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Permit File 3414 Cedar Glen Court
• `,t v o CITY OF ANACORTES WASHINGTON ,r,, yw, BUILDING DEPARTMENT Ic. CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): ly'x Single Family Residence Located At: 3414 Cedar Glen Court STREET&NUMBER Owner: Irving Construction Constructed By: Owner OWNER OR CONTRACTOR Bldg. Permit* BLD-2004-9947 Date Issued: 10-18-04 fi'� Occ. Group: R3 Use Zone: Ft2 .' Has Been Inspected And Occupancy Is Hereby Authorized. This 7th Day of January 20 (,a5 I/G AUTHORIZIN FICIAL SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. ■ ■ 0513304-1 0005 05/13,`2005 002 4 I, Permit Fees 006443 $37.00 • .�� Y 0 :, City of Anacortes Permit#: BLD-2005-0348 904 6th Street Issue date: 05/13/2005 `!++A Ari Anacorx 547 Expire date: 05/13/2006 Anacort!/1 es, WA 98221-0547 ct (360)293-1901 Job Address: 3414 CEDAR GLEN CT Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new deck. Owner: ROBERT BUTLER Contractor: Address: 3414 CEDAR GLEN CT Address: ANACORTES WA 98221 Phone: (360)588-6917 Phone: License#: General Information: Fees: Building Valuation 2000 Building Permit Fee 32.50 State Building Code Fee 4,50 Total Calculated: 37,00 Deposits/Receipts: 0.00 Total Due: 37.00 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 O,RtO9AL LAW,Ry,)E",GULJATIINNG CONSTRUCTION/ OR THE PERFORMANCE OF CONSTRUCTION. Ai. ` BR/''l..(-,ice"` SIGNATU /JgJF Ot/VN OR AUTHORIZED AGENT ISSUED BY V / J / E CEDAR G �, cy/ eeEN COURT �TW crmNE C33: DELTA -COAO'575YSY RAMS <— LIMN-07.7237.71' D pN' DELTA ]4'eT CURVE •• •'. , n •. DELTA .51A0' n 1/ b•4 (Sa 5 -"KILO MLRT�A�ELE 1 y w 1. 4 gr+ ss PNBNr 52441(2E -- . 'l• •.'tl i I la � .• .• I • yl'——f--j PorcM1 r •` . $ ----E-...,•J -. , Garage "•J'•• Ilg 4 I : j I .gyp ri SI Residence • '•I ,A6 j k LOT 11 wm:mn M Adjacent Lot _-- _ -1--�-� LOT 13 ! Adjacent Lot / E/h. IN-a n•d s]T i -_ - //�,W skp 1 r —_ „_'_... it ; i, i" LJT 12 1zt� I 1ax161 I i i,;17153 1 r [� -, r I.: trlth b I 44 11 It h �.�`" 4i_ . , 15'PUBLIC UMW IA NM � \ I . Nvlertw ss0r1%."'••••,,... ` i w�§ SK L E TRACT to latticereslarT it PUBLIC VIM MOOR1 I CITY-9 CORTES PAMI f CENTER LOT 22 LOT 21 A P OV LAI\ES Adjacent Lot Adjacent Lot ,,:ca4MIT NO. -- — ---.....-- .:CRESS __ SITE PLAN ROVED Sv �� _ -,_ '_JECT TO HELD INSPECTION. OvERSke gi-'-I VIOLATION OF CODE IS NOT INCLUDE.: ')(", /It:+ F�f/ g� —' C.-. d 'er. i .. .1i . _a r, v.al: `_ /` t '}Y./1 ! r 7_-f_e_ip''rr - _-- - - _ ` -yi i.} c•.aF d .n - r_ P ,. t /,til e\�/ 3 -- ,,I..,-si yo„,,N/T-n r , 4,(.:/st -i l\E44 `� S 4 _ _ - ' jl X 5�" rl Ct: (4e}l?_ j. "gyp` .:.<, L)",,L.'/''1LS (AV ,. F"t'.+, , �` ~•'• �(,;�C.Li 13 F, _ � 7 ai. '..- . „ ;,i' �9�jt - '1 G!_sj".. `' _ /p l ,J J2 ! tf C t;'M1ay 7 • L .t. eau-..- _ 9, - ___. - ryj, i N l.�Yl ,r` (E "p€ -J 1 �It, � ci."i••'• Yy y �I<<6 it. ..w---yam ` wa.t+ t 4 t! ,, C E a i H t I fI j _ .. .. .. - - M1 i 1i Y.�.�...�... n- .a-.n .• .. ..•,..... t:: .-.ay.r L nve.-:.k iyY`v `Wk.l i`mY^Vui'Fb'.aK✓ yva$l' `jam g' ' •.per I I 1.7 H( , :-.':— )/j1 , j ' H Li VAllSF'•[_!-F jb:`e,;,k (I . _.. --- • Pico}� eq�a99 +� S(�c, u 1xiaa-�• l-�1co Qv1-A f / 1 ITV OF,ANACORTES "AS-BUILT" iv Sewer r/�� r" Storm )NTRACTOR: 1J€c Leo- (sC)5 ,AT/DIVISION: Les/ a hC G BLOCK. )T ADDRESS: 3 d i L( <c'_ 0/a® �' 6 t1 4. �C e cQ/. I/ -, ,2 C C "` ATE: p�/ ,R1t4IrtFF1-I/,200Y-- /9y7 SCALE IQTJ = All f� L f l I� J 4I i_ _+ _ — 1- _!? ! 1IR i „. : se 7---, p 5;9 Y -r . • _lit_ F: ( PITY - (C.ntr ; I ; 1 )CATE STREET(S)ON GRID MAP tDICATE DEPTH AND DISTANCES OF CLEANOUTS ITY OFANACORTES "AS-BUILT" [V sewer �/�/ r Storm )NTRACTOR: '✓?C (-©05 /� ,AT/DIVISION: l�.[b� #(/1� C � d - .C/lk r. BLOCK )T ADDRESS: J 1 I 1 `� '�(' ,L.� C E2 • kTE: 10/20 /ao 1, d ?RMIT#Y��Vv ! " /977 SCALE T5 _ T REET IMIERtralreCtrfli sis milimmom= onal narns misismom nilaMEME= sum n If )CATS STREET(S)ON GRID MAP IDICATE DEPTH AND DISTANCES OF CLEANOUTS ."'f -'. ,r• - - • ... , * .4144mt=e. -•• •• ..c - • • ' -• • - -a tt,, e i ,i -4 , '• . s a pf I. .16 • ;51" . . ' •. .s . , . ..4 .s ,..... it. ' ''''''',. r-'' ''' ''''01 e o - - '4 ..V ' I • .: . 1.. , • • ...., „, •,„ni i ,,o,„,. , . ,. . ' t- • ,• . . • , Ir . '. -. - •..ai rit,, . ' , `4:-.11-; . , .. i 01 . 4,' - , 3 4 t .7 -7It 34•• 'e I.. 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'.}•1�, .�,,,,, s w„ ,41' {p' "...t - �'' .L - - - 1 .- "�� s 1�.�1����y�.tom fa • Jig Y ; ,r , r4b .„- +,„re . ..-. , y* � 4: P .�p r �� • , / } P � h 1 ` I y''it44 '� fi 1a -�,. `�µ ^ tie f .1". yr* f` -•t A____ ''{ IIt ... • .dr-., -•ram_° _ , 1 • •r.. " .- ,, - 1 - r .14 . ‘",40-r-6-..Wt- ,t.I k,R Ei I-M PIL,".0.-.i."re'"'-' *w •I 4!•! m ,•i, ,�..-- } r•_, - - w ,y,'�.. _ « ram` ''''l MIi" .•'.''i.'.1..."'.-:.- . ...i1/4 I• 7 1 • 1 Ow . li 4 . f: pi, 4- YI `.:.: INinlinii id,Ali 1 I Al iIU _.~ a fir: • I • yO ) , J )2 0 201_9 y 2 1 ) 727C 9 * 01) 0-7 °1 0429204-1 0002 10/18/2004 002 4 Permit Fees 005126 $8,918.60 'S'ee X. O,., City of Anacortes Permit#: BLD-2004-9947 904 6th Street Issue date: 10/18/2004 P.O.Box 547 I " ' 0; Anacortes, WA 98221-0547 Expire date: 10118/2005 ,,is ... (360) 293-1901 Job Address: 3414 CEDAR GLEN CT Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P120983 Remarks: New single family residence. Owner: IRVING CONSTRUCTION Contractor: Address: 819 COMMERCIAL AVE Address: G ANACORTES WA 98221 Phone: (360)293-6354 Phone: License#: General Information: Fees: Lot Area 7715 Plan Review Deposit 100.00 1st Floor Square Footage 1111 Building Permit Fee 828.00 2nd Floor Square Footage 1580 Plan Review Fee 438.20 Garage Square Footage 540 Mechanical Permit Fees 121.90 Building Valuation 257075 Plumbing Permit Fee 153.00 # Forced Air Furnace<=1,000 1 State Building Code Fee 4.50 I #of Bathtubs 2 Sewer Inspection Fee 50.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,126.00 #of Clothes Washers 1 Sewer GFC-Residential 4,682.00 #of Dishwashers 1 Park Impact Fee 615.00 j #of Gas Fireplace 1 Traffic Impact Fee 900.00 #of Gas Piping 1 Total Calculated: 9,018.60 #of Gas Water Heaters 1 Deposits/Receipts: 100.00 #of Water Piping 1 #of Hose Bibbs 3 Total Due: 8,918.60 #of Kitchen Sinks 1 #of Lavatories 4 #of Range Hoods 1 #of Showers 2 #of Slop Sinks 1 #of Ventilation Fans 5 #of Water Closets 3 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. • SIGNATURfr OWNER OR AUTHO D AGENT ISSUED BY 0428004-1 0002 10/06/2004 002 4 Permit Fees 005126 $68.03 CST 0 ., City of Anacortes Permit#: BLD-2004-9949 904 6th Street Issue date: 10/06/2004 P.O.Box 547 14' • Anacortes, WA 98221-0547 Expire date: 10/06/2005 Cotety- Job Address: 3414 CEDAR GLEN CT Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: P120983 Remarks: Foundation only. Owner IRVING CONSTRUCTION Contractor: Address: 819 COMMERCIAL AVE Address: G ANACORTES WA 98221 Phone: (360)293-6354 Phone: License#: General Information: Fees: Building Valuation 3000 Building Permit Fee 38.50 Plan Review Fee 25.03 State Building Code Fee 4.50 Total Calculated: 68.03 Deposits/Receipts: 0.00 Total Due: 68.03 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. s� w xti / r Lt or piA_e Jh3.—eCAA-0-rTh SIGNATU-41F OWNER OR AUTHOR! UTHOR! AGENT ISSUED BY ir a.. y , > , 1, <.. 'y.. . 6 r .4...ry '.c�<i., ...>.,-.e.f�;c . ,... n . . ..., .eyyy.:,A.<yHµ'i : : is <. ..:.:....... .. SITE ADDRESS: 3+14- CF., Iz at€ t eau R'( ASSESSOR NO.: Izoe 4BLC—Opt)- O12-(0 2 LOT: 1 Z CEDPi Co&e>J 7b4t5c BLO K: DIV: ADDITION: ,`t2��,`yc3or>2<y,�.ozr.<: .;nyNsr ..:..aiaS.F•o"<Ei.S:�nx:: "w`;e.�<:'�i %,cr..a5:3...;:o` .<o-o .e a3 a, . . s.s.y�.''. .e. 3 ..Y�b¢ .b.Mi �:3.:oYe?�rfi'i;diu:Kf<�• . .<Q g';?:<U.a.arm�fa:<is£3Rr: :�:::�d,'yr.�r.:<..a:oa.y:bcfb::.,,'r:...,::<ti;ii`r:+;:"'irt:;:a_:..a.a.. ::. 'C)W arc h. <. ,«...,n..o„. faa, ..en rx.,s;. .a .. 4�f`s`xy:..:..a,.; .<�' �x'..:r'�'.. x•,r.: r� M ,. , . �M� >off""<24M.,i. .<..,e,:,, :�<M:+;gia ::.� �s� y�::.ri3<"<�fe :^<d<bfv`.�fn�e`.: "^i.�0. ... ::....... .wo-...: _,`C.>...:�x:<..;c:vw7.ffb<;;.a...«f:`.:if>.f?�o„�.i`�1\.11isF1'„:F�o;2o�m,.._�iw�O.,.a> .:die.00�.ate"�:.xr:>.ff.^,}.'c0t�a���� +7r �.r ::or>.v.:''^�.. Name: Name: Name: IRVWG Con4STkt3CTIGN ece,PeRATio0 1}o¢.IZoN $Antic IRYING enis rrittcticn1 Cog➢oRt1/41to4 Mailing Address: Mailing Address: Mailing Address: Gn (-0I,,t 1.12ugL AvE,i SATE G. P� RbX 5Ba SIR foMMERGgL Pk* SLATE iG City: State: Zip: City: Stite: Zip: City: State: Zip: ANAeoRTES WR 9a2 1 B ,0/'n," , W4 9e226 gNpeol.-re.5 WA 98221 Phone No.: Phone No.: Phone No.: 360 293 6354- 34Po 213 6354 340 ' 733- 3a5D Contractor License: IR'/tNe p44- Contact Person: A01- 4 eAWIEY or S'D'I( IRVIN(, Phone No.: 36D 22,3 (0354 n,.�.xr3a`•. "h.: 'fPu� �oe�:"vs.:i;4 'o'ww>"•.'A"<t'. ) •-.on2s} .�F.c's�...s;: ':.d2'.'sre"'TffnC`�..A?"4o•:Ez`i`Va`...�'.>`..s_..?,>,:�r,:ai.ar.,r...¢as>e�.<a.<>xk<`Ngf;�" q,'>".,xa^.:�r:.5'.%.dx>xuac.2:s,vyi`�:4'.c`.,:�::::ti<;,,>..o s.�s.:. .< Sn�F�- f .".\i.. j..•ff'-": �,yn `�,:r . o 2e,.0.,,\tip. . <:>u�Sa.fsti ::' `di �y'S `o til toraro.i�:<s�oe�<%dada.;...u<�r..:Ycfa«ua.¢F;°'i,:fR}c:.ida'3_i.'a;•:fn✓8;^a:i o�F`.�.k.� �]`.�'�'`X!F� �',f:rt;'9,2..s9b:>3,:..5?�CL';...e .rdi. b� "{✓;11�.�Nf:x'�1'�q.� �rt`.� +..,,.,`,'tR..�.$.p}nYau`2ia,_.`.N2."�_.v.<>y`/nan %..':rr.\:..:".;��i:.�..x.. �.N£<�:�.:a>a:..<a 15< a (Check One) / Single Family: J Multi-Family: Apartment: Condominium: Senior Housing: Retail: Office: Restaurant: Manufacturing: Storage: Bank: Assembly: Accessory: Automotive Repair: Other(Specify): DESCRIBE OF WORK: NCI° RSsibiuef— a '�+.f0•<f y0.fYF's•::p:!<.'O:f:v: <U.in:, :i';vv.r..;::i:.'lieU:<i.::'.. :I'i\<>Y,m \RYfr'�i...ii'. .r 'sdpMw ., >nd_.,rh.e?, 3r�:<+ ::r,...>'o T.;:�;�uaaD"<y<f;:4f<eJ�aio" :%4%•;Yvdi `n`g"e' i:'>:i¢i, Y6.<'v w�r�>�i>.� :.x n.:,h�';;�g�o'«a:.� �1;'� s . r},■ �?.�'.<.f:`�fl.�>.;a'':':�y ,f`.;<,�cR+,S .�gr...u<z:o•.'iS'fu;_i' nCo ss. � a .e%ns M X.uoy� a:"" f,m: ."w.ma2 i(»`>°a9 kn>rd'.oysR...`va<c'sm g`n%:s1ai`Sns�Sf`c% Street Setback: Zo ft. 2nd Floor: 158D sf. (Circle Y or N) 1st Side Setback: 5 ft. 3rd Floor: sf. 2nd Side Setback: /D ft. Basement: - 'sf. Shoreline/Wetlands Y Rear Setback: Zo ft. Occ. Group: fa-3 Akt O-1 Water on/Adj. to Property Y etb Use Zone: R•2 Carport Area: •-----sf. Soils Report Y Type of Construction: V pa. • Rrrr&p Garage Area: 54-0 sf. Sensitive Area Y iSD Lot Area: It 7,7t5 f No. of Stories:2�3, ° Latecomers Agreement Y SP No. of Dwelling's: I Building Height: ±Zq'-q' Fire Hydrant(250 FT) N Lot Coverage:Z,o23 (2(e.2%) Deck Area:------ s£ Variance y1.0 1st Floor 1111 sf /e ,a)a Covenant Y 83> Project Valuation (Labor and Material Cost): Qb /, 075 THIS APPLICATION IS RECEIVED BY THE BUILDING OFFICIAL UNDER THE PROVISIONS OF THE UNIFORM BUILDING CODE, AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY ' SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY, Ieit crlHIS ' I.i ON IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORDIN p IT.Gi'R1{I �l WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NO ,INCLUDING CALLS FOR INSPECTI `L., 'I, SIGNATURE: eke 1 AUG 2, 5 iN 'I'E:6+ `a .oy ' . � . x On: It .'7; % a a, .w PIZnY83 SITE ADDRESS: 34-* &t Q Oial Ceuta ASSESSOR'S NO .: 492.5.- Ooo -0(2-Oaf LOT: VL CQ C ) PFN•c BLOCK: ADDITION: Name: IRVi% CotaStRUGTiorl CogpoRA-fior Name: tR)U' '(.D otit Cog AtRAT'lal Mailing Address:_ 8.19 CotAAERUALAuS•, $ut(E 'G" Mailing Address: gtq CoMERc•taI hostuESurcE% t City: ANAeoRtES State: WA Zip: 9822.1 City: An1Acap�-lrE5 State: WR Zip: 9B22( Phone No.: 360 a.%3 635¢ Phone No.: S&O a.°3 ,3S4- Contractors License No.: t RV I N CPM 4 h . NO: Type of Fixture NO: Type of Equipment 3 Water Closet 1.5 OFF Air Cond. Unit LIP Z. Bathtub Refrigeration Unit uP Z Shower 2.5 GPM Boiler BTUntP I Dishwasher 2.5 GPM / Forced Air System BTU e- Lavatory 2.5 GPM Floor Furnace I Kitchen Sink 2.5 GPM Wall Heater I Clothes Washer j Clothes Dryer Urinal in GPM S Ventilation Fan Drinking Fountain . •i Range Hood Floor Sink or Drain Air Handling Unit cFM I , Slop Sink Pre-Mani: Stove or Fireplace I Water Piping I Gas Fireplace ) P f" 'i 3 Hose Bibs / Gas Water Heater 11' �Li_.a. _.. r Back Flow Prevention Device ,/ Gas Piping I it AU6 2 b 2611k 'le i I Other(Describe) Other(Describe) 11 '�" I_ ` _' OAS: ,✓ Eat: OTHER: MIS APPLICATION IS RECEIVED BY THE BUILDING DEPARTMENT UNDER THE PROVISIONS OF THE UNIFORM PLUMBING AND MECHANICAL CODES AND SHALL EXPIRE BY LIMITATION AND BECOME NULL AND VOID IF PERMIT IS NOT OBTAINED WITHIN 180 DAYS OF THIS APPLICATION. BY AFFIXING MY SIGNATURE I HEREBY CERTIFY THAT I AM THE LEGAL OWNER OF THE PROPERTY FOR WHICH THIS APPLICATION IS ISSUED OR AN AUTHORIZED AGENT OF THE OWNER. ALL PROVISIONS OF LAWS AND ORDINANCE GOVERNING THIS TYPE OF WORK WILL BE COMP D WITH,WHETHER SPECIFIED HEREIN OR NOT,INCLUDING CALLS FOR INSPECTION, SIGNATURE4-_ DATE: $"24'cgr" ! I 3414 CEDAR GLEN CT ANACORTES,WA — — _ - mdress of P¢'pegy County Job No County Hid Permit No CEDAR GLEN 12, SKAGIT 2901 7.9 Development Lat,Section County • BAND JOISTS/BLOCKERS Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 5 1/2" R Value: R21 EXTERIOR WALLS Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 5 1/2" R Value: R21 FLAT CEILING BLOW Type of Material FIBERGLASS BLO Manufacturer: Knauf Thickness: 13.00: _ R Value: R38 1160.00 Sq. Ft. Covered 2,3 No.of Bags ,zg' Wt./Bag FLAT CEILING NOT BLOWABLE Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 12" R Value: R38 Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 10 1/4" R Value: R38 FLOOR OVER CRAWL 1 Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 9 112" R Value: R30 GARAGE CEILING (UNHEATED) Type of Material FIBERGLASS Manufacturer: Knauf Thickness. 9 1/2" R Value: R30 KNEE WALLS Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 5 1/2" R Value: R21 OVERHANG/CANTILEVER Type of Material FIBERGLASS Manufacturer Knauf Thickness: 9 1/2" R Value: R30 SKYLIGHT WALLS Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 5 1/2" R Value: R21 SLOPED CEILING Type of Material FIBERGLASS Manufacturer: Knauf Thickness: 12" R Value: R38 ! 1 INSULATION-CERTIF1 CAT E WASHINGTON INSULATION INC I CERTIFY UNDER THE PENALTY OF PERJURY UNDER THE LAWS OF THE STATE OF THAT THE FOREGOING IS TRUE AND CORRECT. General Contractor(Bulkier) IRVING CONST CORD Contractors Reg. Number:Licensed Archit ct/Engineer: �/➢ By TITLE: /r/pYtruRf� Date and Place ' o2I c2510t& !I • 34-14- Cute. &s,e.o a,,st( Residential Energy Code (Simple Form) 2003 Washington State Ventilation &Indoor Air Quality Code 2003 Washington State Energy Code This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the WA ST VIAQ and WSEC Codes. After completing this form,please add all relevant information to your construction plans. PART 1 Whole-House Ventilation: select one of the following methods. A. Fresh air will be circulated by the central forced air furnace along with a whole house exhaust fan. A single whole- house exhaust fan,which usually does double duty as a room spot fan, is required and must be controlled by a timer set to operate fan a minimum of 8 hours per day. The CFM capacity of the fan must be measured at 0.25 w.g.and have a maximum sone(noise)rating of 1.5. Fresh air intake ports or ducts are required with this option. (WA VIAQ 303.4.1) The minimum size of the fan is based on the number of bedrooms and the size of the house. For houses up to 3,000 square feet,the following sizes are acceptable: 1 or 2 bedrooms—75 CFM 3 bedrooms—90 CFM _4 bedrooms—105 CFM / For other options contact the Planning&Permit Center. J B. Fresh air will be circulated by the central forced air furnace system. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air daily. An exhaust fan is not required with this system. (WA VIAQ 303.4.2) C. Fresh air will be supplied by wall or window vent ports in each bedroom,kitchen, living room and other habitable rooms along with a whole-house exhaust fan as described in Option A. (WA VIAQ 303.4.1) D. A heat-recovery ventilation system. (WA VIAQ 303.4.4) PART 2 Insulation and Windows:select one of the following methods. (WSEC Table 6-1) Glazing% U-factor Ceiling Vaulted Walls Floor Slab 1 2x4 construction) up to 12% 0.35 R-38 R-30 R-15 R-30 R-10 ✓'L. (2x6 construction) unlimited 0.40 R-38 R-30 R-21 R-30 , R-10 Ifyou intend to use 2x4 construction,compute the window glazingpercentage ' "`p of heated floor area to =— verify that the project falls below the 12%maximum allowed glazing: � 2 8 ' SEA Nth Total area of windows,skylights and patio doors: sq.ft. Total heated area: sq.ft. o®®���®� "" "" �P`�p Total window area divided by total heated area=glazing ok Updated: August 24,2004 Page 1 of 2 f Design Criteria for Commercial Building Job 04105 Irving Const Lot 12 Cdar I September 25,2004 Design Criteria: Wind: 85 mph Exposure B Design Referances:ASCE 7-02 Chi 2003 IBC Snow: 25 psf Ground 2003 IRC ASCE 7-02 Chapter 6 Balanced: 18 psf Roof ANIS 1997 NOS AF&PA WFCM-2001 Unbalanced: 22 psf Roof Eave: 36 psf Roof A\ 1 Construction: 20 psf Roof Floor 40 psf S„,NAR tiv v WASH Hall 40 psf ' Partition 20 psf _, + 3 Seismic Site Class D ECISrrvp � fONAL1' Siesmic Group 1 Material Strengths: Concrete: 2500 psi Footings 2500 psi Foundation Stem Walls 2500 psi Slab on Grade 3000 psi Retaining Wall 4000 psi Elevated Deck Slab Soil Bearing: 1500 psf Reinforcing: 60 ksi #4 Bars&Smaller 60 ksi #5 Bars &Larger Wood: Beams: #2 OF Unless Noted Otherwise Posts: #1 HF Unless Noted Otherwise Headers: #2 HF Unless Noted Otherwise GLB: 24F-V3 Unless Noted Otherwise Studs&Framing: HF Stud or Better Unless Noted Otherwise Shear Wall Sheating Placed Directly on Framing, 7/16"Sheating • `1- Lateral Design 2003 IBC Code Job 04105 Irving Const Lot 12 Cedar Glen September 25,2004 Seismic Evaluation Base Shear(V)=Building Wt [0.044lSds>=Sds/(R/I)<=Sd1/(TR/I)) 0.044 0.154 0.360 Seismic Zone 3 Site Class D Stiff 600 ft/s<=vs<=1,200 ft/s Table 16-J I= 1 Building Importance Factor Ss= 1.5 Mapped Acceleration Short Period<1" Fa= 1 Seismic Coefficient Table 1615.1.2(1) S1 = 0.5 Mapped Acceleration 1 Second Period Fv= 1.5 Seismic Coefficient Table 1615.1.2(2) To= 0.10 0.2*Sd1/Sds Ts= 0.50 Sd1/Sds Sds= 1.00 T<=Ts Max Earthquake Short Period<1" Sd1 = 0.50 Max Earthquake=1 Second Sa= 0.66 T<=To Sa= 1.00 To>=T<=Ts Sa= 2.34 T>=Ts Spectrum Response 1.00 R= 6.5 Response Modification Coefficient Table 1617.6.2 T=Ct(hn)^3/4 = 0.213 Fundamental Period of Structure a 1.4 sec Ct= 0.02 Frequency Coefficient 1617.4.2 hn= 23.5 ft Building Mean Roof Height 10.5 ft 2nd Story Floor Height 10.0 ft 1st Story Roof Height Seismic Coefficient Cs= 0.154 Simplified Analysis Cs= 0.185 Material Weights Roof Wt Trusses @ 24"oc= 2.5 psf 5/8"APA Sheathing 2.5 psf Composite Shingles 4.25 psf Insulation 2 psf 5/8"Gypsum 3.75 psf 15psf Interior Walls 5/8"Gypsum,Two Sides 5.5 psf 2x4 @ 16"oc 2.5 psf 8 psf Exterior Walls 5I8"Gypsum 2.75 psf 2x6 @ 16"oc 2.5 psf 5/8"Plywood Sheathing 2.5 psf Siding 2.5 psf Insulation 1.75 psf 12 psf Floor Above Crawl Space 2x10@16"oc 2.75 psf 3/4"Plywood Sheathing 3 psf Floor Coverings 3 psf Insulation 1.25 psf 10 psf Floor Between Stories 2x12 @ 16"oc 3 psf 3/4"Plywood Sheathing 3 psf 5/8"Gypsum 2.75 psf Floor Coverings 4 psf Gyperete Sound Barrier 0 psf Insulation 1.25 psf 14 psf Partition Wt Based Upon Mean Roof 8 psf Partition Wt Based Upon 2nd Story Floor 20 pst Partition Wt Based Upon 1st Story Roof 8 psf Building Weights 2nd Story Roof Area 1803 sq ft 2nd Story Floor Area 1598 sq ft 1st Story Roof Area 258 sq ft Weight for Roof System 41,469 lb Weight for 2nd Story Floor System 54,332 lb Weight for 1st Story Roof System 5,934 lb Total Building Wt for Lateral Design 101,735 lb Design Building Wts Base Shear Force to Design For= 15,652 lb Distribution of Lateral Forces 2nd Story Roof Force 9507 lb 2nd Story Floor Force 5565 lb 1st Story Roof Force 579 lb 15652 Redundancy Calculations ASCE 7 2nd Story Roof Max Shear Load Redundancy Factor Rho 1 Min Length of Shear Wall= 2 ft rmax= 0.47 Story Area= 1803 sf Story Shear Load= 4754 lb Max Allowable Shear Wall Load= 448 lb v=21w*VIA4(1/2) 2nd Story Floor Max Shear Load Redundancy Factor Rho 1 Min Length of Shear Wall= 2 ft rmax= 0.50 Story Area= 1598 sf Story Shear Load= 7536 lb Max Allowable Shear Wall Load= 754 lb v=21w'V/A4(1/2) Wind Loads for Main Wind Force Resisting System Figure 6-6 ASCE 7-02 25-Sep-04 Basic Wind Speed Exposure B= 85 mph Velocity Pressure qz=0.00256*Kz*Kzt*V^2*1 psf / , (3 second gust speed) qz= 12.0 psf Building is defined as"Partially Enclosed" qh= 11.1 psf Pitch of Roof(x:12)= 10 :12 Kz= 0.650 39.806 ° Kh= 0.600 Mean Kzt= 1.00 Roof h= 23.5 ft V= 85 0 Depth L= 36 ft Building Importance(I)= 1.00 Length B: 54 ft Gust Effect Factor(G)= 0.85 h/L= 0.65 Exposure B Factor Sec 6.5.8.1 = 1 UB= 0.67 Wind Perpendicular to Ridge Table for Interpolation of Pressure Coefficients h/L Angle of Roof in Degrees Roof Leeward(degrees) 10 15 20 25 30 35 45 >=60 10 15 20 a 0.25 -0.70 -0.50 -0.30 -0.20 -0.20 0.00 -0.3 -0.5 -0.6 -0.18 0.00 0.20 0.30 0.30 0.40 0.40 0.01Fe 0.50 -0.90 -0.70 -0.40 -0.30 -0.20 -0.20 0.00 -0.5 -0.5 -0.6 -0.18 -0.18 0.00 0.20 0.20 0.30 0.40 0.01Fe >= 1.0 -1.30 -1.00 -0.70 -0.50 -0.30 -0.20 0.00 -0.7 -0.6 -0.6 -0.18 -0.18 -0.18 0.00 0.20 0.20 0.30 0.01Fe Wall Pressure Coefficients,Cp Surface UB Cp Use With Wind Pressure Equation WW Wall 0.8 qz LW Wall 0-1 -0.5 qh P=gzGCp-qh(GCpi) 2 -0.3 qh >=4 _ -0.2 qh Exposure B Coefficients are in addition to the values above Side Walls All -0.7 qh For Roofs with Slopes Between G Cp GCpi 35 to 45 Degrees Exp B Walls Roof 0.55 WW LW Side WW LW -0.55 WW Wall 2.1 psf 0.85 0.80 0.55 14.3 psf 0.85 0.80 -0.55 LW Wall -11.2 psf 0.85 -0.50 0.55 1.0 psf 0.85 -0.50 -0.55 Side Wall -13.3 psf 0.85 -0.70 0.55 -1.0 psf 0.85 -0.70 -0.55 WW Roof Uplift -7.1 psf 0.85 -0.10 0.55 5.1 psf 0.85 -0.10 -0.55 WW Roof Positive -3.1 psf 0.85 0.32 0.55 9.1 psf 0.85 0.32 -0.55 LW Roof -11.8 psf 0.85 -0.60 0.55 0.4 psf 0.85 -0.60 -0.55 Parallel to the Roof -14.6 psf 0.85 -0.90 0.55 / I f.. f 3 ` -. 7 ii l � %/P�F r/, 376 ;� r.,a.` —+ 2$r f ,fir' %f" L iV / 13,3r 5T /��,�' ' /4: jOS i /4• 674) fi, Ste' D iin . el_6f- age ciet la,-,-_)-,4:: y ' fai t t i a fr A r i='I "rr,' ,) ,5 a f;e,' . C_ �.�^f., ( .6 tt^'' s /'m . ____________ • . YI-21- Shear Wall Design Date 09/25/04 Upper Story -Supports Roof Lateral Load 9510.0 lb Roof Area Total = 1805 sf H (ft) Length Tributary Area Shear Shear(pif) Holdown Shear Wall (ft) Calculation (sf) Load (Ib) (Ib) Length (ft) Width(ft) Area (sf) A 8.0 32.0 40 13.5 540 2845 89 711 B 8.0 9.0 17 16.5 280.5 1478 164 1314 C 8.0 8.0 20 18 360 1897 237 1897 D 8.0 30.0 30 15 450 2371 79 632 E 8.0 22.0 32 16 512 2698 123 981 F 8.0 12.0 22 16 352 1855 155 1236 G 8.0 13.0 14 25 350 1844 142 1135 H 8.0 24.0 20 27 540 2845 119 948 2nd Story Floor Support Lateral Load 15075.0 lb Roof Area Total = 1600 sf H (ft) Length Tributary Area Shear Shear(pif) Holdown Shear Wall (ft) Calculation(sf) Load (Ib) (Ib) Length (ft) Width (ft) Area (sf) I 8.0 8.5 12.5 24 300 2827 333 2660 J 8.0 6.0 8 19 152 1432 239 1910 K1 8.0 8.5 18 23 414 3901 459 3671 K2 8.0 7.5 11 15 165 1555 207 1658 L 8.0 34.0 15 30 450 4240 125 998 M 8.0 14.5 15 34 510 4805 331 2651 N 8.0 12.0 18 20 360 3392 283 2261 O 8.0 13.0 13 25 325 3062 236 1884 P 8.0 20.0 15 27 405 3816 191 1526 D:1Pro11041051dwg912cg2p3.dwg,09/25/2004 02:45:18 PM,Toshiba.pc3 / 11 -in- 7 O AO �II O 1 00 Q 0 1 DO u... I 0 a O ® Y N 0 I X -�, o t. o —I . la 00 .. ill I _ O ® O :9 El© II o o cg Enlb ^ ° II 10 1 t 1 I 9 o a s iw� w2 1 ilia kr✓,eK t spy Igo 0 d i 0 g b 0 IP 633 t x al 1 , oaI-0 r a . E 0 D° I) FNN i- 11)aa s2 �� - - " 54.,2 I AlZ 0 0 , ,-.-...^".- --. �. f en i 91 S1:e- r`l/ l r 5-GA t %e/e i - 7-g.i;/ , flt r Leaf k"5ti..-- �/ % , a N 1, Shear Wall Design Date 09/25/04 Upper Story -Supports Roof Lateral Load 9510.0 lb Roof Area Total= 1805 sf H (ft) Length Tributary Area Shear Shear(plt) Holdown Shear Wall (ft) Calculation (sf) Load (lb) (Ib) Length (ft) Width (ft) Area (sf) A 8.0 32.0 40 13.5 540 2845 89 711 B 8.0 9.0 17 16.5 280.5 1478 164 1314 C 8.0 8.0 20 18 360 1897 237 1897 D 8.0 30.0 30 15 450 2371 79 632 E 8.0 22.0 32 16 512 2698 123 981 F 8.0 12.0 22 16 352 ` 1855 155 1236 G 8.0 13.0 14 25 350 1844 142 1135- H 8.0 24.0 20 27 540 2845 119 948 2nd Story Floor Support Lateral Load 5565.0 lb Roof Area Total= 1600 sf H (ft) Length Tributary Area Shear Shear(plf) Holdown Shear Wall (ft) Calculation (sf) Load (Ib) (Ib) Length(ft) Width (ft) Area (sf) I 8.0 8.5 12.5 24 300 1043 123 982 R i 2./3 I75 J 8.0 6.0 8 19 152 529 88 705 32,57 K1 8.0 8.5 18 23 414 1440 169 1355 a CB K2 8.0 7.5 11 15 165 574 77 612 4/ L 8.0 34.0 15 30 450 1565 46 368 1 , M 8.0 14.5 15 34 510 1774 122 979 2 42`329 N 8.0 12.0 18 20 360 1252 104 835 zsQ O 8.0 13.0 13 25 325 1130 87 696 2 3.9 P 8.0 20.0 15 27 405 1409 70 563 ►el D:\Proj\04105\dwg\112cg2p3.dwg,0912512004 02:44:15 PM,Toshiba.pc3 I _ A]4.4414,...... 1 \ (4 -`' ' La z C' ` a i . I i - �w r s I � '� 4 - 3 ii, 1 '14:1 '1 I I 1— — I . . .j.-.h 4) 0 /I1 /1 I1 I 0_J I —L J /9i I 1 Combination Roof and Floor Beam(AISC 9th Ed ASP 1 Ver.6.00.63 By: Douglas E Schwind , Northwest Datum&design on:09-25-2004:4:42:16 PM Project:04105-Location:B1 Garage Entry Beam Steel Summary: A36 W12x19 x 16.25 FT Section Adequate By:3.7% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.19 IN Live Load: LLD= 0.32 IN=L/611 Total Load: TLD= 0.51 IN=L/381 Reactions(Each End): Live Load: LL-Rxn= 6236 LB Dead Load: DL-Rxn= 3771 LB Total Load: TL-Rxn= 10007 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.65 IN Beam Data: Span: L= 16.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect.Criteria: LI 360 Total Load Deflect.Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 1.5 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 14.0 FT Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 2.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 7.5 FT Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 388 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 303 PLF Floor Uniform Live Load: wL-floor= 380 PLF Floor Uniform Dead Load: wD-floor= 143 PLF Beam Self Weight: BSW= 19 PLF Combined Uniform Live Load: wL= 768 PLF Combined Uniform Dead Load: wD= 464 PLF Combined Uniform Total Load: wT= 1232 PLF Controlling Total Design Load: wT-cont= 1232 PLF Properties for:W12x19/A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.16 IN Web Thickness: tw= 0.24 IN Flange Width: bf= 4.01 IN Flange Thickness: tf= 0.35 IN Distance to Web Toe of Fillet k= 0.65 IN Moment of Inertia About X-X Axis: lx= 130.00 IN4 Section Modulus About X-X Axis: Sx= 21.30 IN3 Radius of Gyration of Compression Flange+1/3 of Web: rt= 1.00 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.72 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 51.74 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.23 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 48.77 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 40654 FT-LB Nominal Moment Strength: Mr= 42174 FT-LB Controlling Shear. VV == 10007 LB 07 LB Nominal Shear Strength: Moment of Inertia(Deflection): Ireq= 82.00 IN4 I= 130.00 IN4 aj� • Combination Roof and Floor Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.63 By: Douglas E Schwind , Northwest Datum&design on:09-25-2004 :4:38:20 PM Project:04105-Location:B1 Garage Entry Beam Summary: 5.125 IN x 15.0 IN x 16.25 FT I 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:8.8% Controlling Factor:Section Modulus/Depth Required 14.57 In Deflections: Dead Load: DLD= 0.28 IN Live Load: LLD= 0.46 IN=L/420 Total Load: TLD= 0.74 IN=L1262 Reactions(Each End): Live Load: LL-Rxn= 6236 LB Dead Load: DL-Rxn= 3769 LB Total Load: TL-Rxn= 10005 LB Bearing Length Required(Beam only,support capacity not checked): BL= 3.00 IN Camber Regd.: C= 0.42 IN Beam Data: Span: L= 16.25 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 1.5 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 14.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 2.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 7.5 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 0 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 388 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 303 PLF Floor Uniform Live Load: wL-floor= 380 PLF Floor Uniform Dead Load: wD-floor- 143 PLF Beam Self Weight: BSW= 19 PLF Combined Uniform Live Load: wL= 768 PLF Combined Uniform Dead Load: wD= 464 PLF Combined Uniform Total Load: wT= 1231 PLF Controlling Total Design Load: wT-cont= 1231 PLF Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc peril= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2760 PS Adjustment Factors:Cd=1.15 Fv': Fv'= 276 PS Adiustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 40644 FT-LB 8.125 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 8604 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreg= 176.71 IN3 S= 192.19 IN3 Area(Shear): Areq= 46.76 IN2 A= 76.88 IN2 Moment of Inertia(Deflection): Ireg= 1320.71 IN4 1= 1441.41 IN4 Combination Roof and Floor Beamt 2003 International Building Code(01 NDS))Ver:6.00.63 By: Douglas E Schwind , Northwest Datum&design on:09-25-2004:4:46:02 PM Project:04105-Location:B2 Beam Over Entry Supporting Roof&Floor Summary: 5.5 IN x 9.5 IN x 13.5 FT /#1 -Douglas Fir-Larch-Dry Use Section Adequate By:6.8% Controlling Factor:Section Modulus/Depth Required 9.19 In Deflections: Dead Load: DLD= 0.26 IN Live Load: LLD= 0.26 IN=L/613 Total Load: TLD= 0.52 IN=L/310 Reactions(Each End):Live Load: LL-Rxn= 1502 LB Dead Load: DL-Rxn= 1468 LB Total Load: TL-Rxn= 2970 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.86 IN Beam Data: Span: L= 13.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 1.5 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 15.0 PSF Roof Tributary Width-Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd-roof= 1.15 Floor Loading: Floor Live Load-Side One: FLL1= 40.0 PSF Floor Dead Load-Side One: FDL1= 15.0 PSF Floor Tributary Width-Side One: FTW1= 4.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 15.0 PSF Floor Tributary Width-Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd-floor- 1.00 Wall Load: WALL= 96 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 63 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 49 PLF Floor Uniform Live Load: wL-floor= 160 PLF Floor Uniform Dead Load: wD-floor= 60 PLF Beam Self Weight: BSW= 13 PLF Combined Uniform Live Load: wL= 223 PLF Combined Uniform Dead Load: wD= 218 PLF Combined Uniform Total Load: wT= 440 PLF Controlling Total Design Load: wT-cont= 440 PLF Properties For:#1-Douglas Fir-Larch Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 170 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fcjerp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 1553 PSI Adjustment Factors:Cd=1.15 Cf=1.00 Fv': Fv'= 196 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 10024 FT-LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 2673 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 77.48 IN3 S= 82.73 INS Area(Shear): Areq= 20.51 IN2 A= 52.25 IN2 Moment of Inertia(Deflection): Ireq= 304.43 IN4 1= 392.96 IN4 • 9)jo Uniformly Loaded Floor Beamf AISC 9th Ed ASD 1 Ver.6.00.63 By: Douglas E Schwind , Northwest Datum&design on:09-25-2004:4:43:09 PM Project:04105-Location:B3 Beam Supporting Floor Over Garage Steel Summary: A36 W12x22 x 22.0 FT Section Adequate By: 10.0% Controlling Factor:Moment Deflections: Dead Load: DLD= 0.31 IN Live Load: LLD= 0.57 IN=L/463 Total Load: TLD= 0.88 IN=L/300 Reactions(Each End): Live Load: LL-Rxn= 5390 LB Dead Load: DL-Rxn= 2923 LB Total Load: TL-Rxn= 8313 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.73 IN Beam Data: Span: L= 22.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: LI 360 Total Load Deflect.Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 4.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.5 FT Wall Load: WALL= 60 PLF Beam Loading: Beam Total Live Load: wL= 490 PLF Beam Self Weight: BSW= 22 PLF Beam Total Dead Load: wD= 266 PLF Total Maximum Load: wT= 756 PLF Properties for.W12x22/A36 Yield Stress: FE= 29000 KSI Modulus of Elasticity: Depth: d= 12.31 N Web Thickness: tw= 0.26 N Flange Width: bf= 4.03 N Flange Thickness: tf= 0.43 N Distance to Web Toe of Fillet: k= 0.73 N Moment of Inertia About X-X Axis: Ix= 156.00 N4 Section Modulus About X-X Axis: Sx= 25.40 N3 Radius of Gyration of Compression Flange+V3 of Web: rt= 1.02 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 4.74 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 47.35 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb=.66*Fy: Lc= 4.25 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h/tw= 44.08 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Controlling Moment: M= 45723 FT-LB Nominal Moment Strength: Mr- 50292 FT-LB Controlling Shear: V= 8313 LB Nominal Shear Strength: Vr= 46089 LB Moment of Inertia(Deflection): Ireq= 124.85 IN4 I 1= 156.00 IN4 c' % Uniformly Loaded Floor Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.63 By: Douglas E Schwind , Northwest Datum&design on:09-25-2004:4:41:38 PM Project:04105-Location: B3 Beam Supporting Floor Over Garage Summary: 6.75 IN x 16.5 IN x 22.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:24.8% Controlling Factor:Moment of Inertia/Depth Required 15.33 In Deflections: Dead Load: DLD= 0.31 IN Live Load: LLD= 0.57 IN=L/465 Total Load: TLD= 0.88 IN=L/299 Reactions(Each End): Live Load: LL-Rxn= 5390 LB Dead Load: DL-Rxn= 2979 LB Total Load: TL-Rxn= 8369 LB Bearing Length Required(Beam only,support capacity not checked): BL= 1.91 IN Camber Reqd.: C= 0.47 IN Beam Data: Span: L= 22.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: L/ 360 Total Load Deflect.Criteria: L/ 240 Camber Adjustment Factor: CAF= 1.5 X DLD Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 4.75 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 7.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: Beam Loading: WALL= 60 PLF Beam Total Live Load: wL= 490 PLF Beam Self Weight: BSW= 27 PLF Beam Total Dead Load: wD= 271 PLF Total Maximum Load: wT= 761 PLF Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 240 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc perp= 650 PS Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PS Adjusted Properties Fb'(Tension): Fb'= 2251 PS Adjustment Factors:Cd=1.00 Cv=0.94 Fv': Fv'= 240 PS Adiustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 46030 FT-LB 11.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 7365 LB At a distanced from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 245.37 N3 Area(Shear): Areg= 306.28 46.03 N2 A= 111.38 N2 Moment of Inertia(Deflection): Ireg= 2024.98 N4 1= 2526.82 N4 Footing Design f 2003 International Building Code(01 NDS)1 Ver:6.00.63 (P ' By: Douglas E Schwind , Northwest Datum Si design on:09-25-2004 :4:53:17 PM Project:04105-Location: F1 Supporting B1or B3 Summary: Footing Size:2.83 FT x 2.83 FT x 12.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(5)min. Footing Loads: Live Load: PL= 6300 LB Dead Load: PD= 3800 LB Total Load: PT= 10100 LB Ultimate Factored Load: Pu= 16030 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF i Concrete Compressive Strength: F'c= 2500 PSI 1 Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.83 FT Length: L= 2.83 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 6.00 IN Column Depth: n= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1261 PSF Effective Allowable Soil Bearing Pressure: Qe= 1350 PSF Required Footing Area: Areq= 7.48 SF Area Provided: A= 8.01 SF Baseplate Bearing: Bearing Required: Bearing= 16030 LB Allowable Bearing: Bearing-Allow= 107100 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 4121 LB Allowable Beam Shear: vc1= 23814 LB Punching Shear Calculations(Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 13208 LB Allowable Punching Shear(ACI 11-35): vc2-a= 119914 LB Allowable Punching Shear(ACI 11-36): vc2-b= 155678 LB Allowable Punching Shear(ACI 11-37): vc2-c= 79943 LB Controlling Allowable Punching Shear: vc2= 79943 LB Bending Calculations: Factored Moment: Mu= 68047 IN-LB Nominal Moment Strength: Mn= 281825 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.54 IN Steel Required Based on Moment: As(1)= 0.23 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.82 IN2 Controlling Reinforcing Steel: As-reqd= 0.82 IN2 Selected Reinforcement: #4 Bars @ 6.00 IN.O.C. E/W/(5)Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 13.98 IN Note: Plain concrete adequate for bending,therefore adequate development length not required. { f P SHEAR WALL SCHEDULE — APA RATED STRUCTURAL SHEATHING SHEATHING SHEAR PLYWOOD TYPE NAIL MINIMUM NAIL SPACING BOTTOM PLATE DOUBLE BOTTOM PLATE DOUBLE TOP PLATE RIM JOISTS TO BUILT-UP SHEAR WALL SHEAR WALL WINDOW TIE STRAPS" ALLOWABLE LOAD ALLOWABLE LOAD TYPE WALL FLOOR SIZE PENETRATION ANCHORS FACE NAILING FACE NAILING TOP PLATE STUDS AT HOLDDOWN CHORD WINDOW WINDOW DESIGNATION IN FRAMING EDGES FIELD HOLDDOWN _ STRAP TIES OPENING OPENING SEISMIC WIND SPF FRAMING 2' - 6' 6' - 10' OSB ORSST LPT4 0 24" O.C. MSTC40 OR 2 - 2X SWl - 7/16" PLYWOOD ad 1 1/2' 6" 12" 1/2'0 ®J6' O.C. 4-16d/FT 3-16d/FT TYPE G INSTALL 1-2x PHD2-SDS3 2 - 2X LSTA9 LSTA30 260 260 239 _ STHD8RJ 2 - 2X SW2+ - 7/I6• OSB OR 8d 1 1/2• 4• 12• 5 MSTC52 OR 2 - X SST LPT4 ®20" O.C. PLYWOOD /8'0 ® 36' O.C. 5-I6d/FT 4-16d/FT TYPE 0 INSTALL 2-2x PHD2-SDS3 2 - X LSTA18 LSTi49 380 380 350 C-C/C-D • STHDIOR✓ 2 - 2X APA RATED SW3 _ 7/16" ad 1 1/2" 3" 12' •• 6-16d/FT 5-16d/FT 2-2x PMHf)565 S3 2 - 2X LSTA30 C57749 490 490 450 + OSB ORSST LPT4 ® 16" O.G 2 2 SHEAONC PLYWOOD 5/8"0 0 29' O.C. TYPE G INSTALL OR STH014 - X SW4+ _ 7 16" OSB OR 8d I 1 2" 12" •• SST LPT4 0 12' O.C. MSTC66, 2 - 2X / PLYWOOD / 2" 5/8"0 0 22" O.C. 8-16d/FT 6-l6d/FT TYPE G INSTALL 3-2x SIHO74 OR 2 - 2X L5TI49 LSR73 640 640 590 PHD6-SDS3 2 - 2X MSTCC78 2 - 2X SW5+ OSB OR 10d 1 5/8" 2" 12' •• O.C. 8-16d/FT 6-76d/FT SST LPT4 IN 9" O.C. 3-2x PHDB OR 2 - 2X C5T149 LST173 870 870 800 19/32" PLYWOOD 5/8'0 0 16" TYPE G INSTALL HDBA 6 X 6 OF42 SW6 - DOUBLE 1/2• 5d COOLER 1 7/8• 4" 4" — 5-16d/FT 4-16d/FT 3-16d BOX/FT 1-2x MSTC28 2 - 2X — — 150 150 150 GYPSUM GYPSUM WALLBOARD 9/32 HEAD WALLBOARD 5W7 - WALLBOARD BOTH SIDES 19 64 HEAD 5/8" GYPSUM 6 COOLER 1 3/8' 4" 4' — 5-16d/FT 4-16d/FT 3-16d BOX/FT 1-2x MSTC28 2 - ZX — — 175 175 175 , NOTE: • FRAMING FOR SHEAR WALLS SHALL BE DEL STUD GRADE SHEAR WALLS SHALL BE TYPE NOTED IN THIS TABLE U.N.O. ON THE PLAN. HOLDDOWN STRAPS FOR SPECIFICLY NOTED SHEAR WALLS SHALL MATCH THE STRAP OR n " ANCHOR BOLT SPACING DESIGNED FOR 1/2 DESIGN STRENGTH FOR SEISMIC ZONE 3 ANCHOR SPECIFIED IN THIS TABLE m ••• MAX STUD SPACING 16" O.C. + 3 BY FRAMING MEMBERS AT VERTICAL JOINTS OF SHEATHING FOR SHEAR WALL STRENGTHS OVER 350 PLF J ++ TIE STRAPS AND 2X BLOCKING AT TOPS AND BOTTOMS OF WINDOWS WHEN CALLED FOR ON PLAN. •••• 3RD STUD IN LOWER STORY SHEAR WALL IS FOR COMPRESSIVE LOADS AND IS NOT an REQUIRED FOR SHEAR WALL TENSION FORCES. 3.90 STUD SHALL BE FACE NAILED 1°- TO ADJOINING CHORDS W/16d 0 6" O.C. AND NAILED TO SHEATHING WITH 1/2 THE SPECIFIED SHEAR NAILING. CO N C M d O I N I N A 0 m 3 v m 3 v o o o co ro m L N -En e O V O " a 137 FLOOR DIAPHRAM SCHEDULE - APA RATED SHEATHING ** ALLOWABLE LOAD SHEATHING FLOOR PLYWOOD TYPE NAIL MINIMUM SEISMIC/WIND TYPE DIAPHRAM FLOOR NAIL SPACING BOTTOM PLATE DOUBLE TOP PLATE RIM JOISTS TO HORIZ DIAPHRAM Blocked/Unblocked SIZE PENETRATION FACE NAILING FACE NAILING TOP PLATE LAP SPLICE DESIGNATION IN FRAMING EDGES FI)rFS FIELD TO RIM JOIST SHEAR WALL BELOW CONNECTION TIE STRAPS CASE 1 CASE 2-6 FOf - 7/16" OSB OR 8d 1 3/8" 6" 6" 12" 4-16d/FT 3-16d/FT SST LPT4 @ 24" O.C. LSTA18 270/240 270/180 PLYWOOD TYPE G INSTALL F02 _ 7/16" OSB OR 8d 1 3/8" 4" 6" 72" 5-16d/FT4-16d/FT SST LPT4 @ 22" O.C. PLYWOOD / TYPE G INSTALL LSTA24 360/240 360/180 DOC PSI ea APA R ED F03*** - 7/16" PLOS� OR WOOD 8d 1 3/8" 2 1/2" 4" 12" 6-16d/FT 5-16d/FT SST LPT4 @ 16" O.C. A ST2122 530/240 530/180 d SHEATING TYPE G INSTALL / t FD4*** - 7/16" OSB 8d 1 3/8" 2'• 3" 12 8-16d/FT 6-16d/FT OR SST LPT4 @ 14" O.C. ST2215 / / TYPE G INSTALL 600/240 600/180 0 I-- a. F05*** 19/32 PLYWOOD 10d OSB OR1 1/2 2" 3" 12" 8-16d/FT 6-16d/FT SST TYPE G l®S�AL�O.C. LST149 820/320 820/240 m 41 NOTE. * FRAMING FOR FLOOR DIAPHRAMS SHALL BE DFL STUD GRADE *** 3 BY FRAMING MEMBERS AT HORIZONTAL JOINTS OF SHEATHING FOR DIAPHRAM WHERE § ** MAX JOIST SPACING 24" O.C. NAILING IS 2", 2-1/2" O.C. FOR 8d NAILS AND 3" O.C. OR LESS FOR 10d NAILS b- ig *** FLOOR DIAPHRAMS SHALL BE TYPE NOTED IN THIS TABLE U.N.O. ON THE PLAN. 6 m v a m a U N E rn L 6 W 0 W s o 0 0 a 3 a n 0 0 V 2 a a: