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Home My WebLink About19502 KNOLL DR_056549_2026 74 ``" °� RESIDEWTIAL ADD ITION/i._.TERATION PERMIT APPLICATION 05-- &549 �<t�G'�O Department of Community Development "�tYED City of Arlington• 238 N Olympic Ave. •Arlington,WA 98223 • Phone (360)403 3431 • FAX THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS,RESIDENTIAL STRUCTI 4S.1763005 APPLICATION MUST BE ACCOMPANIED BY TWO SETS OF CONSj�bIONACCURATE FULLY DIMENSIONED PLOT PLANS AND TWO(2)(SETS OF ENERGY CODE CT APPLD CRA ATIOICSgAINGS, SIX`BUILDING�DEP1 TYPE OF PERMIT: ( ) Residential Addition Residential Alteration ( ) Plumbing ( ) Mechanical Project Address: �`150 Knoll art Je , r Li�or, 0 89S IO000�800 Parcel ID Lot#: Subdivision: Project Description: IJ I n�Sh 1 tl A �G�Seimt'I'1 Owner: pl7 *l Y` Phone Number: 5 r Address: 150 2— f1r101' Y'1 ye City: Ar LIn a+o►A State:—\A[A— Zip Code: I L g 2 3 Contact Person: b yY tSe h0. Phone Number: Cell Phone: (qo(1 )22 I-S58 t/P Fax: E-mail: G� 0 .CoYrt Address: /.�02 K11V(� r VC_ City: State: Zip Code: 9�223 rd Building Area(Sq Ft): 1s'Floor: 2"d Floor: 3 floor: Deck: Garage/Carport: Basement: 2 Project Valuation- Contractor: Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Plumbing Contractor Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- descri ed property will be i Iaccordance with the laws, rules and regulation of the State of Washington. Applicants Signature ate Dense. kerno- Print Applicants Name Forms/RAA-1 ILM 1 OFFICE COPY I` Structural Design Associates t North Star Building 2210 Hewitt Avenue, Suite 401 Everett, Washington, 98201 Phone: (425) 339-0293 RECEIVEDFax: (425) 252-0916 JUL 2 9 20fir STRUCTURAL CALCULATIONS COA BUILDING DF Beam, Posts and Footings SDA#3159 5 CIO V 1 1 �F WASH G' �sS�4NAL �'` EXPIRES 1 3 C(,, Cerna Addition Arlington, WA �y wLD �, uly 22, 2005 IDATE BY N CHANGES A TH ZED LESS APPROV BY THE BUILDING INSPECTOR �t ,. 1 Structural Design Associates Job# 3i 59 North Star Building Date 7 l 22/C5 2210 Hewitt Ave., Suite 401 Design Aiv\S Everett, WA. 98201 (425)339-0293 PROJECT NAME GV2r,1/, A'Du>iTl o6,'J LOCATION VVA CODE CRITERIA Building codes........................ 2003 International Building Code Building Department................. Seismic Acceleration ................. SS= Wind Zone............................. 85 mph Exposure ` SOILS CRITERIA Soils Consultant....................... Report#................................. Bearing Pressure....................... 1500 psf(assumed) Bearing Depths........................ 18"Below Finished Grade Other.................................... MATERIALS CRITERIA Concrete(28 Day Strength)Minimum Foundations& slab on grade..... Fc=2500psi Structural Slab..................... Fc=2500psi Walls................................ Fc=2500psi Columns............................ Other................................ Reinforcing Steel—ASTM A-615 Grade 60 Grade 40 (Field bent and all welded Reinforcement) Masonry(Hollow Conc.Units—Grade N) Fm= 1500psi Solid Grouted Fm= 1500psi Inspected? Yes No Structural Steel ASTM A- Connectors ASTM A-36 Fy=36ksi Weld Electrodes E70 Fs=21 ksi Wood Sawn timber grades Joists............... Purlins............. Beams............. Posts............... Glulam lumber grade combination(24F-V4) simple span& (24F-V8)for cantilevers or continuous beams Plywood grade and/or index .......APA Rated Roof: 15/32 CDX—PI=24/0 Floor: 3 /4 T&G CDX—PI=48/24 I I Structural Design Associates Job # North Star Building Date 2210 Hewitt Ave., Suite 401 Design W S Everett, WA. 98201 (425) 339-0293 LOADING CRITERIA FOR FLOOR Item Material Load, psf Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures —Mechanical, 1.0 Electrical, & Misc. Framing Joists TJI's 2.5 Beams 1.0 TOTAL DEAD LOAD = 12.0 PSF Live Loads ,Residential — 40psf(reducible) ❑ Office — 50psf(reducible) ❑ Assembly— 100psf(non-reducible) ❑ Corridors and Exits — 100psf(reducible) 0 Storage— 125 psf Where allowed, live load is reduced by 0.08% per square foot for areas greater than 150sf to a maximum reduction of 40% for members receiving load from one level only and 60% for other members. R= 0.08 ( A— 150 ) 1 r i� 12J � I LL,r[,EJLLF .ti �,•C N�.D�TLt-1 �T "rb �f✓�N1 �k� - cb(OC) j I ADD LO ems . i I Title: Job# Dsgnr: Date: 9:35AM, 22 JUL 05 Description Scope: Rev: 580004 User.Kw-0603169,Ver5,8.0,1-Dec-2003 Timber Column Design Page 1 (01983-2003 ENERCALC EngineeringSoftware 3159 cerna addition.ecw:Calculation, Description Posts @ New Beam General Information ide Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Wood Section 4x4 Total Column Height 8.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 3.50 in Fc 1,300.00 psi Width (along x-x axis) 3.50 in Fb 850.00 psi Sawn E-Elastic Modulus 1,300 ksi Hem Fir, No.2 Unbraced length for"y-y"axis sideways deflection 8.00 ft Unbraced length for"x-x"axis sideways deflection 8.00 ft Lu XX for Bending 8.00 ft Loads Dead Load Live Load Short Term Load Axial Load 5,600.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary... _�; - Column OK Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 8.00ft DL+LL DL+LL+ST DL+ST fc:Compression 457.14 psi 457.14 psi 457.14 psi Fc:Allowable 474.31 psi 474.31 psi 474.31 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,275.00 psi 1,275.00 psi 1,275.00 psi Interaction Value 0.9638 0.9638 0.9638 Stress Details Fc:X-X 474.31 psi For Bending Stress Cates... Fc:Y-Y 474.31 psi Max k*Lu/d 50.00 F'c:Allowable 474.31 psi Le:Bending 14.72 ft F'c:Allow*Load Dur Factor 474.31 psi (Lu-xx*NDS Table 3.3.3 factor) F'bx 1,275.00 psi Rb:(Led/bA2)^.5 7.104 F'bx*Load Duration Factor 1,275.00 psi Min.Allow k*Lu/d 11.00 Cf:Bending 1.500 For Axial Stress Cates... Cf:Axial 1.150 Axial X-X k Lu/d 27.43 Axial Y-Y k Lu/d 27.43 „� � ., I Title: Job# Dsgnr: Date: 9:35AM, 22 JUL 05 Description: Scope Rev, 580004 User KW-0603169,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software 3159.cerna adddion.ecwCalculations Description New Beam at Bedroom Addition General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 11.25 ft Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft . . ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,350.0 psi Load Dur.Factor 1.000 Fv Allow 170.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 114.00#/ft LL 380.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK �. Span=11.25ft, Beam Width=5.500in x Depth=9.5in, Ends are Pin-Pin Max Stress Ratio 0.840 : 1 Maximum Moment 7.8 k-ft Maximum Shear ' 1.5 3.6 k Allowable 9.3 k-ft Allowable 8.9 k Max. Positive Moment 7.82 k-ft at 5.625 ft Shear: @ Left 2.78 k Max.Negative Moment 0.00 k-ft at 11.250 ft @ Right 2.78 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.098 in Max.M allow 9.31 Reactions... @ Right 0.000in fb 1,133.61 psi fv 68.92 psi Left DL 0.64 k Max 2.78 k Fb 1,350.00 psi Fv 170.00 psi Right DL 0.64 k Max 2.78 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.065 in -0.283 in Deflection 0.000 in 0.000 in ...Location 5.625 ft 5.625 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,066.0 476.76 Right Cantilever... Camber(using 1.5'D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.098 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job# Dsgnr: Date: 9:35AM, 22 JUL 05 Description Scope Rev 580044 user.KW-0603159,ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Softwar._ 3159 cerne addilion.ecw:Calculations Description New Beam at Bedroom Addition General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 2-4x10 Center Span 11.25 ft Lu 0.00 ft Beam Width 7.000 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.1 Fb Base Allow 975.0 psi Load Dur.Factor 1.000 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi E 1,500.0 ksi Full Length Uniform Loads _ Center DL 114.00#/ftf4 LL 380.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.25ft,Beam Width=7.00Oin x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.964 : 1 Maximum Moment 7.8 k-ft Maximum Shear" 1.5 3.6 k Allowable 8.1 k-ft Allowable 9.7 k Max.Positive Moment 7.82 k-ft at 5.625 ft Shear: @ Left 2.78 k Max.Negative Moment 0.00 k-ft at 11.250 ft @ Right 2.78 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.089 in Max.M allow 8.11 Reactions... @ Right 0.000in fb 939.49 psi fv 55.62 psi Left DL 0.64 k Max 2.78 k Fb 975.00 psi Fv 150.00 psi Right DL 0.64 k Max 2.78 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.059 in -0.257 in Deflection 0.000 in 0.000 in ...Location 5.625 ft 5.625 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,275.5 525.12 Right Cantilever... Camber(using 1.6"D.L.Defi)... Deflection 0.000 in 0.000 in @ Center 0.089 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I CI"t cf cf," f ME n C. 10 �? « l�" 0l C- . � o � , ,tip•/� I UP ' JUL 2 PC 2005 ¢'= C. yr 1 ` •... ' WE U1RED FX I �_.s- ,�, = 1 � i J;j7 LLf W LU w co GS 0�= i Uno 0 C 24- 4-� CN Grt"% U)l "WF A. ? 6 2005 UP UF WE 33- C�) [E:X�El �FS: FvcTn Nb Y, 10" 17-flCUL CVNCKC1-E PAO Lq ., a --- tQt - - - - r 71 7T • f ! _ f : --- _ _..... -- �..'.----cam;,;-,, •- -- - 1J 11 h .. I I •, R 4 J _ LY T TZ ck -— t \ i zt— i . F � - -- .. - - .._. i _._ _`, ._....... _.�....._... .. ��_. -,'tea`. � -- - r'• - 1 1 �h ' � � .. _ .- -•--.. ._fir_.- _ ---- ----_ -_ r . 5 i (A r ' `I I Glur ��dh 01 !. '-'-I�---�PR VED . DAT -G g NO CHANGES i U H IZFQ UNLESS APPALH I BUILDING IN P_ R (711 I UP f i JUL 2 2005 A EFX __ . I -vT ui M i ae: ti r •r. i i i LJ W LSf Ur UJ LL1 C;�C9 Gt Lr.Cc Ct � r _ I �i t,�:�.�1 x ►�l�.�E �I1:VV I • jI - 2QQ 5 UP I f � � 2� !, '• o - �v I- iJU `LC-4flVf \ T9—PN G—) 4:r, ]—TT✓t-j r3�`` :ijj.r.�rvr•• E Spl, . S j fbUf 1 Na x 24" x 12" _Rf I Cagy I CvNc4ZE1—E PAU Lt,/ I i .. Q. Pa 1 - - 2 _ 1, `� i ♦ -� � J r :i� l� �! 1 fW iL . . .7.� _ Tr +t • f Ili tom : Z i } 1 r LA�3d _- S-7 rvf-,� y ., �• � � .� • oS (os �} � bFFICE COPY RECEIVED JUL 112005 COA BUILDING DEPT -47 \� ��! , _�.. 'ram- _.►�. Sp, , , , � -,� ; - . �mti � ��r� . .. r� fn J r M y t , ,✓ �� 1 III � S M1. L� ` � � it 1 't.- _^''- �\ ----------•--___,- �-----•-�-.-' v. � - _ I l I l f ' ,� , '� n.• l•� L� r 0 Z r 'qnl �'A•�. • ��t. _`T�.�•- 'Y.- �- -mod �� k w r �y .v _ `f 4 < ` � li 1 c r �� 1 ��• 4� ., r• � �1�v � r��r�, e r t. t v � � � o O � i �-'