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"rVj I Owner: Boy-1p, Pzitricl,�. D- A!- L L­ Value of Work: s a 6, 16 0,0. 6 0 1- D f Describe Work : 161 SF AD -), & 321 S,f` D! Proposed Use: RE'SIDENTIAL Legal Description; Job Address : 18410 NOBLE DR ARL Contractor 's Name Type Address License# 0 W N P E R M I T F E E S Equipment and Fixtures Number Fee Total Charge FVENTURNACE/UATION NIT FHEATERANS $15. 0000 1,15. 00 11 ;7. $7. 00 GAS 'jPIN P 0 1 -5 ClUT LET S $6, 00 $6, 00 5 U B T 0 T A L. . . . . . $28. 00 TUT LF) Fee $28. 00. $24. 00 5 k$6316. 66 $450 SIGNATURE: 6 'TOTAL FEE. . . . . . . . . . . . . . . . . $1, 672. 68 1 HEREBY -,"AD E X A 111 IN E D T 14 15 APP P L i.N A K D PAYMENTS. . . . . . . . . . $0. 00 THE SAME TO BE T R! Q i L L P R 0 V 1311- F AN TOTAL DUE. . . . . . . . . . . $1, 672. 68 RGF; GOVEP s THIS TYPE U'F I 1A ED WI17H WHETHER DATE h a3c� RECEIPT # e FIX .� �.�..� .�...�.�Ys��..t-�—wn . w��s,�r�l}� .s�f!-� •�!['71•� ��rrr'�".���"�""�7►T�'�T•-Y� _ ' � '�_ �� I II`` I •� II �. it�. ;1� 1�` 'Il 11 I �� �` . City of Arlington • Develo ment Services Permit Center REQUEST FOR REVIEW I NAME:'gck�c C', JL 1"J• ( - BP #: 06- DATE: ] IT�� �� RETURN THIS FORr9 BY: (.0 PROJECT SUMMARY: ('S � a�f��L fry e RESPONDING DEPARTMENTS i U-I 1 C., PiRE rDAVE A. "U,LD NG KAREN L., UTILITIES KERRY W., BUILDING DERYL T., MARYSVILLE UTIL SCOTT B., BUILDING BILL B., NATURAL RESOURCE YVONNE P., PLANNING GREGG E., ENGINEERING CWA., CONSULTANT SHERRI PHELPS, BUS LIC JIM T., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and;your comments in memo form. If you have no comments, please return the form with the iJc Comments"` x checked. PLEASE MARK ONE BOX. SIGN, DATE, AND RETURN THIS FORM TO PC ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMM ENTS REVIEWED BY ��✓� DATE G l 5 n . ."q City of Arlington Development Services Permit Center REQUEST FOR SFR REVIEW RESPONDING DEPARTMENT: PLANNING DEPARTMENT BP #: D(P - 7D E 3 NAME: 1'1^, CT_ P ASE RETURN FORM TO LINDA WITHIN 5 WORKING DAYS FROM (p Mitigation Fees Verified: School Mitigation Fees �IA Park Mitigation Fees: Trip Mitigation Fees: Set Backs Verified- Zoning: S Front Yard/ ,Zd o y5�� Street Setback 2 %` Rear Yard Setbacks 1'4 Side Yard Setback Z ILI Impervious Surface Verified ❑ Shade Trees Verified on Site plan qElevation Design Verified SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. con ihs S IN COMPLIANCE WITH LAND USE CODE - OKAY TO ISSUE p k'� ❑ IN COMPLIANCE WITH DESIGN GUIDELINES - OKAY TO ISSUE SIC A0•7(,\1'A ❑ NOT APPROVED -ADDITIONAL INFORMATION REQUIRED COA PIAfNNING DEPT o (COMMENTS) REVIEWED BY DATE J --J A JQ G 1291106 COO PFRMIT CrIVTFR 4t/NG E _ GLE FAMILY RE' IDENCE BUILDING PERMIT APPLICATION Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3431 • FAX(360)403 3447 THIS APPLICATION TO BE USED FOR ONE AND TWO DWELLING UNITS RESIDENTIAL STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION DRAWINGS, SIX(6)ACCURATE, FULLY DIMENSIONED PLOT PLANS AND TWO(2) SETS OF ENERGY CODE APPLICATIONS. TYPE OF PERMIT: KBuilding Mechanical ( ) Plumbing ( ) Combination N i-4t,-� Project Address: �r�'y l� 40 � L L�� Parcel ID#: t�Q 7 i �>C �nQ,2d Lot#: �® Subdivision: 7t}L 1/1/rX�L A � GT I M� C22t Project Description: Owner: ELIM14f&h erj&Gr= Phone Number: T412 40� 7M-11_7 ` Address:/ft& M i ,C;5V le, City: -fN&�/V State: ida Zip Code: Z Contact Person:� / � /���z/�L�t71/6 'T>G�� Phone Number: Cell Phone: Fax&.2r26!!rf7 L-1r. ;&2 E-mail Address: —City: //e-_-z77 State: WA. Zip Code: Lending Agency: &1.2 ' Phone Number: Address: City: State: Zip Code: Contractor. _ 2n LL 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: MAY 2,,; 2906 Contractor's License Number: Expiration: FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received WEB Forms-46 Page 1 of 2 5/05 dwa A �2 ..ti . ... I • I - � 'i 1 1 �� I , � �1 I II ��� 11 i� r:; ' ������ ���Y °� S. .JGLE FAMILY RE HENCE 7� o BUILDING PERMIT APPLICATION f N G� Department of Community Development City of Arlington • 238 N Olympic Ave. •Arlington, WA 98223 • Phone (360)403 3431 • FAX (360)403 3447 Number of Plumbing Fixtures (Including Rough-Ins) Accessory Main Total Fixture Total Number Fixtures Plumbing Fixtures Dwelling Unit Residence Unit#X Units Multiplier Bar Sink X 1.0 = Bathtub or Combination Bath/Shower X 4.0 = Clotheswasher X 4.0 = Dishwasher X 1.5 = Hose Bibb X 2.5 = Kitchen Sink X 1.5 = Laundry Sink X 2.0 = Lavatory(Bathroom Sink) X 1.0 = Shower(Stand Alone)Each Head X 2.0 = Water Closet(Toilet) X 2.5 = Whirlpool Bath or Combination X 4.0 = Bath/Shower Water Heater Total Fixture Other Units Traps(other than above items Column Totals Estimated Project Valuatio 0 22"g-4 L22 ,62-2 Building Square Footage 1 S' Floor 2"d Floor l l`.{ l- /mac=j�f�� `d Floor Basement �Jr�� /J7fa'� Deck + Garage Mft Water Supply Piping A. Fixture Units: Number of Fixtures X Fixture Units=Total Fixture Units B. Distance from meter to most remote outlet: feet. C. Difference in elevation between meter and highest fixture: feet above meter or feet below meter. D. Pressure in street main: psi. (Measure with gauge or check with Water Department) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. e FOR STAFF USE ONLY D( Is �. Permit# Accepted By Amount Received Receipt# Date Received WEB Forms-46 Page 2 of 2 5/05 dwa �, w�l �_ iPrescriptive Approach—Simple Ft..-1 For the Washington State Energy Code(2001 Edition) Climate Zone 1 Site Information Building Department Use Only Lot: A62 Permit#: Address: 6422�LI--Z/VIF Notes: City: L State: V/ r, zip: Contact:r'��'T" Phone: Phone 2: Fax , Table 6-I PRESCRIV IVT REQUQtEMENno" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 (Unlimited Glazing Option Only) Olaang GlazingU-Factor Door' Waft Wall Wall Slab' Option Areas" U- Ceiling? Vaulted Above Into 1�a4 Flood On %of Floor Vertical Overheads s factor Ceilin� Grade Below Below Grade Grade Grade IIl Unlimited Group R-3 0.40 0.59 010 R 38 R-30 R-21 R 21 R 10 Wo R-10 Occupancy Only See the code text for footnote references This project complies with the following: The project is a single family residence or duplex. The project is wood frame O$all of the insulation is interior or exterior of the framing. r All building components meet the requirements listed in Table&I. Option Ill. The protect will meet ell other provisions of the WSEC and MAO, The project will take advantage of the following exceptions to the prescriptive option: Mr 602.6 Exception 1. One door, that is 24 ft.2 or less, that does not meet the standards is allowed. Location of the door taking this exception ZALi E�7,rt 122Z O 602.6 Exception 2. Doors with a Wactor of 0A0 allowed without calculations,Option Ill only. Location of the door(s)taking this exception Copyright 2002.MWEEP02-056 Copied by permission from the Vlfashington State Unkvmdy Cooperative Extension Energy program Prescriptive--S'bVh Form—Climate Zone 1 5131/2002 ■ ■ F ■■ ` - — IBM ■ 1 Z a f - : ' 1 0 • • • ME ■ ■ ME I� ■ ■ y WIN ■ ■ ■ mom ■ - - ■ molmEm■ `m I4I` `M A ■ M ■ 1 I �` • 1 • _ , � ' — I MINE! I No ti or 0 ME cm 1 - - ` .11 - J . r -L 7•J — i ��rh ■ . . NEW • mom 7 gomm • -.rmod ■ innihoodr dI■ ■ ' ■ mommi ` - 0 1■■■ ■ ' me 100 • ■ • INNE'Nr•i— M w— 1i1 - • � mm ■ 0 7 ■ rJ ON" — ■ ■ -mm i■ Ir• ■ ■ - 1 ■ .O. ME ■ � ■ — � ■ mommi ■ ■ ■ ■ ■ WE ■ - 1 No ■ ■ ` J ' 7 m • 7r ME ME —� ��� �.• No . r • t� -- • • . � � • No - ' Contractor/Owner: Patrick Boyle Permit: 06-7053 Date: 06-15-06 Project Address: 18410-Noble Dr. Mechanical Mechanical Permit: 1 Furnace/Unit Heaters 1 Exhaust fans: 1 Gas Piping: 1 Value: $80K Building Permit: $979.50 Plan Review Fee: $636.68 State Fee: $4.50 Chopelas & Associates, Inc. )V E D Engineering&Design Services 3611 168�' St. NE, Suite#5 " ' � �� 1� NO GFi/afvfaES AUfF-1OF;' Arlington, WA 98223 UNLESS Ar-PROVED B� (360) 653-4615; FAX: (360) 651-2085 PlflLf INC iNSPEOTO; May 11, 2006 Patrick Boyle 18410 Noble Drive Arlington, WA 98223 Subject: Structural Design for the addition and alterations to the residence at the above address The changes to the loading on the subject residence were analyzed for the changes according to the requirements of the 2003 International Building Code and the 2003 International Residential Code. The following design conditions for the analysis is based on the site conditions or according to the minimum code requirements: Soil bearing capacity: 2000 PSF Design Snow load: 25 PSF Floor Live load: 40 PSF Roof type/weight: Composition, 15 PSF Basic Wind Speed: 85 MPH, Wind Exposure/Importance: B, Iw=1.0 Seismic Site Class: D, Ss=1.25 The changes that affect the structure analyzed for vertical and lateral loads. Portions of the building that had no structural changes were not analyzed unless the proposed changes increased the loads above the existing design loads. Most of the existing structure is more than adequate,however it must be field verified that the existing shear walls,headers, studs and joists are as indicated in the plans and are structually sound during the framing inspections. If you have any questions or if you are in need of further assistance please feel free to call. Cy -7D O CD ly ECEI lr1d6 MAY 2 6 2006 COS. DERMIT C�I�T�R ocP,�s 12-t¢2�-���� I�EC D Peter Chopelas PE MA �i 7 CoIt? aM�Y � TER i r -e -- - -- -- ILF] 4$ 17 East Elevation Scale I J'.I'Ar ff R - GL 1 lB- P rW,1'e. I l North Elevation Scale:)i4"-1'-I1. I 1 I YLC_ UTE W) CD R5 N S - _ (loaf - - up�c/wrtCs M� ti wk{ vav N�N a 4�c k Lit�i P5� -t �� K 2,��{--C(�� lo,y� ���o x v Lb cJ'4�(uN(-T Acc t�6c g ' 7 lR---ll--! LS 3c)2 z-9 ��C, � � ? � lvPst) - (�X Z���► � l x10) 04* 31� Ub I f Lc� cn cn _ 3 W W LLJ co L CD 0 CD �C-4a NNC`! D c14eL In� (er,?,q LL �DOYL ��02. N . ^ ' � I(� ('S� 2, Psi' "�- L��S X l��Y> �" 1./`"'�c'2!`��r : ', - • g Ste/ LAA- STDAIA � � i i i r� r ID co CD Clog r N� SE r� I 2 3 J J _ - — �` �, Sip N�c.t►JC:- 74to P i rl (0) yea poor tj r a c^ Roof Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.63 By: Peter Chnpelas PE,Chopelas and Associates, Inc on:05-09-2006 :4:53:21 PM Project: Boyle-Location: upstairs bedroom door header Summary: (2) 1.5 IN x 3.5 IN x 4.5 FT /#2-Hem-Fir-Dry Use Section Adequate By: 16.1% Controlling Factor: Section Modulus/Depth Required 3.25 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.10 IN=U544 Total Load: TLD= 0.17 IN =U322 Reactions(Each End): Live Load: LL-Rxn= 338 LB Dead Load: DL-Rxn= 232 LB Total Load: TL-Rxn= 570 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.47 IN Beam Data: Span: L= 4.5 FT Maximum Unbraced Span: Lu= 4.5 FT Pitch Of Roof: RP= 6 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 3 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.5 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD_adi= 103 PLF Total Uniform Load: wT= 253 PLF Properties For:#2-Hem-Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb'(Tension): Fb'= 1458 PSI Adjustment Factors: Cd=1.15 CI=0.99 Cf=1.50 Fv': Fv'= 173 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 641 FT-LB 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 501 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= 5.27 IN3 S= 6.13 IN3 Area (Shear): Areq= 4.36 IN2 A= 10.50 IN2 Moment of Inertia(Deflection): Ireq= 5.99 IN4 1= 10.72 IN4 i 1 I Uniformly Loaded Floor Beam[2003 International Building Code(01 NDS)I Ver:6.00.63 By: Peter Chopelas PE, Chopelas and Associates, Inc on:05-10-2006 : 10:06:37 AM Project: BO°YLE-Location:central header over mudroom Summary: 5.125 IN x 7.5 IN x 10.0 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:41.3% Controlling Factor: Moment of Inertia/Depth Required 6.68 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.24 IN =U509 Total Load: TLD= 0.30 IN=U398 Reactions(Each End): Live Load: LL-Rxn= 1700 LB Dead Load: DL-Rxn= 472 LB Total Load: TL-Rxn= 2172 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.65 IN Camber Reqd.: C= 0.10 IN Beam Data: Span: L= 10.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 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= 10.0 PSF Tributary Width-Side One: TW1= 6.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 2.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 340 PLF Beam Self Weight: BSW= 9 PLF Beam Total Dead Load: wD= 94 PLF Total Maximum Load: wT= 434 PLF Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI 13cndinq Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb'(Tension): Fb'= 2400 PSI Adjustment Factors: Cd=1.00 Fv': Fv'= 240 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 5429 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1911 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= 27.15 IN3 S= 48.05 IN3 Area(Shear): Areq= 11.94 IN2 A= 38.44 IN2 Moment of Inertia(Deflection): Ireq= 127.48 IN4 1= 180.18 IN4 Combination Roof and Floor Beamf 2003 International Building Code(01 NDS)1 Ver:6.00.63 By: Peter Chopelas PE,Chopelas and Associates, Inc on:05-10-2006 : 10:10:13 AM Project: BOYLE-Location: header between kitteating(replaces wall) Summary: 5.125 IN x 7.5 IN x 8.9 FT /24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:50.5% Controlling Factor: Moment of Inertia/Depth Required 6.54 In Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.17 IN=U646 Total Load: TLD= 0.30 IN=U361 Reactions(Each End): Live Load: LL-Rxn= 1691 LB Dead Load: DL-Rxn= 1332 LB Total Load: TL-Rxn= 3023 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.91 IN Camber Reqd.: C= 0.20 IN Beam Data: Span: L= 8.9 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loadinq: Roof Live Load-Side One: RLL1= 25.0 PSF Roof Dead Load-Side One: RDL1= 15.0 PSF Roof Tributary Width-Side One: RTW1= 10.0 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 2.0 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= 10.0 PSF Floor Tributary Width-Side One: FTW1= 1.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 1.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 300 PLF Roof Uniform Dead Load(Adjusted for roof pitch): wD-roof= 190 PLF Floor Uniform Live Load: wL-floor= 80 PLF Floor Uniform Dead Load: wD-floor= 20 PLF Beam Self Weight: BSW= 9 PLF Combined Uniform Live Load: wL= 380 PLF Combined Uniform Dead Load: wD= 299 PLF Combined Uniform Total Load: wT= 679 PLF Controlling Total Design Load: wT-cont= 679 PLF Properties For:24F-V4-Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb'(Tension): Fb'= 2760 PSI Adjustment Factors:Cd=1.15 Fv': Fv'= 276 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 6727 FT-LB 4.45 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2600 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= 29.25 IN3 S= 48.05 IN3 Area(Shear): Areq= 14.13 IN2 A= 38.44 IN2 Moment of Inertia(Deflection): lreq= 119.72 IN4 1= 180.18 IN4 i Combination Roof and Floor Beam[2003 International Building Code(01 NDS)1 Ver:6.00.63 Bv: Peter Chopelas PE , Chopelas and Associates, Inc on:05-10-2006: 11:14:56 AM Project: BOYLE-Location: header at rec room door Summary: 3.5 IN x 7.25 IN x 5.25 FT /#1 -Hem-Fir-Dry Use Section Adequate By: 15.7% Controlling Factor: Section Modulus/Depth Required 6.74 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.06 IN= U976 Total Load: TLD= 0.09 IN=U664 Reactions(Each End): Live Load: LL-Rxn= 1654 LB Dead Load: DL-Rxn= 776 Lb Total Load: TL-Rxn= 2430 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.71 IN Beam Data: Span: L= 5.25 FT Maximum Unbraced Span: Lu= 5.0 FT Live Load Deflect.Criteria: L/ 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= 4.0 FT Roof Live Load-Side Two: RLL2= 25.0 PSF Roof Dead Load-Side Two: RDL2= 10.0 PSF Roof Tributary Width-Side Two: RTW2= 2.0 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= 10.0 PSF Floor Tributary Width-Side One: FTW1= 6.0 FT Floor Live Load-Side Two: FLL2= 40.0 PSF Floor Dead Load-Side Two: FDL2= 10.0 PSF Floor Tributary Width-Side Two: FTW2= 6.0 FT Floor Duration Factor: Cd-floor= 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL-roof= 150 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD-roof= 89 PLF Floor Uniform Live Load: wL-floor= 480 PLF Floor Uniform Dead Load: wD-floor= 120 PLF Beam Self Weight: BSW= 6 PLF Combined Uniform Live Load: wL= 630 PLF Combined Uniform Dead Load: wD= 296 PLF Combined Uniform Total Load: wT= 926 PLF Controlling Total Design Load: wT-cont= 926 PLF Properties For:#1-Hem-Fir Bending Stress: Fb= 975 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1500000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb'(Tension): Fb'= 1444 PSI Adjustment Factors: Cd=1.15 CI=0.99 Cf=1.30 Fv': Fv'= 173 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 3189 FT-LB 2.625 ft from left support Critical moment created by combining all dead and live loads Controlling Shear: V= 1895 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= 26.50 IN3 S= 30.66 IN3 Area(Shear): Areq= 16.48 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 41.02 IN4 1= 111.15 IN4 I I Uniformly Loaded Floor Beamf 2003 International Building Code(01 NDS))Ver:6.00.63 By: Peter Chopelas PE, Chopelas and Associates, Inc on:05-10-2006: 12:48:52 AM Project: BOYLE-Location:deck beam at stairs Summary: 5.5 IN x 5.5 IN x 9.0 FT /#2-Hem-Fir-Dry Use Section Adequate By:22.2% Controlling Factor:Section Modulus/Depth Required 4.98 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.14 IN=L/767 Total Load: TLD= 0.19 IN=U572 Reactions(Each End): Live Load: LL-Rxn= 360 LB Dead Load: DL-Rxn= 123 LB Total Load: TL-Rxn= 483 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.22 IN Beam Data: Span: L= 9.0 FT Unbraced Lenqth-Top of Beam: Lu= 2.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 80 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 27 PLF Total Maximum Load: wT= 107 PLF Properties For:#2-Hem-Fir Bending Stress: Fb= 575 PSI Shear Stress: Fv= 140 PSI Modulus of Elasticity: E= 1100000 PSI Stress Perpendicular to Grain: Fc perp= 405 PSI Adjusted Properties Fb'(Tension): Fb'= 575 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00 Fv': Fv'= 140 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1087 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 435 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= 22.70 IN3 S= 27.73 IN3 Area(Shear): Areq= 4.66 IN2 A= 30.25 IN2 Moment of Inertia(Deflection): Ireq= 35.78 IN4 1= 76.26 IN4 i Uniformly Loaded Floor Beamf 2003 International Building Code(01 NDS))Ver:6.00.63 By: Peter Chopelas PE, Chopelas and Associates, Inc on:05-10-2006 : 12:50:02 AM Protect: BOYLE-Location:deck beam at over hot tub area Summary: 3.5 IN x 7.25 IN x 9.0 FT /#2-Hem-Fir-Dry Use Section Adequate By:8.5% Controlling Factor: Section Modulus/Depth Required 6.96 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.20 IN=U529 Total Load: TLD= 0.26 IN=U413 Reactions(Each End): Live Load: LL-Rxn= 900 LB Dead Load: DL-Rxn= 253 LB Total Load: TL-Rxn= 1153 LB Bearing Length Required(Beam only, support capacity not checked): BL= 0.81 IN Beam Data: Span: L= 9.0 FT Unbraced Lenqth-Top of Beam: Lu= 2.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-SAe One: DL1= 10.0 PSF Tributary Width=Side One: TW1= 3.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 2.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 200 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 56 PLF Total Maximum Load: wT= 256 PLF Properties For:#2-Hem-Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb'(Tension): Fb'= 1102 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 150 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2594 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1014 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= 28.25 IN3 S= 30.66 IN3 Area (Shear): Areq= 10.14 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 75.69 IN4 1= 111.15 IN4 i I I Uniformly Loaded Floor Beam[2003 International Building Code(01 NDS)I Ver:6.00.63 By: Peter Chopelas PE , Chopelas and Associates, Inc on:05-10-2006: 12:52:06 AM Project: BOYLE-Location:deck beam at stairs Summary: 3.5 IN x 5.5 IN x 9.0 FT /#2-Hem-Fir-Wet Use Section Adequate By:44.2% Controlling Factor: Moment of Inertia/Depth Required 4.87 In Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.21 IN=U519 Total Load: TLD= 0.27 IN =U397 Reactions(Each End): Live Load: LL-Rxn= 360 LB Dead Load: DL-Rxn= 111 LS Total Load: TL-Rxn= 471 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.50 IN Beam Data: Span: L= 9.0 FT Unbraced Length-Top of Beam: Lu= 2.0 FT Live Load Deflect.Criteria: U 360 Total Load Deflect.Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 10.0 PSF Tributary Width-Side One: TW1= 2.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 10.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 80 PLF Beam Self Weight: BSW= 5 PLF Beam Total Dead Load: wD= 25 PLF Total Maximum Load: wT= 105 PLF Properties For:#2-Hem-Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb'(Tension): Fb'= 1102 PSI Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.30 Fv': Fv'= 146 PSI Adjustment Factors:Cd=1.00 Cm=0.97 E': E'= 1170000 PSI Adjustment Factors: Cm=0.90 Fc'_perp: Fc'_perp= 271 PSI Adjustment Factors: Cm=0.67 Design Requirements: Controlling Moment: M= 1060 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 424 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= 11.54 IN3 S= 17.65 IN3 Area (Shear): Areq= 4.37 IN2 A= 19.25 IN2 Moment of Inertia(Deflection): Ireq= 33.64 IN4 1= 48.53 IN4 i �, ,. ' I SCOTT KIRKI,AN D Architect 13004 Hilltop Road Arlington Washington 98223 360:653:3978 360:657:1985 Fax Transmittal Date: 5/25/2006 To: Department of Community Development City of Arlington 238 North Olympic Avenue Arlington, Washington 98223 Attention: Project: Additions and Alterations Boyle Residence Enclosed: Completed Applications and Forms 2 sets each Architectural and Structural Drawings 6 each Site Plan drawing Message: Cc Mr.and Mrs.Boyle CADocuments and Settings\scott kirkland\My Documents\boyle residence\trans4boyle.doc RECEIVED MAY 2 6 2006 ©kR- -1D53 C0A PERMIT CENTER f � � � ��r ;, �. .. G1T Y O1' City of Arlington Development Services o Building Permit lING"� Site Plan Submittal Checklist I The following supplemental information is required on the site plan for all single-family and duplex building permit applications: CN' Plat name, lot number and address. ®' Applicant or contractor information. W Entire property with dimensions of boundaries and north arrow. U Vicinity map showing names of bordering streets. ❑ Site elevations at corners of lot, or approximate grade lines for sloping lots. ❑ Show improvements in Right of Way/dedicated easements. U`Location of existing structures and proposed structures. pT� ❑ Proposed septic tank, drain field, well site and or water line location. Front, rear, and side yard setbacks shall be shown on site plan. Ur- Garage setbacks. All residential driveways taking access from a public road (not including alleys) shall be a minimum of 22 feet in length and shall be at a right angle to curb depression. Nf\❑ Building height shall be depicted on the site plan. U A break down of all impervious surfaces and its total shall be shown on the site plan. r%❑ Any wetlands, streams or protected areas including steep slopes. Ppr( ❑ Show location of shade trees. U""Show dimensions and/or to scale, i.e., '/4" = 1' or 1" = 20' [IYTECSP Details & Requirements. -.• r G`�Y °f R`31DENTIAL APPLh -.:ATION �,� o SUBMITTAL CHECKLIST I�N G� Department of Community Development City of Arlington • 238 N Olympic Ave. • Arlington,WA 98223 • Phone (360) 403 3431 • FAX (360)403 3447 Please use this checklist to ensure that all necessary information is provided for review of your project. A completed building permit application Six (6) accurate fully dimensioned plot plans Two (2) sets of construction drawings Two (2) sets of engineered drawings and calculations (if required) A completed Energy Code application A photocopy of current Washington State Contractor License Verification of Water and Sewer Availability from City of Marysville (if applicable) �,' Health Department Approval of septic system at time of �T7— submittal APPLICATIONS ARE ONLY CONSIDERED COMPLETE IF ALL INFORMATION REQUESTED ON FORMS IS FILLED IN. Forms/MISC-1 ------------ P.L.105.00' I � n I North v m n CD A "g (d t Oy N i O CD O ^ OCD 00 O C w cx x �� ¢ - - �. CD usFD qQ 22.0 I'm/1 x 47.00'm/t -- y P.L.105.00' CD O c be b�w Z o � n m J o 1-� � N N cn J rr xCa,.n z WO�. ►r• �.D ^ --- `V -. r�G y'�❑ anEL iq rD rD cnpt T" A qAq A A w ❑ ° m o 0 0 0 Ij v: c m EF y ° �m 67th Avenue � t_ `� �0 �G� '' � $ o c _ " �• � v � m r• t� t--r - CD aaaaaa d ' r w dQ 'tc R C CD 00 w a p fT 't7 oU+ i4y n'n ?Cnt cy m �o- P Drawing Contents: Site Plan k o C 9 w y Additions and Alterations For: o w W 7 O o Mr, and Mrs. Patrick Boyle tty--�� y 18410 Noble Drive a Arlington, Washington