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PORT TO CITY OF PORT TOWNSEND �v DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT TWA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE I SCPEC ION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: //f PERMIT NUMBER: 8o3- O SITE ADDRESS: c3O ( Is r� f � 'C / Ty6 CONTACT PERSON: PHONE:TYPE OF INSPECTION: L � VFAAQ�( A DC1 ► ��z �o ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before F , checked at next inspection proceeding. Inspector \ 'C (7 Date 1 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. 7- 7 - 0 q PORT TO of wy� City of Port Townsend �o Development Services Department 250 Madison Street, Suite 3 ` w Port Townsend WA 98368 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT # Z 7 -11 Revision# _ OWNER: ?/LT o F l kv SITE ADDRESS: ) �v� Total Value of Revision: $ SIQfn4�' Qs Impervious Surface Change? 0 Yes Oil'4i'1'\/4 k- /06%1 ❑ No Revisions require 2 sets of plans and a written scope of workthat fully describes the proposed change plus any additional information that will be of assistance in issuing your revision. If your plans were stamped by a design professional,all revision submittals require a stamp with a wet signature. Be Mare that changes to the existing approved plans may also require y.0 to revise your original building permit application(lot coverage, impervious surface,structure square footage,etc.)and energy code documents(changing windows,heat source,etc.)to conform to your proposed changes. Scope of work: LZ P� 0,L4 aL441 ✓r+ u 5 e S 5 re C. / I f n I� IG i� II U Is I C`lll I I ujr- II III (I N1111III U U JUL 1 I I CI7y of PORT iOVJNSEND O Applicant ign re "�� Date----'� OFFICE USE ONLY: Submittal date: Two sets of plans for revision: Approval of engineer of record(if original plans engineered): ❑ Yes ❑ No ❑ NA PADSMDepartment FormABudding FonnsUpplication-Revision.doc © RICHARD BERG ARC :T5,P.G. 200Q DATE: 1/l/200Q KD/ G7�/ 95H EXIERICR VERANDA SCALE:I/4" _ I'-0' V n- PROJECT DESCRIPTION: STRUCTURAL IMPROVEMENTS TO EXI5TING OUTDOOR v COVERED AREA ATTACHED TO METAL BUILDING. - - - --- - 5' (E) ROOF � SITE ADDRESS: 30l IOTH STREET I Q P g PORT TOWN5END,WA 95365 ,�v OWNER ADDRESS: �pp o PORT OF PORT TOWN5NED DC o o z PO BOX 1150 (N) 4x4 (N) 4x4 d PORT TOWN5END, WA g5365 P05T P05T v -W W i F� LL ZONING: M-IIA LEGAL DESCRIPTION: I RAILROAD ADDITION I BLK I LOT5 I TO 4 PTN VAC. I HAINES 5T. $ ALLEY I FRTG SUBJ TO EASE I FRONT ELEVATION I TAX PARCEL #: 1g1400101 5C ALE: 1/4" = 1'_0" 4� � - < < s RMMED FOR CODE Z I < � (E) BUILDING ® I � $ N CONCRETE FOOTING, I (E) ROOF (E) 4x4 POST,TYP. TYP. (SEE SECTION) '<t ! O(N) 4x4 (N) 4x4 I - Q - - - - - POST ■- - - - - - - ® - - - POST ■J 3 (E) ROOF ABOVE N 4P05T 4 POST 4 w ~ _ W F > Lt COPY I — W NORTH - I I Fl. _ OJUL 7 2009 I� DE EVAT I ON � LL, ' CITY Of PORT TOWNSEND 5GALE: 1/4" = 1'-0" u JUL 7 2009 5GALE: 1/4" = 1'-0" O DSD I CITY OF VUK! I YYIVJCIYU 5665 NOTE TO OWNERS CONTRACTORS AND BUILDING OFFIGIAL5: DSD HEGlSTERED I. THESE PLANS ARE INTENDED TO CONTAIN ALL INFORMATION REOtUIRED TO DEMONSTRATE COMPLIANCE WITH APPLICABLE BUILDING AND ZONING CODE5. IN CASE OF ANY71`i TION THAT AR rr SHEET: APPEARS TO BE LACKING,PLEASE CONTACT THE ARCHITECT IMMEDIATELY. 2. THESE PLANS CONTAIN THE MAJORITY OF THE INFORMATION REQUIRED TO BUILD THE 5TR)GTURE 5HOWN ON THE PLANS. HOWEVER, IT 15 NOT POSSIBLE TO ANTICIPATE EVERY PIECE OF INFORMATION NEEDED FOR CONSTRUCTION. THE ARCHITECTS HAVE MADE A GOOD FAITH EFFORT TO STRIKE A REA50NABLE BALANCE BETWEEN PROVISION OF INFORMATION AND COST OF THE PLANS. THE PLANS RICH RD C. N. BERG Al WILL INEVITABLY CONTAIN MINOR DISCREPANCIES AND AREAS LACKING IN SPECIFIC INFORMATION. DURING THE COURSE OF CONSTRUCTION,A5 THESE AREAS EMERGE,THEY WILL REG)IRE ATTENTION VrATE OF WASHINGWk AND RESOLUTION. THE BEST RESOLUTION OF ISSUES OF THI5 TYPE 15 M05T OFTEN ACHIEVED THROUGH A JOINT DECISION MAKING PROCESS INVOLVING THE OWNERS,ARCHITECT AND GONTRAGTOR(5), r 1 1 M1,�A y V�i yy Y s © RICHARD BERG ARC :TS,P.C..2001 DATE; 1/1/200a FLASHING SCALE:I" 2x6 HEADER WOOD GUTTER ATTACH HEADER TO PLATE W/ SHAPED RAFTER TAIL SIMP50N 5D5 I/4x3 SCREWS 0 24" O.G. v, GOMpp51TT SHIN%Z R p� tL 2x414�Rs® 1 I p 1x6GKING 6„p I 2x4 P05T5 (N)2x6 DF #2 HEADER 1 I'-0" WOOD BRACE 2x(o HEADER (NOTCHED 1.5" FOR RAFTERS) I METAL BUILDING METAL BUILDING m� BU } p � izts) w � > � 3 5665 REGISTERED n ARC ITEcT z RIC!iARD C. N. BE2 (N) 5IMP50N ABE44 665 OF WASHt>'�GTQNLU f— P05TBA5E,TYP. p Ll (N) 13 5o vAP-E CONCRETE FOOTIN5,NO REINFORCEMENT,TYP. SHEET: POSED VERANDA SECTION A-2 SECTION D EXISTING ����N�� � 5GALE: 1" = I'_0 SCALE: I" = I'_0" page Project:Key-City Fish Richa Location:Front beam-posts every 5'ind,comer s Mufti-Span Roof Beam G l Richard Berg Architects rg p 719 Taylor Street 2006 International Building " ( 9 Code2005 NDS( )� �� Port Townsend,WA 98368 1.5 IN x 5.5 IN x 16.5 FT(5.5+5.5+5.5) #2-Douglas-Fir-Larch-Dry Use Section Adequate By:90.1% StruCalc Version 8.0.99.0 7/7/2009 11:39:40 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Left Center Right Live Load 0.04 IN U1601 0.03 IN U2346 0.04 IN U1601 Dead Load 0.01 in 0.00 in 0.01 in Total Load 0.05 IN U1241 0.03 IN U2274 0.05 IN U1241 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180 REACTIONS A B C D Live Load 217 lb 578 lb 578 lb 217 lb Dead Load 81 lb 223 lb 223 lb 81 lb Total Load 297 lb 800 lb 800 lb 297 lb Bearing Length 0.32 in 0.85 in 0.85 in 0.32 in BEAM DATA Left Center RightAV Span Length 5.5 ft 5.5 ft 5.5 ft A 5.Sft B 5.5ft s.sft D Unbraced Length-Top 1.33 ft 1.33 ft 1.33 ft Unbraced Length-Bottom 5.5 ft 5.5 ft 5.5 ft Roof Pitch 0 :12 ROOF LOADING Left Center Right Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 10 psf 10 psf 10 psf MATERIAL PROPERTIES Roof Tributary Width Side One TW1 = 2.5 ft 2.5 ft 2.5 ft #2-Douglas-Fir-Larch Roof Tributary Width Side Two TW2= 1 ft 1 ft 1 ft Base Values Adjusted Wall Load WALL= 0 plf 0 plf 0 pff Bending Stress: Fb= 900 psi Fb'= 1267 psi BEAM LOADING Left Center Right Cd=1.15 C1=0.94 CF=1.30 Total Live Load 88 plf 88 plf 88 plf Shear Stress: Fv= 180 psi Fv'= 207 psi Total Dead Load(Adjusted for Roof Pitch) 35 plf 35 plf 35 pff Cd=1.15 Beam Self Weight 2 plf 2 plf 2 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Load 124 plf 124 plf 124 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc--L 625 psi Fc-1'= 625 psi Controlling Moment: -420 ft-lb 5665 Over right support of span 1 (Left Span) REGISTERED Created by combining all dead loads and live loads on span(s)1,2 FICHITECT Controlling Shear: 363 lb At a distance d from left support of span 3(Right Span) (RICHARD Created by combining all dead loads and live loads on span(s)2,3 C. N. BEpn Comparisons with required sections: Read Provided OF WASHINGTON Section Modulus: 3.98 in3 7.56 in3 Area(Shear): 2.63 in2 8.25 in2 Moment of Inertia(deflection): 3.12 in4 20.8 in4 Moment: -420 ft-lb 799 ft-lb Shear: 363 lb 1139 lb NOTES Pa9g Project: KeyCity Fish .^ Richai. g Location: Back beam ## ��� Richard Berg Architects Multi-Span Roof Beam 1 + 719 Taylor Street of [2006 International Building Code(2005 NDS)] Port Townsend,WA 98368 (2)1.5 IN x 5.5 IN x 11.25 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By: 17.5% StruCalc Version 8.0.99.0 7/7/2009 11:41:18 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.34 IN U399 Dead Load 0.15 in Total Load 0.49 IN U274 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 352 lb 352 lb Dead Load 161 lb 161 lb Total Load 512 lb 512 lb Bearing Length 0.27 in 0.27 in BEAM DATA Center Span Length 11.25 ft -11.25 ft B Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 11.25 ft Roof Pitch 0 :12 ROOF LOADING Center Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf Notch Depth 0.00 Roof Dead Load RDL= 10 psf MATERIAL PROPERTIES Roof Tributary Width Side One TW1 = 2.5 It #2-Douglas-Fir-Larch Roof Tributary Width Side Two TW2= 0 ft Base Values Adjusted I Wall Load WALL= 0 plf Bending Stress: Fb= 900 psi Fb'= 1343 psi BEAM LOADING Center Cd=1.15 CI=1.00 CF=1.30 Total Live Load 63 plf Shear Stress: Fv= 180 psi Fv'= 207 psi Total Dead Load(Adjusted for Roof Pitch) 25 plf Cd=1.15 Beam Self Weight 4 pif Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Total Load 91 plf Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.-L to Grain: Fc--L= 625 psi Fc--L'= 625 psi Controlling Moment: 1441 ft-lb t66 5.62 Ft from left support of span 2(Center Span) REGISTERED Created by combining all dead loads and live loads on span(s)2 AR�_ Controlling Shear: 471 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 ARD C. N. RERG OF WAS►iINMN Comparisons with required sections: Reo'd Provided Section Modulus: 12.88 in3 15.13 in3 Area(Shear): 3.42 in2 16.5 in2 Moment of Inertia(deflection): 27.35 in4 41.59 in4 Moment: 1441 ft-lb 1692 ft-lb Shear. 471 lb 2277 lb NOTES Project:Key City Fish aa9e Location:Typical Footing Richa— ,erg / n Footing Pon- zl Richard Berg Architects 719 Taylor Street m [2006 International Building Code(2005 NDS)] 5s Port Townsend,WA 98368 Footing Size: 1.08 FT x 1.08 FT x 10.00 IN Section Footing Design Adequate StruCalc Version 8.0.99.0 7/7/2009 12:09:55 PM CAUTIONS 'Footing has been designed without reinforcement FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 1.08 ft I- 4in� Length: L= 1.08 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1373 psf 10 in Effective Allowable Soil Bearing Pressure:Qe= 1375 psf Required Footing Area: Areq= 1.17 sf Area Provided: A= 1.17 sf Baseplate Bearing: Bearing Required: Bear= 2385 lb Allowable Bearing: Bear-A= 37400 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 3802 lb Punching Shear Calculations(Two Way Shear): ; 1.08 ft Critical Perimeter: Bo= 48 in Punching Shear: Vu2= 340 lb Controlling Allowable Punching Shear: vc2= 28090 lb FOOTING LOADING Bending Calculations: Live Load: PL= 1156 lb Factored Moment: Mu= 3863 in-lb Dead Load: PD= 446 lb Nominal Moment Strength: Mn= 19008 in-lb Total Load: PT= 1602 lb NOTES Ultimate Factored Load: Pu= 2385 lb 5A,<5 RCGI�gED ITECT RICHv.RD C. hq. Srp?- STATE•OF Wd:4HlNGTAN OF PORT rOip o o Receipt Number: 09-0568x= ,., , �'waste Receipt Date 07121/2009;r' Cashier SWASSMERk a Payer/Payee Name KEY CITY FISH COS ° .��..r__..sra.,.a..,»__• __ - ;�,,.r d�...,..- ems....,_. .i......zLv.�.a,.. _ �e i�.�.�. r +�t^L � s�': � -. -�d- ��y,r+.`€ �dk• � ;L`p"R.g`�.� ' .�. _k '� —;- - �-� ��` Permit#` u Parcel Fee Descnption? �� � � nt d�Amou Pat Balance BLD09-113 991400201 Plan Review Fee-Revision $50.00 $50.00 $0.00 Total: $50.00 Receipt# Receipt Date3 Fee Descnption k Amount Pard Permit# .� 09-0505 07/01/2009 Building Permit Fee $69.25 BLD09-113 09-0471 06/19/2009 PLAN REVIEW DEPOSIT 50 $50.00 BLD09-113 09-0505 07/01/2009 PLAN REVIEW REFUND 50 -$50.00 BLD09-113 09-0505 07/01/2009 Plan Review Fee $50.00 BLD09-113 09-0505 07/01/2009 Record Retention Fee for Building Permit $3.50 BLD09-113 09-0505 07/01/2009 State Building Code Council Fee $4.50 BLD09-113 09-0505 07/01/2009 Technology Fee for Building Permit $5.00 BLD09-113 Payments Check Payment a �ie s Meth odV`a Number Amount CHECK 2389 $50.00 Total: $50.00 genpmtrreceipts Page 1 of 1