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HomeMy WebLinkAboutBLD07-007 • ,voRTro„, BUILDING PERMIT - o City of Port Townsend `9n� _ Development Services Department - wash' 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project Information Permit# BLD07-007 Permit Type Residential-Addition/Remodel Project Name Site Address 1325 ADAMS ST Parcel# 984600706 Project Description Names Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Finnie Joseph B Owner Finnie Joseph B Contractor Craig Johnson Craig (360)379-8594 CITY 1830 12/31/2007 Contractor Craig Johnson Craig (360)379-8594 STATE CRAIGJC992N 08/22/2007 Fee Information Project Details Decks—Residential(Covered) 186 SQFT Project Valuation $155,717.12 Dwellings—Type V Wood Frame 956 SQFT Building Permit Fee 1,307.35 Dwellings—Type V Wood Frame Remodel 1,320 SQFT State Building Code Council Fee 4.50 Technology Fee for Building Permit 26.15 Record Retention Fee for Building 10.00 Permit Plan Review Fee 849.78 Site Address Fee 3.00 Total Fees Paid $2,200.78 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 . r ation for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the pro.erty or auth. ized agent of the owner. Print Name _ _.� Date Issued: / Issued By: 1110 CITY OF PORT TOWNSEND I PERMIT ACTIVITY LOG PERMIT# 13L.UO 7 - (267 DATE RECEIVED: I /1 7/o4, SCOPE OF WORK: Comp1efe_ .)ni-eri or renovci,fior GP eK►stin hots plus acldin or -For -frot&l d-P .2,2.47 t1 DATE ACTION INITIALS 0 7/O7 Entered into TRIPS a ESA—to Planning no vidence of ESA- Vested Date Checked for Completeness e7- C:7 Aike 'RELli fi:L—) kiC e:„ 2( bl n 2 o% 125-1-- cow . 4 a cics 6k r ejt So 2- `,jam/C''1 l,iALi f4ffCiiV�zlj k lc i....-- \\Bcdjermits\forms\BUILDING\Permit Activity Log.doc • • N- CD Q C' 0 Z u. H w 0 Q 2 O ui F w d 0 O m p (U .) u693 Z 0 a � I 0 C Q p H CUP) 1 fat w W v w CO W }- n W c0 .7C ag LOZ , w Q 0..1 M Op us Q U m co_ 0I-0O0 y Z oa V1 j z 0 Ci Z cmWIC -4CDu) U ceQ in cl 411 CA C 5 aJ F O0 co LL G� C w Wz w 0 o a r � �r A 3 0 Jo w v Z z a `tO° o v ✓ E ' P. 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N x Dim' 0 `'C n , 13 ...0 CHECK 1245 $2,200.78 Total $2,200.78 genpmtrreceipts Page 1 of 1 0 • --,•r+.--C f"+ CWA CONSULTANTS, P.S. STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 8675 E. Caraway Road,Port Orchard,WA 98366 (360)871-5433 FAX: (360)871-5633 E-Mail: chuck.cwa@verizon.net Lateral Load Analysis for: Finnie SFD Guy Hupy Design Western Washington Default Per 2003 IBC using Olat v 4.0 Seismic Design Data (Equivalent Force) Importance Factor 1.0 5s and 5d .54, 1.50 Site Class D 5611 and SDs 0.56, 1.00 Seismic Design Category ( D j; +-I' ti1,, Force resisting System W5P Shear Walls �,S of Sill Y° Design Base Shear 4.7kx, 3.6ky 4 `d :`z' l ; 4 r Co 0.110 (ASD) , a , 35473 , R 6.5 (055) i 2 \-° ,c)". ' IO NAL:7_"1` Wind Data (Simplified Method, 10 psf min controls design) . „r '' Exposure `B' :7 . "r'_=5 _ ib d Wind Speed 55 mph (3 sec) Snow Load 25 psf January 10, 2007 This lateral design has been personally reviewed by me and it is in full compliance with the 2003 International Building Code. . n Q z IA ur CLI CU rtl .N.N 00 Q 0 O)0.1 Z . milr. ro H HH0 w .. _ 1-11-1• 1• 1•,g • Z s�s�C cOrD.P.4 x N • uu• E I tri X b I 0 0 *- G4 CD 3 0 m 114 . 3 . n 11 . 0g RI 0 �,-��5 J. WijL . p1�d `ti-nsyb -9,*; r 0 0 nG• • L N 00 0Hn 40 35473a 74i 3ti Ri<'ist\"- ; 0 +'PO +} Virg SI 1-'s \-77�_ CO r - r �S 03- 16-6E 0010 3�� NN LO r4 S4 *1 8 uuu • • ><*i —• 3 oIlhd+' i 0 u, _'d z cu _,..,, r0 0+' >4 a G4 ZICO C2) • • • • In a lid `9i 1 \I‘I‘' •• '000'000> La a- 0 0 41 z cncna 1.4 • 1 I ... ,... i g y,r • 1-11-1 E • N • -- P. ig.P4C7 X 3 • t i'4, Lt Ir> tti 0 F c • I• « . 3 r •• q•% • CU g ' � ab egya„ • l "' +d2 s `f i.-" -t OF-ri 54 441 , i�70Lt , s ��� ♦ 00 1,-. fan ., �� .-�Y 11:614-� ■■ II 1631 • VI �r� cv cU cu 0 N a o OLIOc•j r; -"V Z c•J c, rr ill 0.1.' 3+i aG4 0 32U1 III • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 1 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to X axis Story Line Wall H/W ActSeis AdjSeis AdjWd SW LtHD RtHD ---- ---- --- -- ---- ---- 2 A 1 0 . 6 0 . 050 0 . 050 0 . 037 1 - - 2 A 2 1 . 6 0 . 050 0 . 050 0 . 037 1 - - 2 B 1 0 . 5 0 . 029 0 . 029 0 . 021 1 - - 2 B 2 0 . 5 0 . 029 0 . 029 0 . 021 1 - - 1 A 1 0 . 6 0 . 056 0 . 056 0 . 049 1 - - 1 A 2 0 . 6 0 . 056 0 . 056 0 . 049 1 - - 1 B 1 0 . 5 0 . 092 0 . 092 0 . 086 1 - - 1 B 2 1 . 8 0 . 092 0 . 092 0 . 086 1 - - 1 C 0 1 . 0 0 . 000 0 . 000 0 . 000 - - - * Exceeds table capacity SW selection based on file : WNEWHOME.TBL - None required HD selection based on file : HHUPY.TBL OCWA.TBL For SW Selection Seismic Value For SW Selection Wind Adjusted per FN a Table 2305 . 3 . 3 Value Adjusted per 2306 .4 . 1 III • • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 1 SUMMARY OF SHEAR WALL AND HOLDDOWN SELECTIONS Walls Parallel to Y axis Story Line Wall H/W ActSeis AdjSeis AdjWd SW LtHD RtHD ---- ---- --- -- ---- ---- 2 1 1 1 . 1 0 . 065 0 . 065 0 . 107 1 1 1 2 1 2 1 . 1 0 . 065 0 . 065 0 . 107 1 1 1 2 2 1 0 . 5 0 . 086 0 . 086 0 . 124 1 1 1 2 3 1 2 . 0 0 . 057 0 . 057 0 . 060 1 - - 2 3 2 2 . 0 0 . 057 0 . 057 0 . 060 1 - - 1 1 1 1 . 8 0 . 146 0 . 146 0 . 241 3 2 2 1 1 2 1 . 8 0 . 146 0 . 146 0 . 241 3 2 2 1 2 1 0 . 7 0 . 195 0 . 195 0 .292 3 2 2 1 4 1 1 . 8 0 . 073 0 . 073 0 . 103 1 1 1 1 4 2 1 . 8 0 . 073 0 . 073 0 . 103 1 1 1 * Exceeds table capacity SW selection based on file : WNEWHOME.TBL - None required HD selection based on file : HHUPY.TBL OCWA.TBL For SW Selection Seismic Value For SW Selection Wind Adjusted per FN a Table 2305 . 3 . 3 Value Adjusted per 2306 . 4 . 1 • • 410 CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 1 of 5 SUMMARY SHEET SEISMIC DATA: ManualIBC BSF Y-Axis = 0 . 110 BSF X-Axis = 0 . 110 Snow Factor = 0 .250 WIND DATA: ManualIBC Wind Exposure = B Wind Speed = 85 Structure = Encl/Unencl Imp Factor = 1 . 00 Load Summary II to Y 11 to X Ht (ft) Level (K) DL Seis Wind DL Seis Wind -- 2 - 17 . 5 2 . 7 5 . 6 11 . 7 1 . 9 2 . 0 8 . 0 - Story 2 -- 1 - 25 .4 2 . 0 4 . 6 21 . 0 1 . 7 2 . 6 8 . 0 - Story 1 -- Base Total 4 . 7 10 . 1 3 . 6 4 . 6 • 411 CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 2 of 5 INPUT DATA - Walls Calc Plot Wall Length Wall Lt Trib Rt Dis Dis Dis Ht Shear Holddown DL Span Width Span (ft) (ft) (ft) (ft) (ft) (ft) (Ksf) (ft) (ft) (ft) WALLS Parallel to Y-Axis X X Y Story 2 Line 1 Wall 1 0 . 0 0 . 0 0 . 0 8 . 0 7 . 0 7 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Wall 2 0 . 0 0 . 0 15 . 0 8 . 0 7 . 0 7 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Line 2 Wall 1 30 . 0 30 . 0 0 . 0 8 . 0 16 . 0 16 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Line 3 Wall 1 45 . 0 45 . 0 10 . 0 8 . 0 4 . 0 4 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Wall 2 45 . 0 45 . 0 18 . 0 8 . 0 4 . 0 4 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Story 1 Line 1 Wall 1 0 . 0 0 . 0 0 . 0 9 . 0 5 . 0 5 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Wall 2 0 . 0 0 . 0 17 . 0 9 . 0 5 . 0 5 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Line 2 Wall 1 30 . 0 30 . 0 0 . 0 9 . 0 13 . 0 13 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Line 4 Wall 1 54 . 0 54 . 0 0 . 0 9 . 0 5 . 0 5 . 0 0 . 010 0 . 0 2 . 0 0 . 0 Wall 2 54 . 0 54 . 0 20 . 0 9 . 0 5 . 0 5 . 0 0 . 010 0 . 0 2 . 0 0 . 0 WALLS Parallel to X-Axis Y Y X Story 2 Line A Wall 1 0 . 0 0 . 0 4 . 0 8 . 0 14 . 0 14 . 0 0 . 010 0 . 0 12 . 0 0 . 0 Wall 2 0 . 0 0 . 0 25 . 0 8 . 0 5 . 0 5 . 0 0 . 010 0 . 0 12 . 0 0 . 0 Line B Wall 1 22 . 0 22 . 0 4 . 0 8 . 0 17 . 0 17 . 0 0 . 010 0 . 0 12 . 0 0 . 0 Wall 2 22 . 0 22 . 0 29 . 0 8 . 0 16 . 0 16 . 0 0 . 010 0 . 0 12 . 0 0 . 0 Story 1 Line A Wall 1 0 . 0 0 . 0 4 . 0 9 . 0 14 . 0 14 . 0 0 . 010 0 . 0 12 . 0 0 . 0 Wall 2 0 . 0 0 . 0 40 . 0 9 . 0 14 . 0 14 . 0 0 . 010 0 . 0 10 . 0 0 . 0 Line B Wall 1 22 . 0 22 . 0 4 . 0 9 . 0 17 . 0 17 . 0 0 . 010 0 . 0 10 . 0 0 . 0 Wall 2 22 . 0 22 . 0 25 . 0 9 . 0 5 . 0 5 . 0 0 . 010 0 . 0 10 . 0 0 . 0 Line C Wall 0 31 . 0 31 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 010 0 . 0 10 . 0 0 . 0 411 • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 3 of 5 INPUT DATA - Diaphragms Build Dead Part Live Start Cant Ext Wind Wind Dimen Load Load Load Dia Dia Wall Load Uplift (ft) (Ksf) (Ksf) (Ksf) (ft) (Ksf) (klf) (ksf) LINES Parallel to Y-Axis Roof Level Lines 1 2 31 . 0 0 . 010 0 . 000 0 . 000 0 . 0 0 . 010 0 . 140 0 . 001 Lines 2 3 31 . 0 0 . 010 0 . 000 0 . 000 0 . 0 0 . 010 0 . 090 0 . 001 Level 1 Lines 1 2 31 . 0 0 . 010 0 . 000 0 . 000 0 . 0 0 . 010 0 . 085 0 . 000 Lines 2 4 31 . 0 0 . 010 0 . 000 0 . 000 0 . 0 0 . 010 0 . 085 0 . 000 LINES Parallel to X-Axis Roof Level Lines A B 45 . 0 0 . 010 0 . 000 0 . 000 0 . 0 0 . 010 0 . 090 0 . 001 Level 1 Lines A B 54 . 0 0 . 010 0 . 000 0 . 000 0 . 0 0 . 010 0 . 085 0 . 000 Lines B C 54 . 0 0 . 010 0 . 000 0 . 000 0 . 0 R 0 . 010 0 . 080 0 . 001 411 III CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 4 of 5 OUTPUT DATA - Shear Walls and Holddown Forces Line Shear Wall Shear H Drag Force Holddowns CSeis Wind CSeis Wind --- Lt Rt Left Rght (k) (k) (klf) # (klf) ## W (K) (K) (K) (K) WALLS Parallel to Y-Axis Story 2 Redundancy Factor 1 . 00 Ln 1 0 . 9 2 . 1 Wall 1 0 . 065 0 . 150 1 . 1 0 . 0 0 . 6 0 . 9 0 . 9 Wall 2 0 . 065 0 . 150 1 . 1 0 . 0 0 . 6 0 . 9 0 . 9 Ln 2 1 . 4 2 . 8 Wall 1 0 . 086 0 . 173 0 . 5 0 . 0 1 . 3 0 . 9 0 . 9 Ln 3 0 . 5 0 . 7 Wall 1 0 . 057 0 . 084 2 . 0 0 .2 0 . 0 -- -- Wall 2 0 . 057 0 . 084 2 . 0 0 . 0 0 . 0 -- -- Story 1 Redundancy Factor 1 . 00 Ln 1 1 . 5 3 .4 Wall 1 0 . 146 0 . 337 1 . 8 0 . 0 0 .4 3 . 8 3 . 8 Wall 2 0 . 146 0 . 337 1 . 8 0 . 0 0 .4 3 . 8 3 . 8 Ln 2 2 . 5 5 . 3 Wall 1 0 . 195 0 .409 0 . 7 0 . 0 1 .4 4 . 1 4 . 1 Ln 4 0 . 7 1 .4 Wall 1 0 . 073 0 . 144 1 . 8 0 . 0 0 . 5 1 . 1 1 . 1 Wall 2 0 . 073 0 . 144 1 . 8 0 . 2 0 . 3 1 . 1 1 . 1 WALLS Parallel to X-Axis Story 2 Redundancy Factor 1 . 00 Ln A 0 . 9 1 . 0 Wall 1 0 . 050 0 . 052 0 . 6 0 . 0 0 . 3 -- -- Wall 2 0 . 050 0 . 052 1 . 6 0 . 0 0 . 3 -- -- Ln B 0 . 9 1 . 0 Wall 1 0 . 029 0 . 030 0 . 5 0 . 0 0 . 0 -- -- Wall 2 0 . 029 0 . 030 0 . 5 0 . 0 0 . 0 -- -- Story 1 Redundancy Factor 1 . 00 Ln A 1 . 6 1 . 9 Wall 1 0 . 056 0 . 069 0 . 6 0 . 0 0 . 0 -- -- Wall 2 0 . 056 0 . 069 0 . 6 0 . 2 0 . 0 -- -- Ln B 2 . 0 2 . 6 Wall 1 0 . 092 0 . 120 0 . 5 0 . 0 0 . 6 -- -- Wall 2 0 . 092 0 . 120 1 . 8 0 . 5 0 . 7 -- -- Ln C 0 . 0 0 . 0 Wall 0 0 . 000 0 . 000 1 . 0 0 . 0 0 . 0 -- -- S-Support required beneath holddown M-Manaul input of holddown # For SW Selection Adjust Seismic ##For SW Selection Adjust Value per FN a Table 2305 . 3 . 3 Wind Value per 2306 .4 . 1 (1) •• • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 55 File : HFINNIE Date : 01-10-2007 Page : 5 of 5 OUTPUT DATA - Diaphragms and Chord Forces H Dia Load Seismic Shear Wind Shear Chord Force --- Seismic Wind Left Right Left Right Max at W (Kips) (Kips) (Klf) (Kif) (Klf) (Kif) (Kip) .xxL LINES Parallel to Y-Axis Roof Level Lines 1 2 1 . 0 1 . 83 4 . 20 0 . 03 -0 . 03 0 . 07 -0 . 07 0 . 5 . 50 Lines 2 3 0 . 5 0 . 91 1 . 35 0 . 01 -0 . 01 0 . 02 -0 . 02 0 . 1 . 50 Level 1 Lines 1 2 1 . 0 1 . 10 2 . 55 0 . 02 -0 . 02 0 . 04 -0 . 04 0 . 3 . 50 Lines 2 4 0 . 8 0 . 88 2 . 04 0 . 02 -0 . 02 0 . 04 -0 . 05 0 . 3 . 63 LINES Parallel to X-Axis Roof Level Lines A B 0 . 5 1 . 89 1 . 98 0 . 02 -0 . 02 0 . 02 -0 . 02 0 . 1 . 50 Level 1 Lines A B 0 .4 1 . 25 1 . 87 0 . 01 -0 . 01 0 . 02 -0 . 02 0 . 1 . 50 Lines B C 0 . 2 0 .45 0 . 72 0 . 01 0 . 00 0 . 01 0 . 00 0 . 1 . 00 • • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File: HFINNIE Date : 01-10-2007 Page : 1 ********** Detailed Calculations ********** WALLS Parallel to Y-Axis Story 2 Line 1 Wall 1 Height 8 . 0 SW Len 7 . 0 HD Len 7 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 .457 1 . 050 OTM 3 . 654 8 .400 Uniform DL: 0 . 020 0 . 018 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 522 RT -0 . 522 LT -1 . 200 RT -1 . 200 Res Moment : LT 1 .470 RT 1 .470 LT 1 .441 RT 1 .441 Holddown LT 0 . 312 RT 0 . 312 LT 0 . 994 RT 0 . 994 Story 2 Line 1 Wall 2 Height 8 . 0 SW Len 7 . 0 HD Len 7 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 .457 1 . 050 OTM 3 . 654 8 . 400 Uniform DL: 0 . 020 0 . 018 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 522 RT -0 . 522 LT -1 . 200 RT -1 .200 Res Moment : LT 1 .470 RT 1 .470 LT 1 .441 RT 1 .441 Holddown LT 0 . 312 RT 0 . 312 LT 0 . 994 RT 0 . 994 Story 2 Line 2 Wall 1 Height 8 . 0 SW Len 16 . 0 HD Len 16 . 0 Wt 0 . 010 Seismic Wind Wall Force : 1 . 370 2 . 775 OTM 10 . 962 22 . 200 Uniform DL: 0 . 020 0 . 018 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 685 RT -0 . 685 LT -1 . 387 RT -1 . 387 Res Moment : LT 7 . 680 RT 7 . 680 LT 7 . 526 RT 7 . 526 Holddown LT 0 . 205 RT 0 . 205 LT 0 . 917 RT 0 . 917 Story 2 Line 3 Wall 1 Height 8 . 0 SW Len 4 . 0 HD Len 4 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 228 0 . 337 OTM 1 . 827 2 . 700 Uniform DL: 0 . 020 0 . 018 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 457 RT -0 .457 LT -0 . 675 RT -0 . 675 Res Moment : LT 0 .480 RT 0 . 480 LT 0 .470 RT 0 .470 Holddown LT 0 . 337 RT 0 . 337 LT 0 . 557 RT 0 . 557 Story 2 Line 3 Wall 2 Height 8 . 0 SW Len 4 . 0 HD Len 4 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 228 0 . 337 OTM 1 . 827 2 . 700 Uniform DL: 0 . 020 0 . 018 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 .457 RT -0 . 457 LT -0 . 675 RT -0 . 675 Res Moment : LT 0 .480 RT 0 .480 LT 0 .470 RT 0 .470 Holddown LT 0 . 337 RT 0 . 337 LT 0 . 557 RT 0 . 557 • • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File : HFINNIE Date : 01-10-2007 Page : 2 WALLS Parallel to Y-Axis Story 1 Line 1 Wall 1 Height 9 . 0 SW Len 5 . 0 HD Len 5 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 732 1 . 687 OTM 6 . 588 15 . 187 Uniform DL: 0 . 020 0 . 020 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -1 . 318 RT -1 . 318 LT -3 . 037 RT -3 . 037 Res Moment : LT 0 . 825 RT 0 . 825 LT 0 . 825 RT 0 . 825 Holddown LT 1 . 153 RT 1 . 153 LT 2 . 872 RT 2 . 872 Story 1 Line 1 Wall 2 Height 9 . 0 SW Len 5 . 0 HD Len 5 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 732 1 . 687 OTM 6 . 588 15 . 187 Uniform DL: 0 . 020 0 . 020 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -1 . 318 RT -1 . 318 LT -3 . 037 RT -3 . 037 Res Moment : LT 0 . 825 RT 0 . 825 LT 0 . 825 RT 0 . 825 Holddown LT 1 . 153 RT 1 . 153 LT 2 . 872 RT 2 . 872 Story 1 Line 2 Wall 1 Height 9 . 0 SW Len 13 . 0 HD Len 13 . 0 Wt 0 . 010 Seismic Wind Wall Force : 2 . 532 5 . 323 OTM 22 . 792 47 . 908 Uniform DL: 0 . 020 0 . 020 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -1 . 753 RT -1 . 753 LT -3 . 685 RT -3 . 685 Res Moment : LT 5 . 577 RT 5 . 577 LT 5 . 577 RT 5 . 577 Holddown LT 1 . 324 RT 1 . 324 LT 3 . 256 RT 3 .256 Story 1 Line 4 Wall 1 Height 9 . 0 SW Len 5 . 0 HD Len 5 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 363 0 . 721 OTM 3 .266 6 .488 Uniform DL: 0 . 020 0 . 020 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 653 RT -0 . 653 LT -1 .298 RT -1 .298 Res Moment : LT 0 . 825 RT 0 . 825 LT 0 . 825 RT 0 . 825 Holddown LT 0 .488 RT 0 .488 LT 1 . 133 RT 1 . 133 Story 1 Line 4 Wall 2 Height 9 . 0 SW Len 5 . 0 HD Len 5 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 363 0 . 721 OTM 3 . 266 6 .488 Uniform DL: 0 . 020 0 . 020 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 653 RT -0 . 653 LT -1 .298 RT -1 . 298 Res Moment : LT 0 . 825 RT 0 . 825 LT 0 . 825 RT 0 . 825 Holddown LT 0 .488 RT 0 .488 LT 1 . 133 RT 1 . 133 Iz • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File : HFINNIE Date : 01-10-2007 Page : 3 WALLS Parallel to X-Axis Story 2 Line A Wall 1 Height 8 . 0 SW Len 14 . 0 HD Len 14 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 696 0 . 729 OTM 5 . 571 5 . 836 Uniform DL: 0 . 120 0 . 108 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 398 RT -0 . 398 LT -0 .417 RT -0 .417 Res Moment : LT 11 . 760 RT 11 . 760 LT 11 . 054 RT 11 . 054 Holddown LT -0 .442 RT -0 . 442 LT -0 . 373 RT -0 . 373 Story 2 Line A Wall 2 Height 8 . 0 SW Len 5 . 0 HD Len 5 . 0 Wt 0 . 010 Seismic Wind Wall Force: 0 . 249 0 .261 OTM 1 . 989 2 . 084 Uniform DL: 0 . 120 0 . 108 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 398 RT -0 . 398 LT -0 .417 RT -0 .417 Res Moment : LT 1 . 500 RT 1 . 500 LT 1 .410 RT 1 .410 Holddown LT 0 . 098 RT 0 . 098 LT 0 . 135 RT 0 . 135 Story 2 Line B Wall 1 Height 8 . 0 SW Len 17 . 0 HD Len 17 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 .487 0 . 510 OTM 3 . 895 4 . 080 Uniform DL: 0 . 120 0 . 108 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 .229 RT -0 . 229 LT -0 . 240 RT -0 . 240 Res Moment : LT 17 . 340 RT 17 . 340 LT 16 . 300 RT 16 . 300 Holddown LT -0 . 791 RT -0 . 791 LT -0 . 719 RT -0 . 719 Story 2 Line B Wall 2 Height 8 . 0 SW Len 16 . 0 HD Len 16 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 .458 0 .480 OTM 3 . 665 3 . 840 Uniform DL: 0 . 120 0 . 108 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 229 RT -0 . 229 LT -0 .240 RT -0 . 240 Res Moment : LT 15 . 360 RT 15 . 360 LT 14 .438 RT 14 .438 Holddown LT -0 . 731 RT -0 . 731 LT -0 . 662 RT -0 . 662 Story 1 Line A Wall 1 Height 9 . 0 SW Len 14 . 0 HD Len 14 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 785 0 . 962 OTM 7 . 061 8 . 662 Uniform DL: 0 . 120 0 . 120 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 504 RT -0 . 504 LT -0 . 619 RT -0 . 619 Res Moment : LT 12 . 348 RT 12 . 348 LT 12 . 348 RT 12 . 348 Holddown LT -0 . 378 RT -0 . 378 LT -0 . 263 RT -0 .263 13, • • • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File : HFINNIE Date : 01-10-2007 Page : 4 WALLS Parallel to X-Axis Story 1 Line A Wall 2 Height 9 . 0 SW Len 14 . 0 HD Len 14 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 785 0 . 962 OTM 7 . 061 8 . 662 Uniform DL: 0 . 100 0 . 100 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 504 RT -0 . 504 LT -0 . 619 RT -0 . 619 Res Moment : LT 11 . 172 RT 11 . 172 LT 11 . 172 RT 11 . 172 Holddown LT -0 . 294 RT -0 .294 LT -0 . 179 RT -0 . 179 Story 1 Line B Wall 1 Height 9 . 0 SW Len 17 . 0 HD Len 17 . 0 Wt 0 . 010 Seismic Wind Wall Force : 1 . 562 2 . 044 OTM 14 . 057 18 . 395 Uniform DL: 0 . 100 0 . 100 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 827 RT -0 . 827 LT -1 . 082 RT -1 . 082 Res Moment : LT 16 .473 RT 16 .473 LT 16 .473 RT 16 .473 Holddown LT -0 . 142 RT -0 . 142 LT 0 . 113 RT 0 . 113 Story 1 Line B Wall 2 Height 9 . 0 SW Len 5 . 0 HD Len 5 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 .459 0 . 601 OTM 4 . 135 5 .410 Uniform DL: 0 . 100 0 . 100 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT -0 . 827 RT -0 . 827 LT -1 . 082 RT -1 . 082 Res Moment : LT 1 .425 RT 1 .425 LT 1 .425 RT 1 .425 Holddown LT 0 . 542 RT 0 . 542 LT 0 . 797 RT 0 . 797 Story 1 Line C Wall 0 Height 0 . 0 SW Len 0 . 0 HD Len 0 . 0 Wt 0 . 010 Seismic Wind Wall Force : 0 . 000 0 . 000 OTM 0 . 000 0 . 000 Uniform DL: 0 . 100 0 . 100 Header DL : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Max Down LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Res Moment : LT 0 . 000 RT 0 . 000 LT 0 . 000 RT 0 . 000 Holddown LT -0 . 000 RT -0 . 000 LT -0 . 000 RT -0 . 000 • I • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File : HFINNIE Date : 01-10-2007 Page : 1 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to Y axis LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD Story Line Wall ft ft K K 2 1 1 0 . 00 0 . 00 0 . 31 0 . 99 1 1 1 0 . 00 0 . 00 1 .46 3 . 87 2 1 2 0 . 00 15 . 00 0 . 31 0 . 99 1 1 2 0 . 00 17 . 00 1 . 46 3 . 87 2 2 1 30 . 00 0 . 00 0 .21 0 . 92 1 2 1 30 . 00 0 . 00 1 . 53 4 . 17 " • III • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File : HFINNIE Date : 01-10-2007 Page : 2 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ RIGHT END OF SHEAR WALL Walls Parallel to Y axis RIGHT END SEIS WIND X Y Rt Rt Dis Dis HD HD Story Line Wall ft ft K K 2 1 1 0 . 00 7 . 00 0 . 31 0 . 99 1 1 1 0 . 00 5 . 00 1 .46 3 . 87 2 1 2 0 . 00 22 . 00 0 . 31 0 . 99 1 1 2 0 . 00 22 . 00 1 . 46 3 . 87 2 2 1 30 . 00 16 . 00 0 . 21 0 . 92 1 2 1 30 . 00 13 . 00 1 . 53 4 . 17 (1_ J III • • CWA Consultants WOODCAD QLAT (Pro V4 . 0) Time : 06 : 55 : 56 File : HFINNIE Date : 01-10-2007 Page : 3 SUMMARY OF ACCUMULATED HOLDDOWN FORCES @ LEFT END OF SHEAR WALL Walls Parallel to X axis LEFT END SEIS WIND X Y Lt Lt Dis Dis HD HD Story Line Wall ft ft K K 1 B 2 25 . 00 22 . 00 0 . 00 0 . 13 a • • J _ANEW q.) i 'g w.,_t . 3 D / 1 r f ,, ,..... c ,.. ',,,,,i.__ J / ,. -. • 1 � ..9, :,..... t / ,,, ' 2 Li` i I P cgi la) r. / 47�ss J. 14//4 �, l i era z 4 V - um .a '1 ; - C ,,..,, . �' 35473 w� w 1 q -3 • • —[ Holdown Schedule ] [ Gr III Species ]— [ Simpson Strong-Tie Holdown ] [ Simpson 2000 Catalog ] Foundation Level HD Type Stud Fastner Anchor Cap Detail # Type to Stud Bolt Kips Number 1 PHD2 (2) 2x (10) SDS3 --- 3 . 61 2 PHD5 (2) 2x (14) SDS3 --- 4 . 69 3 PHD6 (1) 4x (18) SDS3 --- 5 . 86 4 PHD8 (1) 4x (24) SDS3 --- 6 . 73 5 HD10A 6x (4) 7/8"c 7/8"0 9 . 90 6 HD14A 6x (4) 1" 0 1" 0 13 . 38 7 HD15 6x (5) 1" 0 1-1/4"0 15 . 30 —[ Holdown Schedule ] [ Gr III Species ]— [ Simpson Strong-Tie Holdown ] [ Simpson 2006 Catalog ] Other Levels HD Type Stud Fastener Tie Cap Detail Type to Stud Rod Kips Number 1 CS18 (36" ) 2x (18) 10d --- 1 . 37 2 (2) CS20 (36" ) (2) 2x (18) 8d ea --- 2 . 06 3 (2) CS18 (36" ) (2) 2x (18) 10d ea --- 2 . 74 4 (2) CS16 (48" ) (2) 2x (28) 8d ea --- 3 . 41 5 MST48 3x (46) 16d ea --- 4 . 85 6 MST60 3x (56) 16d ea --- 6 .42 7 2) MST37 (2) 3x (42) 16d ea --- 8 . 79 8 2) MST48 (2) 3x (46) 16d ea --- 9 . 69 9 2) MST60 (2) 3x (56) 16d ea --- 12 . 84 [ Holddown Notes ] GENERAL NOTES a) Minimum concrete compresive strength to be 2 . 5 ksi b) Refer to manufacturers ' catalogs for minimum distance to foundation corner. c) Refer to manufacturers ' catalogs for minimum backing member size . d) Refer to manufacturers ' catalogs for anchor bolt embedment depth. e) Posts at holddown: 2x & 4x (38mm x and 89mm x) --- #2 or better 6x ( 140mm x ) --- #1 or better f) The anchor type holddowns at other levels shall have a pair, one above and one below, tied by a threaded rod. g) Use STHD8RJ for STHD8, STHD10RJ for STHD10, and STHD14RJ for STHD14 where rim joists are installed. i) The stud fastenerfor STHD'_ s shall be 16d sinkers . j ) Minimum stem wail_ to be 6" wide for 1-story buildings, 8" wide fbr buildings having 2 or more stories ' , • ===[ Roof Diaphragm Schedule ] [ Gr III Species ]— [ 19/32" Sheathing w/ 10d Common ] Nailing Allowable Dia Diaphragm Case (in o. c . ) Shear Notes # Bndry Edge (Klf) Unblocked OTHER 6 0 . 17 1 Unblocked CASE 1 6 0 .23 1 1 Blocked 6 6 0 .26 1 2 Blocked 4 6 0 .34 1 3 Blocked 2 . 5 4 0 . 52 1, 3 4 Blocked 2 3 0 . 60 1, 3 5 Blocked 2 3 0 . 67 2, 3 , 8 — [ Floor Diaphragm Schedule ] [ Gr III Species ] [ 23/32" Sheathing w/ 10d Common ] Nailing Allowable Dia Diaphragm Case (in o.c . ) Shear Notes # Bndry Edge (Klf) Unblocked OTHER 6 0 . 17 1 Unblocked CASE 1 6 0 .23 1 1 Blocked 6 6 0 .26 1 2 Blocked 4 6 0 . 34 1 3 Blocked 2 . 5 4 0 . 52 1, 3 4 Blocked 2 3 0 . 60 1, 3 5 Blocked 4 6 0 . 76 1, 5, 6 6 Blocked 4 4 1 . 07 1, 5, 6 7 Blocked 2 . 5 3 1 .24 1, 5, 6, 7 8 Blocked 2 . 5 3 1 .48 2 , 5, 6, 7 [ Diaphragm Notes ] GENERAL NOTES a) Staples shall be installed with crown parallel to framing member. b) Fastners shall be driven flush with surface of sheathing. c) Space nails @ 12 in oc along intermediate framing members . d) Provide boundary nailing @ continuous panel edges Cases 3 & 4 . e) Provide boundary nailing @ all panel edges Cases 5 & 6 . f) The high-load shear values as listed in ICBG ER 1952 can also be found in Table 9 . 10 . 1 . 3a of the 1991 NEHRP Provisions and Table 2306 .4 . 6 . 1 of the 1993 National Building Code (by BOCA) . SPECIAL NOTES (apply to diaphragms specifically noted) 1) APA Rated Sheathing, STURD-I-FLOOR EXP1/EXP2/EXT or C-C/C-D Plywood. 2) Struct I APA Rated Sheathing EXP1/EXT or Struct I Plywood. 3) Provide 3x' s (76mm) at adjoining panel edges w/nails staggered. 4) All members to be 4x minimum w/2 lines of fastners (ICBO ER 1952) . 5) All members to be 4x minimum w/3 lines of fastners (ICBO ER 1952) . 6) Special inspection is required in accordance with ICBO ER 1952 . 7) Provide boundary nailing @ all panel edges Cases 3 , 4, 5 & 6 . 8) All members to be 3x (76mm) minimum. 9) Use 1/2" (12 . 7mm) min. gypsum wallboard as ceiling diaphragm. Apply perimeter nails 5d cooler @ 7" (178mm) oc minimum to 2x6 (51x152) blockings installed flat over the top plate. Ends & edges to nails 3/8" (9 . 5mm) minimum. See ICBG ER No. 1874 for other requirements . 0 411 411 [ Shear Wall Schedule ] [ Gr III Species ] [ 7/16" Wood Structural Panel w/ 10d Box] Shear Wall Edge Anchor Bottom Rim/Blk to " Allow SW Sheathing Nailing Bolts Plate Top plate Shear Notes # [Thick (side) ] (in oc) (in oc) (in oc) (in oc) (Klf) 1 7/16" OSB (1) l0d @ 6 5/8"!@ 72 16i@ 8 16d TN at 8"oc 0 . 15 _ 1 2 7/16" OSB (1) 10d @ 6 5/8" @ 64 16d @ 7 A3-416'\ w/12-8d 0 . 23 1 • " • : SO e : " @ .. @ _ @ • , -: . l I A 4 7/16" OSB (1) 10d @ 3 5/8" @ 16 16d @ 4; A35@l2 w/12-8d 0 .45 1-3 5 7/16" OSB (1) 10d @ 215/8" @ 121 16c1.\‘1.3)) A35@ 9, w/12-8d1 0 . 60 1-3 [ Shear Wall Notes ] GENERAL NOTES (apply to all shear walls) a) For Rated Sheathing panels, space nails @ 12 in (305 mm) oc along intermediate framing members . b) Block all panel edges with minimum 2x (51mm) blocking. c) Apply nailing to all studs, top and bottom plates and blocking. d) Framing to be a maximum of 16 in (610mm) oc . e) Fasteners shall be driven flush with surface of sheathing. f) Provide solid blocking under the shear walls at the diaphragms to accommodate the bottom plate attachment . g) Anchor bolts - 4-1/2 " min embedment & f ' c 2500 psi SPECIAL NOTES FOR SHEAR WALLS (apply to walls specifically noted) 1) APA Rated Sheathing EXP1/EXP2/EXT or C-C/C-D/Struct II Plywood. 2) Provide 3x' s (76mm) at adjoining panel edges w/nails staggered. 3) Walls >0 . 60 klf use a minimum of a 3x sill . For walls between 0 . 35 and 0 . 60 anchor bolt spacing has been decreased by 1/2 (use 2x) . 4) Provide minimum 2-2x blocking or joists beneath bottom plate with bottom plate nails staggered. 5) For shear walls 5, 6 and 7 panel joints shall be offset to fall on different framing members and framing shall be 3" nominal or thicker, and nails on each side shall be staggered. 2� { . 41 ji . '"'"411 :-j.)---22:' , - i,-,,..c‘ tt) <--j it: t-6 $1,1 :(r I& ', ...:• 4- 1:. , 'c4 1\ t 1. � tit .4i — � r Pe Q- !vt r It, i _ (------- . �� , on -co/ I _ •� k.,0 f \ ,� < -41"----To v td II-: I - 4 Z (/� > N ,-7-1 c,L -] (-ZSR � _ Li ~ 1 , HQ's 9 <+1(,? G L{1 _ - - - - - - frO/ ` V -7-2 /�\�S > a. J fl 1 iz, *{ I W l)vl o v/ IL_ i V i dI II . , 9� \ I O i ! r , ! 0 ` 1 j J M •-•1/4 I ! M -� ', 41-11.-;:- -,:. 'to -� i can -Cc? I I 1 I 1i u�poai r�k- • • City •of Port Townsend Development Services Department " ,• BUILDING FEE SCHEDULE 1. To find your project's valuation,multiply the square footage by the appropriate values below.* 2. Go to the Fee Table below to determine your Building Permit Fee. 3. Multiply the Building Permit Fee by .65 to determine your Plan Review Fee. This is the minimum fee due upon submittal of your application. You may pay all the fees at submittal time if you wish. 4. Your project may have additional fees,such as Public Works. Phase see the Public Works permit fees sheet. RESIDENTIAL FEES Note:Fees quoted before the time of application may be subject to change. Separate structures will be valued separately. Foundations: $14.98 x Patio Slab: $4.92 x = Manufactured Homes:$7.15 x = Garages: (Includes slab/runners,blocking,hold-downs,skirting,utility Wood Frame $25.03 x = connections,etc.A separate electrical permit is required) Carports: Dwellings (includes finished basements): Gable $16.10 x = Wood Frame $95.17 x.2247 =.1411,.961Flat $12.12 x = Masonry $99.81 x = Storage Room $56.62 x = Storage Sheds: (Over 200 sq. ft. floor area) Unfinished, unheated,to be finished in future Insulated $25.84 x $37.15 x = Un-insulated $20.49 x = Basements: Pole Buildings: Semi-Finished $22.50 x = Slab(<300 sq.ft.) $3.94 x = Unfinished $17.17 x = Slab(>300 sq.ft.) $2.94 x = PLUS Building $13.27 x = Covered Porches: $25.84 x 1 g'(4, =AiDip•Z4 Townhouses: $71.38 x Decks: $12.49 x = PLAN REVIEW FEE: IJ f)79 . 10 Stairs, per lineal ft.$129.88 x = BUILDING PERMIT FEE: Railings," " $15.43 x = HOUSE NUMBER: $3.00 per address TOTAL VALUATION: Q18) (off,23 STATE BUILDING CODE SURCHARGE: $4.50 TOTAL FEES: RECORD RETENTION FEE: $3.00-$10.00 TOTAL VALUATION BUILDING PERMIT FEE $1 to$500 $23.50 $501 to$2,000 $23.50 for the first$500,plus$3.05 for each additional$100 or fraction thereof. $2,001 to$25,000 $69.25 for the first$2,000,plus$14 for each additional$1,000 or fraction thereof $25,001 to$50,000 $391.25 for the first$25,000,plus$10.10 for each additional$1,000 or fraction thereof $50,001 to$100,000 $643.75 for the first$50,000,plus$7 for each additional$1,000 or fraction thereof $100,001 to$500,000 $993.75 for the first$100,000,plus$5.60 for each additional$1,000 or fraction thereof $500,001 to$1,000,000 $3,233.75 for the first$500,000,plus$4.75 for each additional$1,000 or fraction theteof $1,000,000 and up $5,608.75 for the first$1,000,000 plus$3.15 for each additional$1,000 or fraction thereof * The Building Department establishes building permit fees based on Section 108 of the International Codes. The fees are calculated using the estimated fair market value of the project (material+ professional labor costs). The value includes the total value of all construction work,including fmish work. The Plan Review Fee,which is 65% of the Building Permit Fee,is paid at the time of application submittal. The Building Permit Fee,and any additional fees,is paid at the time the permit is issued. All fees are based on fair market values. The values may be adjusted to coincide with the quality and individual characteristics of your project. The Building Department will establish an estimate using"good"values per square foot for similar buildings in the region. These estimates are updated on a regular basis. The valuations were taken from the MARSHALL& SWIFT Residential Cost Handbook and Building Standards, March/April 2002, and are estimated square footage values for residential and accessory buildings. P:1DSD\Department FormsTuilding Forms\Fee Schedule-Buildings.doc/3/1/2006 , ell!tp� City of Port Townsend 'yip vi:::,..1 �o Development Services Department ,g �j� 250 Madison Street, Suite 3 14-Gov Port Townsend WA 98368 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT# 6 LI D7 -- 007 Revision# i OWNER: 17,.._.,;, --,c SITE ADDRESS: !- ` '`11 S Total Value of Revision: $ —t 1 Impervious Surface Change? El Yes Nt-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 aware that changes to the existing approved plans may also require you 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: —1-----/L--Thzzi4,/Z rac-.7 r—c, - /---6 .- i),�(- �i�uL /--41--c_ t�ihrrit-s5Pr & - j , •-•••• �'_ AP"ROVED MAR - 9 307 Permit N . if AL—CL2-7 Building Official ^1-%^Y PORT TOWNSEND — • ./ �� ?/67 Applicant Si. atur• Date OFFICE USE ONLY: Submittal date: Two sets of plans for revision: Approval of engineer of record(if original plans engineered): ❑ Yes ❑No ❑NA P:\DSD\Department Fonns\Building FormMpplication-Revision.doc • • STRUCTURAL CALCULATIONS BEAMS FOUNDATIONS FINNIE RESIDENCE 1325 Adams Street Port Townsend, WA 98368 J. ,gN WA5640(<\* tif EXP. 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C>, • . )4'0" 0l o„ S,o" • 1 f 1i.1 Lvc-rt -F re-AM /N-! PLAN at 4O4 CITY OF PORT TOWNSEND 5 i =.,%� c DEVELOPMENT SERVICES DEPARTMENT • y INSPECTION REPORT 4`w For inspections,call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want 0 the inspection. For Monday inspections,call by 3:00 PM Friday. i 1 # DATE OF INSPECTION: /49 1/ Cy PERMIT NUMBER: i07- Jo7 J SITE ADDRESS: /34.1-5-- PROJECT NAME: A2440 6. ,.76 . CONTRACTOR: ���.,4/G f-6`JX?it/ CONTACT PERSON: '1- .VDc/ems PHONE: 3/- /5:7 TYPE OF INSPECTION: ‘A (fGv ,4-4W-6'1/614 10-e1/47) nip i, 117t1 i4- C--- , t4' 116, 0 (-‹ .... / o 0, C C c/ Pc? ( ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. -11 Inspector 1�'_,( 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. 9 0 �* poAr rn4yCITY OF PORT TOWNSEND .4 ip 147 z , DEVELOPMENT SERVICES DEPARTMENT fir INSPECTION REPORT AWA For inspections,call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections,call by 3:00 PM Friday. DATE OF INSPECTION: 3/).4 -7 PERMIT NUMBER: i3L b0-7—Co-1 SITE ADDRESS: 1 �S A-dat PROJECT NAME: f-i n 0 ', CONTRACTOR: ` Tr,hn,glA CONTACT PERSON: Cret PHONE: 301 /537 TE O/444F INSPECTION: �'1 (� (� yr (� +1(5),,, �k,/ _ L ateL . -e. 'fiT - 6) 04 1 f, ____________ ____. , --\ ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector PtC,K Date , / 41 to 7 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. • 411 O & O INSULATION P.O. ezoxssse PORT MADLOCK, WA. Nsie t.SSSs:sse4S 1.1004111-I114e Insulation Certificate 0 . 0 INSULATION INC. here by Certifies that the project describe below wee insulated to the specifications listed below. These specifications as' Gawnntssd to wrest or exceed Washington Mate Energy Cede. 0 ) Prohect Ate: I x,25 1GVkY rte _ - T - - - • . 1, • 19-1 swr Z vit. 1 Flat Attier 3,11 / M.OW N . .1 inch Ceilln-s 3 Q... NATTS / ILOWEN p�:�i� '_ _-- _1/ -inch faterforWsNs , z 1 • bA . -----.._enc*+i F140• .._...._r_ . _3_Q .. �. '�.�. � �rQtlr M ' J _._....__�. ....11.!C ! . Interior Vapor Barrier: P.V.A Paint)/ .. Clear Poly / Kraft ,'mpg_Spit{ Ground Cover 6 1MI.20t tglY.. _ EES � Water vtpe Wrap: W R-11 FilwriPits _ _YE NO Authorized 1 /it/ALA— Signaluno: Dan Dankert (owner Date Issued: /V I - I ?CCR :(Q (6/3