 ..,�i-1 1■I■ 1._ O Ni N -____K I ,` I ■■■ iII I 11111. . [ ,_ J � o 12 7� ■'I■ ■1 �'■, a1 1 1 5 il ■�. �� I , , I \ X r7 T 6 Ip I I I I L , -I II 11A 1 _I, , , ,,- 0) Q_' iii1iSIi1s : _ _, ■ILL ' TOP OFFL00' . . . . . - . . . . - - - . . . . VL.AG • - . - . . . . . - . . , �_,1, 11 ■ � �� , II , 11 L "L� :1 1.L„-1 ■1111111 ;Li_ HT -' - - TOP OF.PLATE Z 1111 ■ina1''� �■ r1i '■I ilia 1 �i �� I L L - z 10110,■ili� i1i m n ilia i��I i i ■ ■ { O ..„,--6x12 CEDAR BEAM 111111 ISM�■ , I ■ g � r � ,_•1 � � � � RECLAIMED BRICK W Z L 1 1 � I , I, 7— ------' J J I _. �.till: '. _ L I1 r WAINSCOT & CAP 1---1. 1 U � _fly rI 3 Z 0 , 2'-0" OVERHANG W 0 Vi WEST ELEVATION 'CC H SCALE = 1/4" = 1'-0" O v/ ad Z 10x10 CEDAR POST-�` W Q /� 5/4x6 CLR CDR TRIM(TIP) CC J a, / 2x10 CLR CDR TRIM(TYP) iI I 9 W IY J 0 Q CONT. RIDGE VENT (TYP) 1� J Y 1 ll Ll L . . . 1 DQ 1 1 I ! I 2" CONC CAP � , W O 1 h ili 1 I� 1 t 26GAE METAL FROOFNG� j r N 1I N 5/4x6 CEDAR TRIM Cl. . �� // - la II N 1 q1i CC 1TAPERED STONE COLUMN ojJj T ■`, ` i ��L�, NUB I I�I" 11,E ,, Tlf _ ,, I�,: Idyl' t hivei� II■0'i�'; � t ii, , , up. 1 lanrigilflity Bill '',71./ ■ Isis 1 tillti . . . . . . Ij. . ,� -: IHARDIE�SFiINGLE-9 ., �r 0 j I rt ■1. 1 1 T Tli �61��.� J i. : L l II G LlI .LJ i( L �_ BRICK CAP 6is I' .� 11 II �� ( 1 � -PLC' (STRAIGHT EDGE PANEL) 'iJ Q\ L I Ha _ li P. ■ I - 1 J ,L,_ I la 1 itII t 1 I T��1It ,■1 ■I1■�1 Ii I �fIll ,� ■ y1�f1 - T rH. _ ■I■1 ■1 BRICK TREADS - - - ,, y 1 I I I I"-" _ ■ Zit i IIi' Lii BRICK FACADE-� ', J 1 - -" J■ I I- I JI I Jt 1i9II . ,RISERS� � 'L � Hi � 5� � itri,i, -...,e,,,,, , , r , � ,L.,1 � �, I7 .. ._J � 0 I III I CC s WALLSECTION II L ;r i iII lIit■ fill I�uui I II l� dI� I� 1m x 11 • J_ 11 1� 1 .11111 ■,. SCALE: 3/4" = 1'-0" �� ■� ■■ ■I '� : • � 1�� - 5/4x6 CLEAR CDR TRIM _,.It •4 �yI ■ _.I_ . '�, I�I■�■ IL yly F F ' v I_ �■ 110111,1111 I JOB: 1416 I ■■■ II r1��I ■I DWN: ALT f 1 ■■■ 1'■■• I 1 ■ 1�■ / DATE: I . ■1�1111 ,f��li 1 IJ jl*%IJLJi11 �I i I. , ■ 11.111111.It Slag , I!�y■ �� ■ I 91 3 RE;IHITECT SHEET NO, II � :� II �I Iimi I� 11 11 • 1 r�ITEcr I1 I slog go 1.II I -Mee 1�1 L� l if I omit l(, r i ,. ,i47NORTH ELEVATION ,LOR ■ STATE\ OON . 2 SCALE: = 1/4" = 1'-0" ❑ ❑ ° SHEARWALL SCHEDULE HOLD DOWN SCHEDULE rn MARK FASTNER U 8d COMMON NAILS (SHANK DIA. = 0.131") 0 O O 3 MARK SHEATHING NAILING TOP PLT CONN. SOLE PLT CONN. NOTES MSTC52 2 al fa 0 7/16" CD-X OR OSB (1) FACE 8d CO 12" O.C. FIELD LTP50 16°°/c (2) 16d 0 12"o/c 1,2,6,9 © MSTC48B3 O 7/16" CD-X OR OSB (1) FACE 8d 0 4" O.C. PNL EDGES LTP50 16"o/c (2) 16d 0 8"o/c 2,3,6,9 Sd 0 12" O.C. FELD HDU2-SDS2.5 W/SSTB20 (2) 2x STUDS OR STHD10/STHD1ORJ I- U 8d CO 3" 0.C. PNL EDGES 3 7/16" CD-X OR OSB (1) FACE 8d 0 12" O.C. FIELD LTP50 16°o/c SDS25312 © 10"o/c 2,3,7,9 O HDUS-SDS2.5 W/SSTB24 = v © (2) 2x STUDS OR STHD14/STHDI4RJ O2 0 7/16" CD-X OR OSB (1) FACE 8dSd 0 0 12" 0O.C.C. FIELDPNLEDGES L. LTP50 12"o/c SDS25500 is8"o/c 2,3,4,8,9 © U HDU8-SDS2.5 W/SSTB28 4x6 POST o 8d • 0 4" O.C. PNL EDGES (Ni" ❑ c © 50 7/16" CD-X OR OSB (2) FACE Sd 0 12" O.C. FIELD LPT50 10°o/c SDS25500 0 6"o/c 2,3,4,8,9 ___ Sd 0 3" O.C. PNL EDGES O HDU14-SDS2.5 W/SB1x30 6x6 POST © O 7/16" CD-X OR OSB (2) FACE Sd 0 12" O.C. FIELD LPT50 8"a/c (2) SDS25500 CO 10 /c 2,3,4,8,9 Q rommlim.mm 8d 0 2" O.C. PNL EDGES4 MSTC66 Q ® 0 7/16" CD-X OR OSB (2) FACE 8d012" O.C. FIELD LPT50 6"o/c (2) SDS25500 0 8"o/c 2,3,4,8,9 Z w 10d 0 3" O.C. PNL EDGES HDU11-SDS2.5 W/SB1x30 6x6 POST 1 O 0 0 5/32" CD-X OR OSB (2) FACE LPT50 6"o/c (2) SDS25500 0 8"o/c 2,3,4,8,9 .1 ❑ ° 10d 0 12" O.C. FIELD M _ cV I o O O © SHEARWALL NOTES - 1.) STRONGER HOLD DOWNS CAN BE USED IN LEIU OF THE ABOVE. CO rn 2.) SEE SIMPSON WOOD CONSTRUCTION CONNECTORS BOOK FOR PROPER INSTALLATION J 1. ALL EXTERIOR WALLS TO BE TYPE U.N.O. 3.) 3x SILL REQUIRES "SSTBL" HOLDOWNS WHERE "SSTB" ARE LABELED ABOVE W ° O 4.) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALL THREAD 2. BLOCK ALL PANEL EDGES. ---� r---� r---- r---� r---, EXISTING PIER & L,_i AND COUPLER I I I I I I I I rFTG (5 TYP) ❑ ❑ 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PANEL EDGES Q CO I • I I ICI I I ■ I I ■ I I ■ I RELIEVING EDGE NAILING. I I I I I I I I I -..--I---___ n L---J L____I L---J L---J L___j CLEAN, PRIME & PAINT Q r 4. PROVIDE 3x SILL PLATE. EXISTING POST BASE w I 5. OFFSET PANEL EDGES. ( ) 0 U o 6. PROVIDE "0 A.B. © 48"O.C. W/ 1/4"x3"x3" PL WASHERS, or (2) 16d 0 8" O.C. N Y ALL EXTERIOR WALLS TO BE TYPE O U.N.O. 7. PROVIDE Vs A.B. 0 24"O.C. W/ 1/4"x3"x3" PL WASHERS. SIM. 2 o A2.2 re)BASEMENT SHEARWALL PLAN 8. PROVIDE Y2"0 A.B. 012"O.C. W/ 1/4"x3"x3" PL WASHERS. ri 3'-0" X>msw .. 12"x6" CONT FTG W/ (2) 4 CONT, -1 L m Z SCALE: = 1/8" = 1'-0° 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. COORD. LOC. & LENGTH W/ STAIR u J I J 0 O FRAMING r �� H I a W H d. C 1 1 13'-0" I I L ''J © - .. _.-. 0 y \ r i I � \ O Z ❑ ❑ r - --__--. __--- --_ Z © EXISTING FDN- O O O1 1 1 ,WALL & FTG /REMOVE EXISTING O © ❑ A2.2 .4 FDN WALL & FTG �' Z EXISTING SLAB TO BE REMOVED & III `oo 10 9 REPLACED W/ 4" CONC SLAB W/ FIBER immmi = A2.21 4x4'x12" CONC FTC MESH OVER 6MIL VAPOR BARRIER ON �/ Q 'i' ® -�W/ (5) 5's EA.. WAY COMPACTED FILL 0 - --- $ 1/8z7 1/2" GLULAM 2'-6°x2'-6"x12" CONC r j • Ot PROVIDE 6MIL (BLACK) VAPOR BARRIER II6x6 l� Q - 1-. i CBS 66SDS20N mN CBSQ86SDS2 �G WI (4)6x6 DF 1 ONY o I I * I o W 6 0 CRAWL SPACE, LAP SEAMS 12" MIN q (/ CONTROL JOINT 0 ° . - L 4x10 DF2 :; , ��2'x2'z12�" CONC FTG - , II ... -._ REMOVE ,4,--CONTROL ' `"F' J 11-Nr t • ® -LEVEL SLOPE 2" TO EXISTING FTG T O 4x10 DF 2 r- I W/ (4) {4'b EA. WAY , • © r�a \ = - ° �I -fl J PIN T,0 FOLK O.H. DOORS SAW-CUT OUT EXISTING CONC FDN O O 0. 0 Jr © NO • 1 WALL AS REQUIRED (TYP 4 LOCJ COw/ AT z ° ° I In SIM. INS ALl. R1O RIGID INSUL 5 ��VV/Cr iiimi Q I - NayUN ER SLAB AT ALL A2.2 I �' CO DITIONED AREAS t 2 1 0o n /-12" WIDE CONC FDN WALL W/ #4's1 i' © O �'�' 012"o/c HORIZ & 24"o/c VERT. ___ Jr-- __ l �' 7 I EMBED VERT. BARS INTO ROCK F� \ _- - O 0 / '� � I--J I 4"MIN. COORDINATE EXACT SIZE, LOC. / II 1 �' T W/ 0 •O ❑ ° O O ❑ Lgar - J' \�-8'z20'HCONC FTG SW/ 4's ® 6°o/c EA WAY. A2.2 ELEVATOR -1 Q 0 ❑ _ 4X10 DF 2 1-2,-8- ir co PIT I ^ A �/ imml O \ II " / ,� EXISTING FDN 1 6'-2" T-11" EXISTING FDN J CC 2 i / OLI WALL & FTG / WALL & FTG ❑ L ^\- --1� �r 4 �C I r - \ \ i I a O 1 J L--� I _ 1 w W r/\ I 0 0 O O O M A2.2 -- - T `SAW-CUT & REMO I- r - J W O EXISTING FDN WAL, & FTG cV b ° ❑ ° d ❑ ❑ 2 2 2 SIM. \-WIDEN EXISTING FTG 12°, cr A2.2 II j A2.2 A2.2 PIN TO EXISTING WI #3 J I L_ J BARS 24"0% L T_ I ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. \ \ MAIN LEVEL SHEARWALL PLAN - r A222 - �-----8' 6" PRE-FORMED SCALE: = 1/8" = 1'-0" - FDN SCREENED FDN - r J m VENT. (16.REQUIRED) / T w ) - COORDI ATE W/ OWNER RV ARCHITECT 3 I \ \ v , © ("DURING EXCAVATION OF THIS AREA TO L A2.2 J r J I ACCOMMODATE STORAGE AREA BELOW I SUN RM. W/ 6'-f\N HEAD ROOM & 1 I ' Q O O 0 H I 4" CONC. SLAB. - M I-- O 1 © � � ❑ ❑ 2 7,11 4 \ r \ r �! 1 ❑ 0 O o ❑ ❑ Ain O R A2.2 A2.2 / 11'-8" / 4' 1" 0 1�\ V BUCK�OUT FOR 3-Ox6-8 1 I BRICK FLOOR OVER�� O STL:DOOR. COORDINATE �' 00 I 4" CONC SLAG `� COL. W/ OWNER L; OVER GRAVEL FILL r� JII TAPERED STONE COLUMN U - ER- r-L r' - i 10 10 CEDAR POST ON GALV Z L �� KNIFE PLATE BASE jug ). \ ,I L J 14"SQ. CONC PIER WI (4)#4'S 1_ J L_L-__J CL VERT. & #3 TIES 0 6b/c 1 ❑ 13'-5 1/2" 111-2 3/4" 2 10'-0 1/2" p 13'-E �/4" 14'-2 1/2" 0 / / I / / / / z 2 7.75" MAX STAIR DATA: ( �} j ° 11" MIN TREADS �`2 NOIN ALL NEW FOONGS & FOUNDAON OCT 0 9 205 ¶CU Za15 0 WALLS TO EXISTING W 3 BARS 0 Ci 0O A1. / 1r z 2 ❑ 12"o/c MAX VERT. & HORIZ. EMBED 4" NORTH ,-'-w- '� .�'"°w� MIN W/ SET EPDXY Osm,0 0 ❑ �� FOUNDATION PLAN - 0 - 1 2. PROVIDE (2) COATS ASPHALT EMULSION NOTES'• O1 O �� SCALE: = 1/4" = 1'-0" © AT ALL BELOW GRADE LIVING SPACES ANCHOR BOLTS: 1/2 ANCHOR BOLTS 0 0 00 ❑ 0 O AX FROM EN UNLESS NOTED"OTHERWISE2INMSHE SHEARWALL DS JOB: 1416 SCHEDULE SHEET A2.1 DWN: ALT USE 3"x3"x1/4" GALV. WASHERS ON ANCHOR DATE: 2/27/2015 BOLTS WHERE PT MUD SILL IS USED, REV. 5/11/2015 ALL HANGERS & FASTENERS IN CONTACT W/ ALL EXTERIOR WALLS TO BE TYPE U.N.O. ' PRESSURE TREATED MATERIAL TO BE HOT 91431 R '.iHC D SHEET NO. UPPER LEVEL SHEARWALL PLA\ il DIPPED GALVANIZED VENTILATION STAINLESS STEEL. 11 SCALE: 1/8° = 1'-0" CRAWL71S. ./50 8NS.FF.. VENT REQUIRED YLOR = 3.8 S.F./.56 NET FREE AREA VENT STATE OF WASHINGTON A2 . 1 = 7 VENTS REQUIRED & PROVIDED t A2 1 GENERAL REQUIREMENTS ENERGY CODE NOTES ROOM MATERIAL SCHEDULE ROOM NO. 201 WALLS I FLOOR MI GENERAL REQUIREMENTS: 9'-0" CEILING 1. CONTRACTOR TO ADD ADDITIONAL FRAMING OR BLOCKING AS REQUIRED 9. EXTERIOR DOORS TO BE ADJUSTED SO WEATHER-STRIPPING, THRESHOLD, & DOOR CEILING HEIGHT 1. PROVIDE A 20 MINUTE RATED, SELF CLOSING 2-8x6-8 MIN DOOR BETWEEN GARAGE TO MEET CURRENT ENERGY CODE REQUIREMENTS SWEEP ARE WORKING PROPERLY & SEAL WELL. FLOOR/ WALL/ CEILING/ AND LIVING AREA. WRAP ALL SUPPORTING STRUCTURAL MEMBERS, WALLS & CEILING AT al GARAGE WITH 5/8" TYPE "X" GYPSUM WALLBOARD. BASE FINISH FINISH 2. AIR LEAKAGE. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM 10. BLOWN IN ATTIC INSULATION TO BE INSTALLED IN STRICT CONFORMANCE WITH JOIST BETWEEN STORIES TO BE CAULKED / SEALED. ALL HOLES IN BUILDING ENVE- MANUFACTURES RECOMMENDATIONS FOR DENSITY & COVERAGE. PROVIDE VENT BAFFLES - I o 2. MAKE ALL ROOF PENETRATIONS FOR VENTING ETC. ON NONCONSPICUOUS SIDE OF LOPE ARE TO BE CAULKED / SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, AS REQUIRED & INSULATE & WEATHER-STRIP AT11C ACCESS DOOR. CARPET A 1/2" G.W.B./ 1 5/8" G.W.B./ m RIDGES. PLUMBING & HVAC PENETRATIONS. OUTLETS, SWITCH BOXES AND RECESSED FIXTURES WOOD BASE TEXTURE,PAINT TEXTURE,PAINT . ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED / SEALED WITH APPROVED 11. PROVIDE MAKEUP AIR WITH FRESH AIR DUCTED DIRECTLY INTO THE RETURN AIR = v 3. FURNACES SHALL BE INSTALLED TO HAVE A MIN TOTAL CLEARANCE OF 12" ® SIDES SEALANT, OR HAVE FOAM FACE GASKETS INSTALLED. ALL RECESSED LIGHTS ARE TO PLENUM OF THE FURNACE SYSTEM. INSULATE THE DUCT WITH R-4 IN UNHEATED 2 WOOD B 5/a" TYPE x G.w.6 2 5/8° TYPE X G.W.B WITH A MIN CLEARANCE OF 3" ALONG SIDES, TOP, & BACK BE IC RATED, AIR TIGHT & SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND SPACES. PROVIDE A DAMPER TO REGULATE INCOMING FRESH AIR WOOD BASE TEXTURE/PAINT TEXTURE/PAINT U O ALL WINDOWS & DOORS TO BE SEALED / CAULKED. 42"H WAINSCOT 5/8" G.W.B./ 0 4. HOT WATER HEATERS TO HAVE T & P VALVE PIPED FULL SIZE TO THE OUTSIDE AND 12. PROVIDE OUTDOOR INTAKE DUCT WITH DAMPER TO LIMIT AIR FLOW TO 145 CFM 3 CERAMIC ME C 1/2" G.W.B 3 TRAY CEILING M " GRADED TO DRAIN, NOT MORE THAN 2' OR LESS THAN 6" FROM THE GROUND AND POINTED UNDER NORMAL OPERATING CONDITIONS. WOOD BASE TEXTURE,PAINT 1..` 3. ALL CEILING EXHAUST FAN DUCTING TO BE INSULATED AS PER CODE & TO HAVE TEXTURE/PAINT DOWN. IF DUE TO THE WATER HEATERS LOCATION IT IS IMPOSSIBLE TO CONNECT IT TO THE AS FEW BENDS AS POSSIBLE & TO TERMINATE AT THE EXTERIOR OF THE BUILDING. BRICK Q Q OUTSIDE THEN PROVIDE A FLOOR DRAIN AND PIPE IT TO THAT. 13. ALL GAS COMBUSTION APPLIANCES, EXCEPT STOWS & CLOTHS DRYERS, TO HAVE 4 5. KITCHEN RANGE, DRYER, BATHROOM & LAUNDRY ROOM VENT DUCTS SHALL HAVE 4. INSULATION BASE ON TO FILL ALL EXTERIOR WALL CAVITIES. DO NOT COMPRESS. COMBUSTION AIR DUCTED DIRECTLY TO THEM. MI SMOOTH, NONCOMBUSTIBLE, NONABSORBANT SURFACES AND SHALL TERMINATE OUTSIDE THE CUT TO FIT AROUND WIRES, PIPES, & OUTLET BOXES. RECESSED SEALED Z w BUILDING AND SHALL BE EQUIPPED WITH BACK DRAFT DAMPERS. FIXTURES IN EXTERIOR WALLS TO HAVE MIN. R-5 INSULATION BEHIND THEM. 14. ALL COMBUSTION EXHAUSTS TO BE SEPARATED BY A MIN. 3' VERT. & 10' HORIZ. 5 CONCRETE 5. ALL HVAC DUCTS INSTALLED OUTSIDE THE HEATED HABITABLE SPACE TO HAVE 15. COMBUSTION AIR: UNDERCUT UTILITY ROOM DOOR 1" AND PROVIDE (1) 4"x8" 0 N 6. EACH BEDROOM IS TO HAVE A WINDOW WITH A MAX SILL HEIGHT OF 44" & A NET SEALED JOINTS, CORNERS, AND BOOTS, AND INSULATED TO A MIN. R-8. COMBUSTION AIR OPENING WITHIN 12" OF CEILING CLEAR OPENING OF NOT LESS THAN 5.7 SF, 24" MIN HEIGHT & 20" MIN WIDTH. Cl) of (W/ BATTERY BACKUP) SMOKE DETECTOR IN EACH SLEEPING 6. A ONE PERM OR LESS VAPOR RETARDER ( IE: KRAFT PAPER, PVA PAINT ETC.. ) �/ a 7. PROVIDE A HARDWIRED ROOM AND OUTSIDE EACH SEARATE SLEEPING AREA NEARBY. EACH STORY SHALL HAVE IS TO BE INSTALLED ON THE WARM SIDE OF ALL INSULATION. INSULATION VALUES LEGEND: LLI AT LEAST (1)SMOKE DETECTOR. ALL SMOKE DETECTORS SHALL BE INTERCONNECTED (NFPA 7. ALL RECESSED LIGHT FIXTURES IN THE THERMAL ENVELOPE TO BE CERTIFIED Q Y WALLS CEILING FLOOR WINDOWS DOORS 72) UNDER ASTM E-283 AND SO LABELED, OR SEALED AROUND THE EXTERIOR IN AN AP- ABOVE BELOW CRAWL TO SLAB ON Q CO 8. PROVED MANNER TO BE AIR TIGHT, FLAT VAULTED VERTICAL OVERHEAD AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH GRADE GRADE SPACE FLOOR GRADE SEPARATE SLEEPING AREA NEARBY AND ON EACH LEVEL OF THE RESIDENCE, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, NFPA 720-2012 AND LISTED 8. ALL WATER PIPES IN UNHEATED SPACES TO BE INSULATED TO A MIN OF R-3. R-21 R-21 R-49 R-38 R-30 / R-19 MIN* R-10 U=o.30 U=o.50 U=0.20 J Cirr 1" C.C.F. U=0.029 AS COMPLYING WITH UL 2075. ALL ALARMS SHALL BE HARDWIRED AND INTERCONNECTED * SOUND INSULATION MIN. O (.J O WITH A BATTERY BACKUP. C.C.F. = CLOSED CELL FOAM CN CV I O 9. PROVIDE IN A READILY ACCESSIBLE LOCATION FOR A 22"X 30" MIN ATTIC ACCESS 17 CO OPENING WITH MIN HEAD HT OF 30". > 1 Q m X M 10. METAL CHIMNEYS SHALL BE ANCHORED AT EACH ROOF AND CEIUNG WITH TWO 1 ZW 1/2"X 1/8" METAL STRAPS LOOPED AROUND THE OUTSIDE OF THE CHIMNEY INSULATION O AND NAILED WITH 6-8D NAILS MIN PER STRAP TO THE ROOF OR CEILING FRAMING. a 11. CONTRACTOR TO PROVIDE PRESSURE REDUCING VALVE AND REQUIRED ACCESSORIES IF a NW REQUIRED. LINE OF DECK 12. ALL WATER LINES TO BE PROTECTED FROM FREEZING. IF WATER LINES ARE NOT _ / ABOVE LOCATED COMPLETELY BETWEEN HEATED SPACE AND INSULATION PROVIDE INSULATION AS - - - ` - " - - " - - - - . . - . . - REQUIRED TO ASSURE PIPES ARE PROTECTED FROM FREEZING. z BRICK VENEER W/ X : Z BRICK CAP (TYP) Z 13. MIRRORS: 1/4" THICK POLISHED PLATE OR FLOAT GLASS, SILVER COATED AND1 O 12 ELECTROLYTICALLY COPPER PLATED. PROVIDE CONCEALED FASTENERS. 6x6 PT POST (TYP) IA 0 _ UV 1-1- Z _ _ , / 3�-2 1/8.4 1 2"3,-2 1/8"4 1/2"3,-2 1/8° / 4,_O° f 7� • i O A O t �� BRICK VENEER (TYP) Ili CI V rITTI I O - \ \ QQ w J O 8' ,illm / „" / \ / 10 CO OtS Q HIMto W ^ 9• :I < ... a .d - , \ / • WINE CELLAR Cr J LJ " 3A1 • / \ Oj 9'-t` \ 1In W Q ... * A5.1 Q a / \ J Y • O � . e / \ Q GARAGE 0 ' 6x6 DF 1 /5 1/B"x7 1/2" GLULAM 562 LI-I J` VARIES 6x6 DF 0 0 ` / 111 O ALL GARAGE WALLS & CEIUNG Lid N EXISTING NATURAL \ / IX N a STONE WALL I � :.. LEVEL SLOPE 2' TO TO BE 5/8" TYPE X G.W.B. a a O.H. DOORS • M \ /, i 51-7" K2s'----__Cli .-4" 4'-2" 8'-0 1/2" 314'-21/2" .\�//. • . 2'-0 7/8", 2'-3 1e" t / • /� O / \ VESTIBULE \ -ff=f 1 1 13= Q ° 3A1 ' 9'-1" I ELEVATOR \\\ 2x6 DF /2 STUDS / \ ,o LI"J .� 5 1-HOUR RATED `1 3/4" x 9 1/2' LVL o Co I- 7 O SHAFT TYP) T - . . - . . - . . . - . . - \ _EXISTING FDN WALL 10 \� (SEE DTL 1/A3.1) ~LINE OF FLOOR ABOVE - O / 4-6' X- \\ \ \ STAIR DATA:'. td- ,. • b UP it N 7" MAX RISE N o ¢ O ' 13R 11 MIN TREAD "I I ;:� F c - \ . U a. s ° .. fin, . �,n O �/ 0 O6 PROVIDE 5/8' TYPE X L L �-G.W.B. ON ALL WALLS, \ I- N \a 0 ' ^ CEILING & UNDERSIDE OF ;LIP m V 4 , STAIRS & LANDING BR ,n 4 .4. < O CO z �' d \ ° 4 .. - AI II - L Fc N\ \ O '\ B B L U `1 1/2" RIDGID INSUL BRICK VENEER (TYP)-) O O a ,, BETWEEN 2x4 PT (FLAT) z J < . ., < /2'-61r//r-61/8•//51/2" w Q < / •/ 14,-1. 11/2' - cc L LL I V) z A © Q Li.l ° "--LINE OF PORCH ABOVE A4.2 A5.1 CO CD �NEWFDNWALL L . . - . . - . . J 4 , JOB: 1416 NOTES: OWN: ALT ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE DATE: 2/27/2015 NORTH k BASEMENT FLOOR PLAN a" EXHAUST FAN V.T.O. REV. 7/5/2015 „/ SCALE: 1/4' = 1'-0" eS D SMOKE DETECTOR 91. R '.ISTERE SHEET NO. efO• ITECT CARBON MONOXIDE DETECTOR H VAC CENTRAL VACUUM INLET I_ INTERIOR LIGHTING: STATE OF WASH NGTON A3 . 1 MINIMUM OF 50% OF ALL LUMINAIRES TO BE HIGH EFFICIENCY TYPE FIXTURES