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APPROVED BLD BLD2024-1163+Architectural_Plan+9.5.2024_11.03.27_AM+4482144Frame Plan 40'-3" 28'-3„ 6x10 P.T. Beam (FM) 12' 5' 61'-6" 56'-6" Fastener fire-retar hot-dippe stainless coating weigl be in accordz LUS28 Joist hz Provi All v C All fo, 0 C C Foundation Plan �10'— #/2'� City Of Edmonds Building Department Work DECK Address 17122 TALBOT RD Owner ------------------------- JOHNSON -------- : --------------------------------------------------- Approved Date 09/10/2024 ------------------------- `-------- WVwInJ�-ck, Building Official - - 4Prmit Number BLD2024-1163 10' 10' 10' 10' 10' 10' 9" l._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.III . INSTALL PER MANUFACTURERS SPECIFICATIONS. HAVE ALL Ill .. MANUFACTURER DOCUMENTATION ON SITE. � Il M .. M .. M .. M .. = .. = .. = .. = .. = .. = .. = .. = .. = .. = .. M .. M .. M .. M .. M .. 1 RECEIVED Sep 06 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ------------- Reviewed by City of Edmonds ; Planning Division '--------------- E p O LJ N 0') U z C)LO N CD 0) > Q 0-) Co o O 00LO N C O E O —_ Ll) � c o E Y a- w N O C 0 C� z -C. N i~ O � O c -05 77. w J H x S~ f~ DATE: 08/19/2024 FILE NUMBER 1923 SHEET NUMBER: A.1 0 U U Z (n Vw General Construction Notes Concrete Typical Wood Framing Details W TYPICAL UNLESS OTHERWISE SHOUN ON PLANS CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF It - 3000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENT PER THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS. Q CUBIC YARD AND NO MORE THAN 6 GALLONS OF WATER PER SACK OF CEMENT. Q ALL MATERIALS AND WORKMANSHIP DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE MINIMUM AT SAWN TIMBER JOIST AREAS: PROVIDE CROSS -BRIDGING AT 8'-O' oc. MAXIMUM SPACING AND SOLID BLOCKING AT BEARING POINTS. REQUIREMENTS OF THE DRAWING SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE, (2021 EDITION). CLASS AND USE PC SLUMP SACKS/ C.Y. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS. PROVIDE DOUBLE JOISTS EACH SIDE OF OPENINGS UNLESS DETAILED OTHERWISE. A. FOOTINGS 2500 3-4 5-1/2 j I n Desig Criteria B. SLABS ON GRADE 2500 3-4 5-1/2 PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN HALF THE JOIST LENGTH AND DOUBLE JOIST HEADERS AND DOUBLE JOISTS EACH SIDE OF ALL OPENINGS IN FLOORS AND ROOFS UNLESS DETAILED OTHERWISE. COORDINATE SIZE 1. AIR ENTRAINING AGENT (3%TO 6%) TO BE USED IN ALL CONCRETE FLAT WORK EXPOSED TO WEATHER AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL I ROOF LIVE LOAD. 30 PSF & 35 PSF FOR S.R GROUND SNOW LOAD 25 PSF 2. POSSOLITH 300 SERIES (4 — PER 100- OF CEMENT) TO BE USED IN ALL CONCRETE. DRAWINGS. IIIIIIIIIIIIIIJ FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF FROST LINE DEPTH 12 INCHES 3. MIX MAY BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE IBC/IRC. FLOOR LIVE LOAD (DECK) 60 PSF WINTER DESIGN TEMP. 22 DEG. F. 4, WATER TO CEMENT RATIO PER THE IBC/IRC. PROVIDE ONE 2x8 HEADER OVER AND DOUBLE STUDS EACH SIDE OF ALL OPENINGS IN STUD BEARING WALLS NOT DETAILED OTHERWISE. STAIR & CORRIDOR LIVE LOAD 100 PSF AIR FREEZING INDEX 170 PROVIDE SOLID BLOCKING FOR WOOD COLUMNS AND MULTIPLE STUD POSTS THROUGH FLOORS TO SUPPORTS BELOW. I MECHANICAL UNITS WEIGHTS FURNISHED BY MFGR MEAN ANNUAL TEMP. 51 DEG. F. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR- ENTRAINING AGENT WIND 100 MPH 3-8ec. gust, EXPOSURE W CONFORMING TO IRC. THE AMOUNT SHALL BE 4%+ 1% BY VOLUME PROVIDE CONTINUOUS SOLID BLOCKING AT MID POINT OF ALL STUDS OVER 10, IN HEIGHT. EARTHQUAKE SEISMIC DESIGN CATEGORY D2 REINFORCING STEEL SHALL CONFORM TO ASTM A615, (INCLUDING SUPPLEMENT SI) GRADE 60, Fy= 40,000 PSI. EXCEPTION: COLUMN TOENAIL JOISTS TO SUPPORTS WITH 2-16d NAILS. ATTACH ALL BEAMS AT THE ROOF EXCEEDING "'IN LENGTH TO SUPPORTS WITH CD O ALLOWABLE SOIL PRESSURE 1500 PS (NATURAL SOILS OR COMPACTED) TIES, BEAM STIRRUPS, BARS TO BE FOLD BENT, BARS TO BE WELDED AND ANY OTHER BARS SPECIFICALLY SO NOTED ON THE DRAWINGS U.S.P. KST29 STRAP EACH END. r 1 U SEE PLANS FOR ADD. LOADING CRITERIA. SHALL BE GRADE 40 ty- 40,000 PSI REINFORCING COMPLYING WITH ASTM A615 (SI) MAY BE WELDED ONLY IF MATERIAL PROPERTY � � IX) �--I REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS. D1.4 ARE SUBMITTED. NO REINFORCING SHALL WALL FRAMING ALL STUD WALL SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ S6' O.C. AT INTERIOR WALLS AND 26 Y LJ.1 A STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING BE WETSET UNLESS SPECIFICALLY SO DETAILED. STUDS @ 1O.C. AT EXTERIOR WALLS 6'C) U CD L CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILTY Z OC) I O) AND SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER, OF ANY DISCREPANCIES PRIOR TO WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. INDIVIDUAL MEMBERS OF BUILT-UP POSTS AND BEAMS SHALL EACH BE ATTACHED WITH 16d NAILS @ 12" O.0 STAGGERED. O 0.) CONSTRUCTION SO HE MAY MANE PROPER REVISIONS TO THE WORK PRESTRESSING STRANDS SHALL BE 12' ROUND 270 KS1 SEVEN WIRE UNCOATED STRESS RELIEVED STRAND CONFORMING ASTM A-415 ALL WOOD STUDS WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS @ 12' O.C. Q Q 'T C6 (270 KSI). STAGGERED UNLESS SHOWN OTHERWISE. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO O COMMENCING ANY WORK ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-80 AND 318,83. LAP ALL ALL WOOD ERAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO MINIMUM STANDARDS OF THE INTERNATIONAL 00 O N INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS (2'-O' MIN). PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS BUILDING CODE. Q0 30 BAR DIAMETERS (2'-O' MIN.). LAP ADIECENT MATS OF WELDED WIRE FABRIC ONE FULL MESH (MIN. OF 8') AT SIDES AND ENDS. O LSO O CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND ALL FRAMING SHALL COMPLY WITH THE APPROPRIATE SECTION(S) OF THE IBC/IRC. � STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 0 Co WITH THE PLANS. THE STRUCTURAL ENGINEER. () L E �--I Y 0- LLJ CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFTEY PRECAUTIONS AND THE METHODS, CONCRETE PROTECTION FOR REINFORCING STEEL SHALL BE AS FOLLOWS (COVER ) : Nailing I I I n g TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM HIS WORK FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3- FORMED SURFACES EXPOSED TO EARTH (Le. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER) 2' MINIMUM NAILING SHALL BE IN ACCORDANCE WITH TABLE 2304.910F THE INTERNATIONAL BUILDING CODE, UNLESS OTHERWISE NOTED CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR APPROVAL (#5 BARS OR SMALLER) 11/2' ON THE PLANS. PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. COLUMN TIES OR SPIRAL AND BEAM STIRRUPS 11/2' DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT SLABS AND WALLS (INTERIOR FACE) 3/4* ALL WOOD STUD WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16tl NAILS @ 6' O.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8' DIAMETER ANCHOR BOLTS 4'-O' o.c. UNLESS SHOWN OTHERWISE. � N ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS PLYWOOD NAILING: (USE UNLESS GREATER NAILING IS DETAILED OR SPECIFIED) O �" APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH 8d @ 6' O.c. AT SHEET EDGES L~. CO CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND 8d @ 12' 0c. AT INTERMEDIATE BEARING POINTS O N O Cr` ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BYTHE OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. NON -GROUT SHALL BE FURNISHED LL SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURE'S PUBLISHED SPECIAL INSPECTIONS SHALL BE REQUIRED FOR ALL CANTILEVERED RETAINING WALLS OVER 7 FT. & BASEMENT WALLS OVER 10 FT. IN HEIGHT. y BY THE SUPPLIER. RECOMMENDATIONS. 0 0 STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE AISC "SPECIFICATION FOR THE DESIGN, PROVIDE THE GOVERNING AGENCY WITH SPECIAL INSPECTION FORM INDICATING SPECIAL INSPECTION REQUIREMENTS, SPECIAL O Cn SHOP DRAWINGS FOR STRUCTURAL STEEL, GLUED LAMINATED MEMBERS, OPEN WEB WOOD TRUSSES, AND PLYWOOD WEB JOISTS INSPECTORS NAME, ADDRESS AND TELEPHONE NUMBER INFORMATION PER IBC 109.5 Ld N SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION OF THESE FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS', LATEST EDITION, PLUS ALL REFERENCED CODES. Z ITEMS. Connectors Hangers ¢ °, STRUCTURAL STEEL INCLUDING PLATES, AND ROLLED SHAPES, SHALL CONFORM TO AST A36, Fy = 36 KSI STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E, OR S, GRADE B, Fy = 35 KSI STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, Fy = 46 KSM BOLTS SHALL / SHOP DRAWINGS REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE CONFORM TO ASTM A307 EXPANSION SHALL BE'PARABOLT' OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE BY THE SIMPSON-STRONGTIE COMPANY, AS SPECIFIED IN THEIR VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. MANUFACTURE'S PUBLISHED RECOMMENDATION. CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL w SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY- REPRODUCIBLE WILL BE MARKED AND RETURNED. ALL WELDING SHALL BE IN CONFORMANCE WITH A.ISC. AND AWS. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O, CERTIFIED OR GREATER LOAD CAPACITIES. SHOP DRAWINGS SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS WELDERS USING E70XX ELETRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. WELDING OF GRADE 40 PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, THAT HE REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELETRODES. WELDING WITHIN 4' OF COLD BENDS IN CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DEMONSTRATES HIS UNDERSTANDING BY INDICATING WHICH MATERIAL HE INTENDS TO FURNISH AND INSTALL AND BY DETAILING THE REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE HALF OF THE NAILS OR BOLTS IN EACH MEMBER. FABRICATION AND INSTALLATION METHODS HE INTENDS TO USE. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS Wood / Lumber PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD UNLESS NOTED OTHERWISE. �+ ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BYTHE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATONS SHALL CONTROL AND SHALL BE FOLLOWED. ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MASONARY SHALL BE PRESSURE -TREATED WITH AN AWPA. ALL NAILS SHALL BE COMMON. (MINIMUM) AS MEMBERS CONNECTED. _ O SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING STAIRS, AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING APPROVED PRESERVATIVE. PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE w CZ N PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BYTHE COMPONENT DESIGNER PRIOR TO ETC. AND CONCRETE OR MASONARY. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH'U' SERIES JOIST HANGERS. ~ 4 ) CURSORY REVIEW BYTHE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CONFORMANCE WITH W.CL.6. STANDARD GRADING F LLI . N O RESPONSIBLE FOR CODE COMFORMANCE AN ALL NECESSARY CONNECTOINS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR RULES FOR WEST COAST LUMBER N0. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: ALL DOUBLE &TRIPLE MEMBER JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH'U' SERIES HANGERS. 0 ¢ y Z STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND ATTACH TIMBER JOISTS TO FLUSH HEADERS AND BEAMS WITH US.P.'U'SERIES METAL JOIST HANGERS TO SUITTHE JOIST SIZE d :: DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. JOISTS(2x MEMBERS) HEM FIR NO.2 Pre -manufactured Wood Roof Trusses cC BEAMS AND STRINGERS DOUGLAS FIR NO. 2 Site Work POSTS AND TIMBERS DOUGLAS FIR NO.I STUDS, PLATES AND MISC. LIGHT FRAMING DOUGLAS FIR NO.1 OR HEM FIR STAND. GRADE. PRE -FABRICATED OPEN WEB WOOD TRUSSES (OR COMBINATION WOOD AND METAL) SHALL BE DESIGNED BY THE MAUFACTURER FOR TOP AND BOTTOM PLATES AT BEARING WALLS DOUGLAS FIR NO. I OR HEM FIR CONSTRUCTION GRADE. THE SPANS AND CONDITIONS SHOUN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED, THE FOUNDATION DESIGN IS BASED UPON AN BOLTED STUDS, LEDGERS AND PLATES DOUGLAS FIR STANDARD GRADE, MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRACING, BRIDGING, BLOCKING, PRE -NOTCHED PLATES ETC., SHALL BE ASSUMED AVERAGE SOIL BEARING CAPACITY OF 2,000 PSF. EXTERIOR FOOTINGS SHALL BEAR P-6' MINIMUM BELOW FINISHED GRADE. 2x6 STUDS AND PLATES HEM FIR NO. 3 (STUD GRADE) THE DETAILED AND FURNISHED BY THE MANUFACTURER ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL MATERIAL SHALL BE THOROUGHLY BRG STUDS OVER 10 FT. TALL DOUGLAS FIR NO. 2 COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND THE STRUCTURAL ALLOWABLE SOIL PRESSURE 1500 PSF GLUE LAMNATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH UB.C. STANDARDS NO. 25-10 AND 25-11. EACH MEMBER ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION. SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITE CERTIFICATION OF CONFORMANCE. ALL SIMPLE Plywood SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2400 PSI, FV=165 PSI. ALL CANTILEVER BEAMS SHALL BE DOUGLAS DESIGN SUBMITTALS SHALL BEAR THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON FIR COMBINATION 24F-V8, Fb= 2400 PSI, Fr-165 PSI. CAMBER ALL GLULAM ROOF BEAMS TO 2000 RADIUS UNLESS OTHERWISE SHOUN PERMANENT AND TEMPORARY BRIDGING AND BRACING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S ALL PLYWOOD WALL AND ROOF SHEATHING SHALL BE %h COX, UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 8d @ W O.C. AT ON THE PLANS. SPECIFICATIONS. PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 24/0. ALL PLYWOOD FLOOR SHEATHING SHALL BE 3/4' COX TONGUE & GROOVE UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 10d @ 6° O.C. PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX LAMINATED VENEER LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-126. EACH MEMBER SHALL BEAR AN SHALL BE 40/20. STAGGER ALL PANEL EDGES AT ROOF AND FLOOR SHEATHING. ORIENTED STRAND BOARD (O.S.B.) SHEATHING IDENTIFICATION MARK ALL BEAMS SHALL BE WESTERN SPECIES, GRADE 18E, Fb= 2600 PSI, FV= 285 PSI. PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. PARALLEL STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-292 EACH MEMBER SHALL BEAR AN PLYWOOD ROOF AND FLOOR SHEATHING UNLESS OTHERWISE NOTED ON PLANS SHALL BE LAID UP WITH IDENTIFICATION MARK ALL BEAMS SHALL BE DOUGLAS FIR GRADE AN IDENTIFICATION 2.OE, Fb= 2900 PSI, FV- 210 PSI FACE GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8d NAILS 6' oc. TO FRAMED PANEL EDGES AND OVER STUD WALLS DATE 0 8 / 19 / 2 0 24 SHOUN ON PLANS AND @ 12' O.C. (10" O.C. AT FLOORS TO INTERMEDIATE SUPPORTS. PROVIDE SOLD BLOCKING AT LINES OF SUPPORT AT FLOORS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS ® 12' O.C. UNLESS OTHERWISE NOTED IN THE SHEARWALL SCHEDULE. PLYWOOD WALL SHEATHING SHALL HAVE SOLID BLOCKING AT ALL EDGES. RECEIVED FILENUMBER: 1923 Sep 06 2024 CITY OF EDMONDS DEVELOPMENT SERVICES SHEET NUMBER DEPARTMENT S.1 tV O Z cn � Y V- w W � J J J� JI a, U CO 00 Q Q � a o N C 0 0 M E o co CU a, o o o O � o o r w ca o � � }' � C) L U Q Q a C]00 DATE: 08/19/2024 FILE NUMBER RECEIVED 1921 Sep 06 2024 DEVELOPMENT SOERvICES SHEET NUMBER: DE-ElMENT S.2 Sid in Joists Sheathin �lashin Top & Bottor� Deckin Joists o Joist Han er Min. ° 1-5/8" Min. Treated 5" Max. � 2x Ledger Min. o DTT1Z Lateral o Restraint Dou Flat Block 3�" LedgerLo predrilled with a rein, of 3"embedment 16d Galy Nalls, Typ, into solid framin Ledger Attachment Detail Flat Block Detail Corrosion resistant Beam splices must occur p, metal columFinst, over posts with AluMinuM Post Follow Manu 1�" minimum bearing 3-5/8" Deckln ��LedgerLoc 4 ea i 457 Min. "LedgerLoc op & Bottom, Typ, Bears Double 2x8 PT 4x4 Knee Brace Flat Block ressure treated WOOd post The guardrail system in CCRR-0202 (Shown) Joists has demonstrated the capacity to resist the design loadings specified in Section R301 of the 2 IRC when tested in accordance with ICC-ES Knee bracing required on posts greater than 4' in height. AC273 Post to Beam w/ Knee Brace Detail Aluminum Post Attachment Detail ®FORTEWEB• MEMBER REPORT PASSED `FORTEWEB" MEMBER REPORT Level, Floor: Drop Beam Level, Floor: Flush Beam 1 piece(s) 6 x 12 HF No.2 1 piece(s) 6 x 10 HF No.2 1 Overall Length 61' 6" Overall Length 28' 3" r 0 0 0 N 1 1 1 r 10' 1 U' 10' 10' 10, 10' 1' 12 7 1/2" 12' 7 1/2' 2' 0 0 ® © 0 0 2 3❑ Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6093 @ 10' 9" 12251 (5.50") Passed (50%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 2521 @ 51' 11 1/4" 5903 Passed (43%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -5938 @ 30' 9" 6819 Passed (87%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.092 @ 5' 6 5/16" 0.250 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.105 @ 5' 5 3/4" 0.500 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (21/480) and TL (21-1240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - HF 5.50" 5.50" 1.50" 407 2208 2615 Blocking 2 - Column - HF 5.50" 5.50" 2.74" 972 5121 6093 Blocking 3 - Column - HF 5.50" 5.50" 2.56" 828 48M 5712 Blocking 4 - Column - HF 5.50" 5.50" 2.64" 876 5008 5884 Blocking 5 - Column - HF 5.50" 5.50" 2.56" 828 4864 5712 Blocking 6 - Column - HF 5.50" 5.50" 2.74" 972 5121 1 6093 Blocking 7 - Column - HF 5.50" 5.50" 1 1.50" 1 407 2208 1 2615 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 61' 6" o/c Bottom Edge (Lu) 61' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments Width 0 - Self Weight (PLF) 0 to 61' 6" N/A 16.0 -- 1 - Uniform (PSF) 0 to 61' 6" (Top) 7 10.0 60.0 Default Load • Side bads are assumed to not Induce cross -grain tension. Member Length : 61' 6" System : Floor Member Type: Drop Beam Building Use: Residential Building Code: IBC 2021 Design Methodology: Aso Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to soww.weyerhaeusercom/woodproducts/ doament-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator Job Notes Tanner Bellows All Decks (206) 849-9324 tanner@alldedcs.com 8/14/2024 10:16:50 PM UTC ForteWEB 0.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: Johnson Page 1 / 1 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2944 @ 13' 7 1/2" 12251 (5.50") Passed (24%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1283 @ 14' 7 3/4" 4877 Passed (26%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -3695 @ 13' 7 1/2" 4654 Passed (79%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.147 @ 20' 2 9/16" 0.316 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.167 @ 20' 3 1/2" 0.631 Passed (L/906) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (U480) and TL (U240). • Overhang deflection criteria: LL (2U480) and TL (21,/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Column - HF 5.50" 5.50" 1 1.50" 360 1816 2176 Blocking 2 - Column - HF 5.50" 5.50" 1 1.50" 577 2367 2944 None 3 - Column - HF 5.50" 5.50" 1 1.50" 268 1175 1442 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 29 3" o/c Bottom Edge (Lu) 2V 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 28' 3" N/A 13.2 -- 1 - Uniform (PSF) 0 to 29 3" (Front) 2' 6" 10.0 60.0 Default Load 2 - Point (lb) 0 (Front) N/A 125 750 - • Side loads are assumed to not induce cross -grain tension. PASSED Member Length : 28' 3" System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology: Aso Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wow.weyerhaeuser.com/woodproducts/ document -library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator ]cab Notes Tanner Bellows All Decks (206) 849-9324 tanner@alldedcs.mm 8/15/2024 5:32:57 PM UTC .24, Data: V8.1.6.3 A File Name: Johnson Page 1 / 1 o O U 00 -1 z L? a 00 > Q O o 00 0) N C O Si E E -_ fi 110 0 O y o U � o O (d F w 0 N 'C Z -Z N O ¢ O O W f-. w O � F � F O Q(L) a� D- RECEIVE Sep 06 2024 CITV OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT DATE: 08/19/2024 FILE NUMBER: 1923 SHEET NUMBER S.3 2021 Washington State Residential Code (nZ 0 C/) — Y TABLE R507.6 MAXIMUM DECK JOIST SPANS TABLE R507.4 DECK POST HEIGHT W V J W ALLOWABLE JOIST SPAN a•c MAXIMUM CANTILEVERd•f TRIBUTARY AREA (sq.R�b Q (feet4nches) LOAD' (feet -inches) POST 20 40 60 80 100 120 140 160 LOADS (psf)f POST SPECIESc JOIST SPECIES" SIZE Joist spacing s Adjacent joist back spans SIZE" MAXIMUM DECK POST HEIGHT•' (inches) (feet) (feet -inches) J 12 16 24 4 6 8 10 12 14 16 is 4 x 4 14-0 10-10 8-7 7-0 5-8 4-1 NP NP 2 x 6 7-11 7-1 5-9 1-0 1-6 NP NP NP NP NP fl�- I I 4 x 6 14-0 13-10 11-1 9-5 8-2 7-3 6-4 5-4 J I Douglas fir-larche. 2.8 10-5 9-5 7-8 Hem-fiF 1-0 1$ 2-0 2-1 NP NP NP t`= Douglas fire, Hem-fu°, SPFe -- 6-6 14-0 14-0 14-014-0 14-0 13-3 I 10-9 I 6-11 2 x 10 133 11-0. 95 60 Live Load Spruce -pine -fire _ 1-0 1-0 � 2-0 2-0 2-8 NP NP P:'- _ 60 Live Load 8 x 8 74-0 14-0 14-0 14-0 14-0 14-0 1 14-0 14-0 I or 2 x 12 155 13-4 10-11 1-0 1-6�2-0 25 3-0 3-3 NP f,11 _ _ < 60 Ground Snow Load 4 x 4 14-0 10.3 7-0 NP I NP NP I NP NP E 70 Ground f 2 x 6 74 6-8 5-10 Redwood. _ 1-0 1-4 NP NP NP NP NP N` r r 4 x 6 14-0 13-0 10-6 84 5-10 NP NP NP Redwood Western cedars O CD U ,now Load Western cedars' 2.8 , M B-10 7-4 , 1-0 1-6 1-11 NP l NP I NP NP NF Ponderosa pine'. Red pine' 6.6 14-0 14-0 14-0 14-0 11-11 NP NP NP 4t 00 c�0 to Ponderosa pine' 2 x 10 124 11-0. 9-0 1-0 1-6 2-D 2-6 2-6 NP NP I - y14-0r 14-0 14-0 14-0 14-0 14-0 - -= " W N U LO _ Red pine' p _ _ z W O 2 * 12 14-9 12-9 10-5 1-0 1-6 2-0 2-6 3-0 3-0 N 00 O'1 TABLE R507.3.1 MINIMUM FOOTING SIZE FOR DECKS > — m TABLE R507.9.1.3(1) DECK LEDGER CONNECTION TO BAND JOIST j LOAD -BEARING VALUE OF SOILSa.c•d(pSf) CD O ON -CENTER SPACING OF FASTENERS" LIVE OR 2.0009 >_3,000- 00 C (2N1,600e — (inches) GROUND TRIBUTARY .. O Qj E _OAS- JOIST SPA N' SNOW AREA Side of Diameter of Side of Diameter of Side of Diameter of LL-1 C '12-inch diameter lag screw _1 (feet) t r2-inch diameter bolt !2-inch diameter bolt LOAD (ftz) square a round Thickness' square around Tickness' square around Thickness'N O with with with (Psf) footing footing (inches) footing footing (inches) footing footing (inches) rl � 0- W 1 12-inch maximum sheathing T a i2-inch maximum sheathing` 1-inch maximum sheathing I (inches) (inches) (inches) (inches) (inches) (inches) 22 36 35 5 7 3 6 7 8 6 7 8 6 16 31 26 20 I 12 14 6 11 13 6 9 10 6 10 13 60 Live Load or 25 21 � 40 18 20 6 15 17 6 12 14 6 I N 'C� O 70 Ground Snow Load 12 11 20 17 60 Live or 70 60 21 24 8 19 21 6 15 17 6 '� ix 00 14 9 --8 17 I 15 Ground Snow 80 25 28 9 21 I 24 8 18 20 6 01 F. O ¢, 16 15 1 13 - Load 100 28 31 11 24 27 9 20 22 7 w 13 7 13 11 120 30 34 12 26 30 10 21 1 24 8 vi N For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm,1 pound per square foot = 0.0479 kPa Interpolation allowed. Extrapolation is not allowed 140 33 37 13 28 32 11 23 26 9 _ 160 35 40 15 30 34 12 25 28 9 a �. O a. b. Ledgers shall be Flashed in accordance with Section R703 4 to prevent water from contacting the house bard joist. a Dead Load =10 psf. Snow load shall not be assumed to act concurrently with live load For SI: t inch = 25.4 mm,1 square foot = 0.0929 nI 1 pound per square foot = 0-0479 kPa- W d. The tip of the lag screw shall fully extend beyond the inside face of the band joist. a Interpolation permitted, extrapolation not permitted, e Sheathing shall be wood structural panel or solid sawn cumber b. Reserved. f Sheathing shall be permitted to be wood structural panel, gypsum board, fiberboard, lumber or foam sheathing. Up to '/_-inch thickness of stacked washers shall be permitted c. Footing dimensions shall allow complete bearing of the post to substitute for up to'/2 inch of allowable sheathing thickness where combined with wood structural panel or lumber sheathing d. If the support is a back or CMU pier, the footing shall have a minimum 2anch projection on all sides - e. Area, in square feet of deck surface supported by past and footings Minimum thickness shall only apply to plain concrete footings. R507.5 MAXIMUM DECK BEAM SPAN-60 PSF LIVE LOAD OR 70 PSF GROUND SNOW LOADd w EFFECTIVE DECK JOIST SPAN LENGTH (feet)-- i•i R507.3 Footings. T--I N BEAM SPECIII BEAM She 6 6 10 12 14 16 18 Decks shall be supported on concrete footings or other approved structural systems designed to accommodate all loads in accordance with i O MAXIMUM DECK BEAM SPAN LENGTH (feel -inches).' at Section R301. Deck footings shall be sized to carry the imposed loads from the deck structure to the ground as shown in Figure R507.3. a -- 1 -2 x 6 35 2-10 2-5 2-2 2-0 1-10 1-9 Exceptions: 1-2 x 8 4-7 3-8 3-2 2-10 2-7 1 2-5 2-4 1. Footings shall not be required for free-standing decks consisting of joists directly supported on grade over their entire length. 1-2 x 10 4-9 4-1 3-8 3-4 3-1 2-1t 2. Footings shall not be required for free-standing decks that meet all of the following criteria: 1-2 x 12 6-7 5-8 5-0 4-6 4-1 3-10 3-7 2.1. The joists bear directly on precast concrete pier blocks at grade without support by beams or posts. 2.2. The area of the deck does not exceed 200 square feet (18.6 m2). 2-2x6 12 4b Douglas fir -larch g 4-0 3-53.1� 2-10 2-7 2.3. The walking surface is not more than 20 inches (508 min) above grade at any paint within 36 inches (914 min) measured E IV E D Hem-fir9, 2-2 x 8 6-11 6-0 5-34-7 4-1 3-8 3-5horizontally from the edge. Sep 06 2024 S 2-2 x10 8-5 7-4 Spruce P p 6-6 5-10 5-2 4-99 4-5 _ -__- CITY OF EDMONDS 2-2 x 12 9-10 8-6 7-7 6-11 64 5-9 5d - MPHUFNCTUREO P06T CONNECTOR ERVII ES 3-2x6 " 5-7 5-0 4-7 4-2 3-9 I 35 Yi AUNOwReLE SOILS rveicncerRoor ]EVEIOPMENT DEPARTMENT 3 - 2 x 8 8$ 7-6 3-2x10 - 10-7 9-2 6-0 E1 " 5-0 4-7 8-2 7-6 6-11 6-4 I 5-10 _ DR�oE r',�z- DATEMile 3-2 x 12 12-4 10-8 9-7 8-9 8-1 7-7 7-1 4 08/19/2024 :`� FILE NUMBER L __ r•_J• F � E PE t TTaLE TRH FT LT ` N BOni�gRECREWS 1923 MNMUM Z OF EMBEDMENT .cRnvEr SHEET NUMBER //lad. SA A Nore YOSTSMUST a EOENTERE00NORINFOOTMO For SI: 1 inch = 25.4 min.