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Home My WebLink AboutBLD-2026-0107 - DECK OR PORCHPlease request inspections online through the permit portal. If that is not possible please call (360) 293-1901 for Building or Planning inspections. For Public Works inspections, please call (360) 293-1938. PARCEL: P112555 LEGAL DESCRIPTION: (0.2100 ac) LOT 20, PLAT OF VILLAGE PARK, AS PER PLAT THEREOF RECORDED IN VOLUME 16 OF PLATS, PAGES 192 AND 193, RECORDS OF SKAGIT COUNTY, WASHINGTON. APPLICANT: Hallam, Meghan PO Box 1992 Bellingham, WA 98227 3605109563 OWNER: KHAN NADILA AZIZ ALLEN IAN SCOTT ANACORTES, WA 98221 VALUATIONS: Estimated construction cost 7081.20 $7,081.20 $7,081.20Total: FEES:Paid Due Building Permit Fee $153.25 $0.00 State Building Code Council fee $6.50 $0.00 Plan Review Fee $99.61 $0.00 $0.00Totals : REQUIRED INSPECTIONS Footings Underfloor Framing Building Final CONSTRUCTION CONTRACTOR:DEXPERTS PO BOX 1992 BELLINGHAM, WA 98227 3602200247 License: DEXPE**984LC Expires: 06/28/2027 $259.36 BLD-2026-0107 DECK OR PORCH ISSUED: EXPIRES: 02/25/2026 02/25/2028 PROJECT NAME: ALLEN-KAHN COVERED PATIO SITE ADDRESS: 2215 35TH COURT ANACORTES Page 1 of 1Printed by : Jennifer Watson on: 03/06/2026 09:49 AM City of Anacortes, WA 904 6th Street Anacortes, WA 98221 (360) 293-1901 http://cityofanacortes.org/ PropertyCorner NADILA KHAN AND SCOTT ALLEN 2215 35TH COURT ANACORTES, WA 98221 2215 35TH COURT ANACORTES, WA 98221 P112555 NAME/MAILING ADDRESS:SITE ADDRESS: PROPERTY ID #: SCALE: DATE: 01.14.2026 LOT COVERAGE RESIDENCE 1,302 s.f.EXISTING DECK 312.0 s.f.SHED 49.0 s.f. ATTACHED GARAGE 440.0 s.f. TOTAL 2,054.0 s.f. Property Corner LOT SIZE: 0.21 ACRES 9,147.6 SQUARE FEET ZONING: R2A LOT COVERAGE: 22.5% IMPERVIOUS: 22.2% 108.56' 70.00' 119.94' 72.24' 20.93' 3 2.5 6' ATTACHED GARAGE (E) RESIDENCE (E) 2ND STORY COVERED PORCH (E) 2 9 0 ' 2 8 8' 286' 284' 282' 5.1 ft 7.5 ft 49 . 3 f t 29 . 3 f t 20.5 ft S T O R M S E W E R W A T E R 5.0 ft 20 . 0 f t 5.0 ft 20.0 ft 5.0 ft SHED (E) SID E W A L K DRIVE WAY 3 5T H C O U R T PropertyCorner PropertyCorner PropertyCorner PropertyCorner IMPERVIOUS AREA DRIVEWAY 1,672.3 s.f.PATIO 346.5.0 s.f.PERGOLA 9.2 s.f. TOTAL 2,028.0 s.f. 1" = 20' PATIO (E) PROPOSED PERGOLA SETBACKS ROOF OVERHANG JOB TITLE Dexperts Allan JOB NO.250002-07 SHEET NO. CALCULATED BY Karen M. Stoner DATE 12/14/25 CHECKED BY DATE CS2018 Ver 2021.03.22 STRUCTURAL CALCULATIONS FOR Dexperts Allan 12/14/2025 Wood Beam (ASD) (version 200) — Deck Beam Created with Calcs.com Client:Dexperts Author:Karen Stoner Date:Dec 15, 2025 Project:250002-07 Dexperts Allan Job #:250002-07 Address:2215 35th Court, Anacortes, WA, USA Subject:Rafter Beam B2 References:NDS 2018 (ASD) Summary Member 4x8 H-F No. 2 Moment Utilization 2008 lbft / 2823 lbft Shear Utilization 1214 lb / 2461 lb Bearing Utilization 1785 lb / 3680 lb Minimum Bearing Length (End Supports) Minimum Bearing Length (Int Supports) Governing Live / Short-Term Deflection 0.0756 in (L/318) Governing Long-Term Deflection 0.114 in (L/211) Governing Long-Term Deflection Key Properties Beam Plan Length Continuous Bracing for Lateral Torsional Buckling Top and bottom flange bracing corresponds to positive and negative bending respectively, but cantilever spans typically require a brace on the top flange despite being in negative bending. Loads Design Conditions International Building Code (IBC) 2021 Member Properties Cross-Sectional Area Strong Axis Moment of Inertia Section Modulus Base Allowable Bending Stress Base Allowable Shear Stress Base Perpendicular Compression Allowable Stress True Modulus of Elasticity Apparent Modulus of Elasticity Modulus of Elasticity for Deflections Elastic Modulus (NDS 2018 2.3) Adjusted Modulus of Elasticity Section Bending (NDS 2018 2.3) Size Factor Incising Factor Positive Bending (NDS 2018 2.3) Adjusted Bending Strength - Positive Bending Negative Bending (NDS 2018 2.3) Adjusted Bending Strength - Negative Bending Shear Design (NDS 2018 3.4) Adjusted Shear Strength Bearing (NDS 2018 3.10) Base Bearing Strength Comments PASS d=7.25in b=3.5in PrimaryLoading 71%M/ M′=M/ M' = M/M =′ 49%V/ V′=V/ V' = V /V =′ 49%R/ R′=R/ R' = R/R =′ ℓb,min,end=\ell_{b,min,end} = ℓ=b,min,end 1.131.131.13in\mathrm{in}in ℓb,min,int=\ell_{b,min,int} = ℓ=b,min,int 1.71.71.7 in\mathrm{in}in 57%δST=\delta_{ST} = δ =ST 57%δLT=\delta_{LT} = δ =LT δLT=\delta_{LT} = δ =LT 0.1140.1140.114in\mathrm{in}in Reactions: DistancefromLeftofBeam(ft) 0 2 4 6 8 10 Bearing:3.5inFactMax:1785lbFactMin:360lbD:600lbL:1185lb Bearing:3.5inFactMax:1071lbFactMin:216lbD:360lbL:711lb LX=L_X = L =X 101010ft\mathrm{ft}ft Top Braced DistancefromLeftofBeam(ft) 0 2 4 6 8 10 Self-weight0 10ftD:5.06plf RoofLoad LW:7.58ft|D:12psf,L:25psf0 10ft D:91plfL:190plf A=A = A =25.425.425.4 in2\mathrm{in^2}in2 Ixx=I_{xx} = I =xx 111111111in4\mathrm{in^4}in4 S=S = S =30.730.730.7 in3\mathrm{in^3}in3 Fb=F_b = F =b 850850850psi\mathrm{psi}psi Fv=F_v = F =v 150150150psi\mathrm{psi}psi Fc⊥=F_{c\perp} = F =c⊥405405405psi\mathrm{psi}psi Etrue=E_{true} = E =true 1.30×1061.30×10^{6}1.30 × 106 psi\mathrm{psi}psi Eapp=E_{app} = E =app 1.30×1061.30×10^{6}1.30 × 106 psi\mathrm{psi}psi E=E = E =1.30×1061.30×10^{6}1.30 × 106 psi\mathrm{psi}psi E′=E' = E =′1.17×1061.17×10^{6}1.17 × 106 psi\mathrm{psi}psi CF,b=C_{F,b} = C =F,b 1.31.31.3 Ci,b=C_{i,b} = C =i,b 111 Fb′ +=F'^+_b = F =b′+110511051105psi\mathrm{psi}psi Fb′ −=F'^- _b = F =b ′−108910891089psi\mathrm{psi}psi Fv′=F'_v = F =v′146146146psi\mathrm{psi}psi Fc⊥′/ Cb=F_{c\perp}'/ C_b = F /C =c⊥′b 271271271psi\mathrm{psi}psi Seismic Analysis (ASCE 7-16) (version 18)Created with Calcs.com Client:Dexperts Author:Karen Stoner Date:Dec 15, 2025 Project:250002-07 Dexperts Allan Job #:250002-07 Address:2215 35th Court, Anacortes, WA, USA Subject:Seismic References:ASCE 7-16 Summary Design Short-Period Spectral Acceleration Design Long-Period Spectral Acceleration Seismic Design Category D Seismic Base Shear Project Defaults Override Override Project Defaults? Site Parameters (ASCE 7-16) Building Risk Category II Site Class D-default Short-Period Spectral Acceleration Long-Period Spectral Acceleration Long-Period Transition Period Key Building Properties (ASCE 7-16) Seismic Force-Resisting System SFRS Properties (ASCE 7-16, Cl 12) Building System Height Limit (ft) Equivalent Lateral Force (ELF) Procedure (ASCE 7-16, Cl 12.8) Approximate Fundamental Period Building Fundamental Period Total Structural SFRS Height , Total Effective Seismic Weight Seismic Importance Factor Seismic Response Coefficient Number of Stories PASS SDS=S_{DS} = S =DS 0.9180.9180.918 SD1=S_{D1} = S =D1 0.770.770.77 SDC=SDC = SDC = V=V = V =427427427lb\mathrm{lb}lb storyV=426.9lbWx=3024lb Fx=426.9lb 8ft hn =8 ft V=426.9lb No RC=RC = RC = SC=SC = SC = Ss=S_s = S =s 1.151.151.15 S1=S_1 = S =1 0.4070.4070.407 TL=T_L = T =L 161616s\mathrm{s}s 15. Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Height Limit=\text{Height Limit} = Height Limit =656565 Ta=T_a = T =a 0.09510.09510.0951 s\mathrm{s}s T=T = T =0.09510.09510.0951 s\mathrm{s}s hn=h_n = h =n 888ft\mathrm{ft}ft 000in\mathrm{in}in Wtotal=W_{total} = W =total 302430243024lb\mathrm{lb}lb Ie=I_e = I =e 111 Cs=C_s = C =s 0.1410.1410.141 nstory=n_{story} = n =story 111 Wood Beam (ASD) (version 201) — Rafter Created with Calcs.com Client:Dexperts Author:Karen Stoner Date:Dec 15, 2025 Project:250002-07 Dexperts Allan Job #:250002-07 Address:2215 35th Court, Anacortes, WA, USA Subject:Typical Rafter B1 References:NDS 2018 (ASD) Summary Member 2x12 D.Fir-L No. 1 Moment Utilization 1914 lbft / 3487 lbft Shear Utilization 412 lb / 2329 lb Bearing Utilization 545 lb / 2812 lb Minimum Bearing Length (End Supports) Minimum Bearing Length (Int Supports) Governing Live / Short-Term Deflection -0.109 in (L/1627) Governing Long-Term Deflection -0.227 in (L/781) Governing Long-Term Deflection Key Properties Beam Plan Length Enter Support and Load Locations Based on Plan or Inclined length? Continuous Bracing for Lateral Torsional Buckling Loads Center-to-Center Spacing (= tributary width) Design Conditions International Building Code (IBC) 2021 Member Properties Cross-Sectional Area Strong Axis Moment of Inertia Section Modulus Base Allowable Bending Stress Base Allowable Shear Stress Base Perpendicular Compression Allowable Stress True Modulus of Elasticity Apparent Modulus of Elasticity Modulus of Elasticity for Deflections Elastic Modulus (NDS 2018 2.3) Adjusted Modulus of Elasticity Section Bending (NDS 2018 2.3) Size Factor Incising Factor Positive Bending (NDS 2018 2.3) Adjusted Bending Strength - Positive Bending Negative Bending (NDS 2018 2.3) Adjusted Bending Strength - Negative Bending PASS d=11.3in b=1.5in PrimaryLoading 55%M/ M′=M/ M' = M/M =′ 18%V/ V′=V/ V' = V /V =′ 19%R/ R′=R/ R' = R/R =′ ℓb,min,end=\ell_{b,min,end} = ℓ=b,min,end 0.5810.5810.581in\mathrm{in}in ℓb,min,int=\ell_{b,min,int} = ℓ=b,min,int 0.5170.5170.517in\mathrm{in}in 11%δST=\delta_{ST} = δ =ST 23%δLT=\delta_{LT} = δ =LT δLT=\delta_{LT} = δ =LT −0.227-0.227−0.227in\mathrm{in}in Reactions: DistancefromLeftofBeam(ft) 0 2 4 6 8 10 12 14 4:12 Bearing:3inFactMax:545lbFactMin:-93.6lbD:139lbL:0lb FactMax:137lbFactMin:27.8lbD:46.4lbL:0lb Bearing:3inFactMax:545lbFactMin:-93.6lbD:139lbL:0lb FactMax:137lbFactMin:27.8lbD:46.4lbL:0lb LX=L_X = L =X 141414ft\mathrm{ft}ft Plan Top Braced DistancefromLeftofBeam(ft) 0 2 4 6 8 10 12 14 4:12 Self-weight0 14.8ftD:1.23plf RoofLoad0 14.8ftD:5.06plf SnowLoad 0 14.8ft Lr:8plfS:10plf Self-weight0 14.8ftD:3.69plf RoofLoadLW:1.33ft|D:11.4psf0 14.8ftD:15.2plf SnowLoad LW:1.33ft|Lr:18psf,S:22.5psf0 14.8ft Lr:24plfS:30plf WindLoad LW:1.33ft|W,dn:30psf,W,up:-30psf0 14.8ft W,dn:40plfW,up:-40plf AlternativeMinimumLiveLoad7.38ftL2:285lbL2:94.9lb s=s = s =161616in\mathrm{in}in A=A = A =16.916.916.9 in2\mathrm{in^2}in2 Ixx=I_{xx} = I =xx 178178178in4\mathrm{in^4}in4 S=S = S =31.631.631.6 in3\mathrm{in^3}in3 Fb=F_b = F =b 100010001000psi\mathrm{psi}psi Fv=F_v = F =v 180180180psi\mathrm{psi}psi Fc⊥=F_{c\perp} = F =c⊥625625625psi\mathrm{psi}psi Etrue=E_{true} = E =true 1.70×1061.70×10^{6}1.70 × 106 psi\mathrm{psi}psi Eapp=E_{app} = E =app 1.70×1061.70×10^{6}1.70 × 106 psi\mathrm{psi}psi E=E = E =1.70×1061.70×10^{6}1.70 × 106 psi\mathrm{psi}psi E′=E' = E =′1.70×1061.70×10^{6}1.70 × 106 psi\mathrm{psi}psi CF,b=C_{F,b} = C =F,b 111 Ci,b=C_{i,b} = C =i,b 111 Fb′ +=F'^+_b = F =b′+132213221322psi\mathrm{psi}psi Fb′F =b ′−442442442psi\mathrm{psi}psi Shear Design (NDS 2018 3.4) Adjusted Shear Strength Bearing (NDS 2018 3.10) Base Bearing Strength CommentsFv′=F'_v = F =v′207207207psi\mathrm{psi}psi Fc⊥′/ Cb=F_{c\perp}'/ C_b = F /C =c⊥′b 625625625psi\mathrm{psi}psi SW 128.56 Plat of Village Park 1/4, NW 1/4, SECTION 25, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. SKAGIT COUNTY, WASHINGTON 26 26 FLAGS 97101700715 SKAGHY HILD FOUND EXISTING CONCRETE MONUMENT WITH YELLOW PLASTIC CAP. 55 97 OCT 17 P12:38 36 37 38 39 40 41 42 35 43 ECORDED FILEO 2319 VISTA LANE 34TH ST. 34 30 31 33 32 VISTA TOO DIV. NO 1 PLAT 5 80'301 E 304.98 S 89'50'30"E 369.99' 70.00 70.00 70.00 16' ALLEY 70.00'70.00 20.00 COMMONAREA 0 0 . 3 2 ' 2 7 T R A C T B 10 9 . 9 6 N 00 ' 3 2 ' 2 7 " W 2 9 5 . 9 2 ' Constru c t o n BLOCK 21 REQUEST CE n 11,026 SQ FT 9,912 SQ FT 7,999 SQ FT 7,690 SQ F 7,689 SQ FT 22042208 28 -3054'30"4 - 15653 2202 2212 의 79.98 51.24 L3.23 38.59 2216 69.99 20.01 40.00 R95.00 25 R=50 53 E 2317 13 7,637 SQ FT 27 1 9,277 SQ FT 10 2316| 9 7906 SQ FT 7,900 SQ FT Fh 8,943 SQ FT2310 22202318Δ=570705 2306 23022679.79'32130 - 25.00 10' UTILITY EASEMENT 9'54R 35.0040.42 37.12 70.00 70.18 77.27 10 0 3 2 ' 1 5 9,045 2320 12 35TH COURT S 8951'53 E 347.91Δ-342238 322 7 $35.3 60' R/W (KELLOGG AND FORD'S ADDITION) 3751'21 W 11 7 11 7 . 0 1 S 8951'37" E 239.48 2-661010 L-75.07 35TH COURT 523 5 8 1 3 -580404 2315 9,274 SQ FT 37.83 70.00'70.00'6.73' 10 UTILITY EASEMENT 2879'45Δ 4250'00* L 18.69" R95.00 2305 2301 2219 2217 32.56 221322152029'27" 2309 15 7,686 SQ FT 16 7,904 S 17 7,904 SQ FT 18 7,904 SQ FT 19 8.184 SQ 20 24 9,155 SQ FT 9,910 SQ FT 7,363 SQ F 5609'54"65.00 L 20 90 2205 35. 22 8,519 S 6012° 0 4 " E 107.5 9 ' 95.00. 0 0Sp072 ' 0 4 " E 72.24 193811 AND UTIL И SHA R 13.16 23 8.528 SQ FT S 89'52'30"W 20.01 20 FIRE TRUCK EGRESS 2211 59.29'78.19 6610'10" 2201 N 00 ° 3 2 ' 2 7 W 10 8 . 2 1 TR A C T ' A 3 00 ' 3 2 ' 2 7 " W 3 9 5 . 8 7 ' 80 ' R / W " D ' A V E . 40.00 16 . 8 0 ' N 0 0 ' 3 2 ' 2 7 " W 29 5 . 9 2 ' BLOCK 18 90.01 > " B ' A V E . U N I M P R O V E D GENENERAL INFORMATION EASEMENT BLOCK 81 70.00'70.00 70.01 70.00 S 8951'53 749.98 36TH ST. (UNIMPROVED) 80' R/W ' C ' A V E U N I M P R O V E (KELLOGG AND FORD'S ADDITION) BLOCK 3C 85.03 Assessor's Account No. 3800-022-013-0005, 3800-022-020-0006,3800-026-013-0007 and 3800-027-020-0005. Description and exception infarmetio No. H-302945, doted Septambernc CompanyMeridian: Assumed 5. Basis of Bearing: D Avenue Monumentation Bearing N032'27W as recordedJohn L in Book 15 of Surveys at page 91.Instrumentation: Pentax PTS V5 Total6.Survey Procedure: Field troverse double measured.. restrictions, covenants ond other instruments of record including but not limited to those instruments referred to in First American Titie Insurance Company Reportreferenced under Note 2 above. Said report lists doAuditors File Numbers 9705080027 and 9705080028Zoning: Residential Low Density Distric NOTES Indicates cased concrete monument or surfac -Indicates rebor or iron pipe set with yellow cop inscribed DA JOLLY 7597. VILLAGE PARK 50 ADDRESSES FOR VILLAGE PARK ADDRESSES SHOWN ON PLAT IN BOXES. SUBDIVISION FOR: GRAPHIC SCALE 50 200 Water Supply: City of Anacortes. 11.Each lot shall be assessed a one 12 buildind plicati nacortesbulding pa rded and lot 24 that stipulates thatprocation of the 36th Street (IN FEET inch 50 ft. DEVELOPER/SUBDIVIDER Village Park Partnership406 1/2 Commercial Ave.. Suite Annacortes, WA 98221 (360) 293-9426 SURVEYOR D. A. JOLLY P.E., P.L.S .0. BOX 219upeville, WA 98239 (360) 678-4188 VILLAGE PARK PARTNERSHIP 406 1/2 Commercial Ave., Suite 1AnacortesWA 98221 A PORTION ON THE SW 1/4 OF THE SW 1/4 OF THE NW 1/4 OF SECTION 25, TOWNSHIP 35 NORTH, RANGE 1. EAST W.M. CITY OF ANACORTES, SKAGIT COUNTY WASHINGTON 3001 SHEET 1 OF 2 DWG.: J64-PLAT DWN BY: DKH CHECK BY: DAJ DATE: OCT. 1997 SCALE 1"=50 JOB NO.: 064 V.16 Plats Pa 192 HERRIGSTAD ENGINEERING R Avenuvenue, Suite 210 B, Anacortes, WA. 98221 (360) 299-8804 9710170075 LEGAL DISCRIPTION Parcel SW Plat of Village Park 1/4, NW 1/4, SECTION 25, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M.SKAGIT COUNTY, WASHINGTON Lots 1 through 20, inclusive, Block 26, "KELLOGG & FORD ADDITION TONACORTESTON", as per plat recorded in Volume 1 of Plats at Page 41,records of Skagit County, State of Washington. Parcel Lots 11 through 20, inclusive, Block 22, "KELLOGG & FORD'S ADDITION TOANACORTES, WASHINGTON". as per plat recorded in Volume 1 of Plats at Page 41, in the records of Skagit of Washington. Parcel Block 27, "KELLOGG & FORD'S ADDITION TO ANACORTES, WASHINGTON", as per plat recorded in Volume 1 of Plats at Page 41. in the record of Skagit County, State fo Washington. TOGETHER WITH the vacated streets and alley as follows: Aileys in blocks26 and 27; 35th Str East boundary of blocks 22 and 27 toVista Too formerly East boundaryblocks 24 and 25 and except the North 10' of 35th Street between East boundary of block 26 to10 East of the East boundary otsEast boundary of block 26 to 10' East of the East boundary of Vista Too South boundary of block 26 to the North boundary of block 2South boundary of block 26 to the North boundary of block 26 e the West 10 of B Avenue; C Avenue from the South boundary of bid26 and 27 to the North boundary of lot 20 block 22 except the West10' of C Avenue between 10' South of the South boundaryblockry o block APPROVALSThe Plonn UTILITIES EASEMENT An easement is hereby reserved for and conveyed to theCITY OF ANACORTES. PUGET SOUND ENERG GTE TELEPHONE COMPANY, CASCADE NATURAL GAS COMPANY, AND TCI CABLE TELEVISION COMPANY and their respectiveSuccessors and assians under gnd unon the exterior tn(10) feet SRIBus ers oll lots rtsd soceswithin the aat inarallel with aadioining oll streetwithin the plat lying paraliel with and adjoining all street(s)which to construct, operate, maintain, repair, replace and e underground pipes, conduits. cables and wires all necessan underground or ground mounted appurtendnceshereto for the purpose of serving this subdivision and otherproperty with electric, gas, telephone and other utility service.together with the right to enter upon the streets, lots, tracts and spaces at all times for the purposes herein stated. Also the easement shown on thethe Plat and identi ent is hereby reserved for and he CITY OF ANACORTES for underground(10) feet of lot 15 and the East (10) feetof lot which to construct, operate, maintain, repairand enlarge the underground pipe STORM WATER DETENTION POND The Storm Water Detention Pond are hereby dedicat Cit Anacortes for Tract "A" and "B for operation and by the City of Anacortes DEDICATION The Planning Commission of the City of Anacortes, meeting in that the Plot of Village Pork servesthat the Plat of Village Park serves the pub and inte and has authorized its secretary app Signature of Secretary Approved by the Council of the City of Anacortes, Washington,this 6 da OCTORER 19.97 ATTEST: City Clerk Examined and approved this 13"" day of October 192 PARK PARTNERSHIP, owner of the land hereby platted, declare this plat and dedicate to thether onsistent with thereof for public highway purposes together with the right to ecessary slope for cuts and fills upon the lots and blocks showoriginbl reasonable grading of all such streets and avenues shown hereon. Cun M. mon V.P 00 * 1 4 1 4 ' 26 6 7 . 2 3 29TH ST.18.09 E 1107.0 30TH ST. 33D B WITALANE 34TH ST. A TOO 36TH STREE 80 R/W PLAT OF VILLAGE PARK 355.31 TH ST. (UNMP AV E B O R A City Engineer Interwest Bank TREASURERS CERTIFICATEThisertify that all taxes heretofore which have become a lien upon the lands paid and discharged according to the recor office, upto and including the vear of 1997 Vittage Park Partne an jimcul Pestion 1. Judyann Menish Treosurer of Skagit County.Washington, hereby certify that a deposit has been gaid to covicipateI including the Judsene eSkogi County Tregsurer CITY TREASURERS CERTIFICATE Stote of WashingtonCountyI certify that I know of have satisfactory evidence that Stwen M Mona ned this is instrument, on oath stated thot. (he/she/they/) w03/are) authorized to execute the Interwest Bank, to be the free and voluntary act of such JJANITA M. MORRIS-ANCMES STATE OF WASHINGTON NOTARY---- PUBLIC MY COMMISSION EXPIRES 5-10-96 une Tarterra west Bank, to be the free and voluntary act of suchparty fo s and purposes mentioned in the instr Deputy Dated 10/14/97 I hereby certify that there ore My Appointment expires 5/10/98 State of Washington County of Skasitthat I know of have satisfactory evidence that Lawrence Fasan no delinquent special assessments and all special assessments on any of the property herein contained dedicated as streets, alleys, or for other publicu paid in full. This 13 day of Octabar 19 97 fenge KhtarTreasures City/of Anocortes AVID A EXPIRES 35 LAND SURVE SURVEY ERTIFICATESORVETONS CERTIFICATEI hereby certify that the plat of VILLAGE PARK is based upon an actual survey and subdivision . Township 35 Nort Range East, W.M.; that the courses and distances are showncorrectly on the ground; and complied with the provisions of the statutes and platting regulations M DAVD A. JOLLY, PL.S. PE adaallyell Certificate No/759Date signed this instrument, on oath stated that (he/she//) (was/ere) outhonized to execute the Village Park Partnership, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Doted tabeeve.11953 Signatura nyoe My Appointment expires any 4,200 AUDITORS CERTIFICATE Filed tor record this17 doy of Detober19ot 38 P.M. VE 22 ' 0 5 26 7 4 . 4 1 (KELLOGG AND FORD'S ADDITION) 37TH STREET VICINITY MAP NTS 62 C DEVELOPER/SUBDIVIDER SURVEYOR CALY A RODABEISSION EX NOTARL 4061/2 Commercial Ave., Suite 1 Annacortes, WA 98221 (360) 293-9426 D. A. JOLLY P.E., P.L.S.P.O. BOX 21 Coupeville, WA 98239 (360) 678-4188 UBLIO5 OF WASHING SUBDIVISION FOR Rathy eSkagit County Auditor Cngu SCALE: 3001 R Avenue, Suite 210 B, Anacortes, WA. 98221 (360) 299-8804 JOB NO.: 064 V.1l6 Plats P9 193 Village Park Portnership 406 Anacortes, WA 98221 A PORTION ON THE SW 1/4 OF THE SW 1/4 OF THE NW 1/4 OF SECTION 25, TOWNSHIP 35NORTH,RANGÉ 1, EAST W.м. CITY OF ANACORTES, SKAGIT COUNTY WASHINGTON HERRIGSTAD ENGINEERING DATE: Oct. 1997 SHEET 2 OF 2 DWG.: J64-PLAT mercial Ave., Suite 1 DWN BY: DKH CHECK BY: DAJin Volumea of Plats on pages 192+ 193 at the request of David A. Jolly. Auditors File No. 9710170075 1:16 GENERAL NOTES AND PROJECT INFORMATION 01000: GENERAL REQUIREMENTS THE STRUCTURAL NOTES SUPPLEMENT THE PLANS AND SPECIFICATIONS. ANY DISCREPANCY FOUND BETWEEN THE DRAWINGS, NOTES, SPECIFICATIONS, SITE CONDITIONS, AND ARCHITECTURAL PLANS SHALL BE REPORTED TO EXCEPTIONAL ENGINEERING. ANY WORK COMPLETED AFTER DISCOVERY OF THE DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. REFER TO ARCHITECTURAL PLANS FOR OPENINGS, ARCHITECTURAL TREATMENTS, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR DUCTS AND PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL PROVIDE BRACING AND SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REQUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED UNTIL THE WALLS ARE PROPERLY SUPPORTED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WITH ALL UTILITIES AND ADJACENT PROPERTIES. CALL THE UTILITY LOCATE SERVICE PRIOR TO ANY WORK AT 1-800-424-5555. 01100: CODE REQUIREMENTS ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE 2021 INTERNATIONAL BUILDING CODE AS ADOPTED BY THE STATE OF WASHINGTON. 01200: DESIG LOADS DEAD LOADS PCB ROOFING 12 PSF LIVE LOADS SNOW 25 PSF (ASD) WIND LOADS: 98 MPH Kzt = 1.0 EXPOSURE B SEISMIC CRITERIA: SITE CLASS D (DEFAULT) SEISMIC RESISTED BY (E) STRUCTURE, < 10% INCREASE OK BY INSPECTION 03100: REINFORCING STEEL REINFORCING STEEL DETAILING, FABRICATION, AND PLACEMENT SHALL BE PER ACI 318-19. REINFORCING STEEL SHALL MEET THE FOLLOWING REQUIREMENTS: ASTM A-615 DEFORMED BARS GRADE 40 (fy=40 KSI) FOR #3 BARS ONLY ASTM A-615 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR #4 BARS AND LARGER ASTM A-706 DEFORMED BARS GRADE 60 (fy=60 KSI) FOR ALL WELDABLE BARS ASTM A-185 SMOOTH BAR (fy=75 KSI) FOR WELDED WIRE FABRIC PROVIDE 48d LAP SPLICES FOR ALL BARS. REINFORCING STEEL AT ALL SLABS AND WALLS SHALL BE CONTINUOUS AROUND CORNERS ELSE CORNER BARS SHALL BE PROVIDED. COVER REQUIREMENTS SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST EARTH ALL BAR SIZES . . . . . . . . . . . . . . 3" FORMED SURFACE EXPOSED TO EARTH OR WEATHER #6 AND LARGER . . . . . . . . . . . . . . 2" #5 AND SMALLER . . . . . . . . . . . . . 1 1/2" REINFORCING STEEL SHALL BE ACCURATELY PLACED AND ADEQUATELY SECURED IN PLACE PRIOR TO CONCRETE PLACEMENT. REINFORCING STEEL SHALL NOT BE FIELD BENT EXCEPT AS NOTED IN THE DESIGN DRAWINGS. WELDING OF REINFORCING STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL OF THE ENGINEER EXCEPT AS NOTED ON THE DESIGN DRAWINGS. 03000: CONCRETE CONCRETE CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE STANDARD ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". CEMENT AND CONCRETE SHALL CONFORM TO IBC SECTION 1903. ADMIXTURES SHALL BE APPROVED BY THE ENGINEER OF RECORD AND SHALL COMPLY WITH ACI. CONCRETE EXPOSED TO FREEZING AND THAWING SHALL HAVE AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC SECTION 1904.2. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED. WHERE SPECIAL INSPECTION IS NOT REQUIRED, f'c = 2500 PSI HAS BEEN USED IN THE DESIGN CALCULATIONS. CONCRETE MIX DESIGNS SHALL MEET THE FOLLOWING REQUIREMENTS: 28 DAY MAX.MAX.AIR SPECIAL LOCATION STRENGTH W/C SLUMP ENTRAINMENT INSPECTION AND f'c (PSI)RATIO (INCHES)(PERCENT)REQUIRED APPLICATION 4500 0.45 4±1 0±1 NO ALL CONCRETE EXPOSED TO SOIL OR WEATHER 01300: GEOTECHNICAL INFORMATION EARTHWORK AND FOUNDATIONS ARE TO BE CONSISTENT WITH THE BUILDING CODE. FOOTINGS SHALL BEAR ON PROPERLY PREPARED, FIRM AND UNYIELDING (RELATIVELY DENSE” NATIVE SOIL DEPOSITS OR COMPETENT BEDROCK. FOOTINGS SHALL BEAR ON UNIFORM CONDITIONS AND ON RELATIVELY LEVEL STEPS CUT INTO THE TOPOGRAPHY. ORGANIC TOPSOIL, UNCONTROLLED FILL, AND SUBSOILS THAT ARE COMPRESSIBLE OR SHIFTING SHOULD BE REMOVED FROM LOAD-BEARING AREAS TO HELP PREVENT EXCESSIVE SETTLEMENT OR DIFFERENTIAL SETTLEMENT FROM OCCURRING. ANY STRUCTURAL FILL USED TO SUPPORT FOOTINGS AND ENGINEERED RETAINING WALLS SHOULD BE DESIGNED, INSTALLED AND TESTED UNDER THE DIRECTION OF A QUALIFIED ENGINEER. THIS PROJECT HAS BEEN PREPARED WITHOUT A SOILS REPORT, ASSUMING TYPICAL IBC VALUES FOR THE REGION. STANDARD CAPACITIES HAVE BEEN ASSUMED. PRIMARY STRUCTURE IS SUPPORTED BY STEM WALLS ON SHALLOW FOUNDATIONS. ASSUMED ALLOWABLE SOIL BEARING CAPACITY IS 1500 PSF. DESIGN PARAMETERS ARE AS FOLLOWS: ACTIVE EARTH PRESSURE (YIELDING)35 PCF ACTIVE EARTH PRESSURE (AT-REST)50 PCF PASSIVE EARTH PRESSURE 100 PCF COEFFICIENT OF FRICTION 0.30 SOIL PROFILE TYPE ASSUMED D STRUCTURAL DRAWING INDEX SHEET SHEET NAME S1 STRUCTURAL COVER SHEET AND GENERAL NOTES S2 GENERAL NOTES, CONTINUED S3 FOUNDATION PLAN S4 NOT USED S5 ROOF FRAMING PLAN S6 FOUNDATION DETAILS S7 NOT USED S8 ROOF FRAMING DETAILS P. E N G : EO R : RE V : E2 J O B : KA R E N M . S T O N E R , P . E . KA R E N M . S T O N E R , P . E . 12 / 1 4 / 2 0 2 5 25 0 0 0 2 - 0 7 TH E U S E O F T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L B E RE S T R I C T E D T O T H E O R I G I N A L S I T E F O R W H I C H T H E Y W E R E PR E P A R E D A N D P U B L I C A T I O N T H E R E O F I S E X P R E S S L Y LI M I T E D T O S U C H U S E . R E P R O D U C T I O N O R P U B L I C A T I O N BY A N Y M E T H O D , I N W H O L E O R I N P A R T , I S P R O H I B I T E D . TI T L E T O T H E S E P L A N S A N D S P E C I F I C A T I O N S R E M A I N W I T H EX C E P T I O N A L E N G I N E E R I N G W I T H O U T P R E J U D I C E . V I S U A L CO N T A C T W I T H T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L CO N S T I T U T E P R I M A F A C I E E V I D E N C E O F T H E A C C E P T A N C E OF T H E S E R E S T R I C T I O N S . S1 GE N E R A L N O T E S AL L A N P A T I O RO O F 22 1 5 3 5 T H C O U R T AN A C O R T E S , W A 13 1 2 1 G o l d e n G i v e n R d E Ta c o m a , W A 9 8 4 4 5 (4 2 5 ) 4 4 4 - 6 9 0 1 ka r e n @ e x c e p t i o n a l e n g i n e e r i n g . c o m Ex c e p t i o n a l E n g i n e e r i n g 2e12/14/2025 1:16 06100: ROUGH FRAMING SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (WCLIB) "GRADING AND DRESSING RULES" NO. 17 LATEST EDITION. SAWN LUMBER SHALL BE S4S AND SURFACED DRIED, 19 PERCENT MAXIMUM MOISTURE CONTENT. PROTECT LUMBER FROM WEATHER AND PROVIDE FURTHER DRYING OF ASSEMBLED FRAMING TO MINIMIZE WOOD SHRINKAGE POTENTIAL. ROUGH LUMBER SHALL BE SAW CUT FROM 19 PERCENT MAXIMUM MOISTURE CONTENT WOOD. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. LUMBER SPECIES, GRADE, AND PROPERTIES FOR EACH USE/LOCATION SHALL BE AS FOLLOWS U.N.O. PER PLAN/SCHEDULE: Fb Fv Fcp Fc E USE/LOCATION SPECIES GRADE (PSI)(PSI)(PSI)(PSI)(PSI) STUDS, PLATES & BLOCKING 2X, 3X DF-L STUD 675 180 625 1350 1.6E6 4" WIDE DF-L STUD 675 180 625 1350 1.6E6 NOTED POSTS DF-L #2 900 180 625 1350 1.6E6 POSTS (RECTANGULAR) 4X DF-L NO. 2 900 180 625 1350 1.6E6 6X DF-L NO. 1 1200 170 625 1000 1.6E6 06071: PRESERVATIVE TREATED WOOD PRODUCTS ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED U.N.O. PER PLAN. PRESERVATIVE TREATMENT SHALL BE PER AMERICAN WOOD PRESERVERS' ASSOCIATION (AWPA) SPECIFICATION "PRESERVATIVE TREATMENT BY PRESSURE PROCESS". ALL FASTENERS (NAILS, BOLTS, PLATES, HANGERS, ETC.) IN CONTACT WITH TREATED LUMBER SHALL BE CORROSION RESISTANT G-185 HOT DIPPED GALVANIZED PER ASTM A 153 OR STAINLESS STEEL. 06102: FRAMING NOTES FRAMING CONNECTORS, ACCESSORIES, AND FASTENERS AS NOTED IN THE PLANS AND DETAILS ARE AS MANUFACTURED BY SIMPSON STRONG-TIE. EQUIVALENT HARDWARE MAY BE USED. INSTALL ALL HARDWARE PER MANUFACTURERS' SPECIFICATIONS. WHERE STRAPS CONNECT TWO MEMBERS TOGETHER PLACE HALF OF THE REQUIRED FASTENERS INTO EACH MEMBER. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. SEE SECTION 06071 FOR FASTENER REQUIREMENTS AT TREATED LUMBER. TYPICAL NAILING NOT SHOWN PER PLAN, DETAIL, OR SCHEDULE SHALL CONFORM TO FASTENING SCHEDULE PER IBC TABLE 2304.9.1 OR TO THE ROUGH FRAMING NAILING SCHEDULE. NAILS SHALL BE COMMON U.N.O. COMMON NAIL DIMENSION ARE AS FOLLOWS: NAIL SIZE DIAMETER LENGTH 8d 0.131" 2.5" 10d 0.148" 3.0" 12d 0.148" 3.25" 16d 0.162" 3.5" UNLESS NOTED OTHERWISE PER SHEARWALL SCHEDULE OR PLANS, ANCHOR BOLTS AT SILL PLATES SHALL BE 5/8" DIAMETER WITH 7" MINIMUM EMBEDMENT INTO CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 4.5" FROM EACH END OF THE PIECE. SEE SHEAR WALL SCHEDULE FOR WASHER REQUIREMENTS. 06185: STRUCTURAL GLUED LAMINATED TIMBER GLUED LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS ARE TO BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: USE COMBINATION SPECIES TYPICAL BEAM 24F-V4 DF/DF 06190: MANUFACTURED WOOD BEAMS MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION, AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS. MICROLAM AND PARALLAM MEMBERS SHALL HAVE NO NOTCHES OR DRILLED HOLES WITHOUT PRIOR ENGINEER APPROVAL. SHOP DRAWINGS ARE TO BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS (ALL VALUES IN PSI): MEMBER E Fb Fcp Fv LVL = MICROLAM 1.9E6 2600 750 285 PSL = PARALLAM 2.0E6 2900 650 290 LSL = 1.75" TIMBERSTAND 1.5E6 2250 750 400 LSL RIM = 1.5" TIMBERSTAND RIM BOARD 03162: POST INSTALLED ANCHORS ALL MECHANICAL OR ADHESIVE ANCHORS SHALL BE ICC APPROVED AND INSTALLED PER ICC EVALUATION REPORT REQUIREMENTS. BOLT SPACING AND EMBEDMENTS SHALL BE AS DESIGNATED ON THE DRAWINGS TYPICAL, UNLESS NOTED OTHERWISE. SEE THE TABLE BELOW FOR REQUIREMENTS. MECHANICAL ANCHORS IN CONCRETE SHALL BE THE FOLLOWING TYPES, AND SHALL REQUIRE SPECIAL INSPECTION. DEWALT SD+1 (ICC-ES ESR 2818)SIMPSON TITEN HD (ICC-ES ESR 2713) MINIMUM EMBED SHALL BE PER DETAIL ADHESIVE ANCHORS IN CONCRETE SHALL BE THE FOLLOWING TYPE U.N.O. DEWALT PURE 110+ (ICC ESR-3298)MIN. TEMP. 41°, CONT. SPECIAL INSPECTION, WATER SATURATED HOLE BOLT SIZE MINIMUM EFFECTIVE EMBEDMENT U.N.O. 1/2" DIA. OR #4 REBAR 4" 5/8" DIA. OR #5 REBAR 5" 3/4" DIA. OR #6 REBAR 6" GENERAL NOTES AND PROJECT INFORMATION P. E N G : EO R : RE V : E2 J O B : KA R E N M . S T O N E R , P . E . KA R E N M . S T O N E R , P . E . 12 / 1 4 / 2 0 2 5 25 0 0 0 2 - 0 7 TH E U S E O F T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L B E RE S T R I C T E D T O T H E O R I G I N A L S I T E F O R W H I C H T H E Y W E R E PR E P A R E D A N D P U B L I C A T I O N T H E R E O F I S E X P R E S S L Y LI M I T E D T O S U C H U S E . R E P R O D U C T I O N O R P U B L I C A T I O N BY A N Y M E T H O D , I N W H O L E O R I N P A R T , I S P R O H I B I T E D . TI T L E T O T H E S E P L A N S A N D S P E C I F I C A T I O N S R E M A I N W I T H EX C E P T I O N A L E N G I N E E R I N G W I T H O U T P R E J U D I C E . V I S U A L CO N T A C T W I T H T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L CO N S T I T U T E P R I M A F A C I E E V I D E N C E O F T H E A C C E P T A N C E OF T H E S E R E S T R I C T I O N S . S2 GE N E R A L N O T E S CO N T I N U E D AL L A N P A T I O RO O F 22 1 5 3 5 T H C O U R T AN A C O R T E S , W A 13 1 2 1 G o l d e n G i v e n R d E Ta c o m a , W A 9 8 4 4 5 (4 2 5 ) 4 4 4 - 6 9 0 1 ka r e n @ e x c e p t i o n a l e n g i n e e r i n g . c o m Ex c e p t i o n a l E n g i n e e r i n g 2e12/14/2025 1:48 4x4 POST, TYP. FOUNDATION PLAN SCALE: 1/4" = 1'-0" (E) FOUNDATION AND PATIO SLAB TO REMAIN, TYP. MIN. 1'-4" DIA. PIER FOOTING 1 S6 TYP 2'-0" DIA. PIER FOOTING MIN. 1'-4" DIA. PIER FOOTING AL L A N P A T I O RO O F 22 1 5 3 5 T H C O U R T AN A C O R T E S , W A 13 1 2 1 G o l d e n G i v e n R d E Ta c o m a , W A 9 8 4 4 5 (4 2 5 ) 4 4 4 - 6 9 0 1 ka r e n @ e x c e p t i o n a l e n g i n e e r i n g . c o m Ex c e p t i o n a l E n g i n e e r i n g 2e P. E N G : EO R : RE V : E2 J O B : KA R E N M . S T O N E R , P . E . KA R E N M . S T O N E R , P . E . 12 / 1 4 / 2 0 2 5 25 0 0 0 2 - 0 7 TH E U S E O F T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L B E RE S T R I C T E D T O T H E O R I G I N A L S I T E F O R W H I C H T H E Y W E R E PR E P A R E D A N D P U B L I C A T I O N T H E R E O F I S E X P R E S S L Y LI M I T E D T O S U C H U S E . R E P R O D U C T I O N O R P U B L I C A T I O N BY A N Y M E T H O D , I N W H O L E O R I N P A R T , I S P R O H I B I T E D . TI T L E T O T H E S E P L A N S A N D S P E C I F I C A T I O N S R E M A I N W I T H EX C E P T I O N A L E N G I N E E R I N G W I T H O U T P R E J U D I C E . V I S U A L CO N T A C T W I T H T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L CO N S T I T U T E P R I M A F A C I E E V I D E N C E O F T H E A C C E P T A N C E OF T H E S E R E S T R I C T I O N S . S3 FR A M I N G A N D (E ) F N D P L A N S 12/14/2025 1:48 P.T. 2x8 @ 16" O.C. PATIO ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" 1 S8 TYP 2 S8 TYP 6x 8 D F - L # 1 6x 8 D F - L # 1 HEAVY DUTY SKYLIFT ABOVE WALL, MAX. 2'-0" FROM EACH END AND @ 8'-0" O.C. DO NOT PLACE SKYLIFTS OVER DOOR OR WINDOW OPENINGS CONTACT EOR IF (E) OPENINGS DISALLOW INSTALLATION AS DESCRIBED ABOVE CO N T . P . T . 4 x 8 O R 6 x 8 H . F . # 2 AL L A N P A T I O RO O F 22 1 5 3 5 T H C O U R T AN A C O R T E S , W A 13 1 2 1 G o l d e n G i v e n R d E Ta c o m a , W A 9 8 4 4 5 (4 2 5 ) 4 4 4 - 6 9 0 1 ka r e n @ e x c e p t i o n a l e n g i n e e r i n g . c o m Ex c e p t i o n a l E n g i n e e r i n g 2e P. E N G : EO R : RE V : E2 J O B : KA R E N M . S T O N E R , P . E . KA R E N M . S T O N E R , P . E . 12 / 1 4 / 2 0 2 5 25 0 0 0 2 - 0 7 TH E U S E O F T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L B E RE S T R I C T E D T O T H E O R I G I N A L S I T E F O R W H I C H T H E Y W E R E PR E P A R E D A N D P U B L I C A T I O N T H E R E O F I S E X P R E S S L Y LI M I T E D T O S U C H U S E . R E P R O D U C T I O N O R P U B L I C A T I O N BY A N Y M E T H O D , I N W H O L E O R I N P A R T , I S P R O H I B I T E D . TI T L E T O T H E S E P L A N S A N D S P E C I F I C A T I O N S R E M A I N W I T H EX C E P T I O N A L E N G I N E E R I N G W I T H O U T P R E J U D I C E . V I S U A L CO N T A C T W I T H T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L CO N S T I T U T E P R I M A F A C I E E V I D E N C E O F T H E A C C E P T A N C E OF T H E S E R E S T R I C T I O N S . S5 RO O F F R A M I N G PL A N 12/14/2025 1:16 MI N . 2 ' - 0 " T Y P . MI N . 4 ' - 0 " A T 2 ' - 0 " D I A . P I E R 6" M I N . 3" C L R . PER PLAN 1 SCALE: 3/4" = 1'-0" TYPICAL DECK POST FOOTING OPTIONAL PILASTER IN 12" SONOTUBE BOTTOM OF PILASTER MAX. 3" BELOW GRADE POST PER PLAN ABU OR CPTZ POST BASE W/ ANCHOR PER MFGR #3 HOOP AS SHOWN OR TIES @ 6" O.C., PROVIDE 135 DEG HOOK EA. END 3" CLR. 6" COMPETENT SOIL (6) #4 VERTS COMPETENT SOIL MIN. 5'-0" TO DAYLIGHT P. E N G : EO R : RE V : E2 J O B : KA R E N M . S T O N E R , P . E . KA R E N M . S T O N E R , P . E . 12 / 1 4 / 2 0 2 5 25 0 0 0 2 - 0 7 TH E U S E O F T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L B E RE S T R I C T E D T O T H E O R I G I N A L S I T E F O R W H I C H T H E Y W E R E PR E P A R E D A N D P U B L I C A T I O N T H E R E O F I S E X P R E S S L Y LI M I T E D T O S U C H U S E . R E P R O D U C T I O N O R P U B L I C A T I O N BY A N Y M E T H O D , I N W H O L E O R I N P A R T , I S P R O H I B I T E D . TI T L E T O T H E S E P L A N S A N D S P E C I F I C A T I O N S R E M A I N W I T H EX C E P T I O N A L E N G I N E E R I N G W I T H O U T P R E J U D I C E . V I S U A L CO N T A C T W I T H T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L CO N S T I T U T E P R I M A F A C I E E V I D E N C E O F T H E A C C E P T A N C E OF T H E S E R E S T R I C T I O N S . S6 FO U N D A T I O N DE T A I L S AL L A N P A T I O RO O F 22 1 5 3 5 T H C O U R T AN A C O R T E S , W A 13 1 2 1 G o l d e n G i v e n R d E Ta c o m a , W A 9 8 4 4 5 (4 2 5 ) 4 4 4 - 6 9 0 1 ka r e n @ e x c e p t i o n a l e n g i n e e r i n g . c o m Ex c e p t i o n a l E n g i n e e r i n g 2e12/14/2025 1:16 POLYCARBONATE ROOFING PER 3/-- RAFTER PER PLAN W/ BIRDSMOUTH CUT AT SUPPORT H2.5 OR A35 CLIP W/ ONE LEG BENT AT EA. RAFTER BEAM PER PLAN 12 PER ARCH 3 POLYCARBONATE ROOFING SECTION SCALE: 3/4" = 1'-0" "H" CLIP AT INTERIOR JOINTS SCREW PER MFGR AT EA. SUPPORT "U" CLIP AT DIAPHRAGM EDGES MIN. 16MM 48" WIDE TRIPLE WALL POYCARBONATE SHEETS RAFTERS PER PLAN 1 RAFTER WITH PCB ROOF TO BEAM SCALE: 3/4" = 1'-0" 2 SCALE: 3/4" = 1'-0" RAFTER TO BEAM AND FRAME TO (E) WALL 1' - 8 " M A X . BEAM PER PLAN STIFFENED HEAVY DUTY SKYLIFT RISER AT SPACING PER PLAN, DO NOT PLACE OVER WINDOWS, DOORS, OR OTHER OPENINGS (E) ROOF AND CEILING TO REMAIN U.N.O. (E) WALL TO REMAIN CUT HOLE IN (E) ROOF AS NEEDED AND FLASH RAFTERS PER PLAN W/ H2.5 AT EA. RAFTER TO JOIST ROOFING PER PLAN 6" M I N . P. E N G : EO R : RE V : E2 J O B : KA R E N M . S T O N E R , P . E . KA R E N M . S T O N E R , P . E . 12 / 1 4 / 2 0 2 5 25 0 0 0 2 - 0 7 TH E U S E O F T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L B E RE S T R I C T E D T O T H E O R I G I N A L S I T E F O R W H I C H T H E Y W E R E PR E P A R E D A N D P U B L I C A T I O N T H E R E O F I S E X P R E S S L Y LI M I T E D T O S U C H U S E . R E P R O D U C T I O N O R P U B L I C A T I O N BY A N Y M E T H O D , I N W H O L E O R I N P A R T , I S P R O H I B I T E D . TI T L E T O T H E S E P L A N S A N D S P E C I F I C A T I O N S R E M A I N W I T H EX C E P T I O N A L E N G I N E E R I N G W I T H O U T P R E J U D I C E . V I S U A L CO N T A C T W I T H T H E S E P L A N S A N D S P E C I F I C A T I O N S S H A L L CO N S T I T U T E P R I M A F A C I E E V I D E N C E O F T H E A C C E P T A N C E OF T H E S E R E S T R I C T I O N S . S8 RO O F F R A M I N G DE T A I L S AL L A N P A T I O RO O F 22 1 5 3 5 T H C O U R T AN A C O R T E S , W A 13 1 2 1 G o l d e n G i v e n R d E Ta c o m a , W A 9 8 4 4 5 (4 2 5 ) 4 4 4 - 6 9 0 1 ka r e n @ e x c e p t i o n a l e n g i n e e r i n g . c o m Ex c e p t i o n a l E n g i n e e r i n g 2e12/14/2025