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HomeMy WebLinkAbout09016City of Port Townsend Development Services Department Notice PERMIT NUMBER R E K dq -.— (0 OWNER JOB LOCATION Inspection of this structure has found the following You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherw When corrections have been made, call72//r inspection. Datefb f Inspector i � c �. Lots DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE QORTTCONSTRUCTION PROGRESS RECORD CITY OF PORT TOWNSEND Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE, CONSPICUOUS LOCATION. PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY. STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 959700302 PERMIT NO. BLD09-016 ISSUED DATE 03/25/2009 EXPIRATION DATE 09/21/2009 ADDRESS 3410 CLIFF ST OWNER WALKER SCOTT CONSTRUCTION TYPE OCCUPANT LOAD PROJECT DESCRIPTION Residence Addition CONTRACTOR OWNER BUILDER LENDER INSPECTION INSP DATE COMMENTS INSPECTION INSP DATE COMMENTS SETBACKS SURVEY PINS FOOTING FOUNDATION WALL FLOOR FRAMING FRAMING SHEAR WALL INSULATION SMOKE DETECTORS GWB ADDRESS NUMBERS FINAL PUBLIC WORK FINAL BUILDING TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. Qoar ro CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT �-INSPECTION REPORT 9� - �WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOOOPM FRIDAY. DATE OF INSPECTION: `lD % PERMIT NUMBER: l�.p Q SITE ADDRESS: CONTACT PERSON:J, PHONE: TYPE OF INSPECTION:/ �� �10 �-/ 14, j EjA—(-- ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector , C--Iz 7 Loyz, Date Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. PORT r0 CITY OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT 9��wA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY3:OOPM FRIDAY. Z DATE OF INSPECTION: ,Q PERMIT NUMBER: I,71.h D9 ( "— 0/6 SITE ADDRESS: 3 q to cLA Fr S , CONTACT PERSON: / PHONE: TYPE OF INSPECTION: (A Z�- [ _ /� j L Aj c \ ❑ APPROVED ❑APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector Date p Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. T, �oF pORT T o�ym CITY OF PORT TOWNSEND o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INiSPECTION. FOR MONDAY INSPECTION, CALL BY /3:OOPM FRIDAY. DATE OF INSPECTION: 6/1'? PERMIT NUMBER:V SITE ADDRESS: L+ /0 CONTACT PERSON: PHONE: TYPE OF INSPECTION: ❑ APPROVED ❑ APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be =eked at next inspection ( Inspector L � � t — 0 Date Acknowledgement Date ❑ NOT APPROVED Call for re -inspection before proceeding. / 7 O Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. Poor ro CITY OF PORT TOWNSEND o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WASr�"' CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE I SPE TION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: PERMIT NUMBER: Lc�JZ�QJ C) SITE ADDRESS: CL.j-F� CONTACT PERSON: PHONE: TYPE OF INSPECTION: *60 �r' NCD \� ! -j l� �_c ��� lJ � L Y� ❑ APPROVED Inspector Acknowledgement ❑ APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection /A I Lo C12— Date Date ❑ NOT APPROVED Call for re -inspection before proceeding.. ' ? /6 9 Approved plans and permit card must be on-site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. A P.T. DESIGN & C < < Y TIMBERFRAME Phone: (360) 379-3940 3265 Eddy Street E-mail: erickuzma@msn.com Port Townsend, WA 98368 Scott Walker 3 December 2008 3410 Cliff Street Port Townsend, WA 98368 GRAVITY LOADS: 1: First Floor Joists: 2x10 @ 24"o.c. HF42 2: Second Floor Joists: 2x6 @ 16"o.c. HF#2 3: Existing Rim Joist (as Header): 2x12 HF42 (Adequate) 4: Landing Edge Beam: 2x6 DF#2 5: New Window Header @ Ridge: 4x8 DF#1 6: Ridge Header @ old Ext. Wall: 6x6 DF#2 7: New Existing Ridge Beam: 6.75x12 Glulam 24F -V4 8: New Dormer Ridge: (2) 2x6 HF#2 9: Addition Ridge: (2) 2x10 Select Struc. 10: Typical Rafter: 2x10 HF#2 @ 24" o.c. Y D E 04N"129 2009 CITY Of PORT TOWNSEND DSD Floor Joistf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:43 PM Project: WALKER - Location: IST FLOOR JOISTS Summary: 1.5 IN x 9.25 IN x 7.58 FT (a)_ 24 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 142.6% Controlling Factor: Section Modulus / Depth Required 5.94 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Joist Data: Center Span Length: Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Properties For: #2- Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.10 Cr -1.15 FV: DLD-Center= 0.01 IN LLD -Center= 0.03 IN = U3196 TLD -Center- 0.04 IN = U2325 LL-Rxn-A= 303 LB DL-Rxn-A= 114 LB TL-Rxn-A= 417 LB BL -A= 0.69 IN LL-Rxn-B= 303 LB DL-Rxn-B= 114 LB TL-Rxn-B= 417 LB BL -B= 0.69 IN L2= 7.58 FT Cd= 1.00 U 480 U 360 LL -2= 40.0 PSF DL -2= 15.0 PSF TL -2= 55.0 PSF wT-2= 110 PLF Fb= 850 PSI Fv= 150 PSI E= 1300000 PSI E -Min= 470000 PSI Fc -perp= 405 PSI Fb'= 1075 PSI FV= 150 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 790 FT -LB 3.79 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 334 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Decking Information: Plywood Thickness T= 3/4 IN Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: A-ioist= 13.88 IN2 Plywood Area: A -ply= 3.00 IN2 Section Centroid: C= 5.51 IN ABOVE BASE Moment Of Inertia: I -comb= 160.60 IN4 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 8.82 IN3 S= 21.39 IN3 Area (Shear): Areq= 3.34 IN2 A= 13.88 IN2 Moment of Inertia (Deflection): Ireq= 24.87 IN4 I -comb= 160.60 IN4 Floor Joist[ 2006 International Building Code (05 NDS) j Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: IST FLOOR JOISTS Summary: 1.5 IN x 9.25 IN x 7.58 FT @ 24 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 142.6% Controlling Factor: Section Modulus / Depth Required 5.94 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 500 250 Shear (lbs) 0 -250 -500 800 400 Moment (ft -Ib) 0 -400 -800 -0.04 -0.02 Deflection (in) 0 0.02 0.04 Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM Center Span = 7.58 ft Floor Joist[ 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:40 PM Proiect: WALKER - Location: 2ND FLOOR JOISTS Summary: 1.5 IN x 5.5 IN x 7.54 FT A 16 O.C.1 #2 - Hem -Fir - Dry Use Section Adequate By: 27.4% Controlling Factor: Moment of Inertia / Depth Required 5.07 In Center Span Deflections: Dead Load: DLD-Center- 0.05 IN Live Load: LLD -Center- 0.14 IN = U631 Total Load: TLD -Center= 0.20 IN = U459 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 201 LB Dead Load: DL-Rxn-A= 75 LB Total Load: TL-Rxn-A= 276 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.46 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 201 LB Dead Load: DL-Rxn-B= 75 LB Total Load: TL-Rxn-B= 276 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.46 IN Joist Data: Center Span Length: L2= 7.54 FT Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= 40.0 PSF Dead Load: DL -2= 15.0 PSF Total Load: TL -2= 55.0 PSF Total Load Adiusted for Joist Spacing: wT-2= 73 PLF Properties For: #2- Hem -Fir Fb= 850 PSI Bending Stress: Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adiusted Modulus of Elasticity: E -Min= 470000 PSI Stress Perpendicular to Grain: Fc -perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1271 PSI Adjustment Factors: Cd=1.00 CF=1.30 Cr -1.15 F�: Fv'= 150 PSI Adiustment Factors: Cd=1.00 Design Requirements: M= 521 FT -LB Controlling Moment: 3.77 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 243 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Sreq= 4.92 IN3 Section Modulus (Moment): S= 7.56 IN3 Area (Shear): Areq= 2.43 IN2 A= 8.25 IN2 Moment of Inertia (Deflection): Ireq= 16.32 IN4 1= 20.80 IN4 Floor Joist[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: 2ND FLOOR JOISTS Summary: 1.5 IN x 5.5 IN x 7.54 FT @ 16 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 27.4% Controlling Factor: Moment of Inertia / Depth Required 5.07 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 300 150 Shear (Ibs) 0 -150 -300 600 300 Moment (ft -Ib) 0 -300 -600 -0.2 -0.1 Deflection (in) 0 0.1 0.2 Controlling Load Cases: Shear: Critical shear created by corn Moment: Critical moment created by Deflection: Critical deflection createc all dead loads and live loads on span(s) 2 ning all dead loads and live loads on span(s) 2 mbining all dead loads and live loads on span('. LOADING DIAGRAM 2 Center Span = 7.54 ft Uniformly Loaded Floor Beam[ 2006 International Buildinq Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Desiqn on: 12-03-2008: 4:00:19 PM Proiect: WALKER - Location: RIM JOIST AS HEADER (c@ LANDING) Summary: 1.5 IN x 11.25 IN x 4.0 FT / #2 - Hem-Fir - Dry Use Section Adequate By: 73.7% Controlling Factor: Section Modulus / Depth Required 8.54 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U4131 Total Load: TLD= 0.02 IN = L/2990 Reactions (Each End): Live Load: LL-Rxn= 934 LB Dead Load: DL-Rxn= 356 LB Total Load: TL-Rxn= 1290 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.12 IN Beam Data: Span: L= 4.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loadinq: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 10.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.67 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loadinq: Beam Total Live Load: wL= 467 PLF Beam Self Weight: BSW= 3 PLF Beam Total Dead Load: wD=178 PLF Total Maximum Load: WT= 645 PLF Properties For. #2- Hem-Fir Bendinq Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adiusted Modulus of Elasticity: E-Min= 470000 PSI Stress Perpendicular to Grain: Fc_perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 850 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv': Fv'= 150 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1290 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 697 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= 18.21 IN3 S= 31.64 IN3 Area (Shear): Areq= 6.97 IN2 A= 16.88 IN2 Moment of Inertia (Deflection): Ireq= 15.51 IN4 1= 177.98 IN4 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma , P.T. Design on: 12-03-2008 Project: WALKER - Location: RIM JOIST AS HEADER (@ LANDING) Summary: 1.5 IN x 11.25 IN x 4.0 FT / #2 - Hem -Fir - Dry Use Section Adequate By: 73.7% Controlling Factor: Section Modulus / Depth Required 8.54 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (lbs) 0 -1000 -2000 2000 1000 Moment (ft -Ib) 0 -1000 -2000 -0.02 -0.01 Deflection (in) 0 0.01 0.02 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM Span = 4 ft Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:16 PM Project: WALKER - Location: LANDING EDGE BEAM Summary: 1.5 IN x 5.5 IN x 4.0 FT / #2 - Hem -Fir - Dry Use Section Adequate By: 268.5% Controlling Factor: Section Modulus / Depth Required 2.87 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN = U3333 Total Load: TLD= 0.02 IN = L/2385 Reactions (Each End): Live Load: LL-Rxn= 135 LB Dead Load: DL-Rxn= 54 LB Total Load: TL-Rxn= 189 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.31 IN Beam Data: Span: L= 4.0 FT Unbraced Lenqth-Top of Beam: Lu= 0.0 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= 15.0 PSF Tributary Width -Side One: TW1= 1.69 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 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= 68 PLF Beam Self Weight: BSW= 2 PLF Beam Total Dead Load: WD= 27 PLF Total Maximum Load: WT= 94 PLF Properties For: #2- Hem -Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adjusted Modulus of Elasticity: E -Min= 470000 PSI Stress Perpendicular to Grain: Fc—perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1105 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 150 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 189 FT -LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 147 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= 2.05 IN3 S= 7.56 IN3 Area (Shear): Areq= 1.47 IN2 A= 8.25 IN2 Moment of Inertia (Deflection): Ireq= 2.25 IN4 1= 20.80 IN4 Uniformly Loaded Floor Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: LANDING EDGE BEAM Summary: 1.5 IN x 5.5 IN x 4.0 FT / #2 - Hem -Fir - Dry Use Section Adequate By: 268.5% Controlling Factor: Section Modulus / Depth Required 2.87 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 200 100 Shear (Ibs) 0 -100 -200 200 100 Moment (ft -Ib) 0 -100 -200 -0.02 -0.01 Deflection (in) 0 0.01 0.02 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM Span = 4 ft Multi -Loaded Beam[ 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:32 PM Proiect: WALKER - Location: NEW WINDOW HDR. @ RIDGE Summary: 3.5 IN x 7.251N x 5.33 FT / #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.4% Controlling Factor: Section Modulus / Depth Required 6.28 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked) Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked) Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: #1- Douqlas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adiusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.30 Fv': DLD-Center= 0.02 IN LLD -Center- 0.03 IN = U2016 TLD -Center- 0.05 IN = U1182 LL-Rxn-A= 549 LB DL-Rxn-A= 393 LB TL-Rxn-A= 942 LB BL -A= 0.43 IN LL-Rxn-B= 551 LB DL-Rxn-B= 394 LB TL-Rxn-B= 945 LB BL -B= 0.43 IN L2= 5.33 FT Lug -Top= 0.0 FT Lug -Bottom= 5.33 FT Cd= 1.00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 6 PLF wT-2= 6 PLF PL1-2= 1100 LB PD1 -2= 758 LB X1-2= 2.67 FT Fb= 1000 PSI Fv= 180 PSI E= 1700000 PSI E -Min= 620000 PSI Fc_perp= 625 PSI Fb'= 1300 PSI Fv'= 180 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2491 FT -LB 2.665 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 942 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Sreq= 22.99 IN3 Section Modulus (Moment): S= 30.66 IN3 Area (Shear): Areq= A= 7.85 25.38 IN2 IN2 Moment of Inertia (Deflection): Ireq= 1= 22.57 111.15 IN4 IN4 Multi -Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: NEW WINDOW HDR. @ RIDGE Summary: 3.5 IN x 7.25 IN x 5.33 FT /#1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.4% Controlling Factor: Section Modulus / Depth Required 6.28 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 1000 500 Shear (Ibs) 0 -500 -1000 3000 1500 Moment (ft -Ib) 0 -1500 -3000 -0.06 -0.03 Deflection (in) 0 0.03 0.06 Controlling Load Cases: Shear. Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM P1 i A Center Span = 5.33 ft Multi -Loaded Beam( 2006 International Buildinq Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:35 PM Proiect: WALKER - Location: RIDGES HEADER Summary: 5.51N x 5.5 IN x 3.88 FT /#2 -Douglas-Fir-Larch (North) -Dry Use Section Adequate By: 1.8% Controlling Factor: Section Modulus / Depth Required 5.45 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Lenqth Required (Beam only, support capacity not checked): Center Span Riqht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: #2- Douqlas-Fir-Larch (North) Bendinq Stress: Shear Stress: Modulus of Elasticity: Adiusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.00 FV: DLD-Center= 0.01 IN LLD -Center= 0.02 IN = U2329 TLD -Center— 0.03 IN = U1367 LL-Rxn-A= 1000 LB DL-Rxn-A= 699 LB TL-Rxn-A= 1699 LB BL -A= 0.49 IN LL-Rxn-B= 338 LB DL-Rxn-B= 245 LB TL-Rxn-B= 583 LB BL -B= 0.17 IN L2= 3.88 FT Lug -Top= 0.0 FT Lu2-Bottom= 3.88 FT Cd= 1.00 U 360 U 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 6 PLF wT-2= 6 PLF PL1-2= 1338 LB PD1 -2= 919 LB X1-2= 0.98 FT Fb= 725 PSI Fv= 170 PSI E= 1300000 PSI E -Min= 470000 PSI Fc_perp= 625 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: 1.009 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) Controllinq Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Fb'= 725 PSI FV= 170 PSI M= 1646 FT -LB 2 V= 1697 LB Sreq= 27.25 IN3 S= 27.73 IN3 Areq= 14.97 IN2 A= 30.25 IN2 Ireq= 13.38 IN4 1= 76.26 IN4 Multi -Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: RIDGES HEADER Summary: 5.5 IN x 5.5 IN x 3.88 FT / #2 - Douglas -Fir -Larch (North) - Dry Use Section Adeauate Bv: 1.8% Controllina Factor: Section Modulus / Depth Required 5.45 In 2000 1000 Shear (Ibs) 0 -1000 -2000 2000 1000 Moment (ft -Ib) 0 -1000 -2000 -0.04 -0.02 Deflection (in) 0 0.02 0.04 SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads ons an P1 LOADING DIAGRAM Center Span = 3.88 ft 2 J Roof Beam[ 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:24 PM Proiect: WALKER - Location: EXISTING RIDGE -NEW GLULAM Summary: 6.75 IN x 12.0 IN x 23.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 3.2% Controlling Factor: Moment of Inertia / Depth Required 11.87 In Deflections: Dead Load: DLD= 0.62 IN Live Load: LLD= 0.87 IN = U317 Total Load: TLD= 1.49 IN = U186 Reactions (Each End): Live Load: LL-Rxn= 2764 LB Dead Load: DL-Rxn= 1951 LB Total Load: TL-Rxn= 4714 LB Bearinq Lenqth Required (Beam only, support capacity not checked): BL= 1.07 IN Camber Reqd.: C= 0.93 IN Beam Data: Span: L= 23.08 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 4. :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loadinq: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DLI= 15.0 PSF Tributary Width -Side One: TW1= 4.79 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 4.79 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 18 PLF Slope/Pitch Adiusted Lenqths and Loads: Adiusted Beam Lenqth: Ladi= 23.08 FT Beam Unfform Live Load: wL= 240 PLF Beam Uniform Dead Load: wD_adi= 169 PLF Total Uniform Load: WT= 409 PLF Properties For: 24F -V4- Visually Graded Western Species Bendinq Stress: Fb= 2400 PSI Shear Stress: Fv= 265 PSI Modulus of Elasticity: E= 1800000 PSI Adiusted Modulus of Elasticity: E -Min= 930000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bendinq Stress of Comp. Face in Tension: Fb_cpr= 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2660 PSI Adjustment Factors: Cd=1.15 Cv=0.96 Fv': Fv'= 305 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 27202 FT -LB 11.54 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear: V= 4337 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= 122.73 IN3 S= 162.00 IN3 Area (Shear): Areq= 21.35 IN2 A= 81.00 IN2 Moment of Inertia (Deflection): Iraq= 941.60 IN4 1= 972.00 IN4 Roof Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: EXISTING RIDGE -NEW GLULAM Summary: 6.75 IN x 12.0 IN x 23.08 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 3.2% Controlling Factor: Moment of Inertia /Depth Required 11.87 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 5000 2500 Shear (Ibs) 0 -2500 -5000 15000 Moment (ft -Ib) 0 -15000 -30000 -2 -1 Deflector (in) 0 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM A !� Span = 23.08 ft Multi -Loaded Beamf 2006 International Building Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:29 PM Proiect: WALKER - Location: NEW DORMER RIDGE Summary: ( 2 ) 1.5 IN x 5.5 IN x 9.5 FT /#2 -Hem -Fir -Dry Use Section Adequate By: 15.5% Controlling Factor: Section Modulus / Depth Required 5.12 In Center Span Deflections: Dead Load: DLD-Center= 0.14 IN Live Load: LLD -Center= 0.21 IN = U545 Total Load: TLD -Center- 0.34 IN = U330 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 444 LB Dead Load: DL-Rxn-A= 281 LB Total Load: TL-Rxn-A= 725 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.60 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 164 LB Dead Load: DL-Rxn-B= 113 LB Total Load: TL-Rxn-B= 276 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.23 IN Beam Data: Center Span Length: L2= 9.5 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2-Bottom= 9.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 3 PLF Total Load: wT-2= 3 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 79 PLF Left Dead Load: TRD-Left-1-2= 48 PLF Right Live Load: TRL-Riqht-1-2= 0 PLF Right Dead Load: TRD-Right-1-2= 0 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.67 FT Load Length: C-1-2= 7.67 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 79 PLF Left Dead Load: TRD-Left-2-2= 48 PLF Right Live Load: TRL-Right-2-2= 0 PLF Right Dead Load: TRD-Right-2-2= 0 PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 7.67 FT Load Length: C-2-2= 7.67 FT Properties For: #2- Hem -Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adiusted Modulus of Elasticity: E -Min= 470000 PSI Stress Perpendicular to Grain: Fc -Perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1105 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv': Fv'= 150 PSI Adiustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1206 FT -LB 3.705 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 630 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 13.10 IN3 S= 15.13 IN3 Area (Shear): Areq= 6.30 IN2 A= 16.50 IN2 Moment of Inertia (Deflection): Ireq= 30.21 IN4 1= 41.59 IN4 Multi -Loaded Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: NEW DORMER RIDGE Summary: ( 2 ) 1.5 1N x 5.5 1N x 9.5 FT / #2 - Hem -Fir - Dry Use Section Adequate By: 15.5% Controlling Factor: Section Modulus / Depth Required 5.12 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 800 400 Shear (lbs) 0 -400 -800 2000 1000 Moment (ft -Ib) 0 -1000 -2000 -0.4 -0.2 Deflection (in) 0 0.2 0.4 Controlling Load Cases: Shear: Critical shear created by com Moment: Critical moment created by Deflection: Critical deflection created all dead loads and live loads on span(s) 2 ning all dead loads and live loads on span(s) 2 nbining all dead loads and live loads on span(; LOADING DIAGRAM Center Span = 9.5 ft Roof Beamf 2006 International Buildinq Code (05 NDS)1 Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:27 PM Project: WALKER - Location: NEW ADDITION RIDGE Summary: ( 2 ) 1.5 IN x 9.25 IN x 8.0 FT / Select Structural - Hem-Fir - Dry Use Section Adequate By: 69.9% Controllinq Factor: Section Modulus / Depth Required 7.1 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.06 IN Live Load: LLD= 0.08 IN = L/1199 Total Load: TLD= 0.14 IN = U710 Reactions (Each End): Live Load: LL-Rxn= 1100 LB Dead Load: DL-Rxn= 759 LB Total Load: TL-Rxn= 1859 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.53 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loadinq: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 5.5 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 5.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weiqht: BSW= 5 PLF Slope/Pitch Adjusted Lenqths and Loads: Adjusted Beam Lenqth: Ladi= 8.0 FT Beam Uniform Live Load: wL= 275 PLF Beam Uniform Dead Load: wD adi= 190 PLF Total Uniform Load: WT= 465 PLF Properties For: Select Structural- Hem-Fir Bendinq Stress: Fb= 1400 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Stress Perpendicular to Grain: Fcaerp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1771 PSI Adjustment Factors: Cd=1.15 CF=I. 10 Fv': Fv'= 173 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3717 FT-LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controllinq Shear. V= 1524 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= 25.19 IN3 S= 42.78 IN3 Area (Shear): Areq= 13.25 IN2 A= 27.75 IN2 Moment of Inertia (Deflection): Ireq= 50.17 IN4 1= 197.86 IN4 Roof Beam[ 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: NEW ADDITION RIDGE Summary: ( 2 ) 1.5 IN x 9.25 IN x 8.0 FT / Select Structural - Hem -Fir - Dry Use Section Adequate By: 69.9% Controlling Factor: Section Modulus / Depth Required 7.1 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (Ibs) 0 -1000 -2000 4000 2000 Moment (ft -Ib) 0 -2000 -4000 -0.2 -0.1 Deflection (in) 0 0.1 0.2 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span = 8 ft Roof Rafter( 2006 International Building Code (05 NDS) ) Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008: 4:00:38 PM Proiect: WALKER - Location: RAFTER -TYPICAL Summary:. IN x 9.25 IN x 10.54 FT p 24 O.C. / #2 -Hem-Fir -Dry Use Section Adequate By: 90.0% Controlling Factor: Section Modulus / Depth Required 6.71 In Rafter Span Deflections: Dead Load: DLD-Interior- 0.09 IN Live Load: LLD -Interior= 0.13 IN = U1048 Total Load: TLD -Interior- 0.23 IN = U627 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 132 PLF 264 LB Upper Dead Load: 88 PLF 177 LB Upper Total Load: 220 PLF 440 LB Lower Live Load: 132 PLF 264 LB Lower Dead Load: 88 PLF 177 LB Lower Total Load: 220 PLF 440 LB Upper Equiv. Tributary Width: UTWeq= 5.89 FT Lower Equiv. Tributary Width: LTWeq= 5.89 FT Rafter Data: Interior Span: L= 10.54 FT Eave Span: L-Eave= 0.0 FT Rafter Spacing: Spacing= 24.0 IN O.C. Rafter Pitch: RP= 6.0 :12 Roof sheathing applied to top of joists -Top of rafters fully braced. Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Rafter Loads: Roof Live Load: LL= 25.0 PSF Roof Dead Load: DL= 15.0 PSF Roof Duration Factor: Cd= 1.15 Slope Adiusted Spans And Loads: Interior Span: L-adi= 11.78 FT Rafter Live Load: wL-adi= 40 PLF Rafter Dead Load: wD-adi= 27 PLF Rafter Total Load: wT-adj= 67 PLF Properties For: #2- Hem -Fir Bending Stress: Fb= 850 PSI Shear Stress: Fv= 150 PSI Modulus of Elasticity: E= 1300000 PSI Adiusted Modulus of Elasticity: E -Min= 470000 PSI Stress Perpendicular to Grain: Fc -perp= 405 PSI Adjusted Properties Fb' (Tension): Fb'= 1237 PSI Adjustment Factors: Cd=1.15 CF=1.10 Cr--1.15 Fw: Fv'= 173 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1160 FT -LB 5.892 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 347 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 11.26 IN3 S= 21.39 IN3 Area (Shear): Areq= 3.01 IN2 A= 13.88 IN2 Moment of Inertia (Deflection): Ireq= 28.39 IN4 1= 98.93 IN4 Roof Rafterf 2006 International Building Code (05 NDS) ] Ver: 7.01.14 By: Eric Kuzma, P.T. Design on: 12-03-2008 Project: WALKER - Location: RAFTER -TYPICAL Summary: 1.5 IN x 9.25 IN x 10.54 FT @ 24 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 90.0% Controlling Factor: Section Modulus / Depth Required 6.71 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 400 200 Shear (Ibs) 0 -200 -400 2000 1000 Moment (ft -Ib) 0 -1000 -2000 -0.3 -0.15 Deflection (in) 0 0.15 0.3 Controlling Load Cases: Shear: Critical shear created by combining all dead loads and live loads on span(s) 2 Moment: Critical moment created by combining all dead loads and live loads on span(s) 2 Deflection Critical deflection created by combining all dead loads and live loads on span(s) 2 LOADING DIAGRAM Rafter Span = 10.54 ft (11.78 ft) Rafter Pitch: 6 : 12 AN ADDITION FOR: SCOTT NALKER 3410 CLIFF STREET, PORT TOHN5END, HA g8368 PROJECT DATA: NEN ADDITION ZONING: R-1 TAX PARCEL#: 4541-100-301 (302) (303) LEGAL DE50RIPTION: SECTION: 4, QTR. SECTION: NE 1/4, TOHN5HIP: 30 N, RANGE: IN. HILLS ADDITION BLK 3, LOTS 1-8 EXI5TIN6 HOUSE 15T FLOOR: 480 s.f. 2ND FLOOR: 480 s.f. ✓ TOTAL PATIO 4 DECK AREA: 144 s.f. DRIVEWAY 4 WALKWAY: 520 s.f. VIOINITY PLAN 31ST STREET CAPE GEORGE 15T FLOOR: 116 s.f. 2ND FLOOR: 48 s.f. LOT GOVERA&E 4 IMPERVIOUS AREA: (FOR PARCEL #q5q-100-302) LOT 51ZE: 20,000 s.f. TOTAL LOT COVERAGE (EXISTING 4 PROP05ED BUILDING FOOTPRINT): 65b s.f. or 3.3% (( 35% ALLOWABLE) TOTAL IMPERVIOUS SURFACE: 1320 s.f. or 6.b% (( 40% ALLOHABLE) THI5 PROJECT SHALL COMPLY WITH THE FOLLOHIN6 CODE -5: 2006 I.R.G., 2006 H5EC, 2006 VIAO 35TH STREET SITE 3410 DY STREET ASTINGS AVENUE (360) 3141-41288 55th STREET x— o �I; mrn > D rn rn O rI� I 51 TE PLAN 50ALE: I" = 40'-0° INDEX TO DRANIN65 N 9qr' :;I' d^," F REV. # DATE: DESCRIPTION: 0 ERIC KUZMA 2009 c I r'� U PICIA �1I' AA" 7- i 100.00 100.00' i (10'-0"SETBACK)-------------5 I I I I 1FARGEL# q5�-100-501 (LOTS I42) PARGEL# 1515�-100-303 (LOTS 14¢) I I LOT I LOT 8 of to J. t T1 I� 1 LOT 2 1 LOT 1 SETBACK)—v— 1 I I o RG ;.� I +. I 1 - 1 1. Dv'N I DRIVEWAY I I I EX15 16 ZZ �,RA NFIELD _ _ I — —(I '-0" SES -_-_; 24'-0" � 1 I I LOT 5 L LOT 6 TANK I 4RGEL� 15 7001 R02 (LOTS 5-6) I --—--—————— — — ---� -- AG OT 411, LOT 5 N_ 8Gd 51'48` F I PROJECT DATA, SITE/ VICINITY PLANS 1 DETAILED SECTION - B 2 PROP05ED 15T FLOOR PLAN 8 PROPOSED HE5T ELEVATION JAN 2 9 CITY Of PORT 1 a DSD 200.00' NOTE TO GONTRAGTOR5 $ BUILDING OFF I O I AL5: I. THESE PLANS ARE INTENDED TO CONTAIN ALL THE INFORMATION REQUIRED TO DEMONSTRATE COMPLIANCE WITH APPLICABLE BUILDING 4 ZONING CODES. IN THE CASE OF ANY INFORMATION WHICH APPEARS TO BE LAGKIN6, PLEASE CONTACT THE DE516NER IMMEDIATELY. 3 PROPOSED 2ND FLOOR PLAN 4 PROP05ED SOUTH ELEVATION 2. THESE PLANS CONTAIN THE MAJORITY OF INFORMATION REQUIRED > TO BUILD THE 5TRUGTURE A5 SHOWN. HONEVER, IT 15 NOT P0551BLE ILL 4 FOUNDATION/ 15T FLR. FRAMING 10 PROP05W EAST ELEVATION w Z w 4 2ND FLOOR FRAMING II PROP05ED NORTH ELEVATION BALANCE BETWEEN PROV15ION OF INFORMATION 4 COST OF THE PLANS. Of cy THE PLANS HILL INEVITABLY CONTAIN MINOR 015CREPANCIE5 4 AREAS U) 5 ROOF FRAMING PLAN 12 PERSPECTIVE VIEH5 cn Lu m N a 6 DETAILED SECTION - A THE BEST RE50LUTION OF THESE 155UE5 15 M05T OFTEN ACHIEVED THROUGH � A JOINT DECISION MAKING PROCESS INVOLVING THE OWNER(5)/DE516NER 4 GONTRAGTOR(S).BLD 0 9® 0 1 6 PORT TOWNSEND Cl- d 0 ASTINGS AVENUE (360) 3141-41288 55th STREET x— o �I; mrn > D rn rn O rI� I 51 TE PLAN 50ALE: I" = 40'-0° INDEX TO DRANIN65 N 9qr' :;I' d^," F REV. # DATE: DESCRIPTION: 0 ERIC KUZMA 2009 c I r'� U PICIA �1I' AA" 7- i 100.00 100.00' i (10'-0"SETBACK)-------------5 I I I I 1FARGEL# q5�-100-501 (LOTS I42) PARGEL# 1515�-100-303 (LOTS 14¢) I I LOT I LOT 8 of to J. t T1 I� 1 LOT 2 1 LOT 1 SETBACK)—v— 1 I I o RG ;.� I +. I 1 - 1 1. Dv'N I DRIVEWAY I I I EX15 16 ZZ �,RA NFIELD _ _ I — —(I '-0" SES -_-_; 24'-0" � 1 I I LOT 5 L LOT 6 TANK I 4RGEL� 15 7001 R02 (LOTS 5-6) I --—--—————— — — ---� -- AG OT 411, LOT 5 N_ 8Gd 51'48` F I PROJECT DATA, SITE/ VICINITY PLANS 1 DETAILED SECTION - B 2 PROP05ED 15T FLOOR PLAN 8 PROPOSED HE5T ELEVATION JAN 2 9 CITY Of PORT 1 a DSD 200.00' NOTE TO GONTRAGTOR5 $ BUILDING OFF I O I AL5: I. THESE PLANS ARE INTENDED TO CONTAIN ALL THE INFORMATION REQUIRED TO DEMONSTRATE COMPLIANCE WITH APPLICABLE BUILDING 4 ZONING CODES. IN THE CASE OF ANY INFORMATION WHICH APPEARS TO BE LAGKIN6, PLEASE CONTACT THE DE516NER IMMEDIATELY. DATE: 1/7/09 SCALE: AS SHOWN 3 PROPOSED 2ND FLOOR PLAN 4 PROP05ED SOUTH ELEVATION 2. THESE PLANS CONTAIN THE MAJORITY OF INFORMATION REQUIRED > TO BUILD THE 5TRUGTURE A5 SHOWN. HONEVER, IT 15 NOT P0551BLE ILL 4 FOUNDATION/ 15T FLR. FRAMING 10 PROP05W EAST ELEVATION TO ANTICIPATE EVERY PIECE OF INFORMATION NEEDED FOR CONSTRUCTION. Z THE DE516NERHAS MADE A 6000 FAITH EFFORT TO STRIKE A REASONABLE 4 2ND FLOOR FRAMING II PROP05ED NORTH ELEVATION BALANCE BETWEEN PROV15ION OF INFORMATION 4 COST OF THE PLANS. C9 cy THE PLANS HILL INEVITABLY CONTAIN MINOR 015CREPANCIE5 4 AREAS U) 5 ROOF FRAMING PLAN 12 PERSPECTIVE VIEH5 LAGKIN6 IN SPECIFIC INFORMATION. DURING THE COURSE OF CONSTRUCTION, Lu m AS THESE AREAS EMERGE, THEY HILL REQUIRE ATTENTION 4 RESOLUTION. 6 DETAILED SECTION - A THE BEST RE50LUTION OF THESE 155UE5 15 M05T OFTEN ACHIEVED THROUGH A JOINT DECISION MAKING PROCESS INVOLVING THE OWNER(5)/DE516NER 4 GONTRAGTOR(S).BLD 0 9® 0 1 6 PORT TOWNSEND DATE: 1/7/09 SCALE: AS SHOWN Z Q Q Q � U Z L LJ U > O 0 (,b CL LTJ F— II' imi MF.. SEND LTJ co > 00 o0 ILL Z wE W wy w C9 cy -n Z E U) 111 030 u Lu m �~ m .nuj t� v_ �E 0- F— Cl- d Z Q Q Q � U Z L LJ U > O 0 (,b CL LTJ F— II' imi MF.. SEND > W �> Ci 0 LL OLLI cy Lu V) LLLL v O Z LTJ j >OO Q M O SHEET: OF: X PROP05ED ADDITION I `~ NO HANDRAIL/ c=v GUARDRAIL REO'D IF SURFACE 15 LESS THAN 50" A50VE GRADE r --- i ( 'A A lkil v PROP05ED F I R5T FLOOR PLAN 9-'ALE: 1/4° = 1'-0° 0 i i �o DOWN 3'-32° , 12_WINDER TREADS _6 14 RISERS, FL R. TO FLR. 8'--2" 56" GUARD RAIL 11 CONT. HAND RAIL ® 36" ABOVE STAIR N051NG5, BOTH W/ BALUSTERS W/ 4" MAX. GAP WINDER TREADS SHALL HAVE A 10" MIN. TREAD DEPTH MEASURED AT A POINT 12" FROM NARROWER SIDE $ A MIN. TREAD DEPTH OF 6" 2/6x4/6 DOUBLE HUNG I 20 GFM WALL FORT _ I k�l I DA OFFICE (2) 2/6x4/6 HARDWOOD LLED )OU LE HUNG - 5/0 x 6/5 S� POCKET 5/0 xx 8 FULL LITE O , 2 2/6 x 6/8 UP GL05ET1 0 \t NEW METER LOCATION J I SHED ROOF ABOVE 4'-0' 4'-0" e'�6 lf� L 2��68 EXI5TIN6 H005E 20'-0" OPENING FRAMED (NC�WINDOW) I.W.h. (REMOVE INTERIOR WALL5) INFILLED PREVIOUS 5TAIR OPENING L--------- ELEGTRIG METER/PANEL GARAGE DOOR EXI5TING SHOP CONCRETE 5LA5 �a �E h �c to 4/4x4/0 OPENING FRAMED EXI5TING (NO WINDOW) OFFICE OPENING FRAMED (NO WINDOW) -- iggglHo DATE: 1/7/09 .. • SHEET: WINDOWS: WINDOWS TO BE MIL6ARD VINYL, L OR EQUAL DOLOR TO BE WHITE. WINDOW HARDWARE TO BE STANDARD. ALL OF: WINDOWS AND DOORS TO HAVE ,AN NFRO 12 U -VALUE OF 0.35 OR LOWER. BLD 090016 W c .• 11 co L6 • � 3 c� w 0 E ; (Z L w V! • N N ' E (J1 W>- 3 � �_ W m " .8 _ Lu.— 0 �� dr E as a Lu C-) ,_iw � LL - LLLu LL • SHEET: WINDOWS: WINDOWS TO BE MIL6ARD VINYL, L OR EQUAL DOLOR TO BE WHITE. WINDOW HARDWARE TO BE STANDARD. ALL OF: WINDOWS AND DOORS TO HAVE ,AN NFRO 12 U -VALUE OF 0.35 OR LOWER. BLD 090016 .• 11 • .• • If Lu in � LL - LLLu LL • s� • SHEET: WINDOWS: WINDOWS TO BE MIL6ARD VINYL, L OR EQUAL DOLOR TO BE WHITE. WINDOW HARDWARE TO BE STANDARD. ALL OF: WINDOWS AND DOORS TO HAVE ,AN NFRO 12 U -VALUE OF 0.35 OR LOWER. BLD 090016 PR0P05ED ADDITION FOUNDATION 4 FIRST G F''LAO�ORFRAMING PLAN 56ALL: IW = I' -0o EXI5TIN6 HOUSE — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I -------------------------------I \ Z O Q< 0 D ILL 0 TYP. GONG. FOUNDATION HALL I GENERAL NOTES: I I 5" FOUNDATION HALL K/ V OUTSIDE FACE TO HAVE APPROVED 5" DEEP, 16" HIDE FOOTING HATERPROOF TREATMENT BELOH GRADE I I 1/2",XIO" ANCHOR BOLT N/ 7 MIN. �� ,. p CONTRACTOR TO DETERMINE UTILITY I I EMBEDMENT H`sile- 776" PLATE;3X_N%y,, ROUTES 3 FOUNDATION PENETRATIONS I I K,45HER TYP. @ 45" O.G. & @ 12" THEN CONFIRM H/ ONNER/ARGHITEGT I I I FROM EA. END (MIN. 2 PER SILL) I I TYP. GONG. HALL REINFORCING ALL HOOD IN GONTAGT H/ GONGRETE MUST BE Lv PRE55URE TREATED OR NATURALLY DECAY I I #4 @ h" OG. HORIZONTAL ✓ RESISTANT OR 150LATED FROM GONG. WITH I I 4 @ l5" O.G. VERTICAL IMPERMEABLE MATERIAL. I I I TYP. FOOTING REINF0RGIN6 ALL METAL G0NNEGT0R5 IN GONTAGT KITH I I (2) #4 CONTINUOUS BARS @ PRESSURE TREATED HOOD TO BE GALVANIZED TO I I 3" FROM BOTTOM OF FOOTING MINIMUM STANDARDS OF 6155 (SIMPS0N 'Z -MAX') V (TIE VERT. HALL EARS ALTERNATELY ✓ OR HOT -DIP GALVANIZED (SIMPSON 'HD6). ALL I I TO EACH HORIZ. FTG. BAR) NAILS, SGREHS, BOLTS AND OTHER CONNECTORS I I I IN GONTAGT WITH PRESSURE TREATED HOOD I I GONGRETE STRENGTH TO BESHALL BE OF THE SAME MATERIAL ,AS THE I I 2500 (MIN.) P51 AFTER 25 D,AYS� I I I BRACKET TO AVOID GALVANIC, REAGTION. I I I I I I I I I I I FOUNDATION VENTILATION I I I I I I EXI5TIN6 FOUNDATIONol I I VENTED AREA : 152 sq. t. 4" XNGRETE SLAB I I 152 /150 1.01 PARTIAL PERIMETER 5" FOUNDATION HALL I I I.01 / .59 : 1.14 5"x16" CONCRETE FOOTING I I (2) 5"x16" FOUNDATION VENTS ✓ I I I I I I I I I I I I L-------------------------------� I I I I I I I I --------- REV. # DATE: DESCRIPTION: © ERIC KUZMA 2009 2x6 / \ 2x6— EX15TING 2x12 LEDGER LEDGER lirrRIM 05T rV 51MF50N LU526 HANGERS 2x6 FLUSH I" ELEVATION CHANGE < a FRAMED JOISTS m .i IF. o (RIP TO +/- 5" 2x6 (+/- LEDGER A SII N/ BOTTOM OF ------41'2"- --3':421-'--- K- 2x6 R TERS @ 24"G. ✓ P.T. 4X6 BEAM & POSTS SET BEAM FOR FASCIA TO MATCH HEIGHT OF ►"' PORCH FASCIA SECOND FLOOR FRAMIN6 PLAN 56ALE: 11b' = 1'-0" - - INFILUCD, PREVIOUS STAIR, OPENING; i i i L J EXI5TIN6 2x12 -101575 @ 16" o.c. TYR (PLATFORM "FRAMING) BLD 09 m0 1 DATE: I /7/09 SCALE: 1/4"= 1 '-0" V14 W co A \ Z O Q< 0 D ILL 0 i V Z `C LL -i 0 U � o � Z 1w --o0, 6, E LL" °, o Lv N Z E L%% Lu 8�: 0 u LJJ co"' v 2 Lu � � C c E � n n w d w Ly F— (/)z �/ LL J U ILL U O Z L11 j O F— V14 SHEET: 4 OF: 12 Q 0 \ Z O Q< 0 D ILL 0 i V Z `C LL -i Z ry LL � IL LL N 0 U co CIDM O` Q O LL z0 ~ ES w Ly F— (/)z �/ LL J U ILL U O Z L11 j O F— Q >> i M 0- SHEET: 4 OF: 12 TYPICAL ROOF 5Y5TEM: METAL ROOFING (TO MATCH EXISTING) 30# A5TM BUILDING PAPER 19/32 OR 5/8" GDX (NOT 055) SHEATHING; 2x10 DF #2 RAFTERS @ 24" 0G; R-30 HIGH DENSITY FIBERGLASS BATT IN5UL. W/ BAFFLE; 1/2" GYPSUM WALLBOARD W/ LO'W-PERM PRIMER EGGSHELL WALL PAINT (COLOR T.B.D.) TYPICAL WALL CONSTRUCTION SIDING: 'BRECKINRI06E' NO -GROOVE HARDWOOD SIDING (TO MATCH EXI5TIN6) EXT. TRIM: 5/4 STK CEDAR, TYP. (( OLOR5 T.B.D. BY O'WNER) 15# BUILDING PAPER 1/16" 0.5.5. OR 1/2" GDX PLYWOOD 2x6 STUDS @ 24" c.c. (ADVANGED FRAMING) R-21 FIBERGLASS BATT INSUL. 1/2" GYPSUM WALL BOARD W/ LOW PERM PRIMER EGGSHELL WALL PAINT (COLOR T.B.D.) IX6 WOOD BASE BOARD TYP. GONG. FOUNDATION WALL &" FOUNDATION WALL W/ OUTSIDE FACE TO HAVE APPROVED WATERPROOF TREATMENT BELOW GRADE TYP. GONG. WALL REINFORGING #4 @ 12" O.G. HORIZONTAL #4 @ 0" O.G. VERTICAL TYP. FOOTING REINFORGING (2) #4 CONTINUOUS BARS @ 3" FROM BOTTOM OF FOOTING (TIE VERT. WALL BARS ALTERNATELY TO EACH HORIZ. FTG. BAR) NOTES: CONCRETE STRENGTH TO BE 2500 (MIN.) P51 AFTER 25 DAYS FOOTING TO REST ON UNDISTURBED 501L � BE 12" MIN. BELOW GRADE DETAILED 5EGTION GOA JV�: 51b" _ 1'-0o CONTINUOUS VENTED RIDGE CAP (2) 2x10 HF SELECT 5TRU6. -' (LOCATE 50 A5 TO ALLOW PLENUM ABOVE INSULATION TO REACH RIDGE VENT) 12 /r (� 45 DF#I WINDOW HEADER l\ ______ � (SET TO INSIDE rn� 5URFAGE) W_ 0 0 LL_ - o r - r o 0 0 m 2/0x4/0 SKYLIGHT (W/ WELL PERP.@ TOP PLUMB @ BTM.) f LOFT FLOOR SYSTEM: 3/4" BAMBOO FIN15H FLOOR 3/4" GDX 5UBFLOOR, GLUED 56REWED TO J015T5 2x6 FLOOR JOISTS @ 16" O.G., TYP. R 5Y5TEM: _OOR GLUED .5 J01575 @ 24" O.G. R-30 (MIN.) HIGH DENSITY BATT INSULATION DATE: 1/7/09 TYPICAL FIRST INO 3/8"=1'-0" REV. # DATE: DESCRIPTION: HARDWOOD FIN © ERIC KUZMA 2009 3/4" GDX SURF XF 00 W 15GREWED TO coco R 5Y5TEM: _OOR GLUED .5 J01575 @ 24" O.G. R-30 (MIN.) HIGH DENSITY BATT INSULATION " PERF. DRAIN PIPE (HOLES DOWN) SHEET: 6 OF: 12 DATE: 1/7/09 SCALE: 3/8"=1'-0" REV. # DATE: DESCRIPTION: © ERIC KUZMA 2009 00 W coco � o � E w ocy ''Zn Lc w o^ V N E Z 6 N Lo L1J o 3 n W CoLu m INSULATION BAFFLE � o 1E (MAINTAIN I" MIN. AIR5PACE) _ �-- "' a a w 2x FRIEZE BLOCK W/ 56REENED VENT n^ , SIMPSON H-1 HURRICANE TIE @ EACH RAFTER _ lel/) METAL DRIP EDGE 5 1/2" REDUCED RAFTER TAIL K -LINE CONTINUOUS METAL GUTTER DOWN5POUT5 (TO MAT( H RE5IDENCE) -2 II 5/4x8 STK CEDAR FASCIA Q� (2) 2x6 TOP PLATE LL] Z O 2x6 FIRE BLOGKING (10'-0" MAX. GAVITY) Lu U L d NOTES: U 6-5" TYP. WINDOW o HEAD HEIGHT J co ALL 5TRUCTURAL FASTENING o PER SCHEDULE R602.3(1) Ve 00 0 2x6 50LE PLATE m LL 2x10 RIM JOIST ✓ amp 2x6 P.T. 50LE PLATE >Q 1/2"XIO" ANCHOR BOLT W/ 1" MIN. EMBEDMENT W/ 2x2x3/16" PLATE w p WA5HER TYP. @ 45" O.G. 3 @ 12" ✓ C W FROM EA. END (MIN. 2 PER SILL) O U) nnZ TOP501L (SLOPE FIN15H GRADE 6" IN 11 C~/) LL M FIRST 0'-0" AWAY FROM FOUNDATION) Z W J O 0 U ~ F R DRAINING GRANULAR 6AGKFILL -�-� O Q — Lv FILTER FABRIG Q 0 M " PERF. DRAIN PIPE (HOLES DOWN) SHEET: 6 OF: 12 I-n � 1� Urn b z e� M r { O z ti Q 3 1` 03 C IJ ll Fn O 71 c 4 P rn � rO 1—� rn 63 V 0 x O N rn rn W IJ o (S' O IJ m D m n c 0 O z CS N O 10 o N m ADDITION FOR: ., PROPOSED NORTH �T PT. DESIGN & `� > m T -1 WALKER T IMBERFRAME N ELEVATION 3410 CLIFF STREET 3265 EDDY STREET o PORT TOWNSEND, WA 98368 '0 PORT TOWNSEND WA 98368 Phone: (360) 379-3940 E-mail: erickuzma@rnsn.com 4 CITY OF PORT TOWNSEND T PERMIT ACTIVITY LOG PERMIT # DATE RECEIVED SCOPE OF WORK: 0 1 1 ��'q /0 �l DATE, ACTION INITIALS 01 001 ENTERED INTO CHET CHECKED FOR COMPLETENESS an d1pV Zoning: Setbacks OK? S Lot Size: Building Size: 1 — ' Lot Coverage: '3 O/c' FAR OK? Height OK? Parking OK? Critical Area? Demo? Historic Rev? Notice to Title? Lots of Record? o�VoRTTBUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD09-016 Permit Type Residential - Accessory Structure Project Name Residence Addition Site Address 3410 CLIFF ST Parcel # 959700302 Project Description Residence Addition Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Walker Scott Owner Walker Scott Fee Information Project Details Project Valuation $25,505.56 Dwellings — Type V Wood Frame 268 SQFT Building Permit Fee 401.35 Units: Heat Type: Plan Review Fee 50.00 Bedrooms: Construction Type: State Building Code Council Fee 4.50 Bathrooms: Occupancy Type: Technology Fee for Building Permit 8.03 Record Retention Fee for Building 10.00 Permit Total Fees $ 473.88 Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. S Print Name "Ar 6e- �U l� �(/ Ar Date Issued: 03/25/2009 g Issued By: SWASSMGR Signature 1�-re Date z J / Date Expires: 09/21/2009 Notice of City Development Requiring Septic Approval City of Port Townsend o�VORT 70�y Or._6 wry/AI'1��1 Development Services Department City Hall U O _ � ( l` (, j �� 250 Madison Street Suite 3 S Port Townsend, WA 98368 "`" (360) 379-5095 Fax: (360) 344-4619 To: Jefferson County Environmental Health Su ?-a 111 Y�-e— Re: City Building Permit Involving Septic System: New Structure X� Existing Structure Building permit BLD 0 9 — and/or Public Works Permit Name of Legal Owner(s): SCS cua-11 k& - &- Property Property Address: 7 D C� �;�,S� Port Townsend, WA 98368 Phone Number: 3 U _ 2—/S-9 Zoning District: Parcel# L� � — — 3 6 Legal Description: Addition <I S' Block Lot(s) 3 — Parcel size: Description of Proposed Building(s): 9Vor Ofl �� �'' l vl — 2ha Description of Any Existing Building(s): S1 1. CP_-- Bedrooms: Existing #L Pr op)sed# : Total # Bedrooms: _ Bathrooms: Existing # : 1 Proposed # : D Total # Bathrooms: �--�� Building: Existing Sq. Ft: Proposed Sq. Ft: j 7�Z Total Sq. Ft: �_` d � o�� ' f6 v FUD fPrt-"L� 6- Y Z2 6 7 �o I Ud A site map and a floor layout pla is attached showing all existing and proposed buildings, property lines, septic tank and drainfield location, and water line route. A $73.00 review 1'76 fee check is attached, payable to Jefferson County Environmental Health. V? LAJ — // —/ e)-0 � City DS taff Member Date County comments: Date: P:\DSD\Forms\Building Forms\Application-Septic Permit.doc 11/10/2009 AN ADDITION FOR: SCOTT WALKER 3410 CLIFF STREET, PORT TONN5END, NA 98368 PROJECT DATA: NEN ADDITION ZONING: R-1/ TAX PARCEL #: q5q-100-301 (302) (303) LE6AL DESCRIPTION: SECTION: 4, QTR. SECTION: NE 1/4, TONN5HIP: 30 N, RANGE: IW. HILLS ADDITION BLK 3, LOTS 1-2, EXI5TIN6 HOU5E T FLOOR: 480 s.f. IND FLOOR: 00 s.f. ✓ TOTAL PATIO 4 DECK AREA: 144 s.f. DRIVEWAY d WALKWAY: 520 s.f. `/ VICINITY PLAN PROPOSED ADDITION AREA: 15T FLOOR: 116 s.f. 2ND FLOOR: 48 s.f. LOT COVERAGE 4 IMPERVIOUS AREA. (FOR PARCEL #q5q-100-302) LOT SIZE: 20,000 s.f. TOTAL LOT COVERAGE (EXISTING 4 PROP05ED BUILDING FOOTPRINT): 656 s.f. or 33% (< 35% ALLOWABLE) TOTAL IMPERVIOUS SURFACE: 1320 51. or 6.6% (< 40% ALLONABLFE) TH15 PROJECT SHALL COMPLY WITH THE FOLLOWING CODE5: 2006 2006 W5EC, 2006 VIAQ 00 SITE 3STREET Y (360) 51q-8288 ——^ I — REV.N DATE:0 ERIC KIUZMA_2009 — 35th STREET I I a �ITri AN O < N A O >y ° A rn O r� I O I o SITE PLAN SCALE: I'= 40'-0' INDEX TO DRANIN65 (10'-0" SETBAGK)- I PARGELa 951-100-301 (LOTS IS 2) LOT 01 O� rn �I zsI II Ex15TING GRAVEL PRIVEWAY -------------'I--- PARGELa 959-100-303 (LOTS145) LOT 8 o ll0 rv8 •.u.WI 0 s.Fyy-r. I� IIS LOT 1 I � Iz�dN II �I _ _ _ _ _ LOT 3 _ _ _ _ _ LLOT b ANK I I P RGEi 95 10d 02 (LOTS 3-6) EMS G 1 D NFIELD --!------- — —---------------! -- (1 '-0" SE AG OT 4 LOT 5 N PAIA 51' 4A" F I HASTINGS AVENGE I GEORGE 5 ROOF FRAMING PLAN 12 PERSPECTIVE VIEW5 6 DETAILED SECTION - A NOTE TO 0ONTRACTOR5 b BUILDIN6 OFFICIALS JAN 2 Of PORT 1 OSI) I. THESE PLANS ARE INTENDED TO CONTAIN ALL THE INFORMATION REQUIRID To DEMONSTRATE COMPLIANCE KITH APPLICABLE BUILDING 4 ZONING COOE5. IN THE CASE OF ANY INFORMATION WHICH APPEARS TO BE LACKING, PLEASE CONTACT THE DES16NER IMMEDIATELY. 2. THESE PLANS CONTAIN THE MAJORITY OF INFORMATION REQUIRED TO BUILD THE STRUCTURE A5 SHOW HOHEVER, IT 15 NOT POSSIBLE TO ANTICIPATE EVERY PIECE OF INFORMATION NEEDED FOR CONSTRUCTION. THE DE516NERHA5 MADE A COOP FAITH EFFORT TO STRIKE A REASONABLE BALANCE BETHEEN PROV15ION OF INFORMATION 4 COST OF THE PLANS. THE PLANS WILL INEVITABLY CONTAIN MINOR DISCREPANCIES 4 AREAS LACKING IN SPECIFIC INFORMATION. DURIN6 THE COURSE OF CONSTRUCTION, AS THESE AREAS EMERGE, THEY WILL REQUIRE ATTENTION S RESOLUTION. THE BEST RESOLUTION OF THESE I55UE5 15 M05T OFTEN ACHIEVED THROUGH A JOINT DEG1510N MAKING PROCESS INVOLVING THE ONNER(5)/DE516NER 4 CONTRAGTOR(5). BLD 0 9— 0 1 6 DATE: I f7109 SCALE: AS SHOWN LU z LLw Ly w m So C) ::E F— I— d SEND W D LU Z c w G Ln O a LL 3 LL O J U 0u- O 0< 0 SHEET: OF: 12 Q I PROJECT DATA, SITE/ VICINITY PLANS T DETAILED SECTION - B 3 c) 2 PROPOSED 15T FLOOR PLAN 8 PROPOSED l E5T ELEVATION 3 PROP05ED 2ND FLOOR PLAN q PROP05M SOUTH ELEVATION 4 FOUNDATION/ 15T FLR. FRAMING 10 PROP05M EAST ELEVATION 31ST STREET 4 2ND FLOOR FRAMIN6 II PROP05ED NORTH ELEVATION I HASTINGS AVENGE I GEORGE 5 ROOF FRAMING PLAN 12 PERSPECTIVE VIEW5 6 DETAILED SECTION - A NOTE TO 0ONTRACTOR5 b BUILDIN6 OFFICIALS JAN 2 Of PORT 1 OSI) I. THESE PLANS ARE INTENDED TO CONTAIN ALL THE INFORMATION REQUIRID To DEMONSTRATE COMPLIANCE KITH APPLICABLE BUILDING 4 ZONING COOE5. IN THE CASE OF ANY INFORMATION WHICH APPEARS TO BE LACKING, PLEASE CONTACT THE DES16NER IMMEDIATELY. 2. THESE PLANS CONTAIN THE MAJORITY OF INFORMATION REQUIRED TO BUILD THE STRUCTURE A5 SHOW HOHEVER, IT 15 NOT POSSIBLE TO ANTICIPATE EVERY PIECE OF INFORMATION NEEDED FOR CONSTRUCTION. THE DE516NERHA5 MADE A COOP FAITH EFFORT TO STRIKE A REASONABLE BALANCE BETHEEN PROV15ION OF INFORMATION 4 COST OF THE PLANS. THE PLANS WILL INEVITABLY CONTAIN MINOR DISCREPANCIES 4 AREAS LACKING IN SPECIFIC INFORMATION. DURIN6 THE COURSE OF CONSTRUCTION, AS THESE AREAS EMERGE, THEY WILL REQUIRE ATTENTION S RESOLUTION. THE BEST RESOLUTION OF THESE I55UE5 15 M05T OFTEN ACHIEVED THROUGH A JOINT DEG1510N MAKING PROCESS INVOLVING THE ONNER(5)/DE516NER 4 CONTRAGTOR(5). BLD 0 9— 0 1 6 DATE: I f7109 SCALE: AS SHOWN LU z LLw Ly w m So C) ::E F— I— d SEND W D LU Z c w G Ln O a LL 3 LL O J U 0u- O 0< 0 SHEET: OF: 12 PROP05ED ADDITION HOUSE w DATE: I n/09 SCALE: I/4"=1'-0" REV. # DATE: DESCRIPTION: 0 ERIC KUZMA 2009, W � it ol 20'-0• 3 P 5'-6• I 2'-6• VIP ' (wIsswP � G " 5 W0 W 00 x QY F- N 2/6x4/6 Ll) I , ILL � LL DOUBLE HIN6 I Ll W U F- J 0 c 20 CFM 0 Q OPENIN6 FRAMED 4/44/0 WINDOWS: WALL PORT H.W H. 1k� WINDOWI OPENIN6 OR EGUAL. DOLOR TO BE WHITE. OF: WINDOW HARDWARE TO BE 5TANDARD. ALL WINDOW5 AND DOLO5 TO HAVE AN NFRG - FRAMED 12 1. MO wINDoN EX15TIN6 OFFIGE O (REMOVE INTERIOR WALL51 _ NO HANDRAIL/ A OF FILE GUARDRAIL REDO m (2) l6x4/6 HARDWOOD I IS IFIR7ACEED -E% i -AN 30' DOJ E HAJG I ABOVE GRADE r--------- ---- 6� I. -07 NFILLED PREVIOUS i 5 5TAIR OPENING PDXKET I - DOYPI 3/0 x b/8 POLL LII: VL% O 3'-3}' 2/b x 6/B L 12 HINDER Tr_2E_A_0_5_4 14 UP CL05ET1 RI5ER5, FLR. TO FLR. V-2' EXISTING 0 36' GUARD RAIL d CONT. - dd SHIP 6/6x4/B HAND RAIL C 36' ABOVE 1 M N 5TAIR 1051N65, BOTH W CONCRETE SLAB BALU5TER5 W 4" MAX. G.AP -TA—EW� WINDER TREADS 5HALL HAVE A 10" MIN. TREAD DEPTH MEASURED .AT A POINT IT 3'-I' I- 3 3'-I• FROMNARROWER 510E d A MIN . TREAD DEPTH OF b' ELECTRIC NEW METER METER/PANEL OPENING FRAMED LOCATION I MO WINDON Vf ITI SHEDROGF ABOVE .... �_ -- 6 r .ARADOOR 11 n� 4-0 4,-0. J 8'-0 20'-0' PROP05ED FIRST FLOOR PLAN SCALE: 1/4• = 1'-0• cSi1 = SIhOI�E. 11. I Ec %012. w Lv Z a 0 d W Ly L0 O O O -' ry LL. d DATE: I n/09 SCALE: I/4"=1'-0" REV. # DATE: DESCRIPTION: 0 ERIC KUZMA 2009, W � it ol 3 P Z z VIP ' (wIsswP � G " 5 W0 W 00 x QY F- N O Ll) I , Lv Z a 0 d W Ly L0 O O O -' ry LL. d BLD09 -0 1 G c � I M ol olQ W0 W Z QY F- N O Ll) I , ILL � LL Z O Ll W U F- J 0 c 0 Q SHEET: WINDOWS: WIN901,15 TO BE MIL6ARD VINYL, OR EGUAL. DOLOR TO BE WHITE. OF: WINDOW HARDWARE TO BE 5TANDARD. ALL WINDOW5 AND DOLO5 TO HAVE AN NFRG - 12 1. BLD09 -0 1 G I 1/4' = I'-0' f. �J 5 S PROP05ED ADDITION } HOUSE Y DATE: In/09 SCALE: 1/4"= 1'-0' REV. # DATE: DESCRIPTION: �j O ERIC KUZMA 2009 � W Z ion LL (n W o 3 V W CO a ~ A2 4 O 5t4x4/C FIX°D ll 1 F 5 ARD VINYL, 0 BE WHITE. .0 BE 5TANOARD. ALL WINDOWS AND DOORS TO HAVE AN NFRO U -VALUE OF 0.35 OR LOWER. - BLD09 "01 e Z O Z U a Ln a w 0 O 0 d L1 O ry d co 10 co O` Q W W 7 - LU cn O N j z LL [Y LL Z W L O d J Oo o I- co Ort SHEET: 3 OF: 12 � --� �- V� f De Residential Building Permit Application t Services 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 www.cityofpt.us Project Address: 3`rly C1; Legal Description (or Tax #): Addition: 14J Block: 3 Office Use Only Permit umbe BLD_ = 0 L� Associated Permits: Zoning: AIA Parcel # of S q 700 3QZ _ Lot(s):_ 3_i_S _� Project Description: ➢ Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: $ Building Information (square feet): 1 st floor ! 7 y Garage: 2nd floor _ 17 /v Deck(s):--- V floor Porch(es):_L c Basement: Is it finished? Yes No Carport:_—____ Other:______ Manufactured Home ❑ ADU ❑ New AdditionK Remodel/Repair ❑ Total Lot Coverage (Building Footprint):* Square feet:_ G 7 4o _ %_ 7 __ Impervious Surface:* Square feet: 10'01_ *Total existing & proposed What year was the structure built? / 10 7 - If work includes demolition, see Page 2. Any known wetlandert3[Ll_!� Any steep slopes (>P -P/4) L5 Q Property Owner/Applicant: Name:_ 3 .0 4J, Iker Address: 3 y1 u CI;W • _ _ _ City/St/Zip: leo.♦ To.�hsrL4 Le).A _ggTt.B Phone: _34 o— 3(DI- Z I.Sg _ Email:_ L---A%1ker3 ol�r�..tl.ls. ►, e} ---- Contact/Representative: —F Name: e r Address: City/St/Zip: Phone:___ Email: Contractor: )T Same as Owner Name: Address: City/St/Zip:______ Phone: Email: State License #: ---Exp: City Business License I hereby certify that the information provided is correct, that I am either the owner or authorized and that all activities associated with this permit will be in accordance with State Laws and the Print Name: S�-�` l%Ikceiv- Signature: Page 1 of 2 7/31/2008 behalf of the owner sep�l �uTigal .Cod . 8 . $JY OF PORT TOWNSEND O 7 DSD O�?ORT City of of Port Townsend ys Development Services Department i 250 Madison Street, Suite 3 Port Townsend, WA 98368 (360) 379-5095 Fax: (360) 344-4619 Washington State Energy Code (WSEC) 2001 Residential Construction Checklist Complete this form in addition to WSEC forms. Please answer the following questions: TYPE OF PROJECT: ❑ New construction, or addition over 750 square feet Must meet whole house and spot ventilation requirements, and show full WSEC compliance as a stand-alone project. A detached, habitable structure such as an Accessory Dwelling Unit regardless of size must also meet these requirements. House addition under 750 square feet Possible trade-offs are allowed with the existing building for WSEC compliance, such as increasing ceiling insulation. See WSEC component performance forms. NOTE: A house addition less than 500 sq. ft. does not require whole house ventilation. Spot ventilation is still required! TYPE OF HEATING — Please check all that apply: Electric ❑ Wall Heater *Baseboard ❑ Forced Air Furnace ❑ Radiant Floor (Boiler) ❑ Other Non -Electric: Propane: ❑ Radiant Floor/Baseboard (Boiler) ❑ LPG Stove ❑ LPG Furnace ❑ Other LPG ❑ Heat Pump ❑ Oil Furnace ❑ Woodstove (can only be used as secondary heat source) VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: 9 Floors: ❑ Plywood with exterior glue 'S Poly plastic (greater than or equal to 4 millimeter thick) ❑ Backed batts • Walls: ❑ Poly plastic (greater than or equal to 4 millimeter thick) ❑ Face -stapled, backed batts M Low -perm paint • Ceilings: ❑ Not required where ventilation space averages greater than or equal t( insulation ❑ Face -stapled, backed batts ❑ Poly plastic (greater than or equal to 4 millimeter thick) Low -perm paint SEE BACK PADSD\Department Forms\Building Fonns\Application-Residential Energy Code Checkhi.doc Page 1 of 1 JAN 2 9 2009 CITY Of PORT TOWN') END DSD WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY (2000 Code): Type of ventilation used throughout the house: ❑ HVAC Integrated Option ❑ Exhaust Option Whole House Fan for "Exhaust Option": • In what room is your whole house fan located? • What size is the whole house exhaust fan? ❑ 50-75 CFM (1-2 bedroom house) ❑ 80-120 CFM (3 bedroom house) ❑ 100-150 CFM (4 bedroom house) ❑ 120-180 CFM (5 bedroom house) Note: the whole house fan shall be readily accessible and controlled by a 24-hour clock timer with the capability of continuous operation, manual and automatic control. At the time of final inspection, the automatic control timer shall be set to operate the whole house fan for at least 8 hours a day, and have a sone rating at 1.5 or less measured at 0.10 inches water gauge. Spot Ventilation: Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. Bathrooms, laundries or similar rooms require fans with a minimum 50 cfm rating at 0.25 inches water gauge; kitchens shall have a fan with a minimum 100 cfm rating at 0.25 inches water gauge. Outdoor Air Inlets: Outdoor air shall be distributed to each habitable room by means such as individual inlets, separate duct systems, or a forced -air system. Habitable rooms include all bedrooms, living and dining rooms but not kitchens, bathrooms or utility rooms. Where outdoor air supplies are separated from exhaust points by doors, undercutting doors a minimum of 1/2 inch above the surface of the finish floor covering, distribution ducts, installation or grilles, transoms or similar means where permitted by the Uniform Building Code. When the system provides ventilation through a dedicated opening, such as a window or through -wall vent, these openings must: • Have controlled and secure openings • Be sleeved or otherwise designed so as not to compromise the thermal properties of the wall or window in which they are placed. • Provide not less than 4 square inches of net free area of opening for each habitable space. What type of fresh air inlet will be installed? (See figure below) ❑ Window Ports X"Wall Ports PADSD\Department Forms\Building Forms\Application-Residential Energy Code Checklist.doc Page 2 of 2 Before''hiring a contractor If you are a consumer interested in having work done by a contractor, this brochure can help you by: • Explaining how the Washington state contractor registration program works. • Describing how the contractor registration law protects consumers. • Outlining the requirements for contractors. Washington state law requires all contractors to be registered. General contractors must maintain a $6,000 bond and specialty contractors must maintain a $4,000 bond. (Specialty contractors are those who participate in no more than two trades and do not - subcontract work to other contractors.) It is against state law for any contractor to submit bids or perform any contracting work without being registered with the Department of Labor and Industries. It also is illegal for contractors to advertise without including their 12 -character contractor registration number in the advertisement. The contractor registration law exists to protect consumers from incompetent and/or fraudulent contractors. Requiring contractors to be bonded gives consumers some financial protection against unsatisfactory or incomplete work. Dissatisfied consumers may take civil action to obtain restitution by taking action against a contractor's bond in Superior Court. The law also requires contractors to carry insurance for property damage and public liability. It also ensures that contractors have a current Unified Business Identifier (UBI) Account Number and Federal Employer Account Number. Any correspondence you send to a contractor should clearly state that bids will not be accepted unless the contractor provides a valid registration number. While the law does not guarantee perfect . . performance, it improves the likelihood that the contractor does competent work. A maximum I meanor infraction c, tractor who perform out being registered • :.I: 'Make sure your contractor`is,:proPerly registered 2 Be wary. of contractors who ask you -to .: ' pick up the building.pe'rmit ,3 3 -Plan your project carefully, including detailed'plans,'if necessary- ` 4:. Tryto;get atleast thiee written bids -on, each job: 5: ; ;Ask contractors for,references: 6.,: Askwhatinconveniences:mightarise. 7 Obtain a written contract: .' 8;,: 1yfake sure you understan&the terms before, You, sign anything 9 Be cautious about paying for'work not yet' completed. 10. Put all change orders in writing. ; 11. Make frequent inspections and : con. sult -your local building department.' 1!.,:A9vid making final payment until you have received a lien release: from suppliers and subcontractors: When hiring an unlicensed contractor and acting as your own contractor: 1. You are responsible for the medical and time loss costs of employees injured while working on your project. 2. You may be liable for all unpaid taxes. 3. Your homeowner's insurance may not cover work done by an unlicensed contractor. 4. The law requires complete disclosure of all work that has been done on your home, if you resell. You may be required to do work over again that has been done without permits, or inspections. Non -disclosure can lead to civil action being taken against you. 5. You may be placing yourself and your family in a life-threatening situation, especially when hir- ing unlicensed people to install plumbing, elec- trical wiring, heating systems or wood stoves. 6. Suppliers can place a lien on your home for non-payment of materials by your contractor. 7. Unpaid workers can place a lien on your property. 8. When problems arise, your only recourse is a lengthy and costly civil action — if there are any assets of value to attach, and if you can find the contractor. Contractors are required to carry at least $20,000 in property damage insurance coverage and $100,000 in bodily injury or death insurance. You are encouraged to verify the contractor's insurance coverage with his or her agent, as the department's records may not reflect current coverage. The Labor and Industries contractor registration information line 1-800-647-0982 operates weekdays from 8 a.m. until noon and 1 to 5 p.m., excluding state holidays. The information line allows you to check whether commercial and resi-dential contractors are registered and properly bonded. Our staff can tell you if the contractor currently is registered, if action against the bond is pending, or if legal acton has been taken against the contractor's bond in the past. We also can tell you how long a contractor has been registered. Labor and Industries is an Equal Opportunity and Ajjgrmative Action employer. The department complies with all federal rules and regulations and shall not discriminate on the basis of race, color, national origin, sex, creed marital status, sexual orientation, age, religion or disability as defined by applicable state and/or federal regulations or statutes. OWNER SIGNATURE O� VORr TOw u Receipt Number: 09-0194 genpmtrreceipts Page 1 of 1 Receipt Date: 03/25/2009 Cashier: SWASSMER Payer/Payee Name: WALKER SCOTT Original Fee Amount Fee Permit # Parcel Fee Description Amount Paid Balance BLD09-016 959700302 Building Permit Fee $401.35 $401.35 $0.00 BLD09-016 959700302 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-016 959700302 Technology Fee for Building Permit $8.03 $8.03 $0.00 BLD09-016 959700302 Record Retention Fee for Building Per $10.00 $10.00 $0.00 Total: $423.88 Previous Payment History Receipt # Receipt Date Fee Description Amount Paid Permit # 09-0058 01/29/2009 Plan Review Fee $50.00 BLD09-016 Payment Check Payment Method Number Amount CHECK 1596 $ 423.88 Total: $423.88 genpmtrreceipts Page 1 of 1 BLD09-016 CHECK 959700302 1567 Plan Review Fee Total: $ 50.00 $50.00 Receipt Number: $50.00 $50.00 Total: $50.00 $0.00 genpmtrreceipts Page 1 of 1