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HomeMy WebLinkAboutPermit File BLD-2019-0207 1319 6th Street (2) .. I - 1JcsCE4 t EXISTING CURB CUT / " L" L AVENUE 6 .nie TILL_ ,le - 1c Ir , clatbit..Ct2 c --mom-a ti TIIn EXISTING GRASS STR P en W LZ2c>- Stof-x+n DRH•-* &C UL 0 2 2019 1►.>L.tT ra•QZ•f)ot-a /'S >- L1/415ter LIST OF DRAWINGS S1?so cr-WAIL I -4o•2o-a7. eft -'I" CITY OF ANACORTES tti —A1 . 1 EXISTING/ DEMOLITION SITE PLAN, PERMIT INFORMATION z -51 .0 STRUCTURAL NOTES Zt' ( .St-7% w'u. K.rzP LE w PO�Cf1tl sA� -52. 1 STRUCTURAL FRAMING PLANS PY DEMOLITION NOTES 6MQz OF-)St re. To AOS.SST- N -54.0 CONCRETE DETAILS Project Name: 0 GENERAL DEMOLITION NOTES SITe c.s-+t v tlw-3.e-i . GxvaPLt , -54. 1 WOOD FRAMING DETAILS 01 EXISTING DEMOLISH BRICKPLANTER —A2. I FLOOR PLAN, ROOF PLAN, REFLECItD CEILING PLAN, SCHEDULES Dickinson Gth Street F OEMISH A DEMOLISH EXISTING FINISHES AS REQUIRED FOR NEW WORK fjrns> GZ3S-wlA s . 02 DEMOLISH EXISTING BRICK BENCH B ASE RUSH AND/OR D/OFO NEW WOR EXISTING MECHANICAL AND ELECTRICAL -A3. I EXTERIOR ELEVATIONS z C RETAIN DEMOLISHED ITEMS FOR REUSE &MP CS; Go T� IMP5H�r -A4. I BUILDING SECTIONS CITY OF ANAORTE OU EXISTING CONCRETE SIDEWALK 03 DEMOLISH EXISTING WOOD FENCE, SAVE SECTIONS FOR D ITEMS NOT TO BE REUSED SHALL BE LEGALLY DISPOSED Q AIL€P. To uttLA4€ %tom fl 'I-S• PLANNING BU1ACALIPNT G'=N� DEPT: o REUSE WHERE APPLICABLE OF BY CONTRACTOR T.: z 04 DEMOLISH EXISTING BRICK LANDSCAPE WALL E DEMOLISH EXISTING FINISH FLOORS AS REQUIRED FOR NEW WORK gppRO iIEL� .ANS � -T12 �— F DEMOLISH EXISTING CEILING FINISHES AS REQUIRED FOR NEW WORK 0 SAWCUT OS DEMOLISH EXISTING FENCE DOOR, SAVE FOR REUSE H CUT AND PATCH AND/OR REPLACE FINISHES AT AREAS OF DEMOLITION WORK ��� �l v X v ) WHERE APPLICABLE PERMIT #: Architect's Project Number: TO MATCH EXISTING ADJACENT SURFACES AND FINISHES ro Q Q 0� DEMOLISH EXISTING WOOD FRAMED STRUCTURE I SEE ELECTRICAL PLANS FOR ELECTRICAL WORK z ADDRESS: J , 816 U � DDEMOLISH EXISTING CONCRETE DRIVE SLAB j DEMOLISH EXISTING RETURN AIR GRILLE 0 , EXTENT OF WORK K DEMOLISH EXISTING FLOOR REGISTERS APPROVED QY: REPOUR CONCRETE APRON 0� DEMOLISH EXISTING CONCRETE FLOOR SLAB L REMOVE AND REPLACE ALL CROWN MOLDING IN AREAS OF NEW WOOD CEILINGS �` o SUBJECT TO FIELD INSPECTIONPPROVED PLANS FIRE HYDRANT 175' O ui EXISTING GRASS STRIP 4 SHALL NOT BE ALTERED VUI IPt AUTNOi21'LATION.m }O V Project Address: PROJECTADDRESS: 1319 6THSTREET, ACORTES, WA 98221 !II' 100' PROPERTY LINE 13 19 Gth Street _ _ _ _ _ _ _ PROPERTY I.D. NUMBER: 55645 —T — ASSESSOR NUMBER: 3772-I O I -O 10-0004 Anacortes, WA 9822 I z �- ® ® .: o ® o ,n ZONE: R-3 CITY OF ANACORTES WITH OLD TOWN OVERLAY Ov II GARDEN z II BENCH GARDEN BENCH GARDEN —1 OWNER: KATHLEEN DICKINSON N a 11 PLANTER /' .. OWNERS ADDRESS: 1709 GTH, ANACORTES WA, 98221 / 'u5 i9 • I /// O GARDEN AREAS Owner: m # // . II // th ® ® ® com ® ® ® I ® II -���// L EXISTING LOT SIZE: WOO 5F/O. 14 AC Kathleen Dickinson © II BRICK PATIO-1 EXISTING DETACHED GARAGE TO BE DEMOLISHED: 448 SF _- EXISTING HOUSE LOT COVERAGE: 2047 5F 11 II -z-1 C ' GRA55 NEW SHOP/GARAGE LOT COVERAGE: 934 SF I EXISTING IMPERVIOUS SURFACE AREA: 4133 SF I ' SIPE YA So :AC- NET CHANGE IN IMPERVIOUS SURFACE AREA: 0 SF Owner's Address: - - - - - - - - - - - - -4- - - - - M - - - n - - - - - - - - - - - - - - - - - - 7 09 Gth Street NCH I I 7 V I I ry I DESIGN STANDARD Anacortes, WA 98221 II I I 201 5 INTERNATIONAL RESIDENTIAL CODE L �, FIRE PROTECTION DESIGN STANDARD �•VEr� D P. 10 NO FIRE PROTECTION SPRINKLERS REQUIRED dil GARDEN I I Drawn: /Fr 0 I OJt �' BRI CK OLD TOWN OVERLAYJuly 2019 - r ' 1 EXISTING LOT COVERAGE OF HOUSE (INCLUDES SOUTHWEST PORCH): p• / w 2047 SF/6000 SF = 34. I% (35%ALLOWED) w TOTAL LOT COVERAGE OF GARAGE PLUS HOUSE: ry NCH �` , GARDEN < nN 2047 HOUSE + 934 SHOP = 2981/6000 = 49.7% (50%ALLOWED) Revised: ccp BUILDING HEIGHT: 14'-0" (14'ALLOWED) ROOF SLOPE: 1/4" PER FOOT; ALLOWED IF UNDER 14'TALL 00 : . I_G ;yn0 Il I V LONGEST WALL LENGTH: 38'-9" (40'-O" ALLOWED) . r I• • ' I . �• a •� i}-- I 'ez 1 `EXISTING W o BRICK PATIO Sheet Contents: z HEATING TYPE Existmg/Demohtion Site Plan � I -O • NE• TO IATU L NATURAL GAS RADIANT HYDRONICQ Kv/�7 I EX : IN ET w VENTILATION TYPE p I I u BRICK I EXHAUST FANS, PROGRAMMABLE, CFM AS NOTED W o_ A EXTENT OF > b ( Je. HOUSEG I w MINIMUM INSULATION VALUES AT NEW WORK I /1 — Oa- EXTER OR WALL ATTICS AND ROOF/CEILING ASSEMBLIES: R-49 r az SLABS ON GRADE: R- O vI i W WINDOWS: U 0.30 i. f - __ OR w j DOWN a DOWN IST G H•US 00 "RIN (NO HA ES) I O 9 4- o CZ Z 741� I ; � • O'-6" / , ' / ACCESS AND UTILITIES0 ACCESS: a".4I9 N • I ® NG DRIVEWAY FROM L AVENUE WATER: EXISTING CITY OF ANACORTES MUNICIPAL SERVICE TO SITE ; ,r s r-,*- •r ~ SEWER: EXISTING CITY OF ANACORTES MUNICIPAL SERVICE TO SITE / _ POWER: EXISTING PSE SERVICE TO SITE IP Oo , IINATURAL GAS: EXISTING CASCADE NATURAL GAS SERVICE TO SITE - I a16'_I�,I ( LANDSCAPE CALCULATIONS 1 VVER--�{ V " FY /I E NE •C' ON LOT IS CURRENTLY ENTIRELY LANDSCAPED; LANDSCAPE TO REMAIN U7E, 1 I z ® 1 WLEXISTING w 0 '..I' et BRICK PATIO-1 p I F �,_ 0 W W W W W C•BA NEfr ME O - AT - 0 w ., d o z U k 1 Q EL cn I x y 0 EL u P P P P P •NN To PO R LEGEND ,o, EXISTING N B'sE - z YARD ^ C-=C� EXISTING TO BE DEMOLISHED 0 N / I GARDEN I I EXISTING STRUCTURE TO REMAIN w N EXISTING GARAGE Ca 2 / TO BE TEMOLISHED I I I LOT COVERAGE OF EXISTING HOUSE C] - - - - - - - - - - - - - - - - - I LOT COVERAGE OF NEW SHOP/GARAGE _ cn - - / / I I / I 5' SIDE SETBACK - - - - I / it o y 0 I I n EXSTG GRAVEL GRASS ' d LP Rr �6 I �r t 11I N E• L� _J J I GaRDEN1 �i c0 .c�9.1°1 a 1/40 i I Li u ,4cLso tts� ic�TESc c�ly Sy R]S = at N IL] e ■ ( � . • S S S • ® a e o 0 n 0 o © - - 0 �' PP.OP FY LINE m �' O z H O EXISTING/ DEMOLITION SITE PLAN z A. 1 . 1 (721 p I 5 10 v = o SCALE IN FEET `L PERMIT J 2 •w 0 V� N V W 0DIS/ m= ` ® -- GENERAL NOTES — -- REINFORCED CONCRETE -- --WOOD FRAMING -- I— W -= > vZ 1 DESIGN BASIS: Designed in accordance with the 2015 International 1 MATERIALS 1 MATERIALS (unless otherwise noted in the drawings) o 2 E g -- WOOD SHEATHING SCHEDULE — C7 — - a Building Code (IBC). - Required concrete strength 'Pc" shall be evaluated at 28 days (56 days OK - Posts / Beams: Doug Fir#2 Z tg Li :z d 2 OCCUPANCY CATEGORY: II (per IBC Table 1604.5) for fly ash or slag concrete). - Solid Sawn Studs: Hem Fir#2 BLOCK MIN EDGE MIN FIELD — H Z dIsi 4 > d si .�' 12 3 DESIGN DEAD/ LIVE LOADS - Conform to following concrete material schedule requirements. - Sills I Plates: Equal to stud grade USE TYPE EDGES NAILING NAILING Y N LJJ "3 a -11 ei - Roof Dead Load: 15 PSF Typical (Incl. Framing) + 5 PSF Future PV Panel - Cement: Type I or II per ASTM C15 - Blocking / Bridging: Hem Fir'Stud' Shearwalls • 15/32" PLY or No Per SW Sched 8d @ 12" )1I � o i Installation - Fly Ash: Class F per ASTM C618. - Laminated Strand Lumber(LSL): Weyerhauser 1.55E Timberstrand OSB (BN) o' w - Roof Live Load: 20 PSF Typical - Slag: GGBF Slag per ASTM C989, Grade 100 minimum. - Bolts/ Lags: ASTM A36 or A307, hex-head, washer under head & nut Other Sheathed Walls 15/32" PLY or No 8d @ 6" 8d @ 12" 8 m 4 DESIGN SNOW LOADS (ASCE 7-10) - Concrete exposed to weather shall have air entrainment of 6% (+/- 1.5%). 2 MOISTURE CONTENT: All sawn lumber, including heavy timber, shall be kiln-dried OSB Project Name: - Ground Snow Load: Pg = 25 PSF - Reinforcing Steel: ASTM A615, Grade 60 typical (A706 for weldable bars) to a maximum moisture content of 19%. Roof . 15/32" PLY No 8d @ 6" 8d @ 12" - Minimum Uniform Roof Snow Load = 25 PSF (unreducible) 2 STANDARD COMPLIANCE: All concrete work shall conform to ACI 301 and 3 NAILS: Nail sizes shown are 'common' (not'box') uon. Typical nailing not otherwise Dickinson Garage - Snow Load Importance Factor Is = 1.0 ACI 318-11 unless noted otherwise. shown in the drawings shall be per IBC Table 2304.9.1. 5 DESIGN WIND LOADS (ASCE 7-10) 3 SPLICES: All reinforcing steel lap splices are to be per typical schedule 4 HOLES: Bolt holes in wood for through-bolt connections shall equal bolt diameter --ANCHORAGE TO CONCRETE OR MASONRY — -V (3-sec gust) = 110 MPH / Exposure: C/ Importance Iw= 1.0 unless noted otherwise. plus 1/8" maximum. Bolt holes in steel fixtures shall be per the steel section of these - Components & Cladding: Component and cladding-wind pressures to be 4 CONTINUITY: Horizontal reinforcing steel in walls and wall footings shall be notes. 1 MATERIALS used for the design of exterior components and cladding (by others)shall be continuous around corners, same size and spacing. At intersections of 5 SPLITTING: Though very tight nail spacings are used in some locations on this - "Post-installed Anchors" shall include all "Adhesive", "Epoxy", "Expansion", Architect's Project Number: determined in accordance with ASCE 7 and the IBC. walls or footings, extend all bars as far as possible into continuous element project, splitting of wood members by driving nails is not acceptable. If splitting "Screw Type" anchors installed into hardened concrete. Type shall be 6 DESIGN SEISMIC LOADS (ASCE 7-10) and terminate with standard hook. occurs, or if splitting may occur as wood dries in place, predrill all holes as required according to the drawings. l 8 G - Site Class = D • 5 CLEAR COVER: Provide clear cover from outermost reinforcing to surface to approximately 60% of the nail diameter. Omission of predrilling for fasteners is at of concrete in accordance with the following: the Contractor's sole risk, and as such, all split members shall be replaced at the- "Adhesive" or"Epoxy" anchors in concrete base material: ASTM A36 King-Works Project Number: • threaded rod set in HILTI HIT-HY 200 or HILTI HIT-HY 150 MAX-SD or Seismic Design Category= D/ Importance le = 1.0 Contractor's sole expense. Simpson19075 - Elements cast against and permanently exposed to earth: 3" clr SET-XP. - Ss = 108.0% / S1 = 42.8% Elements formed and exposed to earth or weather: 1 1/2" dr 6 ALTERATIONS: Do not notch any structural wood members. See typical detail for - Sds = 0.769/ Sd1 = 0.449 - P - "Expansion" anchors: HILTI Kwik-Bolt TZ or Simpson Strong-Bolt 2, or allowable hole locations and sizes. 6 ACCESSORIES: Provide all accessories, chairs, spacer bars and supports approved equal. Project Address: - Building System: Bearing Wall System necessaryto secure steel In accordance with ACI Code of Standard 7 STUD WALLS: All stud walls shown on the structural plans are structural walls and - - "Screw Type" anchors: HILTI HUS-EZ or Simpson Titen HD. 13 19 Gth Street - SFRS: Light framed wood walls sheathed with wood structural panels Practice. shall be constructed per the structural notes and details of these drawings. Typical Anacortes, WA 9822 I rated for shear resistance Chamfer all exposed corners and edges above grade per the structural walls are 2x6@16" on center, unless noted otherwise. Typical structural 2 EMBEDMENT: Post-installed anchor(Adhesive/Epoxy/Expansion) 7 Response Modification Factor Used: (R) = 6.5 CHAMFER:Ft. walls are constructed with single sill and double top plate. All bearing walls rely on embedment shall be per the drawings, but not less than 8 times the rod - GWB and/or sheathing to brace the studs against buckling. Where GWB or diameter. 7 QUALITY: Contractor shall ensure high standards of worksmanship 8 FORM STRIPPING: Do not strip forms until concrete has reached adequate sheathing is not provided on both faces of stud, provide full depth blocking at 4'-0" 3 INSTALLATION: Post-installed anchor hole diameter and installation throughout, with strict adherence to the contract documents and all strength. max on-center in each stud bay. procedure shall be in accordance with the Manufacturer's Printed governing codes and standards. 9 REINFORCING FABRICATION: All reinforcing shall be shop fabricated. 8 BUILT-UP MULTIPLE STUDS AND BLOCKING: Where multiple 2x studs or blocking Installation Instructions (MPII). 8 DESIGN RESPONSIBILITY: Kingworks is responsible only for the design of Exception: #3 or#4 bars may be field bent one time in any location, do not occur, each added ply after the first shall be sistered to the previous plies by face 4 COLD-WEATHER INSTALLATION: Do not use epoxy or adhesive anchors Owner: the primary structural system as shown in the contract documents. Design rebend or restraighten. nailing. At shearwalls, sistering nails for studs or blocking shall be 0.148"x3" at outside of their rated temperature range. Contact the Structural Engineer for Kathleen Dickinson of all secondary structure or non-structural elements are by others. 10 HOOKS: All hooked bars shall be a standard ACI shop fabricated hook spacing equal to 'EN' per schedule. At non-shearwall multiple studs, sistering nails alternate if the base material temperature may be less than 40 degrees 9 DISCREPANCIES: Notify the Architect immediately of any discrepancies unless noted otherwise. shall be 0.148"x3" at 12" on-center, uon. Sistering nails shall be staggered in all during installation or curing. between these notes, the contract drawings, the specification, or the instances. governing code. Any related work performed by the Contractor prior to 11 TESTING: Test cylinders shall be taken by qualified personnel according to 5 CAST-IN-PLACE ANCHORS: Cast-in-place anchors shall be ASTM A36 receiving a reply from the Architect is at thebyContractorsheC sole risk. ACI 318-11 Section 5.6. 9 BEAMS: Bear beams full length and width on supporting wall plates and/or posts, threaded rod with nut and washer at embedded end. Minimum embedment 12 MEMBRANE: Provide 10 mil (min.)vapor barrier directly below unless shown otherwise per typical details. Beams exposed to view shall be shall be 8x(rod dia) but not less than shown on drawings, nor less than 7 10 VERIFICATIONS: Verify all existing conditions; verify all dimensions in the slab-on-grade (above compacted fill), reinforce all seams and repair tears Architectural Appearance grade in accordance with AITC 110, with finish per the inches. Anchors shall be affixed to the form to prevent movement during Owner's Address: field; notify the Architect of any discrepancies, substandard existing as necessary. Architect. pouring, vibration, or set-up and shall not be "stabbed" into wet concrete. 1709 Gth Street conditions, or conditions not included in or contrary to the Contract Embedment shall be measured from face of embedded washer to surface Anacortes, WA 9622 I Documents prior to shop drawing submittal or construction. 13 WEATHER PROVISIONS: Observe all ACI recommendations for hot or cold 10 CONNECTORS: Connectors and/or fasteners called out by letters & numbers in the weather concreting cure slabs using an approved curing compound or wet drawings shall be manufactured by Simpson Strong-Tie, or approved equal. All of concrete or CMU. Verify adequate length of exposed thread to fully 11 DRAWING COORDINATION: Coordinate the structural drawings with cure system per ACI recommendations, with special consideration for slag connecting hardware shall be installed per the Manufacturer's recommendations and engage all attached work. drawings from all other disciplines. and fly ash concrete as appropriate. requirements, as per current catalog and related publications. Fill all fastener holes 6 FINISHES: All anchors used at exterior, or where subject to moisture, or 12 COMPLETED FORM: The structure shown in these drawings is designed to with the fastener type (diameter and length)indicated by the Manufacturer, uon. where in contact with pressure treated wood, shall be hot-dip galvanized per be stable and to resist the loads above only in a fully completed form. Where light-gage connector occurs at steel column, weld 1/8" all-around, uon. ASTM A153 or stainless steel, including matching washers and nuts. Contractor shall ensure that the structure is adequately braced and shored -- CONCRETE MATERIAL SCHEDULE -- 11 PRESSURE TREATMENT: Except where specifically noted otherwise, the following 7 BASE MATERIAL CURING: All concrete must cure for a minimum of 14 Drawn: during construction for all temporary loads until all elements are in place, member types shall be pressure treated in accordance with the following guidelines, days before any holes can be drilled or any post-installed anchors placed. 7/0 l/2D 19 and shall ensure that temporary loadings do not exceed the allowable fc W/CM COARSE FLY SLAG TOT in addition to any such members noted in the plans or details. Minimum treatment 8 REINFORCEMENT LOCATIONS: All post-installed anchors shall be located capacity of any structural elements both before and after these elements (PSI) (MAX) AGG ASH F.A.+SLAG retention shall be as recommended by AWPA for the"Use Category" appropriate to to avoid drilling into reinforcement, unless specifically approved by the are in place. (MAX) each application. Treatment shall be non-ammonia formulation in all cases. Engineer. Reinforcement shall be placed with consideration for locations of 13 MEANS AND METHODS: Contractor is solely responsible for site safety, FOOTINGS 3500 0.60 1" 0-25% 30-50% 30%-50% - Lumber exposed to exterior, humidity, or within 8"of soil: AWPA C2 anchors. coordination, procedures, construction methodology, shoring, bracing, AND SLAB - Lumber directly against concrete: AWPA C31 9 POWDER ACTUATED FASTENERS: PAF's shall be HILTI or approved sequencing, and all other"means and methods" of construction. equal. Diameter and embedment shall be accordingto the Structural Revised: - Plywood sheathing (where indicated): AWPA C9 q 15 SCALING: Do not scale drawings. See architectural drawings for — SPECIAL INSPECTIONS, TESTING, AND STRUCTURAL... Drawings, but shall not be less than 0.145" diameter. Minimum embedment o0 Borate-treated lumber is acceptable in locations where protected from rainfall or dimensions, and notify the Architect of any discrepancies. in concrete or CMU is 1 inch, with 3 inch minimum edge distance. Minimum 1 GENERAL: A special inspection agency shall be retained bythe owner to other potential repeated moisture, such as sill plates in an enclosed wall cavity and 16 ALTERATIONS: Anyholes or other alterations to the structure which are not p P g y embedment in structural steel shall be according to the manufacturer's perform inspections accordingto IBC Chapter 17. The followingscheduled interior ledgers. specifically detailed on the Contract Drawings shall be submitted to the p P recommendations and ICC-ES report. engineer for approval. structural special inspection and testing regimen shall be cross-referenced with - Engineered Lumber (where indicated): Per Manufacturer the IBC and its referenced standards for more specific requirements and 12 FIELD TREATMENT: Field treat all cuts, ends, and holes in pressure treated lumber 10 IBC COMPLIANCE: All post-installed anchors installed in concrete shall 17 DELIVERY, STORAGE AND HANDLING: All products shall be delivered, have ICC-ES reports demonstrating IBC compliance for use in cracked exceptions. Special inspection and test reports shall be submitted to the with copper naphthenate applied per manufacturer's recommendations. Sheet Contents: stored, and handled according to the Manufacturer's recommendations and Building Official, Architect and Structural Engineer in accordance with IBC concrete and for seismic loading. installation instructions. Protect all items from damage, moisture, corrosion, 1704 2 4 13 EXTERIOR WOOD PROTECTION: Provide flashings, sealants and finishes per the STRUCTURAL NOTES or other deterioration before, during and after installation. Architect in order to protect all exterior wood surfaces and post/beam ends from 18 COPYRIGHT: These drawings, and all designs shown within these 2 STRUCTURAL OBSERVATION: Kingworks will perform Structural moisture. Observations in accordance with IBC Section 1704.5 if/as required. These 14 GALVANIZING: All steel components, hardware, or fasteners for wood framing are copyrighted by Kingworks Consulting Engineers. Duplication P observations provide intermittent checks of general conformance to the design members exposed to moisture, high humidity, or in contact with pressure treated is not permitted without written permission. The designs shown herein are '� 9 intent and are in addition to (not replacing)the third-party special inspection lumber shall be hot-dip galvanized per ASTM A153. Light gage connectors shall be intended for this project only and may not be used on any other project org 9 9 regimen. It shall be the Contractor's responsibility to keep the Structural galvanized per ASTM A653, G185 minimum (Simpson "Z-max" or approved equal). for any other purpose. Engineer apprised of the general schedule of construction, such that The above described galvanizing requirements specifically include, but are not -- FOUNDATIONS & SUBGRADE — observations may be made at appropriate stages before significant structural limited to: nails, screws, bolts, washers, nuts, anchor bolts, threaded rods, components (such as reinforcing bars, framing members, or wall holdowns) are cast-in-place and post-installed anchors, Simpson hardware, and weldments. 1 SOIL ALLOWABLE BEARING PRESSURE: 1500 PSF (2000 PSF when obscured. (Exception: not required for SBX/DOT borate-treated wood protected from weather.) subjected to wind or seismic loadings). 3 CONCRETE SPECIAL INSPECTION: 2500fc used as basis for design. 15 MEMBRANE PROTECTION: Where specified steel hardware in contact with Drawn by: GDKinney 2 GEOTECHNICAL REPORT: Reference BC Presumptive Load Bearing Additional concrete special inspection beyond what is listed below is not pressure treated wood is unavailable in HDG or G185 finish, Grace Vycor(or Checked by: JCallans Values required per IBC. approved eq) membrane shall be placed per manufacturer's recommendations to Approved Ql-lanks 3 UTILITIES: Utilities are not to pass through or beneath footings. isolate the hardware from the treated wood. HDG fasteners shall be used in such by: 4 ALIGNMENT: All footings shall be centered below columns and walls, unless — STRUCTURAL SPECIAL INSPECTION SCHEDULE — instances. dimensioned otherwise. 16 SHEATHING: Place roof and floor sheathing with face grain oriented in the direction pN Q Fly 5 FROST PROTECTION: Maintain minimum 1'-6" soil cover, measured from FREQUENCY REFERENCE of span. Offset adjacent rows of sheathing panels by 24" minimum, with all panel pF WA finished grade to the bottom of the footing, for perimeter wall foundations and STRUCTURAL (C=Continuous, (2012 IBC ends bearing on joists, beams, trusses or walls. Place cants or crickets over ti ' continuous basic roof sheathing with drilled vent holes per the Architect. Install wall (t1$ - ,F ; • isolated exterior foundations. ITEM P=periodic) Section, uon) sheathing in either the horizontal or up-right orientation. Adjust all sheathing layouts I, `t. , i 6 EXCAVATION SLOPE: Excavation slope shall not exceed that permitted by 1 POST-INSTALLED Table 1704.4 so that no panel is less than 16" long. Where edges are not required to be blocked local regulation. ANCHORS per schedule, provide Simpson PSCA clips at spacing per catalog recommendation. -04'0 2�zz Conform to Spec C (type, size, embed depth, All sheathing shall be APA rated, with type/blocking/fastening per the following s'S - gel — SUBMITTALS — Reqmts location, finish) schedule. - Conform to Mfr C (hole depth, diameter, Per Product 17 SHEATHING FASTENING: Minimum nailing per the following schedule shall apply at GENERAL: Provide copies of all submittals to the Architect, including one Regmts cleaning, install, torque) ICC-ES Reports all locations, except where larger nails and/or smaller spacing are required by plans copy to be retained by KW. Allow two weeks for review. Submittals will be 2 WOOD 1705.5 or details. Shearwall nailing is shown by schedule on the plans. Where "boundary reviewed for general conformance to the contract documents. Responsibility Shearwalls (nailing, P (not req'd when fasteners 1705.11.2 nailing" (BN) and/or"edge nailing" (EN) are referenced in these drawings, panel for adherence to the contract documents lies solely with the Contractor, U cn includingbut not limited to dimensions, sizes, connections, andquantities. thickness, grade, are in single row and spaced edge values per the schedule shall apply. Blocking for edges shall be 2x4 flat, H O blocking, top and greater than 4" o/c) minimum, unless a greater size is required to avoid splitting. See plans for zones of x 3 CONTRACTOR REVIEW: Contractor shall review, mark, and stamp all bottom fastening, sill special nailing requirements. submittals before submittal to the Architect. Unreviewed or unstamped bolts, holdowns) 18 ENGINEERED I-JOISTS: Install per all manufacturer's recommendations, including ti submittals will be returned to the Contractor without review. bridging, blocking, bracing, otherprovisions SUBMITTALS: Shall be designed bya Washington State - Prefabricated wood P (unless approved per 1704.2.5 erection web stifeners, or noted on the - 9 g members 1704.2.5.2) Shop drawings. Where a specific prouct has been noted on the plans or details, z Licensed Professional Engineer (Structural Engineer where required by product substitutions shall provide equivalent strength and stiffness, and shall be jurisdiction). Submittals shall clearlyindicate all loads and reactions to be 3 SOILS & 1705.6, Table t~ FOUNDATIONS 1705.6, Geotech approved by the Engineer of Record. imposed on the primary structure. Submittals shall include all components w o and connections required to perform the work. Where the Contract Report a A .; Documents indicate member or connection qualities and/or quantities, these - Subgrade Adequacy P (beneath fill and/or Table 1705.6 A ,0 I) shall be considered a minimum and remain the design responsibility of the foundations) component engineer to increase as required to satisfy load and deflection - Excavation Depth P Table 1705.6 rn o c rn o cal requirements. Deferred submittals shall include calculation set. Both the Fill Materials P Table 1705.E calculation set and all related shop drawings of the deferred submittal shall a be sealed prior to submission. The Architect shall forward deferred submittals Fill Placement& C Table 1705.E O0 eq F to the Building Official where required. The following shall be considered Compaction °" c Qa enN Deferred Submittals on this project: - Tapered I-Joists silo PERMIT O copyright KW:2019 VI sq• s V E W Y VI 4 cc CC ; SHEAR WALL SCHEDULE(7/16"OR 15/32"SHEATHING WI HE OR SPF STUDS&ad FASTENERS) a D W '"Y !-._4- ; H W ; . BLOCKING AND U Z y.0)v STUD SIZE @ -6 9 WALL SHEATHING NAIL SPACING© ADJOINING WALL MUD SILL PLATE AND ATTACHMENT 0D r-rR t i o WALL APA-RATED STRUCTURAL-1 ALL SHEATHING SHEATHING RIM JOIST OR BLOCKING CONN. WALL BOTTOM PLATE&ATTACHMENT TO WOOD STRUCTURE TO CONCRETE STRUCTURE BELOW W V a''- m TYPE [1,2,13,14] EDGES[4,5,6] EDGES[3,7,14] TO TOP PLATE BELOW[8,9,10] BELOW[16,17] [11,12,15] ` Z Try = 3rn W6 15/32 OR 7/16 6"O/C 2x CLIP i1 32"O/C 2x PLATE 0.162"0 x 3 1/2"NAILS @ 8"O/C 2x PLATE 5/8"AB @ 48"O/C Y V) U.J d, „ „ �q E - "a ac �3 03 )11111 Si qgi SHEAR WALL NOTES: at w oo [9]FRAMING CLIPS: SIMPSON A35 OR LTP4 OR APPROVED EQUIVALENT,SEE DETAILS. [1] INSTALL SHEATHING EITHER HORIZONTALLY OR VERTICALLY. [10]WHERE BOTTOM PLATE ATTACHMENT SPECIFIES (2)ROWS OF NAILS, PROVIDE DOUBLE [2] WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL PANEL EDGE JOINTS ON 3x(OR JOIST, RIM JOIST OR EQUAL BELOW. STAGGER NAILS IN ROWS 1-1/2"APART MINIMUM. Project Name: DOUBLE 2x)FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE [11]TYPICAL ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4"x3"x3". Dickinson Garage NOT LOCATED ON THE SAME STUDS. LOCATE ANCHORS SUCH THAT THE EDGE OF EACH PLATE WASHER IS WITHIN 1/2"OF WALL [3] BLOCKING IS REQUIRED AT ALL SHEATHING EDGES. SEE SCHEDULE FOR SIZE. SHEATHING. SLOTTED HOLES UP TO 1-3/4" LONG ARE PERMITTED IN PLATE WASHERS. [4] PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS EMBED ANCHOR BOLTS 7" MINIMUM INTO CONCRETE UNLESS SHOWN OTHERWISE. INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, [12] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. DOORWAYS OR AS DESIGNATED ON PLANS. REFERENCE PLANS FOR HOLDOWN LOCATION PROVIDE HOT-DIPPED GALVANIZED(ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AND AND SIZE. CONNECTOR PLATES(FRAMING ANGLES, ETC.)FOR ALL CONNECTORS IN CONTACT WITH [5] SHEATHING EDGE NAILING IS REQUIRED AT ALL SHEAR WALL END POSTS. WHERE END PRESSURE TREATED FRAMING MEMBERS AND/OR WHERE EXPOSED TO MOISTURE/HUMIDITY. POST IS COMPRISED OF MULTIPLE 2x MEMBERS, STAGGER EDGE NAILING EQUALLY TO EACH [13] DO NOT APPLY WOOD SHEATHING OVER GYPSUM BOARD. Architect's Project Number: MEMBER; IN ADDITION, SISTER EACH MEMBER PER SHEAR WALL NOTE [14]. [14]AT ADJOINING SHEATHING EDGES, DOUBLE 2x STUDS NAILED TOGETHER MAY BE USED IN 18 I G [6] NAIL SIZE TO BE 0.131"0(OR 0.113"0 IF HDG)WITH MINIMUM 1-3/8" PENETRATION IN STUD. PLACE OF A SINGLE 3x STUD. FASTEN DOUBLE 2x STUDS TOGETHER WITH 3"LONG NAILS STAGGER NAILING AT SHEATHING EDGES WHEN NAILS ARE SPACED AT 4"0/C OR LESS. WITH THE SAME DIAMETER AND AT THE SAME SPACING AS THE PLATE NAILING.ALL BUILT-UP King-Works Project Number: [7] INTERMEDIATE FRAMING SHALL BE 2x MINIMUM MEMBERS. ATTACH SHEATHING TO END POSTS SHALL BE NAILED SIMILARLY. INTERMEDIATE FRAMING WITH 0.131"0x2-1/2"NAILS AT 12"0/C WHERE STUDS ARE SPACED AT [15] SEE TYPICAL DETAILS FOR ANCHOR BOLT OPTIONS. SEE STRUCTURAL NOTES FOR 19075 16"0/C AND 0.131"0x2-1/2"NAILS AT 6"0/C WHERE STUDS ARE SPACED AT 24"0/C. SPECIAL INSPECTION REQUIREMENTS. [8] BASED ON 0.131"0x1-1/2"NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. [16] PROVIDE(2)ROWS OF NAILS WITH 1/2" ROW SPACING TO RIM JOIST WHERE BOTTOM USE 0.131"0x2-1/2"NAILS WHERE INSTALLED OVER SHEATHING. PLATE NAILING IS 3"0/C OR LESS. Project Address: 13 19 Gth Street Anacortes, WA 9822 I �SHEARWALL SCHEDULE NOTES 8d 1 2" = 1'-0" I I 1 2 c 4 1 2 �3 4 Owner: 1 1 I I SHEARWALL ENDPOST SCHEDULE I I I Kathleen Dickinson 1-5\TYP (2)BAYS BLKG REQ'D FLA 4x BLKG IN WALL @ ARCHITECTURAL @ 6x6 POSTS EXT RIOR PERGOLA BEAM ATTACHMENT. TYPE DESCRIPTION i 6� ATT CH TO EA STUD w/(1)A35 CLIP,TYP. BLKG PER 6 / S4.1 SWEP-2 (2)2x6 MIN y /A\ - - - � _ - - - - I ----, -, Owner's Address: GLB 5-1/2"x10.5 NOTE (A) ^ ,'� 709 Gth Street ` I n I I I HUC�HGR @ GLULAM SWEP SIZE SHOWN IS MINIMUM AND MAY - I i Anacortes, WA 9822 I REQUIRE ADDITIONAL STUDS PER HEADER & (% ' r • I OTHER DETAILS i I H: (3)2x8 tl O SWEP SCHEDULE 1'-4"NP I II � ' s: (1)2x6 xs t ' (-9 1" = 1'-0" %i J: (2)2x6 C: (1)2x6 TYP j � i (1)A35 t 3 1, o PLAN NOTES i Drawn: N g0 1)FOR TYPICAL CONCRETE DETAILS SEE 1/S4.0, 4539 7/0 I/20 19 I N I I I 2/S4.0, 3/S4.0, 7/S4.0, 9/S4.0, AND 10/S4.0 . 5�i ti I I 1 2) FOR TYPICAL WOOD FRAMING DETAILS SEE 7 I •• 1 FIN GRADE BY f 1/S4.1, 3/S4.1, 7/S4.1, AND 11/S4.1 H: (3)2x8 OTHERS -� t 3 3)"HDU" INDICATES SIMPSON HOLDOWN PER 4/S4.0 S: (1)2x6 1 4)"H", "S", "J", "C", AND'A35"INDICATE HEADER, SILL, J: (2)2x6 1 ' t 3 1 JAMB,CRIPPLE,AND A35 TYPICAL HEADER DETAIL 8LIPS, RESPECTIVELY, PER fit:)( 5 6 I s\ Revised: I [ZI W61 St/ 00 I 11 7/8°TJI 110 @ 16° .i; TYP 0/C,TYP UNO S� I t:; F t I 1 AY I G 2 I a • R gil1 v ry Sheet Contents: l Q /� I I; I ? S� STRUCTURAL FRAMING c (�y) �9 9PLANS HU7 FACE MOUNT N�, - IH: (3)2x8 _ ; I 1 18-- 8S: (1)2x6HGRTYP. tI II10 \ ;,IIltH J: (2)2x6 ' IS4.1 �� 3iFQQ _ ��ry - - 1 A35 et, �54.0/ el, . .0 C: 1 2x6 / BLK'G PER L ` i, _� �J_ _ `'�OJ _ _ ( ) 8 /-54.1- /�� _ - _ - J - - - -�" yi 7 • /----I?--N X � � 0 0Q Jry FQ J -- SUBMIT FINALIZED k ��-� 5 f I ���• cp ���'� _ HS: (2)2x6 Y H: (1)4x10 Drawn GDKinne SKYLIGHT LAYOUT TO 0 �54.� W6 a II Checked by: JCallans o 54.1 J: (3)2x6 ENGINEER OF RECORD N I' C: (1)2x6 Approved ONanks FOR APPROVAL I I (2)A35 bY: T� (I 2� I / .r I / r �4� �; I - (E)STRUCTURE J �s4.� t 1 %v i ' N Q 4" SLAB-ON-GRADE wl _� O '�V TYP d o z �� i #4 @ 18"O/C, EA WAY I �/ �t� tp OY _ 4 1, , DBL117/8TJI110 _ �, / y \ �i �' ' I I - - I61 � . Ctl� �54.1 / 54 �42778 R H: (3)2x8 - ��TYP OSeCISIE� 1 CS14 STRAP S: (1)2x6 I I I SIONAL CS22 STRAP x 8'-0"w/ 11C SHTG PER SN I ' PER 9 / S4.1 J: (2)2x6 # �S4. FLATWISE 2x BLKG ' : ' CS22 STRAP x 18'-0"wl C: (1)2x6 BELOW yI FLATWISE 2x BLKG BELOW J� (1)A35 I - H: 6x8 CONTRACTOR TO ENSURE g t i I , 1 BRACING PER MFR INSTALLED U (v I S: N/A N AT CANTILEVERED DBL JOISTS �S4.0 = I J: (3)2x6 W rn 3 PRIOR TO ANY CONSTRUCTION !-• 1 I C: (1)2x6 1 (D� LOADING APPLIED �.� \ TYP _I - - - A35 z D - -- - - 1 - - 1 ��J I I r 1 1 Ig ° ThrHU7 FACE MOUNT HGR TYP. I Fw o �� - - Q a.+ 1 E ���: i - �� - - q 9 ry o �(E) - - 4 - LKGPER6 / S41 - - - - H: (3)2x8 _B 6� I S: (1)2x6 AI 5 x• U 2 1 n S4.1 J: (2)2x6 a O w F G (1)2x6 � O o n I (1)A35 I c4 `c a co m of I S2 . 1 FOUNDATION / MAIN FLOOR FRAMING _ 2 ROOF FRAMING PLAN PLAN _ 1/4" = 1'-0" PERMIT Kti 1/4 1 0 ©copyright KW'.2019 J sE VIscc 2L CC CC= pro 0 LiJ mY R �>�'1LZ " "3 NOTES ; € 1. PROVIDE SLEEVES w/ID 2"LARGER THAN PIPE OD. CENTER PIPE AND WRAP w/COMPRESSIBLE MATERIAL. V I—Iff11 u) 2. ADJACENT PENETRATIONS THROUGH STEMWALL SHALL BE SPACED TO PERMIT 6" MIN REMAINING CONC I .Z m E Z BETWEEN THEM. IF CLOSER PENETRATION SPACING IS REQUIRED, OR IF ANY TYP REINF REQUIRES Z 1- m ry m i t in NOTIFY ENGINEER FOR REVIEW. — ;, E 02 3. FIGURE BELOW SHOWS ACCEPTABLE PENETRATION LOCATIONS THROUGH STEM OR BELOW FTG: 3 a a= o m 3 z WALL AND A� o� w a g FOOTING PER to aloa Q 4 TYP DETAILS NOTE z - STEM 1. 'd'= FTG DEPTH PER PLAN OR SCHED Project Name: - 2. 'S' PER CONTRACTOR BUT 2'-0"MAX alla LD' PER SCHED WALL, SILL, Dickinson Garage SUBGRADE,SOG, HOLDOWNS AND O 2 x'S' 2" AND REINF PERD TYP TLS P 4 AB's PER TYP DTLS ci II CONT LONG REINF wBOT OF a ' �� ° CL CONT FTG a" o o ° 'a o F��� PER SCHED 1111111111111r 0a a A z a a Architect's Project Number:N .. \ a \ a a a ° 18 I G \ rn ate . ° a s -II 1 z ° a a ° a _ • • O ' A CONT FTG PER TYP DTLS a a -I I — I I King-Works Project Number: 1. 1. 10 : - Z ° J MAX - I III 9075 a° aj"� I 1ik, LONG REINF PER FTG SCHED, CONT a ... 1 I MAX \ (TRANSVERSE AND DOWEL BARS 3" CLR Q 'S"'a 1 1 Project Address: FILL VOID w/CONC OR CDFv ° NOT SHOWN FOR CLARITY) i TYP WHERE 'W' IS LESS ---- --- -- 13 19 Gth Street THAN 1'-6", OK TO FILL w/ T 4"MIN 4"MIN SLOPE SIDE OF FTG STEP IF 16"MIN �� ADD'L DEPTH TO Anacortes, WA 9822 1 GRAVEL OR SAND -ill-- I SOIL WILL NOT STAND ALLOW 3"CLR AT HOLDOWN / / VERTICAL 10 TYPICAL FTG PENETRATIONS ®_.T 4P S 1E0PPED WALL FTG1 ® INTERIOR" 1 THICKENED SLAB Owner: Kathleen Dickinson Owner's Address: 1 709 Gth Street FOR DETAILS AND CALLOUTS Anacortes, WA 9822 I -r-r-_dv— IN COMMON SEE 6 / S4.0 PER ARCH S.O.G.AND REINF. • / / PER PLAN SIDING PER ARCH. -� (1)BENT#4 BAR @ 18" �_ INTERIOR PLYWOOD FINISH PER ARCH. PAVERS PER ARCH - O.C.-LAP PER SCHED. SILL PLATE&ANCHORS PER TYP DTLS&SW SCHED WALL PER PLAN Drawn: STD HOOK @ FAR FACE OF a a 7/0 1/2019 WALL, MAINTAIN CLEARANCE BN 1Ilt HOEDOWN PER PLAN PER STRUCT NOTES,TYP PER ARCH-2"MAX 6"CONC STEMWALL • w/ANCHOR, DIA PER a �' —III ° 1 2---2"MIN 1 MFR w c. • GRADE PER ARCH x SOG PER TYP DTLS, INSUL PER ARCH �_���_��_������I G III I i 1 - ANCHOR BOLT, SEE TABLE Revised: T/SOG a 00 II _ N ' 11- a = • • I - - -PER AHLH $ #4 CONT. AT EDGE a CLASS B •. 1 _ AM LAP SPLICE TYP. �' INSULATION PER �1� / / ARCH ..M�i— ° . a r r - #4(H)CONT @ 16"OJC w/(2) @TOP • „�,I 5/8" DIA A36 OR F1554- ROD W/DBL NUT AND 36 JOINT PER ARCH Sheet Contents: 2x2x3/16"WASHER- HOT OR CONCRETE DETAILS ° cz7 ° #4(V)@ 18" O/C, CENTER IN STEM. DIP GALVANIZES ER ALTERNATE: a • a _1 WHERE STEM HT<1'-6', PROVIDE ° 6"MIN d STD HK AT TOP, ROTATE AS REQ'D a a SLEEVE THE ANCHOR TO ° USE°L"CORNER BARS a o a ° =-ir) TO FIT. ° a 111 PT WOODCONTACT WITH " AS SHOWN • • �� 0,_ " - • a SUBGRADE PREP PER SN a a 3"CLR IllDRAINAGE BY OTHERS a PER PLAN ° (2)#4 CONT. / / FOOTING PER PLAN, PER PLAN CENTER BENEATH STEM / 2" MIN. TYP CONCRETE WALL CORNER TYPICAL PERIMETER STEMWALL AT Drawn by: GDKinney REINFORCING DETAILI r TYPICAL PERIMETER STEMWALL FTG © OPENINGS _ ® TYP SHEARWALL HOLDOWNS Checked by: JCallans 7 J 3/4 = 1'-0" 1" = 1'-0" 1 1/2" = 1'-0" 1 1/2" = 1'-0" Approved Qtlanks by: - SPLICE SILL PLATE pN Q N, AS REQUIRED 4 WA 'Mf STUDWALL PER PLAN & �� �'\ 1/2"MAX TO SHEATHING TYP DETAILS �`. �' ✓F?4 BPS 5/8-6 PT 2X6 SILL PLATE li dY./�/L, WASHER �r Mille CONCRETE WALL PER CENTER ON PLAN &TYP DETAILS IYP CJ: T/4 (1 1/4" MIN) PL,TYP UON DEPTH SAW CUT OR TYP REINF FORMED SLOT PER PLAN CONT 1 1/2"x2" KEY 'LD' V N PAM 1 3/4"CLR OR ROUGHEN —� PER SCHED / TYP SECTION 5/8"SILL ANCHORS AT SPACING PER EW g \g 4 1/2"MIN, 10"MAX, SHEARWALL SCHED 4'-0"O/C MAX F a F a • • g FROM END OF PLATE,TYP ELSEWHERE). U 3 TYP CONTROL JT ace AND SUBGRADE a __ __ _ a \ SILL BOLT OPTIONS d VAPOR BARRIER OPTION 1: CAST-IN-PLACE ANCHOR RODS; 7"MIN EMBEDMENT WITH 2" HOOK OR HEADED BOLT. Z I III-i PER ARCH 1'-0" CONTINUE THIS DEPTH OPTION 2: MECH GALV SIMPSON TITEN HD ANCHORS, 3 1/2"MIN EMBEDMENT O SUBGRADE PREP PER SN �� '� 6"MIN CAPILLARY WHERE SLAB OPTION 3: EPDXY ANCHORS PER SN,5"MIN EMBEDMENT W o BREAK PER SN THICKENS PER PLAN N NOTES -7 CONCRETE CONTINUE 50%OF 1. SET SILL PLATE FOR EVEN BEARING. PLACE MORTAR UNDER PLATE WHEN GAP EXCEEDS 1/8". C] & REINFORCEMENT NOTE SLAB REINF THRU JT 2. SEE SHEAR WALL SCHEDULE FOR BOLT SPACING AT SHEARWALLS. Ga 1. TABULATED VALUES ARE BASED ON GRADE NOTE DEVELOPMENT/LAP 60 UNCOATED REINFORCING BARS AND 3. USE ONLY HOT DIP GALVANIZED SILL BOLTS,WASHERS, CONNECTORS AND FASTENERS IN SPLICE LENGTHS 3500 PSI NORMAL WEIGHT CONCRETE. 1. PLACE CONTROL JOINTS AND CONST JOINTS AT NO MORE THAN 12'-0"0/C, EW. ALIGN JOINTS WITH SLAB CORNERS WHERE POSSIBLE. PRESSURE TREATED WOOD, SEE STRUCTURAL NOTES FOR ADD'L INFORMATION. o BAR TOP OTHER 2. TENSION DEVELOPMENT LENGTH AND LAP 2. CUT CJ's AFTER CONC HAS SUFFICIENTLY HARDENED TO PREVENT SPALLING OR TEARING BUT NO MORE THAN 12 HOURS AFTER POUR. 4. THIS DETAIL DOES NOT APPLY TO HOLDOWN ANCHORS, SEE MFR REQMTS. 3. SUBMIT A SLAB PLAN SHOWING CONTROL&CONSTRUCTION JOINT LAYOUT AND POUR SEQUENCE FOR APPROVAL. 5. POST-INSTALLED ANCHORS SHALL BE INSTALLED PER MFR's RECOMMENDATIONS AND REQUIRE O SIZE SPLICE LENGTHS ARE CALCULATED PERN F 4. THE SUBGRADE SHOWN ABOVE SHALL BE THE MINIMUM REQUIRED AT ANY LOCATION. SPECIAL INSPECTION.SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. O ACI318-02. o v #3 31" 24" 3. 'TOP'BARS ARE DEFINED AS HORIZONTAL 5. SEE SPEC AND ARCH/MECH/CIVIL DRAWINGS FOR SLAB EXTENTS, SLOPES, STEPS, DRAINS, ELEVATIONS, CHAMFERS, FINISHES AND 6. HOLE 0 IN SILL PLATE SHALL BE 1/16°MAX LARGER THAN THE ANCHOR 0. c+ BARS WITH MORE THAN 12 INCHES OF OTHER RELATED INFORMATION. MAINTAIN MIN THICKNESS PER PLAN THROUGHOUT. 7. HOLE IN PL WASHER MAY BE DIAGONALLY SLOTTED WITH MAX SLOT LENGTH OF 1 3!4", PROVIDED A M v #4 41" 32" FRESH CONCRETE CAST BELOW THE BARS. 6. WHERE SINGLE PENETRATION (OR COMBINED GROUPING OF MULTIPLE PENETRATIONS, SUCH AS AT GROUPS OF PIPES OR CONDUIT) STANDARD CUT WASHER IS PLACED BETWEEN PLATE WASHER AND NUT.ALL PLATE WASHERS AT LARGER THAN 0'-10"ANY DIRECTION, PROVIDE ADD'L#3 EA SIDE EXTENDING 18" MIN BEYOND THE PENETRATION EXTENTS. SHEARWALLS SHALL EXTEND TO WITHIN 1/2"OF THE EDGE OF THE BOTTOM PLATE ON THE 7. AT INT CORNERS, PROVIDE(2)ADD'L#3x36"@ 2"0/C, PLACED AT 45-DEG AND 2"CLR TO THE INT CORNER OF SOG. SHEATHED SIDE(S). MISC - TYPICAL CONCRETE LAP TYP SLAB-ON-GRADE CONTROL & C, 1EN2 THS 0" -- O ;ONSTRUCTION JOINTS O TYP WALL SILL ANCHORS _ S ^ . 0 PERMIT t copyright KW:2019 r A tD o co y YQin7, " c CC cc 2 6, _a ODW "x � s ALL STUDS&JAMBS CONT'D7_,...„--- W .a TO TOP OF PARAPET,TYP. (,� Z ° ° ZpCU � _ --o— —a— �'-- -v— Z m'4 N > m � 1 Y V'f W E _ • )IH PER ARCH- 18" MAX SHTG DBL JOIST PER PLANfl Ll 41 A — ���!1 g S t - WEB STIFFENERS Protect Name: PER MFR u Dickinson Garage BN O PERWEB MFR STIFFENER ii (4 8d NAILS 2x BLK'G ¢ o j1--..„Hi_________ 1/4"PJ THR'D ROD JAMB STUDS PER SCHED W/STD NUT AND i— a I--- _ (6) 8d NAILS114"x 3"x0'-3" HEADER PER �i / I I I WASHER EA. END SCHEDULE I SIMPSON H6 — vi/ I / m `�------ HEADER PER PLAN Architect's Project Number: WEB STIFFENER PER MFR � ' (3)Sd CLINCHED (2)A31 CLIPS i0 ‘ 81 G �� !J WEB STIFFENER PER MFR POST BEYOND TYP O 5/8"MIN. TO EDGE .' iv A King-Works Project Number: SINGLE STUD MAX. HOLE: CLIP PER SHEAR _ POST PER PLAN `� �� HEADER "SPAN" 5 9075 WALL SCHED. BN �� I 40% OF STUD DEPTH DBL 2x6 TOP PL (2 1/8"DIAM. FOR 2x6 STUDS, SECTION A-A ��' II CRIPPLE STUDS PER I I 1 3/8" DIAM. FOR 2x4 STUDS). HB EA. JST SHTG SCHED s Protect Address: DOUBLE STUD MAX. HOLE: HEADER PER PLAN- UP TO 60%OF STUD DEPTH, ATTACH TO POST W/ -- CRIPPLE AND JAMB STUDS r —� 3 19 6th Street LIMIT NOTCHES TO TWO HUCO HGR PER PLAN.TOTAL Anacortes, WA 9822 I ADJACENT DOUBLE STUDS. BORED HOLES NOTI CRIPPLE+JAMB BUILT-UP STRAP PER PLAN- NAIL (2)2x6 POST PER SCHEDULE IS H2.SA EA. 2x8 EVERY OTHER HOLE —nl— MINIMUM, SEE PLANS FOR ALLOWED AT NOTCHES. 2x6 FURRING @ 16"O.C. AND WRAP AROUND — LARGER SIZES WHERE MAX. NOTCH: �,"� 25% OF STUD DEPTH, ,n.'', POST i i-...---------- REQ'D. IF SOLID (I.E. 6X6) HDR BELOW AS OCCURS OPENING PER ARCH POST IS NOTED ON PLAN, (1 3!8"FOR 2x6 STUDS, (3) 10D TOE NAILS I) (3)8d REPLACE CRIPPLE STUDS Owner: 7/8"FOR 2x4 STUDS.) OPENING PER ARCH I i�-- SILL PER PLAN PER SCHEDULE WITH SOLID I II 2x SILL TYP. NO POST PER PLAN. SISTER Kathleen Dickinson OPENING PER ARCH. -- �ii 2x8 c.PaEACH PIECE W/10d AT NOTE I r SPACING PER SHEARWALL 1. AT EXTERIOR WALLS HOLES ONLY _ SIMPSON LUS HGR SCHEDULE, 6"0/C MAX SPLICE ALLOWED WITHIN MIDDLE 1/3 OF STUD SPAN 2. AT EXTERIOR WALLS NOTCHES NOT (2)2x6 SILL-ATTACH WI ALLOWED IN MIDDLE 1/3 OF STUD SPAN (66) 10d TOE NAILS NOTE THIS DETAIL 4 T APPLIES AT BEARING TYP NOTCHES AND HOLES IN JOISTS WALL, EXTERIOR WALLS, FOUNDATION PER TYP DETAILS Owners Address: Gth 11 AND STUDS 10 FURRING WALL WRAP-AROUND WINDOW FRAMING &SHEARWALLS ONLY. _ 709 tes Street CV 1" = 1'-O" 1" = 1 -O" 1" = 1'-O" SILL BOLTS PER TYP DETAIL Anacortes, WA 9822 1 A35 CLIPS @ JAMB STUDS TO SILL PL PER PLAN i CASE A: TYPICAL Drawn: 7/01/2019 O- TYP HEADER FRAMING 3/4" = 1'-0" FOR DETAILS AND CALLOUTS IN COMMON SEE 4 / S4.1 BN FULL LENGTH 4'-0" MIN LAP, PROVIDE(44) 12d IN (3) STAGGERED ROWS SHTG i OF BLDG PL4TEOP 11 �� SIMPSON H8 @ EA BLK'G Revised: allow=minimimiimimiminio_� El BN 1 rl� SHIM (6)8d EACH BLK'G SHTG I)...r ILPROVIDE A35 OR LTPS CLIPS PER DBL TOP PL(UON) 11 SW SCHED TO STRUCTURE PER TIP DETAILS, ii.%• ___ / 2x BLK'G ABOVE SHEAR WALLENABOVE PER TYP DETAILS SPLICE PER 4 / 54.1 — -NOTE: BM DOES NOT••_rW����I�IN� �. STAGGERE y REPLACE JOIST FRAMING D TO TOP Sheet Contents: BN PLATES •• . •• • • • - • !f 1 • • • • WOOD FRAMING AL — (2)BAYS BLK'G WHERE ® DETAILS _—� SHOWN ON PLAN � -1__I •• • STUD WALL PER PLAN & AT LEDGER SPLICE PROVIDE BN 01 I-JST PER PLAN I.VSHTGPERSTRUCT TYP DETAILS CS22 STRAP x 2'-0"-NAIL I-JST PER PLAN EVERY OTHER HOLE • •CLIP PER SHEARNOTESNOTE1-JST BLK'G @48"O.C. AND AT EACH WALL PER -.," WALL SCHED. 1. WHERE BOTH PLATES INTERRUPTED, SPLICE w/SIMPSON LSTA21. JAMB-ALIGN WITH WALL STUDS PLAN 2. TOP PLATE SPLICE FOR INTERIOR NON STRUCTURAL WALLS SWEP PER PLAN &DETAILS • CONT.2x8 LEDGER W/(2)4"SDWSDrawn by: GDKinne SHALL BE 16" MIN, LAP w/(12) 10d. y TIMBER SCREWS TO EA. STUD n SHTG PANEL JT, v FIELD NAILING @ 12° 0/C, TYP Checked b JCallans TYP WALL TOP PLATE SPLICE AT EN AT SWEP.WHERE SWEP IS TYP •.� Approved Y 011anks EXTERIOR BEARING, AND SHEAR BUILT-UP FROM MULTIPLE NOTES 0 WALLS n TYPICAL PARALLEL JOIST FRAMING INTERIOR SHEAR WALL ATTACHMENT STUDS, STAGGER NAILS 1 1. SEE SW SCHED FOR EDGE NAILING (EN) b' 3/4" = 1'-0" 1" = 1'-0" O 1 1/2" = 1'-O" BETWEEN ALL STUDS BUT SPACE - • 1 • AND PLATE NAILING (PN)SIZE&SPACING, NO GREATER THAN 6"0/C TO EA m 2. PROVIDE 1/8"GAP BETWEEN ADJACENT STUD I AV PANELS, TYP. ON=Q- St 3.WHEREVER EDGE NAIL(EN)SPACING ISM WA .GfJ 24"MIN PANEL WIDTH AND/OR HT LESS THAN 4" 0/C, EACH ROW OF NAILS 4�0 SHALL BE STAGGERED INTO TWO ROWS. ,Q' DISCONTINUOUS SHEATHING THE CENTERLINES OF THESE TWO ROWS �' ," �` SHEARWALL ENDPOST AT SW IS TO BE AVOIDED SHALL BE OFFSET BY 1/2"MIN.ALSO I AND HOLDOWN PER PLAN SILUSOLE PLATES OF THIS WHEN POSSIBLE MAINTAIN 3/8"MIN EDGE DISTANCE FROM dl ,�� °N/ CL OF NAIL TO EDGE OF PANEL AND d2778 &TYP DETAILS i _ WALL CONTINUE THROUGH _ `�j g� STUD EA SIDE w/12d @ FULL WIDTH OF INTERSECTION. Vs— STAGGER DTLGE OF MELSEWHEREING R. SEE TYP _c� SPACING TO ENDPOST STOP PERPENDICULAR PLATES AT MULTIPLE-STUDS, SISTER 4. SHTG PANELS MAY BE INSTALLED b, EO TO EN, STAGGER TIGHT TO EA SIDE. EA STUD PER THE STRUCT • 1...i i� NOTES&SW SCHED • O • • • • VERTICALLY OR HORIZONTALLY. �•_�i���/��� • I • 5.WHERE DBL SILL OR SOLE PLATE USED, �- �� �.�II �� \ • SISTER UPPER PL TO LOWER PL w/PN H -- - - -- SIMPSON H8 48" FOR DETAILS AND CALLOUTSW JOINTS,PANEL BETWEEN PLATTESTAGGER EN EVENLY U cco Nv O.C. &AT ALL JAMBS IN COMMON SEE 4 / S4.1 EN EA SIDE OF TYP PER ARCH-12" MAX SHEATHING PER PLAN F FLATWISE 2x BLK'G EN, STAGGER AND SCHED x BELOW WHERE H8 BN BETWEEN END AT INTERSECTIONS, LAP TOP DBL TOP PL-ATTACH TO JAMB BLOCK ALL SW SHEATHING U SHTG POST STUDS, EN EDGES W/FLAT 2x4 a DOES NOT ALIGN PLATES AND NAIL w/(4)led STUDS BEYOND W/A34 CLIP WITH IJST r CONTINUE SHEATHING HOLDOWN PER PLAN • •I. _-- THROUGH W/EN PER SCHED TO / �, Z"ii 2x OR 3x SILL PLATE SHEARWALL EN EA SIDE OF PLY JT, BN ENDPOST �� AS REQUIRED BY �� PROVIDE 3x WHERE REQUIRED PER Q AT LEDGER SPLICE PROVIDE CS22 12d @SPACING EQ TO — SW SCHED SW SCHED. WHERE (2)2x MEMBERS F. 2x BLK'G-ATTACH / STRAP x 2'-0"-NAIL EVERY OTHER HOLE EN, STAGGER DBL SILL-ATTACH TO JAMB AT CONTRACTORS OPTION: I I \ • ARE USED IN LIEU OF 3x, SISTER PER W 0 TO STUD BEYOND STUDS BEYOND W/A34 CLIP �,.' . PN (N/A FNDN) THE STRUCT NOTES&SW SCHED. O W/(2)8d TOE NAILS .1 „ COUPLER NUT&THREADED I' @-1 ROD FOR MISPLACED ANCHOR, c,�.�1� ��!l fy I r EN PER SW SCHED PROVIDE A Ln MIN.TYP. —- ---- -_--- MAX 5-DEG OUT-OF-PLUMB JOIST PER PLAN �' EN STAGGER BETWEEN • I HDG NAILS AT PT SILL PLATE o ❑ ENDPOST STUDS,TYP. cn o HGR PER PLAN ►�, EN JOIST PER PLAN M Q WALL PER PLAN CONT 2x8 LEDGER W/(2)4"SDWS II 1 SHEARWALL ENDPOST HOLDOWN ANCHOR Q cs PER PLAN &TYP FLOOR BN PER THE STRUCT `" F• TIMBER SCREWS TO EA. STUD AND HOLDOWN PER HDR PER PLAN DETAIL NOTES (N/A @ FNDN) P4 n N PLAN &TYP DETAILS \ —�— AT FOUNDATION PROVIDE SILL — — ANCHORS PER SW SCHED AND INTERIOR CORNER 1 / S4.0 TYPICAL PERPENDICULAR JOIST FRAMING U 'TYP WOOD WALL INTERSECTIONS ,� NORTH WALL HIGH HEADER TYP SHEARWALL CONSTRUCTION SI . ® 1"=11-0„ 1 = 1 -0 1 PERMIT ®copyright KW:2019 EXISTING CURB CUT ROOM FINISH SCHEDULE FLOOR BASE NORTH WALL EAST WALL SOUTH WALL WEST WALL CEILING NOTES III II AVENUE ROOM MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH HEIGHT L GARAGE CONCRETE SEAL WOOD PAINT PLYWOOD PAINT PLYWOOD PAINT PLYWOOD PAINT PLYWOOD PAINT GWB PAINT I I'-0" LEXISTING CONCRETE APRON - SHOP CONCRETE SEAL WOOD PAINT PLYWOOD PAINT PLYWOOD PAINT PLYWOOD PAINT PLYWOOD PAINT GWB PAINT 11'-a' LEXISTING GRASS STRIP-1 RR CONCRETE SEAL WOOD PAINT GWB PAINT GWB PAINT GWB PAINT GWB PAINT GWB PAINT 7'-G" ROOM FINISH SCHEDULE NOTES: Project Name: Dickinson Gth Street LEXISTING CONCRETE SIDEWALK DOOR SCHEDULE WINDOW SCHEDULE NO. FROM ROOM TO ROOM SIZE OPENING FIRE DOOR DOOR FRAME NOTES MARK LOCATION SIZE OPENING TYPE MATERIAL NOTES EXPANSION JOINT WIDTH x HEIGHT x THCK TYPE RTG TYPE MATERIAL MATERIAL v 101 OUTSIDE GARAGE OI GARAGE T-0 I{2"x6'-6 1/2" CASEMENT/FIXED/CASEMENT ALUMINUM 1 18'-0"x 8'-0" OVERHEAD N/A ALUM GLASS 02 SHOP PER DETAILS FIXED/FIXED ALUMINUM 2 Architect's Project Number: 181G 102 OUTSIDE GARAGE 3'-0" x 7'-6'x 1 3/4" HINGED N/A WOOD WOOD I ,2 03 SHOP 7'-0 1/2"x 6'-G 1/2" CASEMENT/FIXED/ ALUMINUM I I 3 4ALUM CASEMENT 103 OUTSIDE SHOP g_p• x I Off• FOLDING N/A GLASS AWM 04 SHOP 4'-I O 1/4"x 6'-6 1/2" CASEMENT/ ALUMINUM I LCASEMENT EXISTING GRASS STRIP 104 GARAGE SHOP 8'-O"x 7'-6'x 13/4° SLIDING WA WOOD WOOD I 05 GARAGE 7'-O I/2°x 6'-6 I/2" CASEMENT/FIXED/ ALUMINUM I U CASEMENT II O 105 SHOP RR 2'-8"x 6'-8'x 13/8' HINGED N/A WOOD WOOD WINDOW SCHEDULE NOTES: I I . SEE DETAILS FOR STEEL ROUGH OPENING Project Address: 1 DOOR SCHEDULE NOTES: I . SEE DETAILS FOR STEEL CLADDING 2. SEE DETAILS TO DETERMINE RO OF CORNER WINDOW 13 19 Gth Street I I r T ] I I I T TI TT I I T T 2. SEE DETAILS FOR CUSTOM JAMB Anacortes, WA 95221 I III I II I h �itYdiTAr 'ILI I I I I I I I I I 1 I BENCH IllllllllllllllllllIII _I lull _ 1'1 1I li Ii 1 r�i li lj li i i I I I Ill I l ICI lv I I � � � �� I11 � � I I � 1 410 Owner: 111111111I1111114IIIII [ IIIII 111111111� 111 Kathleen Dickinson 1111111111111a1 II 111ik �1 1 1 1 1 1 N 1X° ISTING BRICK a a 1111111111111111111IIII111111 /A IbE YAK!) *Etalc I 1 1 4 1 1 1 1 1 1 1 1 1 1 1 111aIsten SI - - - - - - - / - - Owners Address: \ FOC A ` A \ CA 1709 Gth Street \ / ' 2 c i 1 \ 2 \ Anacortes, WA 9822 I EXPANSION JOINT I01 FO STL RO\ N N N (e____ t. 1--Thr-----Th N L - , - I `6 OI I �J Drawn: I J QI July 2019 Q' SKYUTE S' TE SKYIT SKYLITE W \rO DTL RE ati L-- -c-- ` L-� II- C 400SKYLIGHT \ L a �� - cn --- --- -- . --� FO.�TL RO\ �� �� z Q N o IEll FL U o iR ;1 -... TUBULAR DIAMETERSKYL SUNPATH Revised: = SKYLIGHT WITH PREFABRICATED 00 �IX I FLASHING 5LE V° O GWB O 05 I ` I Ise or TYPICAL OF (9 b + I I'-0° W N0> Hi 0 Q� 0 ) /L.� \fW 1 \ OVERHANG ShoeoetP contents: ABOVE v SKYLIT: Si ITE N SKY(ITE SKYLITE Roof Plan r ' O I!8" CORTEN PLATE STEEL �w / \ GARAGE \ u� EXTENT OF G • O SKYLIGHT \ 0 O Reflected Ceiling Plan Co cz / l��/ EXISTING 1 Schedules SAND 8'Z7" 102 HOUSE ) 8 BLASTER // J pa ROOF DRAIN 0 104 N\ FOC ,. ROOF DRAIN / NOTE: CONNECT ROOF \WALL CL 2x6 ® 2)6 ap \---__ n Q / Q ROOF DRAIN DRAIN TO EXISTING ROOF OVERFLOW g_0" SURFACE SLIDER IIIIII N (SiN ^ �-C Mir• OVERFLOW "` KEEP THIS P CLEAR ?I-ROOF OVERFLOW UNDERGROUND DRAIN ---� IIII FOR FUTUR= LAR 10 9 SYSTEM AT HOUSE 6" /�� g� _ oc / NOTE: ALL EXHAUST lu O ���/ / \ 1>( o SKYLIGHT \ O SKYLITE, TYP OF (9) O EXITS THRU WALL v ,L SKYLI E SKYLITESKATE SKYLITE NOTE: SEE STRUCTURAL cTj 0 FOR ROOF JOIST LAYOUT ) °� I.L(hi x J FLOOR DRAIN (J�" o�I"I o cm Y �EXHAUST H D ISLAND o )c Gd)'w4 'I' A4. I ' -- J m ' 5/A4. I B/A4. I I ' B/A4.1 B/A4. I I ' 5/A4. I •"' nit irAr.\^^' PRESS = 02 / %*KSJ MIDDLETON1 , �z 7 SKYUTE r SKYUTE 65K ATE SKYLiTE m �✓\ \ FOC K. E' 8E DP�r`at rs Es. \FO ;TL RO \ GKl NGHT \ O O v SHEAR ANVIL \ I- GWL3 0 04 o / N + '-O O Oo SHOP 1031 °� 9Cm) PI w °O 33 _ �O TL RO STUM" \ L EXISTING BRICK `0 F \ PATIO, REWORK AS _ 2x8 ""` x 3 NEEDED TO ALIGN U WITH SHOP FLOOR a; m D FOC \ S LOOK SKYUTE \\ SKYLITE d o K. MECH \ j DRAIN -\ / 6 GWB ® o ABOVE GARBAGE LOFT N ll,�wv I 05 l\J% - DR RO\ 'SKYLIGHT \ +T-6" • O ¢� RR • - m RR �gEXH )ST N N (DEXH\UST CD ( °� - E� IN RECYCLE V CABINET BENCH ROWNG N - W o i MILL a N C Q 2x8 s a rn C FOC \ CJ 03 2x8 \ FOG E77- 9 \ E HANDRAIL - - U 0 o 3'ACCESSORY BUILDING 51)F YARD SETBACK I o cn , - - - - - - - - - - - .� i a NEW CONCRETE SLAB - - - - RAMP UP / 3 3" / 10147 5'-3' 0 t� NEW CONCRETE IXIS LNG BRICK 0 ,n N � I a b a a ■ 01 • • rTh _ w a e 2'-0" 21_8" Y 3 Cl) 7'-I 3/4" 5'_8• I' 6 2 a C / / / 1 /1 / / U ° ®a: z z A2 . 1 2 OI'-7 3/4" 1'-4 1/2' - 2 GARAGE/SHOP FLOOR PLAN p GARAGE / SHOP ROOF PLAN p GARAGE/SHOP REFLECTED CEILING PLAN7,, D 7,i) 2 a 3 45 10 I 5 10 a / I 5 I SCALE IN FEET SCALE IN FEET SCALE IN FEET PERMIT EXISTING WOOD FENCE + + + W A N EXISTING BRICK WALL -i - ' b m -_ X x x ii, / ©© ©© WOOD SIDING NG ""`O""`\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\. \\\\\\\`,.\\\\_ I/8" CORTEN PLATE STEEL �\\\O\\\\` o\ �\\���\��\\\o�\\ o \ x .••• / \\\\\\\\O\\\\\\\\\\\\\\\\\\\\\\\\\\\\O \\\\\\\\\\\\\\\\\ �O��OOO .1/4\\\\\\\\\\\\\\ ,.n., \\, \\ O) CONCRETE STEMWALL • \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\`•\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\� WOOD SIDING \O\\\\\\\\\\\\\l\\\\\\\\\\\\\\\\\\\\O\\\"\\\\\\\\\\\\\\\\." 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IN JOIST SPACE ;::'iiq:` . i%•:;:•i.'':. .:; •i�i::i::>S >i�i ::::i S I ALGN FO STL W/ .,�i:.. �. Mx +�: CONCRETE STEP 5 CIS 8 WOOD SIDING • a •\\' . \ L `.:s �'�' i \ .,\\N 11. (...---->\..C., :.::::::::: ::::.::.....tiiiii 4 . ..... ..... 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Q N N W BROOKS MIDDLETON, ARCHITECT (la vi- y D N CO o c N 360 293 0106 i i `• N N 3 trcb �� 2415 T Avenue Suite 202 Anacortes WA 98221 zKr 9 SINGLE PLY GO MIL TPO MEMBRANE TAPERED RIGID INSULATION AS REQUIRED TO DRAIN E ICEE"AND W ODATE SSH IEELLD ROOFING UNDERLAYMENT A TJI PER STRUCTURAL SPRAY FOAM R-49 INSULATION CERTAINTEED MEMBRAIN AIR BARRIER 5/8"TYPE X GWB Project Name: Dickinson Gth Street __� / \ / \ / \ \ \ ... ..r. .•104 : s-. __ ...... .. ... ...e s........ ...... ........ _..... ........................ s _.. _...... ----- : .. : ♦•♦ I.♦♦• • MN" ♦.. CERTAIN OTES MEEMMBRAIN AIR BARRIER D Architect's Project Number: •if% ■1.111111.111.11n_ _ s'i♦i♦ 2x8 WOOD STUDS @ I G" OC 18I G --- n r♦ R-25 BATT INSULATION pp i UE1tflvG0C THING� . P SHIELD WRSYSTEMIZONTAL ZURRING @ I GOC' ND GROOVE CEDAR SIDING Project Address: 13 19 Gth Street —R Anacortes, WA 9822 I 04 05 Owner: 051 Kathleen Dickinson _� Oi wner's Address: ktt.S; 4" f ONCRETE SLAB WITH RADIANT 1-1EAT CONCRETE PAVERS 1709 Gth Street PO YETH YLENE VAPOR BARRI i R 2" SAND BASE COI TINLOUS R-I RIGI IN LATION 4" CRUSHED ROCK SUB BASE Anacortes, WA 9822 1 r — 4" I LEAM` CRUSHED ROCK C g -ILLA'2Y BREAK APPROVED STRUCTURAL BEARING SUBRGRADE ■ ■.�� a • APPROVED STRUCTURAL BEA ING 5UBKGRA��E g;e,:d'ia'S"'P'itii•A,aKri3' s 1 Drawn: . . . __._ . ♦ _,. _ • .. . . L1� a+h a m ' . . . . . a \ �$ � . d . _ Yt.eh A" • . . •_ I July 2019 .�",��Y . � la _ 'r 'i .,_ u .. _ . . _ __._,_rt�__ i . _ ._ _ _,_..a�i �7 _ _ _� � � _ u y • Y Y '� �rf . t1 . T a r eM _ r _ . a ♦ __ � __._ _ _ . O4r_Si_U..6FS�'d.� _ . \ TIE FOOTING DRAIN INTO EXISTING HOUSE STRUCTURAL BACKFILL UNDER RAMP 3/4" MDO PLYWOOD WITH I/8° STEEL PLATE OVER ( ROOF DRAIN I 3/4" MDO PLYWOOD WITH DRAINAGE SYSTEM V GROOVE AT 8" OC 5/8" PLYWOOD TIE INTO HOUSE SYSTEM V GROOVE AT 8° OC PERFORATED DRAINAGE MAT FLUID APPLIED CONCRETE WATERPROOFING MEMBRANE �a ^S/° CONCRETE STEMWALL PER STRUCTURAL 1 L , BUILDING SECTION A-A POLYETHYLENE VAPOR BARRIER3" RIGID he' 0 a Revised: 3/4" MDOOPD�MEOMMBRAINOAIR BARRIER N AND PT SLEEPERS @ I G" OC ALIGNED UNDER STUDS b�� 1 5 O 00 OD SCALE IN FEET Sheet Contents: Building Sections 7 FECISTERED ARCHITECT E. o N F x 3 U a' v a o z i 0 F N W ri . .2 Q b h i" O 7 en O 6 d O (• -4F °. O kin b N W M N A4 . 1 PERMI-