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APPROVED BLD2024-1307+Structural_Analysis_or_Calculations+11.1.2024_10.15.08_PM+4598324GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.) A. GENERAL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2021 EDITION, AS AMENDED BY LOCAL JURISDICTION. 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF HIMSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH TEMPORARY WORK AS REQUIRED. 4. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 7. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS & FOUNDATIONS, AND CONCRETE SLABS ARE REQUIRED PER IBC SECTION 109.3. 8. PRE -MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED AS NOTED PREVIOUSLY. B. DESIGN CRITERIA 1. DESIGN LOADS ROOF LIVE LOAD 25 PSF (SNOW) RESIDENTIAL LIVE LOAD 40 PSF ALLOWABLE SOIL PRESSURE 1,500 PSF AT V-6" DEPTH LATERAL EARTH PRESSURE 50 PCF PASSIVE PRESSURE 300 PCF COEFFICIENT OF FRICTION 0.4 C. RENOVATION DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IS EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS. SAW CUTTING, IF AND WHERE USED, SHALL NO CUT EXISTING REINFORCING THAT IS TO BE SAVED. A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. CORNERS SHALL NOT BE OVER CUT. B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS. C. SMALL ROUND OPENINGS SHALL E ACCOMPLISHED BY CORE DRILLING. D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DRILL AND EPDXY CONTRACTOR SHALL CHECK FOR DRY ROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE ENGINEER OR ARCHITECT. ABBREVIATIONS (THIS IS A COMPREHENSIVE LIST OF ABBREVIATIONS, SOME OF WHICH MAY NOT APPEAR ON THESE DRAWINGS.) AB ANCHOR BOLT CL CENTERLINE (E) ACI AMERICAN CONCRETE INSTITUTE CLR CLEAR EA ADDL ADDITIONAL CMU CONCRETE MASONRY UNIT EF ADJ ADJACENT COL COLUMN EL AFF ABOVE FINISHED FLOOR CONC CONCRETE ELEC AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONN CONNECTION, CONNECT ELEV ALT ALTERNATE CONSTR CONSTRUCTION EMB ANSI AMERICAN NATIONAL STANDARDS INSTITUTE CONT CONTINUOUS ENGR APA AMERICAN PLYWOOD ASSOCIATION CONTR CONTRACTOR EQ APPROX APPROXIMATE; APPROXIMATELY COORD COORDINATE EQUIP ARCH ARCHITECT; ARCHITECTURAL CID COMPLETE PENETRATION ES ASSY CSK COUNTERSINK; COUNTERSUNK EW ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS CTR CENTER EXP AWS AMERICAN WELDING SOCIETY CU FT CUBIC FOOT EXP JT CU IN CUBIC INCH EXT BD CY CUBIC YARD BLDG BUILDING FD BLKG BLOCKING d PENNY (NAILS) FDN BM DBL DOUBLE FF BMU BRICK MASONRY UNIT(S) DEPT DEPARTMENT FLR BOF BOTTOM OF SLAB DET DETAIL FLG BOS DIA DIAMETER (SEE SYMBOLS) FOC BOT BOTTOM DIAG DIAGONAL FOM BRG BEARING DIAPH DIAPHRAGM FOS BEAM DICA DRILLED -IN CONCRETE ANCHOR FS C STANDARD CHANNEL DIM DIMENSION FT CG CENTER OF GRAVITY DN DOWN FTG CGS CENTER OF GRAVITY OF STRANDS DO DITTO CIP CAST -IN -PLACE DWG DRAWING GA CJ CONSTRUCTION JOINT/CONTROL JOINT DWL DOWELS GALV D. FOUNDATION 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH INTERFACE WITH SOIL. 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED. 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. E. CONCRETE 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-19 2. CONCRETE FOR FOOTINGS AND SLABS -ON -GRADE SHALL CONFORM TO A 28- DAY STRENGTH OF fc = 2500 PSI, SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. CONCRETE EXPOSED TO EARTH OR WEATHER SHALL HAVE A 28-DAY STRENGTH OF f'c = 3000 psi. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACEMENT OF CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATES, WATER AND ADMIXTURES AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. CONTRACTOR MAINTAINS RESPONSIBILITY FOR SPECIFIED PERFORMANCE OF CONCRETE PRODUCTS. ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO IBC SECTION 1904.2. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. NO ADMIXTURES, OTHER THAN FOR AIR -ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE POURED MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED BY THE ENGINEER PRIOR TO PLACEMENT. 3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID -DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 4. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-02. LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.5. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.5. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 5. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: DEVELOPMENT LENGTH 48 BAR DIAM. DEVELOPMENT LENGTH, top bar* 64 BAR DIAM. LAP SPLICE LENGTH 64 BAR DIAM. LAP SPLICE LENGTH, top bar* 80 BAR DIAM. *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. 6. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER 2" SLABS AND WALLS (INTERIOR FACE) 1 112" 7. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS #4 @ 16" HORIZ. #4 @ 18" VERTICAL 1 CURTAIN @ CENTER 8" WALLS #5 @ 18" HORIZ. #5 @ 18" VERTICAL 1 CURTAIN @ CENTER 8. EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH SIMPSON SET ADHESIVE BY SIMPSON STRONG TIE, PER ER-5729, FOLLOWING MANUFACTURER'S INSTALLATION INSTRUCTIONS EXISTING GL EACH GWB EACH FACE GYP ELEVATION ELECTRICAL HDR ELEVATOR HNG EMBED, EMBEDDED, EMBEDMENT HORIZ ENGINEER HP EQUAL HS EQUIPMENT HT EACH SIDE EACH WAY ID EXPANSION; EXPOSED IF EXPANSION JOINT IN EXTERIOR INCL INFO FLOOR DRAIN INT FOUNDATION FAR FACE, FINISHED FLOOR JT FLOOR; FLOOR LINE FLANGE K FACE OF CONCRETE KO FACE OF MASONRY KSI FACE OF STUD FULL SIZE; FAR SIDE LAB FEET; FOOT LB FOOTING LF LLBB GAUGE LLH GALVANIZED LLV F. CARPENTRY 1. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD A190.1. EACH MEMBER SHALL BEAR AN AITC OR APA EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv = 240 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: MEMBER SIZE SPECIES GRADE MIN. BASIC DESIGN STRESS JOISTS AND RAFTERS: 2x-3x DF #2 Fb = 875 PSI JOISTS AND RAFTERS: 4x DF #1 Fb = 1000 PSI BEAMS AND STRINGERS: 6x-LRGR. DF #1 Fb = 1350 PSI POSTS AND TIMBERS 6x-LRGR. DF #1 Fc = 1000 PSI TOP AND BOTTOM PLATE AT SHEARWALLS & BEARING WALLS: DF #2 Fb = 1000 PSI STUDS, PLATES, & MISC. LIGHT FRAMING: DF #2 Fb = 875 PSI ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE -DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE -GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST MacMILLAN OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF NER "NATIONAL EVALUATION REPORTS" EQUIVALENT TO NER 292 FOR PARALLEL STRAND LUMBER (PSL), OR NER-481 FOR LAMINATED STRAND LUMBER (LSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS FOLLOWS: PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI 4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION, "INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: ROOF: 19/32" THICK, 32/16, (OR 5/8" THICK, 32/16) WALLS: 15/32" THICK, 32/16, (OR 1/2" THICK, 24/0) FLOORS: 23/32" (OR 3/4") THICK, TONGUE & GROOVE, 48/24 UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d NAILS @ 6"oc TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND @ 12"oc (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS @ 16"oc AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS AND SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 10d @ 6"oc, NAIL WITH 10d @ 12"oc AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. 5. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE HOT DIP GALVANIZED, INCLUDING WASHERS, NAILS, SCREWS, AND SIMPSON STRONG -TIE HANGERS, STRAPS, AND PLATES, AND BOLTS LESS THAN 1/2" DIAMETER. 6. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, SAN LEANDRO, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. STRUCTURAL CONNECTORS ALL STRUCTURAL CONNECTORS TO BE BY SIMPSON STRONG TIE OR EQUAL. USE ZMAX/HDG HOT DIPPED GALVANIZED OR STAINLESS STEEL CONNECTORS AS A MINIMUM. USE FASTENERS GALVANIZED PER ASTM A153. ALL PRESSURE TRATED LUMBER USED SHALL BE COMPATIBLE WITH ZMAX GALV. CONNECTORES, RE: SIMPSON STRONG -TIE CORROSION INFORMATION. GLUE -LAMINATED LOC LOCATION OPP OPPOSITE STL STEEL GYPSUM WALL BOARD LONGIT LONGITUDINAL OSB ORIENTED STRAND BOARD STRUCT STRUCTURAL GYPSUM LSL LONG SLOTTED HOLE SYM SYMMETRICAL LVL LAMINATED VENEER LUMBER PAR PARALLEL HEADER LWC LIGHT WEIGHT CONCRETE PERP PERPENDICULAR T TOP HANGER PL PLATE T&B TOP AND BOTTOM HORIZONTAL M MISC SHAPE PLWD PLYWOOD T&G TONGUE AND GROOVE HP SHAPE MAS MASONRY PREFAB PREFABRICATED TEMP TEMPERATURE HIGH STRENGTH MATL MATERIAL PROP PROPERTY THK THICKNESS HEIGHT MAX MAXIMUM PSF POUNDS PER SQUARE FOOT THRU THROUGH MECH MECHANICAL PSI POUNDS PER SQUARE INCH TOB TOP OF BEAM INSIDE DIAMETER MFR MANUFACTURER PSL PARALLEL STRAND LUMBER TOC TOP OF CONCRETE; TOP OF CURB INSIDE FACE MIN MINIMUM; MINUTE PT POST TENSION TOF TOP OF FOOTING INCH MISC MISCELLANEOUS TOL TOP OF LEDGER INCLUDE; INCLUDING; INCLUSIVE MO MASONRY OPENING RD ROOF DRAIN TOM TOP OF MASONRY INFORMATION REF REFERENCE TOS TOP OF STEEL, TOP OF STRUCTURE INTERIOR (N) NEW REINF REINFORCE; REINFORCING TOW TOP OF WALL N NORTH REQ'D REQUIRED TS TUBING, STRUCTURAL JOINT NF NEAR FACE RO ROUGH OPENING TYP TYPICAL NFPA NATIONAL FOREST PRODUCTS ASSOC KIP = 1000 POUNDS NIC NOT IN CONTRACT SCHED SCHEDULE UBC UNIFORM BUILDING CODE KNOCK -OUT NOM NOMINAL SEC SECTION UL UNDERWRITER'S LABORATORY, INC. KIPS PER SQUARE INCH NS NEAR SIDE SHT SHEET LINO UNLESS NOTED OTHERWISE NTS NOT TO SCALE SHTG SHEATHING; SHEETING URM UNREINFORCED MASONRY LABORATORY SIM SIMILAR UT ULTRA -SONIC TEST POUND oc ON CENTER SPA SPACING, SPACE, SPACES LINEAL FOOT OD OUTSIDE DIAMETER SPEC SPECIFICATION VERT VERTICAL LONG LEGS BACK-TO-BACK OF OUTSIDE FACE SQ SQUARE LONG LEGS HORIZONTAL OH OPPOSITE HAND STD STANDARD W WIDE FLANGE LONG LEGS VERTICAL OPNG OPENING STIFF STIFFENER WP WORK POINT WWF WELDED WIRE FABRIC 7. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 7.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. 7.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ 16"oc AT INTERIOR WALLS AND 2x6 STUDS @ 16" AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND UNDER THE ENDS OF ALL BEAMS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 8' IN HEIGHT. ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 4'-0"oc, EMBEDED 7", LINO REFER TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. 7.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING @ 8'-0"oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH HU-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE -NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d SPIKES @ 24"oc STAGGERED. 7.4 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED 8d = .131 DIAMETER x 2-1/2" MINIMUM LENGTH 10d = .131 DIAMETER x 3" MINIMUM LENGTHTO 16d = .131 DIAMETER x 3-1/2" MINIMUM LENGTH HAND NAILING - SINKERS, COATED 8d = 11-1/2 GAGE x 2-3/8" 10d = 11 GAGE x 2-7/8" 16d = 9 GAGE x 3-1/4" SPECIAL CONDITIONS CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN THE FIELD. OBTAIN OWNERS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. = The following documentation shall be available on site for the building inspector: • Fxj 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 • 1 BLD2024-1307 SYMBOLS ■ COLUMN CONTINUOUS & AND @ AT ❑ COLUMN BELOW 1 SECTIONS BEAM CAMBER S100 CENTERLINE 0 DIAMETER; ROUND �o�+ Qua+# /4101 NUMBER; POUND 5 SIMPSON STRONG -TIE HOLDOWN m L SQUARE STRUCTURALANGLE JL DOUBLE ANGLE �SIMPSON STRAP PLATE V 4� z LU .� >� Q 00 � Q Cfl W00 'L 00 C: 0-) L Lo O (.0 M W (n CV z N O 00 U) Q 0-) co Q w J w Q CV 0 z z Q 00 Q W LU RECEIVED Nov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES �^^ DEPARTMENT v! W O z J Q Ill z W 0 REVISIONS: CADD FILE: 24126 DATE: 10-30-2024 DRAWN: M. H. CHECKED: C. BURT S0.1 2`- �j (E) BEAM w/ WALL INF II�L� — Ililll � - - (E) RAFTEICE N s? 3x5 (E) RAFTER BRACE j � � if o __2 ---- -------- ---- 00 N ao 00 N LLI avt Oast ' PARTIAL ROOF FRAMING PLAN 314 1'_ pr demo wall replace with beam .VVVV7IDEMO NON LOAN BEARING NOTE: , p FLOOR FRAMING NOT SHOWN BEAM IT (E) FOOTING TYP ' 0 :Z. a 'k D _dlA/S2.1g. oo F2.0 24 i EAM m I F-----'3-=---Orr PARTIAL FOUNDATION PLAN Q NOTES: 1.) DO NOT SCALE DRAWINGS. 2.) VERIFY ALL DIMENSIONS INFIELD. 3.) ALL POSTS THIS LEVEL 4X4 U.N.O. 17777757577, DEMO NON LOAD BEARING WALL FOOTING SCHEDULE MARK SIZE REINFORCEMENT (BOT. EA. WAY) (TOP EA. WAY) F 1.5 V-6" x V-6" x 8" 2 #4 --- F2.0 2'-0" x 2'-0" x 10" 3 #4 --- F2.5 2'-6" x 2'-6" x 10" 4 #4 --- NOTES: 1.) CENTER ALL FOOTINGS ON COLUMN AND WALL TYPICAL, U.N.O. 2.) AT LOCATIONS WHERE FOOTINGS ARE SHOWN SHARING A COMMON BEARING AREA, CAST MONOLITHICALLY w/ INDIVIDUAL REINFORCING PER SCHEDULE & OVERLAP AS REQUIRED. U 7 4� z CY) w CM V_ Q 00 C: Cu Q (0 00 O L M W 00 I= c) (n N Z N O 00 0. vJ Q W J � cli Q N 0 z � z Q 0 G7 W RECEIVED Nov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES Z DEPARTMENT a J 0- z O Q 0 z D O LL REVISIONS: CADD FILE: 24126 DATE: 10-30-2024 DRAWN: M. H. CHECKED: C. BURT FOOTING SIZE AND REINF. PER PLAN, SCHEDULE EQ. SIMPS N PB SERIES OR EQUAL POST PER PLAN EQ. O U co a .. a ° Lu II It I it I- PER PLAN AND SCHEDULE TYPICAL INT. POST FOOTING SECTION SECTION SECTION 3/4" = 1'-01, 3/4" = 1'-01, JOISTS PER PLAN SIMP 'U' FACE HAN OR SIMP 'JB' TOP FLANGE HANGER Li I BLOCK BETWEEN JOISTS (2) 16d l EA BLOI BEAM PLlx I L/ 11 BEAM / JOIST CONNECTION SECTION SECTION SECTION I rz -) FLOOR TRUCTURE ) JOIST :R PLAN 3/4" = 1'-01, 3/4" = 1'-01, SECTION SECTION SECTION 3/4" = 1'-01, 3/4" = 1'-01, SECTION SECTION 3/4" = 1'-01, 3/4" = 1'-01, U 4� z wM -- >� Q 00 � Q Cfl W 00 00 �� L Lo O M W 00U)N z N O Q Lu �00 U)rn J Q C-4 N u r) z z J W CEIVED Ov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT U w U) z O Q r) z D O H REVISIONS: CADD FILE: 24126 DATE: 10-30-2024 DRAWN: M. H. CHECKED: C. BURT 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" S2,1 FULL HEIGHT STUD, TYP. BEAM PER PLAN O z a U 0 9 U) 0 U) N WINDOW SILL 2- 2x BEARING STUDS, TYP. U.N.O. SEE PLANS I n 2x SIL PLAN: SCHE L D PLATE & SHE, JLE SEE ARWALL TYPICAL STUD FRAMING DETAIL OPENING SECTION HEADER PER PLAN TYPICAL SINGLE TRIMMER STUD. MULTIPLE TRIMMER STUDS WHERE REQUIRED PER PLAN OR PER NOTES/SPECIFIC DETAIL STAGGER TOP PLATE 4'-0" MIN. TYPICAL TYPICAL STUDS PER PLAN/DETAIL 3- 16d SINGLE FULL HEIGHT KING STUD. MULTIPLE KING STUDS WHERE REQ'D. PER PLAN TYPICAL HEADER SUPPORT DETAIL SECTION 3/4" = 1'-0" �� 3/4" = 1'-0" 2x4 STUDS 2x6 STUDS 2x4 PLATE 2x6 PLATE (2)- 2x HEADER (3)- 2x HEADER SPIKE EACH PIECE w/ (2)- ROWS 16d SINKERS @ 12"oc, STAGGERED, TYP. 1/2" PLYWOOD FILLER 1/2" PLYWOOD FILLER, TYP. 3 1/2" 5 4x HEADER, 6x HEADER, PER PLAN PER PLAN TYPICAL HEADER SECTIONS SECTION STRAP PER PLAN SW END STUDS PER STRAP PER PLAN SW END STUDS PER PLAN & HD SCHEDULE BEAM PER PLAN. PLAN & HD SCHEDULE PANEL EDGE NAILING PANEL EDGE NAILING PANEL EDGE NAILING PANEL EDGE NAILING PERPENDICULAR NOT PER SHEAR WALL SW END STUDS PER PER SHEAR WALL PER SHEAR WALL SW END STUDS PER PER SHEAR WALL SHOWN FOR CLARITY SCHEDULE PLAN & HD SCHEDULE SCHEDULE HD PER PLAN SCHEDULE PLAN & HD SCHEDULE SCHEDULE HD PER PLAN O O WALL STUDS & PROVIDE NAIL/CLIPS & WALL STUDS & PROVIDE NAIL/CLIPS & WALL STUDS & PROVIDE NAIL/CLIPS & WALL STUDS & PROVIDE NAIL/CLIPS & SHEATHING SPACING PER PLATE SHEATHING SPACING PER PLATE SHEATHING SPACING PER PLATE SHEATHING SPACING PER PLATE PER PLAN ATTACHMENT ON SW PER PLAN ATTACHMENT ON SW PER PLAN ATTACHMENT ON SW PER PLAN ATTACHMENT ON SW SCHEDULE, STAGGER NAILS SCHEDULE, STAGGER NAILS SCHEDULE, STAGGER NAILS SCHEDULE, STAGGER NAILS SIMPSON CCQ/ECCQ - PLAN - INTERSECTION AT STRAP L/3 NOTCHES PERMITTED wry D/3 O O a v a 0 � L PLAN - INTERSECTION AT HDU PLAN - CORNER AT STRAP TYPICAL SHEAR WALL CORNERS & INTERSECTIONS SECTION (MIN. DISTANCE FROM EDGE OF HOLE TO INSIDE FACE OF SUPPORT) HOLE SIZE 2" 3" 4" 6" MIN. DISTANCE 1'-0" 2'-0" L/3 NOTCHES PERMITTED , 4"0 & 6"0 HOLES FOR VENTING DUCTS (LARGE SIZE HOLES). REFER TO ARCH. FOR VENTING PLAN TYP. HOLES 0 �2x0OF LARGER HOLE HOLE PERMITTED WALL OR SUPPORT D/3 .I TYPICAL HOLE SIZE SHALL NOT EXCEED 6". NO MORE THAN(1) 6"0 HOLE IS ALLOWED IN EACH SPAN. ALLOWABLE CUTTING IN LSL,LVL, OR PSL MEMBERS SECTION 3/4" = 1'-0" 3/4" = V-0" PLAN - CORNER AT HDU 3/4" = 1'-0" PLAN BEAM TO WOOD POST CONNECTION SECTION 3/4" = 1'-0" 8- 16d NAILS EA. SIDE OF SPLICE (NO BOT. SPLICE IN THIS AREA) 16d @ 12"oc 4'-0" 4'-0" 16d @ 12"oc STAGGER TYP. MIN. MIN. STAGGER TYP. PLAN TOP PLATE SPLICE AT STUD CENTERLINE, TYP. 2- 16d EA SIDE OF BOTTOM PLATE SPLICE BOTTOM PLATE SPLICE AT STUD CENTERLINE, TYP. EXISTING STUD WALL TOP PLATE SPLICE SECTION EXTRA STUDS AS SHOWN, SEE PLAN FOR ADDITIONAL POSTS AND TYPICAL POSTS UNDER BM. CROSS WALL NAIL STUD TOGETHER w/16d @ 12"oc TYP. 3/4" = V-0" EDGE NAILING PER SHEARWF SCHEDULE,TY THRU WALL 2- STUDS AT E, HOLDDOWN M PLAN FOR FOF ADDITIONAL P( AND TYPICAL F UNDER BEAM CROSS WALL PLAN CORNER PLAN TYPICAL WALL INTERSECTION SECTION 1 1 /2" 0 L3 1 /4"0 1 1 /2"0 2 1 /4"0 MAX. HOLE SINGLE STUDS MAX. HOLE MAX. HOLE MAX. HOLE ® (NO REINFORC ® NO ® REQUIRED)ING REQUOECING 3/4" MIN. 3/4" MIN. 1 1/2" MIN. °p EA. SIDE 1 1/2" MIN. EA. SIDE EA. SIDE EA. SIDE 3/4" MAX. 1 1 /4" MAX.�� 2 1 /8"0 3 1 /4"0 MAX. HOLE MAX. HOLE STRAP REINFORCING 5/8" MIN. PSPN516Z 1" MIN. EA. SIDE STRAP EA. SIDE 2x4 PLATES 2x6 PLATES ALLOWABLE HOLES THROUGH TOP PLATES SECTION NOTES: 3/4" = 1'-0" 1) AT BOTTOM PLATES, FOLLOW GUIDELINES SHOWN, EXCEPT USE CS16X2'-0" STRAP 2x4 STUDS (3x4 SIM.) 2x6 STUDS (3x6 SIM.) ALLOWABLE NOTCHES IN STUDS SECTION NOTES: 3/4" = 1'-0" 1) NOTCHES SHALL NOT OCCUR IN MORE THAN (2) SUCCESSIVE STUDS 2 1 /8"0 MAX. HOLE 5/8" MIN. EA. SIDE DOUBLE STUDS (NO MORE THAN (2) SUCCESSIVE STUDS MAY BE BORED) 2x4 STUDS (3x4 SIM.) 3 1 /4"0 MAX. HOLE 1" MIN. i EA. SIDE 2x6 STUDS (3x6 SIM.) ALLOWABLE HOLES THROUGH STUDS SECTION NOTES: 3/4" = 1'-0" 1) NOTCHES SHALL NOT OCCUR IN MORE THAN (2) SUCCESSIVE STUDS 3/4" = V-0" U 4� z wM -- Q00 Wco .� o0 a) 1? -+ —a c: 0-) O "(6 CO L L0 O M W �WN z N O w �co u) Q J Q N U) 0 z z J co CO w RECEIVED Nov 05 2024 r /CITY OF EDMONDS ELOPMENT SERVICES Z DEPARTMENT O U w �U) V Cz G < 0 LL S3.1 BURT ENGINEERING Structural Calculations VTL Salon Alteration 8311 212th St SW Edmonds, WA 98026 BE Project # 24126 October 28, 2024 2021 International Building Code 18530 MERIDIAN AVE N. SHORELINE, WA 98133 RECEIVED Nov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BURT STRUCTURAL ENGINEERING ENGINEERING BUILDING CODE CONSULTING PROJECT V 1Tt, 5karJ PROJECT # ?-'l la DATE 10'07Z SUBJECT U c' SHEET OF F T)WtVV�l�-� 50 -24 BY CP3 S Cc, P F, : CD A/',5-rPv- c4` f-7-kTwv5 7v (0) Rvut Q & . v✓A-u t ( ,vt ve t./ F-�A.vl 01-- UI M� 1,t9"5 PF—�I— 2,.07/t c6C w p51— 5Ot t, = Isv 0 �'7(- RECEIVED Nov O5 2024 Vtl Hair salon 1 of 2 BURT STRUCTURAL ENGINEERING ENGINEERING BUILDING CODE CONSULTING PROJECT V ITL ,;Aia4 PROJECT #7-4 17,� DATE 10'Z7 Z SUBJECT � I l7/ 5,7- !�, LAJ SHEET Z OF Z Dmo (V D S, I" �� 2 � BY C i3 F�-Il ulc/UG: �j� J�L�' T �, G u,� �z�l Z �,� F -V `1 OF WAM N off; AL4A7 ZV ' IJOrbr s4lA - � pcg5' RECEIVED Nov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES PFPADTMEDT Vtl Hair salon 2 of 2 Project Title: Engineer: Project ID: Project Descr: Wood Beam RECEIVED Nov 05 2024 E Dlry OF EDMONDs DES VE ^ SERVICES Project File: vtl salon.ec6 LIC# : KW-06014812, Build:20.24.09.03 BURT ENGINEERING PLLC (c) ENERCALC, LLC 1982-2024 DESCRIPTION: roof beam CODE REFERENCES Calculations per NDS 2018, IBC 2021, SDPWS 2021 Load Combination Set: ASCE 7-22 / IBC 2024 (L<=100psf) Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination ASCE 7-22 / IBC 2024 (L-100psf) Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling f 1 3.5x12 Span = 15.0 ft 2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 14.0 ft, (roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.662 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 3.5x12 Section used for this span 3.5x12 fb: Actual = 1,828.13 psi fv: Actual = 105.86 psi Fb = 2,760.00 psi F'v = 304.75 psi Load Combination +D+0.70S Load Combination +D+0.70S Location of maximum on span = 7.500ft Location of maximum on span = 14.015ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.442 in Ratio = 407 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.575 in Ratio = 313 -180 Span: 1 : +D+0.70S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.391 0.205 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.91 843.8 2,160.0 1.37 48.9 238.5 +D+0.70S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.662 0.347 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 12.80 1,828.1 2,760.0 2.96 105.9 304.8 +D+0.5250S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.573 0.301 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 11.07 1,582.0 2,760.0 2.57 91.6 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.132 0.069 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.54 506.3 3,840.0 0.82 29.3 424.0 +D+0.10S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.256 0.134 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 6.89 984.4 3,840.0 1.60 57.0 424.0 Project Title: Engineer: Project ID: Project Descr: RECEIVED Nov 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Wood Beam Project File: vtl salon.ec6 LIC# : KW-06014812, Build:20.24.09.03 BURT ENGINEERING PLLC (c) ENERCALC, LLC 1982-2024 DESCRIPTION: roof beam Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+^ Defl Location in Span +D+0.70S 1 0.5746 7.555 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.2652 in 7.555 ft 0.0000 in 0.000 ft +D+0.70S 1 0.5746 in 7.555 ft 0.0000 in 0.000 ft +D+0.5250S 1 0.4973 in 7.555 ft 0.0000 in 0.000 ft +0.60D 1 0.1591 in 7.555 ft 0.0000 in 0.000 ft +D+0.10S 1 0.3094 in 7.555 ft 0.0000 in 0.000 ft S Only 1 0.4420 in 7.555 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.413 3.413 Max Upward from Load Combinations 3.413 3.413 Max Upward from Load Cases 2.625 2.625 D Only 1.575 1.575 +D+0.70S 3.413 3.413 +D+0.5250S 2.953 2.953 +0.60D 0.945 0.945 +D+0.10S 1.838 1.838 S Only 2.625 2.625