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APPROVED BLD PLN BLD2022-0772+STRUCTURAL PLANS+6.1.2022_9.39.46_AM+2903627STRUCTURAL GENERAL NOTES - APPLICABLE TO ALL CONSTRUCTION UNLESS OTHERWISE NOTED ON THE PLANS A. DESIGN SCOPE BY PSE CONSULTING ENGINEERING (PSE): 1. Design Shown on drawings by PSE is for the following items. a. Foundation and framing. 2. Design Shown on PSE drawings does not include: finishes, architectural items, windows, doors, moisture barriers, water proofing, mechanical units, plumbing, or electrical items. B. GENERAL REQUIREMENT: 1. Furnish all labor, materials, and equipment necessary to complete the work shown or inferred by these drawings. 2. Where construction details are not shown or noted for any part of the work, such details shall be the same as for similar work shown on the drawings. 3. Notes and details on the drawings take precedence over the general notes and typical details in case of conflict. 4. Provide manufacturer's approved product evaluation reports (ICC reports) and a list of all proposed substitutions to the Engineer for review and written approval before fabrication. 5. Pipes, ducts, sleeves, chases, etc. shall not be placed in slabs, beams, or walls unless specifically shown or noted nor shall any structural member be cut for pipe, ducts, etc., unless specifically shown. Obtain prior written approval for installation of any additional holes, ducts, etc. 6. Locate and protect underground or concealed conduit, plumbing or other utilities where new work is being performed. 7. The contract drawings and specifications represent the finished structure and do not indicate methods, procedures or sequence of construction. The contractor shall take necessary precautions to maintain and insure the integrity of the new and any existing structures during construction. The design stresses shall not be exceeded during construction based on the age of each element Neither the owner nor Architect/Engineer will enforce safety measure regulations. Contractor shall design, construct and maintain all safety devices, including shoring and bracing for the new and any existing structures and shall be solely responsible for conforming to all local, state and federal safety and health standards, laws and regulations. Observation visits to the site by the engineer shall not include inspection of the above items. 8. Obtain prior written approval for any changes to the drawings. 9. The contractor shall review and compare the structural drawings with all other Construction Documents, such as Architectural, Mechanical and Electrical drawings, specifications, etc. Do not scale drawings. The contractor shall verify dimensions, elevations and all information. Report, in writing, any inconsistencies, errors, or omissions to the Architect/Engineer of record before proceeding with the work. 10. All existing constructions shown are schematic only. Contractor is responsible to verify actual conditions and allow for them in his bid. Notify the Architect/Engineer, in writing, in case of any discrepancy between actual conditions and what is shown on the structural drawings before proceeding with the work. 11. See Architectural, Mechanical, Electrical and other drawings for embedded items. 12. Camber shall be provided for all members with 30 feet or more of span. Check beam table and contact the Structural Engineer for the amount of camber. 13. Shop drawings: a) Shop drawings shall be submitted in the form of two copies. b) Prior to submittals, the general contractor shall review all submittals for conformance with the Construction Documents and shall stamp submittals as being "Reviewed for Conformance". c) Any detail on the shop drawing that deviates from the Construction Documents shall be marked with the note "This is a change" d) Shop drawing submittals processed by the Structural Engineer are not Change Orders. e) Shop drawings shall be submitted to the Architect/Engineer prior to fabrication and construction regarding all structural items including: -Concrete and masonry reinforcement, drawings shall conform to ACI 315 and ACI 318. -Structural steel, drawings to conform to AISC. -Glued-Laminated members, drawings to conform to AITC. -Prefabricated wood joists and trusses, drawings to conform to ICC product evaluation report. -Wood trusses, drawings to conform to IBC. f) Shop drawings or calculations submitted for review that require re -submittal for re -review, as determined by the Structural Engineer, shall be billed hourly to the general contractor. Re -review will not proceed without written approval from the general contractor for additional engineering services. 14. Submit seismic anchorage calculations stamped by a licensed Professional Engineer for all equipment and components weighing more than 400 I b. 15. Submit structural drawings signed and sealed by a professional Engineer licensed in the State where the project is located for any structural member needed for this project that is not designed by P.S.E. 17. Any substitutions for structural members, hardware or details shall be reviewed by the Architect and Structural Engineer. Such review will be billed on a time and materials basis to the General Contractor with no guarantee that the substitution will be allowed. 18. All communication shall be in writing. No verbal communications, decisions, instructions or approvals shall be valid. C. CODE AND LOADS: 1. All design, material, and construction work for this project shall conform to the 2018 Washington State Building Code based on the 2018 International Building Code (IBC). 2. Design parameters. a. Floor Live Load = 60 psf. c. Roof Live Load = NA psf. e. Ground Snow Load, Pg = 25 psf. g. Snow Exposure Factor, Ce = 1.0 i. Thermal Factor, Ct = NA k. Wind Importance Factor, Iw = 1.0 m. Internal Pressure Coefficient = NA o. Seismic Importance Factor, le = 1.0 q. Ss = 1.286 s. Sms = 1.543 u. Sds = 1.029 w. Seismic Design Category = D y. Design Base Shear = 0.686 * W aa. Response Modification Factor, R = 1.5 b. Floor Dead Load = 10 psf. d. Roof dead load = NA psf. f. Flat Roof snow load = NA psf. h. Snow Load Importance Factor, Is = 1.0 j. Ultimate Wind Speed (3 second gust) = 97 mph I. Wind Exposure = B n. Components and Cladding studs = NA psf p. Site Class = D r. S1 = 0.453 t. Sm1 = 0.837 v. Sd1 = 0.558 x. Basic Seismic Force Resisting System =Light Framed Deck z. Approximate Fundamental Period, T = 0.057 bb. Analysis Procedure Used = Equivalent Lateral Force Procedure D. INSPECTION: 1. All construction shall be inspected by the building officials according to the above Code. 2. It is recommended that the owner or the contractor hire PSE or other Qualified Licensed inspectors to provide inspection during construction. E. CONCRETE: 1. MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE. MINIMUM SPECIFIED TYPE OR LOCATION OF CONCRETE COMPRESSIVE STRENGTH (F'c) SEVERE BASEMENT WALLS, FOUNDATION AND OTHER CONCRETE 2,500 PSI NOT EXPOSED TO THE WEATHER. BASEMENT SLAB AND INTERIOR SLABS ON GRADE, EXCEPT 2,500 PSI GARAGE FLOOR SLABS. BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS AND OTHER VERTICAL CONCRETE WORK EXPOSED TO 3,500 PSI WEATHER. PORCHES CARPORT SLABS AND STEPS EXPOSED TO THE 3,500 PSI WEATHER, AND GARAGE FLOOR SLABS. 2. Basement wall, foundation wall, basement slab, slab on grade, all concrete work exposed to weather, and all exterior concrete shall contain the proper admixtures to obtain 5% to 7% Air Entrainment. All interior concrete work shall contain 2% to 4% Air Entrainment. 3. Reinforcing Steel: a) All reinforcing steel shall be ASTM A615 Grade 60. b) Vertical bars shall be doweled to supporting members with the same size and spacing of reinforcement shown in the drawing or general notes. c) Splices shall be 55 bar diameters or 36 inches whichever is greater UON. 4. When air temperature is above 80 degrees Fahrenheit, Hot Weather Concreting, ACI 305R shall apply. When the average air temperature is below 40 degree Fahrenheit, Cold Weather Concreting, ACI 306R shall apply. F. FOUNDATION 1. Due to the lack of specific GEOTECHNICAL information for this site, foundation was designed on an assumed bearing capacity of 1500 PSF. PSE is not responsible for any future defects resulting from unreported condition mitigating the above assumption. PSE recommends that the owner/contractor order geotechnical/soil investigation &foundation recommendation report. Submit copy of this report to PSE. 2. Soft soil or fill material shall be removed and replaced with competent granular engineering fill or lean concrete. The new fill shall be compacted in 8" layers to gain 98% of its maximum dry density according to ASTM D-698 standard proctor, and be capable of supporting the above bearing capacity. 3. Footing shall be stepped as required to maintain minimum required frost depth, below finished grade. G. FROST DEPTH: Snohomish County: 12" I. WOOD: GENERAL: 1. All wood exposed to the weather or in contact with concrete or masonry shall be pressure treated or protected with a waterproof membrane. Newly exposed surfaces resulting from field cutting, boring or handling shall be field treated in accordance with AWPA M-4. 2. Maintain 1/2 inch air space at sides and at ends for beam pockets in concrete or masonry. Minimum bearing is 3 inches UON. 3. Wood framing members, sheathing and combustible materials shall not be placed closer than 2 inches to chimney walls. The gap shall be fire stopped using a minimum of 1 inch thick noncombustible materials, UON. 4. Reference specifications for more requirements. 5. It is required that the contractor keep a copy of the Simpson catalog and/or Simpson Installation Manual on site at all times, and shall be used with the installation process at all Simpson connections. MATERIALS STICK FRAMING: 1. All wood Stick Framing shall be Douglas Fir/Larch #2 (DF #2) or better unless otherwise noted on the drawings. Comply with PS 20, American softwood lumber standard and standard grading rules for western lumber. 19%maximum moisture content at time of placement. 2. All wood members shall be stamped showing wood grade and the grading agency. 3. All timbers to be FSC rated. 4. All materials to be low V.O.C. and non -urea formaldehyde. GLUED -LAMINATED TIMBER: 1. Glued -Laminated timber shall be manufactured, inspected, and tested according to: a) American National Standard for Wood products -Structural Glued Laminated Timber, ANSI/AITC A190.1 -1992 b) Standard Specification for Structural Glued -Laminated Timber of Softwood Species, AITC 117; Manufacturing. c) Design and Standard Specifications for Hardwood Glued -Laminated Timber, AITC 119. In case of conflict, the most stringent requirement shall apply. 2. Submit certificate by one of the above agencies to the Engineer and the Building Inspector prior to installation. 3. Glued -Laminated timber shall have wet -use adhesive, ASTM D2559. Lamination shall be 2 inches nominal. Appearance shall be Industrial, AITC 110. 4. Colorless end sealer shall be applied immediately to the ends of all members after fabrication and field trimming. Members shall be individually wrapped. 5. Pressure treatment shall be provided for all members exposed to weather and not protected by a roof or eave overhang. 6. All cuts, holes, etc. shall be re -coated as recommended by the manufacturer. 7. Glued -Laminated timber shall have the following minimum combination and strength: a) Beams with simple spans shall have combination 24F-V4 or better. b) Continuous beams shall have combination as shown on plans. JOISTS/ RAFTERS: 1. Provide a copy of the manufacturer's approved ICC product evaluation reports. 2. Wood joists shall be installed according to the manufacturer recommendations and as shown on drawings. Blocking, web stiffeners and bridging etc. shall be as required by the manufacturer's approved ICC product evaluation reports. 3. All joists, ceiling joists and rafters shall have a minimum of 1-1/2 inches bearing at each end on wood or metal, and not less than 3 inches on masonry or concrete. Use approved joist hanger if bearing is not provided. 4. Install full depth solid blocking or cross bracing at intervals not exceeding 8 feet for all joists and rafters 2x12 inches and deeper. STUDS: 1. Double full height studs shall be used at both ends of all walls shown on the structural drawings, UON. 2. Studs shall have full bearing on plates and sills. 3. Provide blocking at all ceiling levels. 4. Provide multiple studs under beams or trusses to match width of supported member, typical. TOP PLATES AND/OR CHORDS: 1. Top plates or chords shall be continuous over headers UON. 2. Top plates shall be two pieces, same size as studs. Stagger splices 4'-0" minimum. Center splices over studs UON. SHEATHING: 1. All wood structural panels shall be stamped with the appropriate grade trademark of the American Plywood Association (APA). 2. Block structural panel with 2X4 inch flat blocking where noted on roof or floor framing plans. Use ply clips at mid -span of unsupported panel edges. 3. Maintain 1/8" air space between structural panels in walls, floors and roofs at ends and at edges or as specified by the manufacturer. 4. Wood structural panels shall be manufactured using exterior glue and shall be not less than 4X8 feet except at boundaries. J. WOOD CONNECTIONS: 1. It is required that the contractor keep the Simpson catalog and/or Simpson Installation Manual on site at all times to be used during the installation of all typical Simpson connections. 2. All exposed steel timber hardware, fasteners and connectors shall be galvanized. 3. All fasteners installed in contact with preservative -treated wood shall be of hot -dipped zinc -coated galvanized steel, stainless steel, silicon bronze or copper. The coating weights for zinc -coated fasteners shall be in accordance with ASTM A153. 4. Connector Hardware model numbers are those for the Simpson -Strong Tie Company. Size and number of nails, screws or bolts to be the maximum specified by the manufacturer UON. 5. Nails shall be common wire unless otherwise noted. 6. Machine nailing: The use of machine nailing is subject to continued satisfactory performance. Panel nails shall be driven so that the heads are flush with the surface of the panel and the minimum panel edge distance is 1/2 inch. 7. Bolts: maintain a distance not less then 7 bolt diameters from the end and 4 diameters from the edge of the member. Bore holes 3� to � inch larger than the bolt diameter. All nuts shall be tightened when installed and re -tightened at completion of work or before closing in. Thread projection shall be �/Z inch minimum beyond the nut. Use 5/16 inch thick X 3" X 3" washers, typ. 8. Lag screw clearance and lead/pilot holes shall be bored in two stages as follows: The clearance hole for the shank shall have the same diameter as the shank, and the same depth of penetration as the length of unthreaded shank. The lead hole for the threaded portion shall have diameter equal to 70% of the shank diameter and a length equal to at least the length of the threaded portion. 9. Nailed/screwed or bolted hold-down anchors shall be installed per manufacturer's approved [ICC or ICC] product evaluation report. Install hold-downs 3/4 inch minimum above the plate to allow for tightening anchor bolt. The hold-down shall be installed tight to the hold-down post without fillers or dapping. Do not bend hold-down anchors. 10. Connections shall be as detailed on the drawings. If not shown, minimum connections shall be as follows: a. Joist or rafter to sill or girder, toe nail.......................................................3-8d b. Bridging to joist, toenail each end................................................................2-8d c. Sill plate to joist or blocking, typical, face nail[SN]..................................16d at 6" o.c. d. Double top plates: • Lower plate to studs......................................................................................3-16d • Top plate to lower plate, face nail...............................................................16d ®12" O.C. • Top plate to lower plate at lap Splice [4'-0" minimum]............................20-16d minimum UON on drawings. • Top plate to lower plate at intersection.......................................................3-16d e. Stud to sill plate.............................................................................................4-8d toenails or 2-16d end nail. f. Double studs, face nail....................................................................................16d at 12" o.c. g. Blocking between joists or rafters to top plate, toenail..............................3-8d h. Continuous header, two pieces.......................................................................16d � 16" o.c. along each edge. i. Ceiling joists to plate, toenail..........................................................................3-8d j. Continuous header to stud, toenail.................................................................4-8d k. Ceiling joists, laps over partitions, face nail.................................................3-16d I. Ceiling joists to parallel rafters, face nail......................................................3-16d m.Built-up corner studs....................................................................................16d Cs� 12" o.c. n. 5/8" gyp. Sheathing to studs, sill plates &top plates...............................8d ®4" O.C. ®3/8" from all panel edges and 8" O.C. intermediate supports. o. For floor/roof stick framing construction, structural sheathing could be fastened to structural members using 16 gauge wire staples two inches long. Staples shall have a minimum of �/6" diameter crown width. For roof and floor, staple spacing shall be per plan. For shear wall, spacing should be per shear wall schedule. p. Staples for structural insulated panels, sips shall be per sips notes. q. NOTES: REF: To the above Building Code. 7 ABBREVIATIONS: AB ANCHOR BOLT ADDL ADDITIONAL ALT ALTERNATE APA AMERICAN PLYWOOD ASSOCIATION ARCH ARCHITECTURAL B BOTTOM BLKG BLOCKING BN BOUNDARY NAIL BOF BOTTOM OF FOOTING CBC CALIFORNIA BUILDING CODE CJ CONSTRUCTION JOINT OR CONTROL JOINT CL CENTER LINE CLR CLEAR CONN CONNECTION CONT CONTINUOUS DBL DOUBLE DIM DIMENSION DL DEAD LOAD DO DITTO (REPEAT) DWG DRAWING DWL DOWEL E EXISTING EA EACH EF EACH FACE EL ELEVATION EMBED EMBEDMENT EN EDGE NAIL FOR ENGINEER OF RECORD EO EQUAL ES EACH SIDE EW EACH WAY FA FRAMING ANCHOR FD FROST DEPTH FEN FLOOR EDGE NAILING FF FINISHED FLOOR FN FIELD/INTERMEDIATE NAILING FS FAR SIDE FTG FOOTING GALV GALVANIZED GC GENERAL CONTRACTOR GIR GEOTECHNICAL INVESTIGATION REPORT GLB GLUED LAMINATED BEAM GR GRADE HDR HEADER HGR HANGER HORIZ HORIZONTAL HSH HORIZONTALLY SLOTTED HOLES ICC INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS ID INSIDE DIAMETER INT INTERIOR JT JOINT LDGR LEDGER LGST LIGHT GAUGE STEEL, COLD -FORMED STEEL LL LIVE LOAD MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MFR MANUFACTURER MIN. MINIMUM MTL METAL N0. NUMBER NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OFDSC OREGON ONE &TWO FAMILY DWELLING SPECIALTY CODE OH OPPOSITE HAND OSB ORIENTED STRAND BOARD OSSC OREGON STRUCTURAL SPECIALTY CODE OSV ON SITE VERIFY OTOB OUT TO OUT OF BEARING PERP PERPENDICULAR PL PLATE PLF POUND PER LINEAR FOOT PSE PSE, INC. PT PRESSURE TREATED PW PLATE WASHER REF REFERENCE REN ROOF EDGE NAILING REINF REINFORCEMENT ! The following documentation shall be available on • ' site for the building inspector: ■ � ! 0 COE APPROVED ARCHITECTURAL PLAN SET ' ■ � ❑ COE APPROVED STRUCTURAL PLAN SET � ! ❑ COE REVIEWED CALCULATION PACKET � ■ ❑ENERGY CREDIT WORKSHEET ■ � ❑SITE PLAN � ❑CIVIL PLAN i ■ � ❑ ■ � ■ � ■ � ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 � APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE RFT RAFTERS SGN STRUCTURAL GENERAL NOTES SEP SEPARATION SIM SIMILAR SN SHEAR NAIL SNL SNOW LOAD SPEC SPECIFICATION STD STANDARD STGR STAGGER STIFF STIFFENERS T TOP TB TOP &BOTTOM TD TYPICAL DETAILS TG TONGUE &GROOVE THK THICKNESS/THICK TN TOENAIL TOB TOP OF BEAM TOF TOP OF FOOTING TOW TOP OF WALL TYP TYPICAL IBC UNIFORM BUILDING CODE UON UNLESS OTHERWISE NOTED VERT VERTICAL VSH VERTICAL SLOTTED HOLES WD WOOD WEN WALL EDGE NAILING WWF WELDED WIRE FABRIC W/ WITH �/�//p WITHOUT REVIEWED BY CITY OF EDMONDS € BUILDING DEPARTMENT RECEIVED Jun 14 2022 BLD2022-0772 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SHEET INDEX: S1 GENERAL STRUCTURAL NOTES S2 FOUNDATION PLAN S3 FRAMING PLAN 53.1 DETAILS ;a' - PS E CONSULTING ENGINEERS, INC www. stru ctu re 1. com Klamath Falls Office 250 Main Klamath Falls, Oregon 97601 Phone: (541) 850-6300 Fax: (541) 850-6233 info@structure1.com Medford Office 836 Mason Way Medford OR. 97501 Phone: (541) 858-8500 Fax: (541) 776-4663 infomd@structure1.com Project: Billy Huntley Deck 82ll 210th Place SW Edmonds, WA 98026 Owner /Client: Billy Hunt ley ��--_� � _2 a zZ P�OJ ECT #: CUSTOM DECKS 222-006 w d C] w J 0 0 W � 2 11 to � Z � 0 0 to W DRAWN BY: AR. DS. BY: AR. GHK BY: N.T. DATE: 05�27�22 TITLE: GENERAL NOTES PAGE NO: Sl Arshad.Mohammed 5/25/2022 10:29 PM 2022-5-25 Custom Decks 222-006 WA Huntley Deck.dwg Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings. LEGEND: DISCONTINUOUS COLUMN SUPPORTING THIS FLOOR/ROOF. PS E COLUMN SUPPORTING NEXT C O N S U LTI N G FLOOR/ROOF uP. ENGINEERS , INC 1 2 4 5 6 o INDICATES SHEET NOTES. www. stru ctu re 1. com Klamath Falls Office n NUMERICAL VALUE, 1, 2, 3 ETC. 250 Main Klamath Falls, Oregon 97601 � Phone: (541) 850-6300 HDNn INDICATES HOLD-DOWN -- Fax: (541) 850-6233 MARK, � info@structure1.com c 13'-0" � � Medford Office EXISTING WALL � 836 Mason Way Medford OR. 97501 Phone: (541) 858-8500 � Fax: (541) 776-4663 infomd@structure1.com to a. 4 ShEET NOTES: o / � REFER TO S1 FOR STRUCTURAL GENERAL NOTES AND TO � Project: A _ FOUNDATION DETAIL SHEETS FOR CONSTRUCTION DETAILS. � / TYPICAL DETAILS ARE GENERALLY NOT CUT ON PLANS BUT RATHER � Billy Huntley ARE INTENDED TO DEFINE TYPICAL CONSTRUCTION CONDITIONS. z, �' WHERE TYPICAL DETAILS ARE CUT ON PLAN, THE INTENT IS TO �' Deck ILLUSTRATE THE TYPE OF CONDITION AT WHICH THAT DETAIL IS INTENDED TO APPLY RATHER THAN EVERY OCCURRENCE OF THAT � DETAIL. :� z 82ll 210th Place SW CENTER FOOTING UNDER POSTS UNLESS OTHERWISE NOTED ON � Edmonds, WA 98026 PLANS AND/OR DETAILS. O 3❑ NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD SHALL BE � USED FOR WOOD MEMBERS THAT ARE EXPOSED TO WEATHER u _ WITHOUT PROTECTION FROM ROOF SUCH AS BALCONIES, DECKS B °'' OR PORCHES ETC. � �. Owner / Cllent: ® 1'-6" O X 1'-0" DEEP FOOTING PER 6/S3.1. � B I l l H n 1 2'-0" 0 X 1'-0" DEEP FOOTING PER 6/S3.1. � y u t ey © 4" THICK CONCRETE SLAB -ON -GRADE OVER 4" OF FREE DRAINING `� O 3/4" ROCK. REINFORCE SLAB WITH #4 BARS @ 18" O.C. BOTH WAYS AT SLAB MID -THICKNESS. 7'-0" �r- � � � � 2 F1 � Z EXISTING STRUCTURE 4 � ` 5 - ��,,�IL 11•r T �' tiv,� C ` - ��. �, / / ti � � �� o � � �1 ! -, � `rifts j 1 �RL•9 4Q _�� ��� DNA L L� �'� ��?� (� �3 o PROJECT #: �' CUSTOM DECKS 222-006 �- �; 4 0 D — 4 4 4 0 l 6 ` x � w / ` / 53.1 \ / a Q 0 a. :� :� E - — �, o0 :� W 7'-6" 7'-6" 7'-6" O 2 p~.. n, � � 12'-0" 22'-6" 0 z � O � � w � � z, 36'-6" z; Q � � :� FOUNDATION PLAN RECEIVED o DRAWN BY: AR. 1 scale: 1/2" = 1'-0" -' DS. BY: AR. Jun 14 2022 � CITY OF EDMONDS ° C H K BY: N . T. DEVELOPMENT SERVICES � DEPARTMENT � � DATE:05-27-22 � TITLE: FOUNDATION Q PLAN Oft Graphic Scale 5ft � PAGE NO: z 1/2 Inch = 1 Foot � O ca x F- Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings. Arshad.Mohammed 5/25/2022 10:29 PM 2022-5-25 Custom Decks 222-006 WA Huntley Deck.dwg Arshad.Mohammed 5/25/2022 10:29 PM 2022-5-25 Custom Decks 222-006 WA Huntley Deck.dwg 2X BLOCKING DECK JOIST PER PLAN 3-16d HDG TOE NAILS 0 N 6x6 TAPERED BRACE DECKING DECK BEAM TO POST 1 Scale: N.T.S. DECK JOIST PER PLAN �SIMPSON AC6 POST CAP, TYP. POST PER PLAN 2 - 5/" DIAM. SCREWS, 3" INTO POST OR BEAM, TYP. NEW DECKING P.T. DECK JOIST PER PLAN P.T. BEAM PER PLAN) �SIMPSON HANGER PER PLAN LEDGER CONNECTION DETAIL Scale: N.T.S. SIMPSON LUS210 HANGER P.T. DECK JOIST PER PLAN PER PLAN DECKING � P.T. DECK JOIST PER PLAN SIMPSON AC6 UPSIDE DOWN P.T. BEAM PER PLAN P.T. BEAM PER PLAN HUC410 HANGER AT LEDGER SIMPSON EPC6Z I P.T. POST PER PLAN JOIST TO BEAM CONNECTION DETAIL Scale: N.T.S. TREX RAILING PER ARCH. M (3) #10 X 3" WOOD SCREWS ON ALL 4 SIDES OF EACH BLOCK PER 8/S3.1 OR PER MANUFACTURE INSTRUCTIONS ,� 2X RIM JOIST- 2-16d NAILS %$" MINX 4-1/2" X 4-1/2"- ALUMINIUM OR GALV. PLATE DOUBLE P.T. 2X FLAT BLOCKING (4) $" DIA. BOLTS OR AS RECOMMENDED BY RAIL MANUFACTURER. DECKING POST PER PLAN 2X BLOCKING DECK JOIST PER PLAN 3-16d HDG TOE NAILS @ 12" O.C. BEAM PER PLAN DECK JOIST TO BEAM 2 Scale: N.T.S. STANDOFF POST BASE �S MPSON ABW66Z E POST PER PLAN 2" ANCHOR BOLT W/ WASHER & NUT 7" EMBEDMENT I-111 °a a ° a ° 8 d z ° � G Q ° ° d• ° � 8 a a° a s � ° ° a G < ° d °< ° ° e C <a ° < G ° PER PLAN TYPICAL PORCH PIER FOOTING Scale: N.T.S. (N) FLASHING (N) NEW DECKING PER OWNER (N) P.T. DECK JOIST PER PLAN (N) SIMPSON HANGER PER PLAN SIMPSON DTT1Z PER PLAN (N) P.T. 2X10 LEDGER WITH 5" LEDGERLOKS @ 7" O.C. STAGGERED (E) WALL STRUCTURE �(E) RIM JOIST �(Ea FLOOR JOIST LEDGER CONNECTION DETAIL Scale: N.T.S. STRINGER PER PLAN z P.T. DECK BEAM X v Q � SIMPSON LSC� � -� x �� N� ��� SIMPSON A34, STRINGER TO EACH PLATE 10" MIN RUN FROM NOSING TO NOSING CONCRETE SLAB ' NOTE: ' THICKEN SLAB AT THIS LOCATION 2x4 P.T. PLATE W/ (3) z"0 IF NECESSARY FOR ANCHOR SIMPSON TITEN HD ANCHORS EMBEDMENT. n TYPICAL STAIR DETAIL Scale: N.T.S. DECK JOIST PER PLAN (E) STRUCTURES (N) P.T. 2X10 LEDGER w z_wZ c� �o� (� w � 0 SPACED 7" O.C. ® ® ® ® ®� 3-3/4" 5" LEDGERLOKS STAGGERED MIN. END IN A "W" PATTERN DISTANCE LEDGER/FASTENER DETAIL Scale: N.T.S. N N ., .., ,.., ...TREWS 3 SCREWS EACH SIDE OF BLOCKING 12 TOTAL PER BLOCK WOOD BLOCKING DETAIL Scale: N.T.S. RECEIVED Jun 14 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PS E CONSULTING ENGINEERS, INC www. stru ctu re 1. com Klamath Falls Office 250 Main Klamath Falls, Oregon 97601 � � Phone: (541) 850-6300 -" Fax: (541) 850-6233 info@structure1.com � Medford Office � 836 Mason Way Medford OR. 97501 Phone: (541) 858-8500 � Fax: (541) 776-4663 infomd@structure1.com a. 0 z, O cis Project: �- Billy Huntley z, �' I Deck 3. !! z 1 82ll 210th Place SW o I Edmonds, WA 98026 u O Owner / Cllent: 0 Billy Hunt ley n �:-- _� (�- 2 a Z Z ca PROJECT #: �' CUSTOM DECKS 222-006 r bD c ..L] bD =- v; c 0 V t� CL. � w Q a. p 0 a. :� to w 0 0 0 w � a U � U o Z to O � � w � � z, Y z; � Q :� � :� o DRAWN BY: AR. DS. BY: AR. � CHK BY: N.T. � DATE:05-27-22 � TITLE: 0 DETAILS z v� :� _� PAGE NO: z 0 ca x F- � Arshad.Mohammed 5/25/2022 10:29 PM 2022-5-25 Custom Decks 222-006 WA Huntley Deck.dwg Structural details for this project are for illustration only. They are not drawn to scale unless noted otherwise. Contractor must verify all dimensions before fabrication or construction. Do not scale drawings.