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REVIEWED BLD RESUB1 BLD2024-0235+Structural_Plan+6.30.2024_10.51.35_AM+4350980STRUCTURAL NOTES C GI (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF DECK 25 PSF (INCLUDES 1 1/2" LW CONCRETE TOPPING) LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 PSF EARTHQUAKE LOADS: E DIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8. Q SITE CLASS D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.298 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.459 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (Sps) 0.865 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (Spi) 0.563 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IE) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.0 SEISMIC RESPONSE COEFFICIENT (CS) 0.133 W =TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2. BASE SHEAR (V), V = CSW = RD I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 97 MPH EXPOSURE B KZT 1.23 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. STEEL CONSTRUCTION -SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.2. FREQUENCY AND DISTRIBUTION OF REPORTS -INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS STRUCTURAL STEEL FABRICATION &ERECTION X SHOP &FIELD WELDING SINGLE PASS FILLET WELDS <_ 5/16" X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. PREMANUFACTURED WOOD TRUSSES 2. PREMANUFACTURED METAL BRIDGE 3. STRUCTURAL STEEL 4. DECK GUARD RAILS 5. ELEVATOR SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BYTHE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED &SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. DEFERRED APPROVAL ITEMS SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. DEFERRED SUBMITTALS SHALL BE STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. 1. PREMANUFACTURED WOOD TRUSSES 2. PREMANUFACTURED METAL BRIDGE 3. DECK GUARD RAILS 4. ELEVATOR FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: PREPARED BY: COBALT GEOSCIENCES DATED: FEBRUARY 18, 2023 ALLOWABLE SOIL PRESSURE: 2500 PSF LATERAL EARTH PRESSURE: AT -REST: 55 PCF ACTIVE: 35 PCF SEISMIC (AT -REST): 14H SEISMIC (ACTIVE): 7H PASSIVE: 250 PCF COEFFICIENT OF FRICTION: 0.4 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BYTHE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BYTHE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c* WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 4000 PSI 0.55 5 1/2 SACK N/A WALLS 4000 PSI 0.45 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BEAIR-ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. *PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f'c = 2500 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS gARS ALL BARS TOP BARS gARS ALL BARS #3 24 18 9 30 23 12 #4 31 24 12 41 31 15 #5 39 30 15 51 39 19 #6 47 36 18 61 47 23 #7 68 53 21 89 68 27 #8 78 60 24 102 78 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER 2" #5 BARS AND SMALLER 1 1/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 3/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BYTHE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND H001<. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BYTHE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 I<SI. PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE C, RECTANGULAR/SQUARE Fy = 50 KSI, ROUND Fy = 46 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"� MINIMUM, UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED. WELDING WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 850 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS HEM -FIR #2 850 - ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BYTHE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: NAIL SHANK � MIN LENGTH 8d COMMON 0.131Q1 2 1/2" SHANK 10d COMMON 0.148Q1 3" SHANK 12d COMMON 0.148Q� 3 1/4" SHANK 16d COMMON 0.162Q1 3 1/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"� x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANI<AND THREADED PORTIONS PER NDS 12.1.4.2. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BYTHE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA-C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X G185 X X X X X X HDG X X X X X X STT300 X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG =HOT DIP GALVANIZED SST300 =TYPE 316E STAINLESS STEEL RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.5. TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEETTHE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv (PSI Fc (PSI) RIMS &BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 - BEAMS &POSTS LVL 2.0E 2,600 285 2,510 BEAMS (d >_ 9 1/2") PSL 2.0E 2,900 290 - TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. WOOD I -JOISTS, MANUFACTURED BY WEYERHAEUSER CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. ALL I -JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS OR WOOD LEDGERS WITH SIMPSON IDS, ITS, OR MIT HANGERS. PROVIDE WEB STIFFENERS AS REQUIRED. PRE -MANUFACTURED WOOD TRUSSES WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS, REFER TO THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING LISTED IN THE DESIGN LOAD SECTION, ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF. TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. IN ADDITION TO THEIR SELF WEIGHT, ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 5 PSF AND A BOTTOM CHORD DEAD LOAD OF 10 PSF ACTING SIMULTANEOUSLY. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS, OR L/240 FOR TOTAL LOADS. ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1MoT�' � og wAs�+ a ORAL 1< ONAL w N J z Q O H � H N Z � w O m � � c�H Z _ � w U � � W w O � a U � � W � � Q O N � � � O O 06/ 2�l 2� Y (Y Q DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 W � � U w N Z U O LLJ Q 0 J � � Q � � J � Z U o0 O m O � (� OO W SHEET: S1.1 V W O Z Q LL U �� LL '� V C G STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) TYPICAL FRAMING NOTES 1. BEARING WALL FRAMING 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO. REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR &WINDOW HEADERS NOT CALLED OUT ON THE PLANS. HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO. COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. 2. WALL BASE PLATE ON CONCRETE WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6'-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3" POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED ON PLANS AND DETAILS. 4. DIAPHRAGM NAILING ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. 6. GYPSUM WALLBOARD NAILING ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS OR N0. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE WALL. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND CIVIL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. 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. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. LEGEN D DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING EXTENT OF FRAMING COLUMNS COLUMN BEARING ON BEAM BEAM CONTINUOUS OVER SUPPORT CONCRETE WALL � � NATIVE SOIL GRANULAR FILL STRUCTURAL STEEL RATED SHEATHING SHEAR WALL (SEE SCHEDULE) ���—���=���=���=��� = _ _ _ _ P �'0 SWX G� COLUMN MARK (SEE SCHEDULE) BEARING STUD WALL NON -BEARING STUD WALL BEARING STUD SHEAR WALL NON -BEARING STUD SHEAR WALL FOOTING MARK (SEE SCHEDULE) HOEDOWN MARK (SEE SCHEDULE) HANGER MARK (SEE SCHEDULE) FLAG NOTE (SEE PLAN NOTES) O O � CMU WALL STEEL MOMENT FRAME CONN. �/� �V ABBREVIATIONS (A) ABOVE ANCHOR BOLT ALTERNATE HORIZ HORIZONTAL AB KP KING POST KIPS PER SQUARE INCH ALT KSI ARCH ARCHITECT (B) BELOW BLKG BLOCKING MECH MECHANICAL MOMENT FRAME MF NS NEAR SIDE BM BEAM BOTTOM OC ON CENTER BOT OPP OPPOSITE PLATE PLACES POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT BTWN BETWEEN COMPLETE JOINT PENETRATION PL CJP PLCS CLR CLEAR CMU CONCRETE MASONRY UNIT PSI PSF COL COLUMN P/T POST TENSIONED CONC CONCRETE CONNECTION PT PRESSURE TREATED CONN REINF REINFORCING CONT CONTINUOUS REQ'D REQUIRED DBL DOUBLE DET DETAIL SCHED SCHEDULE SIM SIMILAR DIM DIMENSION EACH SOG SLAB ON GRADE STD STANDARD EA ELEV ELEVATION SW SHEAR WALL EXIST EXISTING TOC TOP OF CONCRETE EXP EXPANSION FLR FLOOR TOS TOP OF STEEL TOW TOP OF WALL TYP TYPICAL UNO UNLESS NOTED OTHERWISE FDN FOUNDATION FOOTING FAR SIDE FULL HEIGHT GLUE -LAMINATED BEAM FTG FS VFY VERIFY FH VIF VERIFY IN FIELD GLB VERT VERTICAL 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1MoT�' ���� og 1VA,S�+ � �� 46548 ONAL w N J z Q O H � H N Z � w O m � H � can Z _ � w U � � W w O � a U � � W � � Q O N � � � O O .� 06/ 2�l 2� DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 W � � U w N Z U O W Q � 0 J � � � Q � 2 H � � � l.� 00 0 J � Z U o0 O m O � � rn o cry oo w SHEET: V �..I..� O Z Q U (/) S1.2 � J 5'-0" x 1'-6" x 0'-10" DEEP FOOTING W/ #4 BARS @ 12" OC. BRIDGE ATTACHMENT ENCINEER111rlC TO FOOTING BY OTHERS EDMONDS, WASHINGTON 98020 CONTRACTOR TO COORDINATE � J 2 1 PHONE (425) 778-8500 FTG LOCATION &ELEVATION 54.2 54.2 FAX (425) 778-5536 W/ CIVIL DWGS &BRIDGE MFR RW r- I I I I I I I I I I I I I I I I Ir---------------i �----------------------------------------� r--------------, �-------------------------, I I I I I I I I I I I I II I I g I I 2 I I ' I I I F1C I I I 54.1 I I I 54.2 I I I I I I I I I II I I g I I I j � I � j I 54.1 I I F1C I I I I � I I I I I I I 1 �Z�IIOTHy RW � � I I I I I � I � I 54.2 c�' og 1VAS�1�� I I I I I I _ i � � I I i ���w ��, I I I I I I I I � I I � I I I I I I I I I I I I I I I I I I I I I � F2 � � F1C E- -� rJ � I � F1C I I �� C�„_ 6548 1 I I i---i I �- --J I I I I �-----------�_-------- -J I �,s L� '� ------------------- ONAL I I I I I I■ I �� � I r-----------------------� I I I � ---- ----, r----------- ---1 _ I I I E-----� L--_--J I I I I 06/2%/2� � -, CONTRACTOR TO COORDINATE � I � F3 F3 j I I 11 I I I I I I FTG LOCATION &ELEVATION I I I I I I 54.1 I I I I W/ CIVIL DWGS &BRIDGE MFR I I I I I I I I I I ANCHOR POST TO I F1C I F2 I � I I I I I I TOP OF CONC WALL I I I I I J I r-------------------z----- I I I I I I I W/ ABU POST BASES I I ----- I I I I I I I � I I I � i--------- �---- z---� I I ------------- --- I I L--J 5'-0" x 1'-6" x 1'-6" DEEP I I I F1C I I FOOTING W/ #4 BARS @ 12" I I �---� FZ � � I I 3 I I RW OC. BRIDGE ATTACHMENT I I I I I I � I 54.2 I I TO FOOTING BY OTHERS I ■ I I IIVnIIII I I I I I I I w I I I u I I I SLAB ON GRADE I I I I TO SLAB I I J N L T___J L___J 5411 ELEV= 334.0' � � I � ELEV= 334.0' I I � O I I I I I I I F- � I I I I I I I I w I I I I 8 I 11 I I Z�� I I I I I 54.1 I I 54.1 � � �� F- I F1C i i � I I I � cn Z I SLAB ON GRADE I I I I L j I I I I ��� I ELEV= VARIES I I I I I I I U� I j j j I I I I L� � W w 0 F2 I rJ L� �\ I I � i F2 ci no nni r_onnr I o I � a U � � W � � Q O N � r\-I l\Q O O .� I I I I I I I I I DESIGN: ERH j I I I � I I F1C I I DRAWN: JCP 10 I I I I I lO I I 54.1 I I I I I I I I I CHECK: DTR I I I I I I I I I I �__________ ______________________J I I I I JOB NO: 23153.10 I I ------------------ � I I I I F2 I I r______ ______ I � � F2 j j DATE: 01 �08�24 I � I I j L-------- ----J L-----------------�---L----------------J I --- r-- � I --------------- � I --------------- ___ I I ___ -J �-------------------------------- J -----Z---r--------------------- F1C 10 7 54.1 54.1 FOUNDATION PLAN SCALE: 1/4" = 1'-0" FOUNDATION PLAN NOTES: 2'-0" 0 2'-0" 4'-0" 1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE. 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS SPECIFIED IN THE SOILS REPORT. 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC REINF. SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" CRUSHED ROCK. � Z 4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET 51.1 FOR CONTROL JOINT PLACEMENT AND W � CO Q DETAIL 2/54.1 FOR CONTROL JOINT CONSTRUCTION. V N �.IJ 5. FX INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE &REINFORCEMENT. W U 6. REFER TO SHEET 54.1 & 54.2 FOR FOUNDATION DETAILS. � J � 7 � 7 7. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET 51.1 W Q O FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. � � 8. FOUNDATION LEVEL HOEDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. REFER TO HOEDOWN SCHEDULE ON SHEET 53.1 FOR HOEDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOEDOWN ANCHOR LL � � Q BOLT LOCATIONS. L.L � Q Q �.IJ � 9. REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET 53.1 FOR LOCATION OF SHEAR J Z Z WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. (, � cQ 10. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH m � c w ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. � � � O _� 11. REFER TO DETAIL 3/54.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. `` SHEET: 12. CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION, WATERPROOFING, AND BACKFILL &DRAINAGE BEHIND RETAINING WALLS PER GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL CONDITIONS DURING CONSTRUCTION (AND GROUNDWATER CONDITIONS) AS REQUIRED, AND PROVIDE ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. ■ PREMANUFACTURED METAL BRIDGE AND CONNECTIONS TO MAIN STRUCTURE BY OTHERS PREMANUFACTURED METAL BRIDGE AND CONNECTIONS TO MAIN STRUCTURE BY OTHERS DROPPED BEAMS AT DECK, TYP MAIN FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 12" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/55.1. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. REFER TO SHEET 55.1 THRU 55.3 FOR TYPICAL FLOOR FRAMING DETAILS. 4. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2"� HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 5. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOEDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 7. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 8. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 2'-0" 0 2'-0" 4'-0" ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1M�THy ��Cr1i'� og 1VAS�+ �� ORAL F ONAL W J z Q O H � H N Z � w O m � � c�H Z _ � w U � � W w O � a U � � W � � Q O N � r\-I l\Q O O .� 06/ 2�l 2� DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 Z Q ^� 1..� V Z �.IJ W � Z � W Q 0 J � � (/1 � Q O O � � � � � � U o0 z O Z m � � Q w � c�/)o�o�w � SHEET: S2.2 ENGINEER111� PROVIDE FULL HEIGHT 250 4TH AVE. S., SUITE 200 1 2x6 HF STUDS @ 12 OC gM3 W/HUC 1 EDMONDS, WASHINGTON 98020 S6.1 4 HANGER EA END S6.1 PHONE (425) 778-8500 FAX (425) 778-5536 55.2 4 SW6 4 4 SW6 4 �n y � � ti% �. w � w w 'f'G v`ni � � v`ni � � �, � LL � N B M 3 `��' � � ��J� � N O C7 � O O ��Q � 1 O � O O � � � 56.1 �^ p 5 � O S5. vNi ROOF TRUSSES ���j(��j�[�� N � � c�` 11��'' .a1C � . ROOF TRUSSES N � � `r �� og 1PAS�1 6 1 �, i � E�sv �� 60F S6.1 S6.1 m SIM 4 A. 5 I � � WALLOABOVE � � /F #� S6.1 S6.1 00 I � cqA ��' � I C BM2 SW6 BM5 BM1 BM4 I � II\� � o�ss ��� '� � IONAL �,� �,� (DROPPED) L'1, 1 � 56.1 06/ 2�l 2� � � � � � m "' Imo' � � w m ROOF TRUSSES BM2 � 4k6 � � ��6 2 KP LL BM1 A O _ m S6.1 � � + + � BM2 m 5 q, + + + m S6.1 + + + N SW6 + + + + Q O �/CCU �.c,� 9 � I I " + + + � can C,9A� 56.1 � + + + � m � DROPPED � BEAMS AT g m 4 � + + cn Z DECK, TYP � 00 DJ1 S6.1 + + � ~ � �� U � � 2 9 EA 8 + W w 0 S5.3 6X6 pF#2 55.2 m G5 END S6.1 G5 � a U �) CCCPP W10x45 OVER -FRAMING `�----------------------- -------------- -- PERNOTE60N � � � SIM 9 S2.4 w � � N ���Q 55.2 �n cn > � � � m �� LP �' S B• LINE OF � � ROOF TRUSSES � � � �+��� �n S6.1 �' ~ O O � WALL ABOVE � ,� � BM2 LL LL �_ � O O � Q � � � 5 A. � �iA � ROOF TRUSSES �"'„ S6.1 SIM `" N �� � DESIGN: ERH � � Gss DRAWN: JCP N � �5 LL SIM 3 � m �J O 56.1 �„ o CHECK: DTR SIM S6.1 �\e� � � � JOB NO: 23153.10 HUC Q HANGER o ^ DATE: O 1 /08/24 BM2 / \ BM1 BM1 ® � (,L 6k N SW6 1 HDR 1 SW6 1 1 SW6 1 /FCC6 pF#� � CqA 1 SIM 1 56.1 S6.1 Z UPPER FLOOR FRAMING PLAN Q11 1 SCALE: 1/4" = 1'-0" J TYPICAL FLOOR FRAMING PLAN NOTES: 2'-0" 0 2'-0" 4'-0" 1. REFER TO S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ' ^ 2. REFER TO S2.4 FOR TYPICAL ROOF FRAMING PLAN NOTES. Z N� L� W N CO � U w N w U � � o J °' O � � Q O � _ � � � � � a, w � � � U � ZO W m p � � � w (� 00 �W � � SHEET: ■ ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" TYPICAL ROOF FRAMING PLAN NOTES: 2'-0" 0 2'-0" 4'-0" 1. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/55.1 FOR SHEATHING LAYOUT AND NAILING. 2. UNLESS NOTED OTHERWISE, HEADERS SHALL BE 4x6 HF#2 W/ (1) CRIPPLE STUD & (1) FULL -HEIGHT STUD. 3. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 4. REFER TO SHEET 56.1 FOR TYPICAL ROOF FRAMING DETAILS. 5. REFER TO DETAIL 3/55.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 6. + + HATCHED AREAS INDICATE VALLEY TRUSSES @ 24" OC APPLIED ABOVE PLYWOOD SHEATHING. REFER + + TO TYPICAL OVERFRAMING DETAIL ON 56.1. 7. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 8. HOEDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. 9. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. 10. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5A HURRICANE TIES. 11. ALIGN (2) STUDS MIN BELOW ENDS OF GIRDER TRUSSES UNO ON PLANS. ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1MoTHY ��Cr1i'� og 1VAS�+ �� assas ONAL W J z Q O � � c� N z G LJJ O m � � �, z _ � cW G U � � W w O � a U � � W � � Q O N � r\-I l\Q O O .� 06/ 2�l 2� DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 Z Q � W � Z U O (,7 Z � J � � Q � _ �Q/ LL � L.L La_ OO J � Z L� m Q � O Ow �..1..� �'1/ LL � SHEET: S2.4 BEAM SCHEDULE MARK BEAM REMARKS HANGER AS REQ'D (UNO) BM1 4x10 HF#2 - - BM2 6x12 DF#2 - - BM3 3 1/2" x 11 7/8" 2.0E PARALLAM PSL - HU412 BM4 5 1/4" x 7 1/4" 2.0E PARALLAM PSL SEE NOTE 6 HU68 BM5 5 1/4" x 11 7/8" 2.0E PARALLAM PSL - HU610 BM6 7" x 11 7/8" 2.0E PARALLAM PSL - - BM7 7" x 16" 2.0E PARALLAM PSL - - WF ALL WF BEAMS ARE CALLED OUT ON PLANS SEE NOTE 8 - NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 2. REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. HANGERS CALLED OUT IN PLAN NOTES SUPERCEDE THOSE LISTED IN THIS TABLE. 3. ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 4. REFER TO PLAN NOTES FOR BEAMS &HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED OUT. 5. USE SIMPSON HUCTF SERIES CONCEALED FLANGE TOP FLANGE HANGER AT LOCATIONS WHERE OFFSET HANGERS WOULD OTHERWISE BE REQUIRED. 6. IF PSL SUPPLIER DOES NOT STOCK EXACT DEPTH OF BEAMS LISTED, CONTRACTOR SHALL COORDINATE WITH SUPPLIER TO RIP BEAMS TO EXACT DIMENSIONS LISTED IN TABLE. 7. SISTERED BEAM SHALL BE CONNECTED USING (2) ROWS OF 16d @ 12" OC STAGGERED. 8. CONNECT 2x NAILER TO STEEL BEAMS PER DETAIL 5/56.1. FOOTING SCHEDULE MARK FOOTING SIZE REINFORCING COMMENTS F1C 1'-4" x 0'-10" DEEP x CONTINUOUS (3) #4 CONTINUOUS DETAILS 7 & 8/54.1 SEE NOTE 2 F2 2'-0" x 2'-0" x 0'-10" DEEP (3) #4 EACH WAY BOTTOM - F3 3'-0" x 3'-0" x 0'-10" DEEP (4) #4 EACH WAY BOTTOM - RW REFER TO RETAINING REFER TO RETAINING REFER TO SHEET 54.2 WALL SCHEDULE WALL SCHEDULE NOTES: 1. ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL PER GEOTECHNICAL ENGINEERING REPORT. 2. REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. SHEAR WALL SCHEDULE MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE SILL PLATE ANCHOR SHEAR TYPE APA-RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITY SHEATHING EDGES (SEE NOTE 5) AT PANEL EDGES TOP PLATE RIM/BLKG FOUNDATION SILL PLATE SIZE (pLF) BELOW 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC 6" OC @ 5'-0" OC 2x 242 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW4 ONE SIDE AND BLKG @ 4" OC @ 20" OC 4" OC @ 4'-0" OC 2x 350 15/32" (2) 2x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW3 ONE SIDE 2x FLAT BLKG @ 3" OC @ 15" OC 3" OC @ 3'-0" OC 2x 455 15/32" 3x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB SW2 ONE SIDE 2x FLAT BLKG @ 2" OC @ 12" OC 2.5" OC @ 2'-6" OC 2x 595 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3" @ 5/8"� AB 2SW4 BOTH SIDES AND BLKG @ 4" OC @ 10" OC 2" OC @ 2'-0" OC 2x 706 15/32" (2) 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"� AB 2SW3 BOTH SIDES AND BLKG @ 3" OC @ 7.5" OC @ 1.5" OC @ 1'-6" OC 2x 910 15/32" 3x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"� AB 2SW2 BOTH SIDES AND BLKG @ 2" OC @ 6" OC @ 1.5" OC @ 1'-0" OC 2x 1190 NOTES: 1. REFER TO THE TYPICAL SHEAR WALL DETAIL. 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES &RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"� @ 3.5" OC, 2SW4 = 0.131"� @ 2.5" OC, 2SW3 = (2) 0.131"� @ 1.5" OC. 6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE. 7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 8. AT ALL 5/8"� SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 1/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT. 9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 10. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. COLUMN SCHEDULE MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL C1 (2) 2x4 (2) 2x6 SEE NOTE 2 C2 (3) 2x4 (3) 2x6 SEE NOTE 2 C3 (4) 2x4 (4) 2x6 SEE NOTE 2 C4 4x6 HF#1 4x6 HF#1 - 05 4x8 HF#1 6x6 DF#1 - C6 4x10 HF#1 6x8 DF#1 - C7 6x10 DF#1 6x10 DF#1 - NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR PRE -FABRICATED CONNECTION INSTALLATION REQUIREMENTS. 2. MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL FRAMING SCHEDULE. REFER TO DETAIL 3/55.1 FOR FABRICATION OF MULTIPLE STUD COLUMNS. 3. CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST SPACE FOR COLUMNS CONTINUING TO FOUNDATION. HOEDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT (SEE NOTE 3) CAPACITY (LB) 1 MST37 (2) 2x (11) 16d EA END - 2,355 MST48 (2) 2x (17) 16d EA END - 3,640 O3 MST72 (2) 2x (31) 16d EA END - 6,475 ® HDUS (2) 2x (14) SDS 1/4" x 2 1/2" SCREWS 5/8"� 4,340 HDU8 4x DF#2 (20) SDS 1/4" x 2 1/2" SCREWS 7/8"� 6,970 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. REFER TO DETAIL 7/55.2 FOR INSTALLATION OF MST FLOOR TO FLOOR STRAPS. REFER TO DETAIL 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 3. INSTALL HD HOEDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 6/54.1. 4. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. JOIST SCHEDULE MARK JOIST SPACING REMARKS FJ1 11 7/8" TJI 110 16" OC SEE NOTE 3 FJ2 11 7/8" TJI 210 12" OC SEE NOTE 3 FJ3 1 3/4" x 11 7/8" 2.0E LVL 16" OC SEE NOTE 4 FJ4 2x8 HF#2 16" OC - DJ1 1 3/4" x 11 7/8" 2.0E LVL 16" OC SEE NOTES 2 & 4 RJ1 2x8 HF#2 24" OC SEE NOTE 2 NOTES: 1. FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS. 2. TIMBER JOISTS FRAMING INTO WOOD BEAMS SHALL USE JB OR HUTF-SERIES TOP FLANGE HANGERS. TIMBER JOISTS FRAMING INTO STEEL BEAMS USE BA -SERIES HANGERS AT NAILER. 3. PLYWOOD WEB JOISTS FRAMING INTO WOOD BEAMS SHALL USE ITS -SERIES TOP FLANGE HANGERS. PLYWOOD WEB JOISTS FRAMING INTO STEEL BEAMS SHALL USE BA -SERIES TOP FLANGE HANGERS. 4. RIP JOISTS TO SLOPE PER ARCH. JOIST DEPTH SHALL NOT BE LESS THAN 7 3/4". ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 o��l �� " �G' ti ONAL 06/ 2�l 2� W J N Q Z � O F- � - cn Z � w O m � � c�F- Z _ � w U � � W w O � a U � � W � � Q O N � � � O O Y (Y DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 W � � U w N Z U O W Q � 0 J � (/� � Q (� �_� w � J �o�o� � w � � 0 � Z W m o � _ � rn o U v� oo w (� � SHEET: ■ C GI .. A.. CORNER BARS x � Q MAY BE SUBSTITUTED FOR AS OTHERWISE NOTED OR SHOWN TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS 4"� PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 3/4"-1" WASHED ROCI<ALLAROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER 1'-0" MIN. TURN DOWN PERFORATIONS AS SHOWN O o°° o° O 00 00� o O oOOo oO �00 ° ° O O O O o0 0 °o /� =1 11= 1 LINE OF MAX EXCAVATION. 1 IF SOIL IS OVER EXCAVATED, � REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL TYPICAL FOOTING DRAIN SCALE: 1" = 1'-0" NOTE: WHERE CONCRETE WALL WITH HT > 3'-0" EXISTS, ROD MAY EXTEND 24" MIN INTO WALL W/ NUT &WASHER AS SHOWN COUNTERSINK ADDITIONAL END STUD AS REQ'D THREADED ROD AS REQ'D FOR HOEDOWN W/ NUT AND WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO TOP OF FTG �� HOEDOWN DETAIL SCALE: 1" = 1'-0" IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT PROVIDE 5/8"� x 2'-0" SMOOTH SLIP DOWEL BARS AT 12" OC, TYP UNO F�1 CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT. REINF SHALL NOT PASS THRU JOINT ��� GREASE THIS I HALF OF BAR J TYPICAL CONSTRUCTION JOINT SAWCUT JOINT - IN ALL AREAS WITH CONC SLAB ON GRADE EXPOSED CONC. FLOORS, FILL JOINT WITH SEALANT. IN LIEU OF SAWCUT JOINTS CONTRACTOR MAY USE ZIP SLAB REINF AT CENTER OF STRIP PLACED WITH SLAB SLAB OR AT TOP AND BOT � X X X X X X TYPICAL CONTRACTION JOINT TYPICAL SLAB ON GRADE DETAILS SCALE: 1" = 1'-0" NOTE: RAISE STEM WALL AS REQ'D AT PERIMETER AREAS WHERE NEEDED DUE TO CIVIL GRADES. STUD WALL PER FRAMING PLAN NOTES SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE SHEAR WALL PER (2) #4 CONT TOP PLAN AND SCHED PROVIDE BLOCK OUT AT DOOR OPENINGS z_x Q PAVING OR � � FINISHED GRADE � HOEDOWN PER PLAN PER ARCH `" AND SCHED DRAWINGS � TRENCH EXCAVATION PARALLEL TO FTG PIPE 2 � 1 �� � SLEEVES TO CLEAR PIPE 1" ALL SIDES TOF BOF o x Q m� � � LOWER BOF AS REQ'D _ z_ PIPE TRENCH EXCAVATION PARALLEL 9" MIN 1° � TO FOOTING IS NOT ALLOWED TYP BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS VO PIPES ALLOWED IN THIS REGION. LOWER =TGS AS REQ'D SCALE: 1/2" = 1'-0" SILL PL AND AB DIA 0 w U w a FOOTING DRAIN � 8" _ � PER DETAIL 5 / m � SIZE &REINF ALT HOOK PER PLAN &SCHED AS SHOWN m U ATYPICAL STEM WALL DETAILSTEM WALL DETAIL AND SPACING PER - SHEAR WALL SCHED 1 PROVIDE 45° CHAMFER AT SLAB EDGE FOR INSULATION AS SHOWN SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN #4 @ 12" OC EA WAY �, CENTERED IN WALL 1 X X RIGID FOAM � - PER ARCH 0 ooO� °o° ooO� o0 O o OD �o 0 0 0 0°°°� �° °� o°°°� �° °� z O Oo OoO oo � — — .. � oo D000 o - II � p Oo 0 � � oo p o 00 00 ° O 0 0 O O O o �o SCALE: 1" = 1'-0" a w � ® ®` _ -® STUD WALL PER FRAMING PLAN NOTES AB PER SHEAR WALL SCHED OR STRUCTURAL NOTES PT SILL PL SLAB ON GRADE AND SUBGRADE PER PLAN —X X X X IpC X X X X z o Do 0 0 .o n I I o0 0 0 °p o0 0 op o op op � �� Do po o Do Ooo�O o000 0000,0 �000 a a a my 1� I ,� —I�I ,—_- 1 MAXIMUM SIZE &REINF SLOPE PER PLAN &SCHED CONTINUOUS FOOTING DETAIL SCALE: 1" = 1'-0" � r u i AD CDI irr ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �� U � ~ �` li�+"� ��qq,�, m � og 1VAS�►l�`C'' �� �' FRS TO MATCH E� DOTING �' 1 REINF ��s�L �ti JRBEDEARTH OR SIDNAL �TED FILL PER J RAL NOTES �(/ 2%� Z� T =FTG THICKNESS PER PLAN, SCHED, AND DETAILS ATYPICAL STEPPED WALL FOOTINGSTEPPED WALL FOOTING SCALE: 1/2" = 1'-0" 8"x8" CONCRETE PLINTH W/ (4) #3 TIES EQ SPACED =o � � (4) #4 HOOKED ,z � DOWELS 6" J li�� COL PER PLAN AND SCHED SIMPSON ABU POST BASE W/ (2) 5/8"� AB SLAB ON GRADE AND SUBGRADEPER FOUNDATION PLAN W/THICKENED FOOTING AT EDGE � — X X X X - m � SIZE AND REINF PER PLAN AND SCHED TYPICAL DECK FOOTING DETAIL SCALE: 1" = 1'-0" NOTE: FOR NOTES &DETAILS NOT SPECIFICALLY CALLED OUT #4 CONT NOSING BAR REFER TO DETAIL 7. PAVING OR GRADE SLAB ON GRADE AND SUBGRADE PER ARCH DWGS PER FOUNDATION PLAN. SLOPE SLAB ON GRADE / SLAB PER ARCH PLAN AND SUBGRADE (\ PER PLAN x x x x x x ®ii� -��IIIII�IIIIII ° ° o 0 00°0 °0 0 oOp°o °0 0 00°0 `� x x x- -I � I —I I X — — — — o z ° oo �° oo �° oo �° o0 -� I I I III=1 I I=1 I I=1 I I=1 11= �� -° o° o ° o° o —� � �—� (1) #4 CONT 10" THICKENED EDGE SLABEDGE SLAB � V i SCALE: 1" = 1'-0" PROVIDE 45� CHAMFER AT SLAB EDGE FOR INSULATION AS SHOWN RIGID FOAM PER ARCH �x xx— o°o °°o° ° o °� �° �° o ° �° �ii- a a a g„ SIZE &REINF PER PLAN GARAGE WALL FOUNDATION SCALE: 1" = 1'-0" w J N Z Q � O H � Z — � cn w O m � � can H Z _ � w U � � W w O � a U � � � � n � � � O O Y (Y � DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 V / Q W � � Z O W U 0 W Q � � J � Z w a O � � � � �o�o� Q W J � Z Z m o � � � rn o O v� oo w I� � SHEET: S4.1 C GI MIRADRAIN 6000 (OR APPROVED EQUAL) TIGHT -LINED TO FOOTING DRAIN TYPICAL FTG DRAIN O STUD WALL PER PLAN 4 � - -- --� r I _ z_ I JJ I � � ! l�,T I (2) #4 BARS �' O "S" BARS o 1 1/2" CLR .�►��� �� •� �I ,• ••� � �� • _ • ••°����•O III ►� / • �,.•. •� � � � • �j O � O FLOOR SHEATHING PER PLAN NOTES 1 RIGID FOAM PER ARCH WHERE IT OCCURS � #4 @ 18" OC HORIZ. INSIDE FACE AT WALLS > 6'-0" ONLY .. � #4 @ 12" OC HORIZ � STUD WALL PER PLAN � � #4 @ 18" OC VERT. INSIDE o FACE AT WALLS > 6'-0" ONLY z � AB PER STRUCTURAL NOTES � SLAB -ON -GRADE PER PLAN NOTES _ � o N U = M U "F" BARS "S" BARS #4 @ 12" OC ��B�� ��t�� ��T�� BUILDING RETAINING WALL SECTION SCALE: 3/4" = 1'-0" RETAINING WALL SCHEDULE WALL GEOMETRY WALL REINFORCING MAX "H" "T" "B" "t" "D" "S" BARS "F" BARS 4'-0" 1'-3" 0'-8" 8" 12" #4 @ 12" OC � #4 @ 10" OC 6'-0" 2'-0" 1'-0" 8" 12" #4 @ 12" OC � #4 @ 10" OC 8'-0" 3'-0" 1'-0" 8" 12" #4 @ 6" OC EDGE #4 @ 6" OC NOTES: 1. FOUNDATION SHALL BEAR ON UNDISTURBED NATIVE SOIL PER GEOTECHNICAL REPORT. 2. NOTE THAT THE 4' AND 6' TALL RETAINING WALLS HAVE REINFORCEMENT CENTERED IN WALL. ALTERNATE H001< DIRECTION INTO FOOTING EVERY OTHER BAR. 3. REFER TO PLAN FOR ADDITIONAL REINF REQ'D AT WALLS SUPPORTING PT SLAB. FINISHED GRADE PER ARCH MIRADRAIN 6000 (OR APPROVED EQUAL) TIGHT -LINED TO FOOTING DRAIN NOTE: REFER TO RETAINING WALL SCHEDULE ON DETAIL 1. FTG DRAIN PER DETAIL, TYP O 1 1/2" CLR � ' •� �• /••� •. • - C�3 �� •�� � • O � O "F" BARS J ��B�� ��t�� ��T�� RETAINING WALL SECTION SCALE: 3/4" = 1'-0" (2) #4 BARS #4 @ 12" OC HORIZ "S" BARS COMPACTED BACK FILL FINISHED GRADE OR PAVING PER ARCH -X X � o N U = M U �#4@12"OC � "S" BARS �� .■ w 0 w z Q w SILL PLATE NAILING PER SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHED OR STRUCTURAL NOTES PER ARCH COORDINATE W/ ELEVATOR MFR 11 SIM 54.1 I 1 I I I I I CONTRACTOR TO COORDINATE I DEPTH WITH ELEVATOR I MANUFACTURER. 1'-6" MAX I I I I ® II® I I I I j (2) #4 CONT TOP � 1 - X �X X — � 00 °� opl°� op °� oo °� 0 X bC X X X X X X X- O °o O °o O °o O °o — � °oo°O°oo`b oo°O°oo°O°oo°O°oo°O°oo`b°oo°O°oo`b°oo°O°oo`b°oo _, , ,—, , ,—, , , 00 p0 O p0 p0 p0 p0 p0 p0 p0 p0 p0 I O °o O °o °o O °o O °o O °o O °o O °o O °o O °o O °o O °o I_ _ _ _ _ _ _ _ _ — I i I - -I I I I I I I I a © ® I a ------ I I I I 1�-------------------�% SECTION THROUGH ELEVATOR PIT SCALE: 1" = 1'-0" FINISHED GRADE z PER ARCH � � � � �_ I �- RIGID FOAM PER ARCH WHERE IT OCCURS - A. PERPENDICULAR TOP OF CONC WALL DETAIL SCALE: 1" = 1'-0" SILL PL & AB � &SPACING PER SHEAR WALL SCHED 2x PT LEDGER W/ 3/4"� AB @ 16" OC EMBEDDED 6" INTO CONCRETE WALL JOIST PER PLAN W/ TOP FLANGE HANGER TO SILL SILL PLATE NAILING PER SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHED OR STRUCTURAL NOTES FINISHED GRADE PER ARCH RIGID FOAM PER ARCH WHERE IT OCCURS SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN ®�� ® — X X X l o.o o°o o.o o°o o� o� o� o� �o 00 �o 00 �o 00 �o 00 b #4 @ 12" OC EA WAY CENTERED IN WALL 0 = w � _ d (, W N a - - -a � � - � o_ m � 8 ALT HOOKAS SHOWN SIZE &REINF PER PLAN &SCHED B. PARALLEL SILL PL & AB � &SPACING PER SHEAR WALL SCHED 2x PT LEDGER W/ 3/4"� AB @ 16" OC EMBEDDED 6" INTO CONCRETE WALL (3) 8d NAILS AT BLI<G WEB FILLER AT BLI<G 1 1/2" LSL � JOIST PER PLAN BLKG @ W/ TOP FLANGE 4'-0" OC HANGER TO SILL ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1M�THy ��Cr1i'� og 1VAS�+ `S �� ORAL F ONAL 06/ 2�l 2� w J N Z Q � O H � z� - cn w Om � can Z _ � w U � � W w O � a U � � W � � Q O N � � � O O Y (Y Q � DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 V / Q W � � Z O W U 0 W Q � � J � Z w a O � � � � � Q L� 00 � � W J � Z Z m o � � � rn o O v� oo w I� � SHEET: S4.2 C GI HEADER PER PLAN CRIPPLE STUDS PER PLAN; DO NOT CUT AWAY MATERIAL FROM CRIPPLE STUDS FULL -HEIGHT HOEDOWN CHORD AB W/ SIMPSON BP PL WASHER, TYP PT SILL PL PER SHEAR WALL SCHED CONCRETE FOOTING OR P/T SLAB STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED -n-------�- - I•j I•I II II II II I II II I II II I•I I•I • I I I I I I I �II II II I I I I I I I I I I I• I I I I I I I I I I I I I I I I I IIII I•I I•I I' I I• I I• I I I I I I I II II I •I I I 11 II I•I I• I I I I I I I I I IIII 11 II I.I II IIII I.I I.I I• I I.I I I I I I I I I I I I I IIII II II I.I 11 IIII 11 II I• I II I I I I I I I I I I I I IIII 11 II I.I II IIII I.I I.I I• I I.I I I I I I I I I I I I I IIII II II I.I 11 IIII 11 II I• I II I I I I I I I I I I I I IIII 11 II I.I II IIII I.I I.I I• I I.I I I I I I I I I I � � II II I •I II 1 1 I I I. I 1 1 I I I I I I I I I I I •I I•I I•I I• I I I I I I I I I II I •I II II I•I 11 II I .I I I I•I I I A I.I II I • I � I I i------i _ J1 .-� II � � II II NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN 1'-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = 1'-0" I'I I'I I'I I.I I I•I II II II II III II II II II III I I I I I I I I I II II II II III II II II II III I' I I' I I' I I. I I I. II I II II II �I III I FRAMING AT ADJOINING I I I I'I I I PANEL EDGES PER SHEAR I I I C I I'I WALL SCHED I I jl I II II II II IIII II II II II III II II II II I'I I•I I•I I• II II II II II . . -� r------ i i------ i i----- I I I•I I•I I' I I I I I II II II II II II II II II II II II I I I•I I•I I' I I I I I II II II II II II II II II II II II I I I•I I•I I' I I I I I II II II II II II II II II II II II I I I•I I•I - I' I I I I I II II II _1L------�L------� - - II II I II II II II II II II II II 11__�_ _11_______1 ���—���- II II AB SIZE AND SPACING II I I �/ (� PER PLAN AND SHEAR �� WALL SCHEDULE, TYP � RIM BOARD � �� OR BLOCKING ��� C PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOEDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOEDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOEDOWN BOLTS HOEDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOEDOWN ANCHORAGE PANEL EDGE NAILING PER SHEAR WALL SCHED CONTINUE HOEDOWN CHORD TO FOUNDATION CONCRETE STEM WALL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"� x 3" NAILS @ 9" OC (2) ROWS OF 0.131"� x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = 1'-0" EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = 1'-0" NOTE: STAGGER SHEATHING AS SHOWN. INTERMEDIATE FRAMING MEMBERS SHEATHING PANEL, TYP CONTINUOUS PANEL EDGES SUPPORTED PANEL EDGES 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM IS SPECIFIED FRAMING MEMBERS W/SPACING PER PLAN `L DIAPHRAGM BOUNDARY (SHEAR WALL, BEAM, OR DRAG STRUT) TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS 2 1/4" END DISTANCE, TYP (2) ROWS OF (8) 0.131"� x 3" NAILS @ 3" OC EA SIDE OF SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC \ SPACING TOP CHORD / SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131"� CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE � OF WALL AT SPLICE. INSTALL EA STRAP I W/ (12) 10d AT EA END. WHERE BOTH PLATES ARE CUT, INSTALL CS20 STRAPS AT EA PLATE AND EA SIDE OF THE WALL. � 6'-0" MIN BETWEEN SPLICES � SPLICES TO OCCUR AT CENTER OF VERTICAL STUDS TOP CHORD SPLICE BOTTOM CHORD SPLICE TYPICAL TOP PLATE SPLICE DETAIL 4 SCALE: 1" = 1'-0" 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"� x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER P AND SCHEC SIMPSON LTP� A35 FRAM ANCHOR EACH: OF BE SOLID OR MULT STUD COLUMN PER Per-,,. PARALLEL TO STUD WALL ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP FOR 2x4 STUDS, PROVIDE SINGLE ROW OF NAILS STAGGERED EA SIDE WITH 1 1/2" EDGE DISTANCE. FOR 2x6 STUDS, PROVIDE (2) ROWS OF NAILS SPACED AT 2 1/2" W/ 1 1/2" EDGE DISTANCE 9" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW 0.131"� x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = 1'-0" SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"� x 3" NAILS TYPICAL STUDS NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOEDOWNS: PROVIDE FULL HT HOEDOWN CHORDS PER HD SCHED OTHERWISE: (1) 2x FULL HT TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES . CRIPPLE STUDS PER PLAN TYPICAL HEADER DETAIL SCALE: 1" = 1'-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = 1'-0" SOLID STUD COLU,.,,. , ". , ��.,. AND COLUMN SCHEDULE OR STRUCTURAL NOTES PERPENDICULAR TO STUD WALL STU D WALL ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1M�THy ��Cr1i'� og 1VAS�+ �� t� ORAL F ONAL 06/ 2�l 2� w J N Z Q � O H � Z � N w O m � � c�H Z _ � w U � � W w O � a U � � � � n � � � O O Y D' Q DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 W � � U w N Z U O LLJ Q 0 J � � Q /r � /�w W V I 0 J � Z U o0 O m O � � rn o cry oo w SHEET: V / Q W 0 C� Z S5.1 STUD WALL PER STUD WALL PER FRAM NG PLAN NOTES :�� STUD WALL PER SHEATHING AND FRAMING PLAN NOTES SHEATHING AND FRAMING PLAN NOTES NAILING PER PLAN FRAMING PLAN NOTES SHEATHING AND NAILING PER PLAN AND SHEAR WALL SILL PLATE NAILING SHEATHING AND SILL PLATE NAILING NOTE: NAILING PER PLAN AND SILL PLATE NAILING SILL PLATE NAILING SCHEDULE OR NAILING PER PLAN AND PER PLAN AND SHEAR FOR NOTES AND DETAILS SHEATHING AND PER PLAN AND SHEAR AND SHEAR WALL PER PLAN AND SHEAR STRUCTURAL NOTES PER PLAN AND SHEAR SHEAR WALL SCHEDULE SCHEDULE OR WALL SCHEDULE OR SHEAR WALL SCHEDULE WALL SCHEDULE OR NOT CALLED OUT REFER NAILING PER ROOF OR STRUCTURAL NOTES WALL SCHEDULE OR STRUCTURAL NOTES WALL SCHEDULE OR STRUCTURAL NOTES OR STRUCTURAL NOTES STRUCTURAL NOTES TO DETAIL 1 FRAMING PLAN NOTES STRUCTURAL NOTES STRUCTURAL NOTES BREAK SHEATHING BREAK SHEATHING AT PLATE UNO SHEATHING AND SHEATHING AND AT PLATE UNO 1 1/2" LSL BLOCKING SHEATHING AND NAILING PER PLAN 1 1/2" LSL RIM NAILING PER PLAN NAI LNG PER PLAN NAILING PER PLAN 2x8SDSDSCREWS @ 1�2" OC (4) 10d NAILS 1 1/2" LSL RIM f 2x CONTINUOUS RIM � f INTO BLKG SILL PLATE NAILING PER BREAK SHEATHING SIMPSON LTP4 OR A35 1 1/2" LSL RIM SHEAR WALL SCHEDULE AT RIM AND I PROVIDE PANEL FRAMING ANCHOR PER I JOIST BREAK SHEATHING NAILING EA SIDE OF SW SCHED. I AT PLATE UNO JOINT PER SW SCHED (CONTRACTOR OPTION) I PANEL EDGE NAILING BREAK SHEATHING . .. .. .. PER PLAN AND SHEAR AT PLATE UNO WALL SCHEDULE OR I -JOISTS PER PLAN PANEL EDGE NAILING I -JOISTS PER PLAN WOOD JOISTS PER SILL PLATE NAILING PER I -JOISTS PER PLAN (3) 0.131"� x 3" STRUCTURAL NOTES AND SCHEDULE PER PLAN AND SHEAR AND SCHEDULE PLAN AND SCHEDULE SHEAR WALL SCHEDULE AND SCHEDULE, NAILS EACH END ROOF RAFTER WALL SCHEDULE OR PANEL EDGE NAILING LAPPED OR BUTTED PER PLAN STRUCTURAL NOTES PER PLAN AND SHEAR PANEL EDGE NAILING 2x4 BLOCKING AT 2x4 BLOCKING AT I -JOISTS PER PLAN SHEAR WALLS WALL SCHEDULE OR PER PLAN AND SHEAR SHEAR WALLS AND SCHEDULE NOTE: STRUCTURAL NOTES WALL SCHEDULE OR LUS HANGER, TYP NON -SHEAR WALL STRUCTURAL NOTES NAILING SHALL BE PER 1 1/2" LSL BLOCKING IBC TABLE 2304.9 @ 4 -0 OC MAX A. TYPICAL FRAMING TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = 1'-0" B. ALTERNATIVE SHEAR WALL FRAMING C. ALTERNATIVE SHEAR WALL FRAMING TREAD/RISER PER ARCH USE 1 1/8" PLYWOOD TREADS UNO 2x12 NOTCHED 2x12 BLOCKING STRINGER AB PER STRUCTURAL NOTES OR DO NOT OVERCUT NOTCHES FOR PROVIDE HILTI X-DNI (0.145"�) @ TREAD/RISER 12" OC. EMBED MIN 2" INTO CONCRETE W/ STANDARD STEEL WASHER • TREATED 2x SILL PLATE � I •?�: . � 2x6 SISTERED TO SIDE OF 2x12 W/ (2) ROWS OF 10d NAILS o X X X X � I X X X X STAGGERED @ 6" OC X I AS SHOWN � u � 00 o00° o ° O°o �,� o0p O °O o00 O °O _ � po o .O o .O W � � • • 0 1 1 SIZE &REINFORCING _ � m � PER PLAN AND SCHEDULE MAXIMUM SLOPE A. TYPICAL STRINGER TO LOWER LANDING TYPICAL STAIR SECTIONS SCALE: 1" = 1'-0" VARIES PER PLAN STAIR LAV JIJ I LI\Ell I V LA1L ! LI\ '- TYPICAL STAIR SECTION GAP (IF REQUIRED) TO SUIT ARCH FINISHES. TYPICAL STAIR SECTION SCALE: 1" = 1'-0" SHEATHING WHERE NOTED ON PLAN �� oz �� oa m oc J � Q LL z 0 �z O� z_ O� 00 o_ INTERIOR BEARING ON BOTH SIDES TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = 1'-0" 2x6 SISTERED TREAD AND RISERS PER ARCH BEAM PER PLAN SIMPSON HUC28-2, EACH STRINGER, WITH FULL NAILING 2x12 NOTCHED STRINGER 3LOCKING =VELED PLATE -UD WALL OR ✓I PER PLAN a -v rnHn �rHry o� i vv��iv LANDINGS B. TYPICAL STRINGER TO PONY WALL CHORD SIZE PER HOEDOWN SCHEDULE SIMPSON STRAP WITH FASTENERS PER HOEDOWN SCHEDULE INSTALL MAX NAILING INTO RIM OR BLOCKING WHERE POSSIBLE JOIST DIRECTION PER PLAN FILL JOIST SPACE WITH FULL DEPTH BLOCKING TO MATCH DIMENSIONS OF STUD COLUMN ABOVE TYPICAL STRAP HOEDOWN DETAIL SCALE: 1" = 1'-0" EXTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = 1'-0" 2x6 SISTERED e I PER SECTION A NOTCH BEAM AS REQUIRED 8'-0" MAX SPAN BETWEEN LANDINGS C. TYPICAL STRINGER TO CENTER BEAM BEAM PER PLAN 2x12 STRINGER � BLOCKING @ 24" OC HUC28-2 W/ JOIST PER FULL NAILING PLAN (4) 8d NAILS @ BLOCKING D. TYPICAL STRINGER TO UPPER LANDING ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 WOOD STUD WALL PER PLAN 6x BLKG (2) SIMPSON A35 ���, CLIP EACH END BLKG � ��og��+ LEDGER DETAIL AT STAIR LANDING SCALE: 1" = 1'-0" (2) 1 3/4" x 11 7/8" LVL RIM 2x12 STRINGER � HUC28-2 W/ FULL NAILING DECK JOISTS PER PLAN AND SCHEDULE � SHEATHING &NAILING � PER PLAN NOTES � � a w SLOPE I 1 v~, PER ARCH (4) 8d NAILS @ BLOCING `JOIST PER PLAN BLOCKING @ 24" OC A35 CLIP EA SIDE E. STRINGER TO UPPER LANDING LUS HANGERS � 2x CONT DF LEDGER W/ (3) 1/4" x 3 1/2" SDS SCREWS @ 12" OC A. WALL BELOW DECK CONNECTION SCALE: 1" = 1'-0" WOOD STUD WALL PER PLAN RIM JOIST I -JOIST PER PLAN FULL -WIDTH RIM AT SIM SECTION NOTES: 1. REFER TO TYPICAL STUD WALL FRAMING DETAILS FOR ADDITIONAL INFORMATION. 2. AT SIM SECTION PROVIDE FULL WIDTH RIM. IF FLOOR JOISTS PRESENT, HANGER TO BEAM PER PLAN AND SCHEDULE. �aL ��� tip' ONAL 06/ 2�l 2� w J N Z Q � O H � Z � N w O m � � can H Z _ � w U � � W w O � a U � � � � n � c\-I l\D O O Y Q' Q DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 W � W U w N Z U O W Q 0 J � � Q /r � /�w W V I 0 J � Z U o0 O m O � � rn o cry oo w SHEET: V / Q �..1..� C� Z S5.2 C GI SHEATHING &NAILING PER PLAN &SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SILL PLATE NAILING PER PLAN & SCHEDULE, TYP JOISTS RIPPED TO SLOPE PER ARCH SHEATHING PER ARCH (2) 2x J NOTCH JOIST AS CONT RIM REQUIRED FOR STEP (NOT TO EXCEED 1") NOTE: HANDRAIL (BY OTHERS) NOT SHOWN FOR CLARITY. 1 DECK FRAMING SECTION SCALE: 1" = 1'-0" � PER � FLOOR JOIST ED PER PLAN AND SCHEDULE PROVIDE SIMPSON A35 FRAMING ANCHORS x AT EACH STUD Q BETWEEN PARAPET - STUD &DECK JOIST in DIAPHRAGM BOUNDARY NAILING 1 1/2" LSL BLOCKING A35 @ 16" OC PANEL EDGE NAILING PER SHEAR WALL SCHED BEAM PER PLAN 2x6 HF PARAPET STUDS @ 16" OC SISTERED TO EA DECK JOIST W/ (3) 1/4" x 3" SDS SCREWS TOP & BOT, (6) TOTAL PER STUD PLYWOOD SHEATHING PER FRAMING NOTES 1 1/2" CONCRETE TOPPING PER ARCH DIAPHRAGM BOUNDARY EDGE NAILS ...� I I------------ I I I I ..., DECK SECTION W/ PARAPET SCALE: 1" = 1'-0" 1 1/2" CONCRETE TOPPING PER ARCH 4x RIM FLOOR SHEATHING & NAILING PER PLAN AND SCHEDULE ENCINEER111rC 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �1M�THy ��Cr1i'� og 1VAS�+ �� t� (4) A35 CLIPS W/ SD p c�`4s54s 1 SCREWS AT STEEL BRIDGE ��, 'ORAL � '� DECK JOIST PER STEEL BRIDGE BEAM sIONAL PLAN &SCHEDULE AND CONNECTION DECK JOIST PER PLAN TO WOOD FRAMING O6� 2%/ Z� BY OTHERS DECK BEAM PER PLAN BRIDGE CONNECTION DETAIL SCALE: 1" = 1'-0" w J N z Q � O � � z c— C (n LJJ O m � � �, z _ � cW G U � � W w O � a U � � W � � Q O N � r\-I l\Q O O Y (Y Q DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 W � CO U w N Z U O W Q � 0 J � � � Q � 2 H � � � l.� 00 0 J � Z U o0 O m O � � rn o cry oo w SHEET: v I Q �..1..� 0 C� Z S5.3 NOTE: AT SIM SECTION, TRUSSES ALL SUPPORTED BY A BEAM. DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLOCKING RIPPED TO MATCH SLOPE OF ROOF SILL PLATE NAILING PER SHEAR WALL SCHEDULE PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x4 BLOCKING W/SILL PLATE NAILING PER SHEAR WALL SCHEDULE PRE-ENGINEERED ROOF TRUSS PER PLAN SIMPSON H2.5A TIE AT EACH TRUSS STUD WALL FRAMING PER PLAN NOTES TYPICAL TRUSS SUPPORT DETAIL SCALE: 1" = 1'-0" BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 2x6 BLOCKING W/ (2) ROOF SHEATHING 16d NAILS @ 6" OC — PER PLAN NOTES � SIMPSON A34 EACH END OF BLOCKING SHEATHING &NAILING PER PLAN &SCHEDULE PRE-ENGINEERED WOOD TRUSS PER PLAN HANGER PER / TRUSS MFR J A. FLUSH WOOD BEAM 2x HF BLKG. AT RIDGE, TYP VALLEY TRUSSES PER ROOF PLAN, TYP 2x4 SLEEPER TYP W/ (2) 0.131"� x 3 1/2" NAILS EACH TRUSS PRE-ENGINEERED ROOF TRUSSES PER ROOF PLAN TYPICAL OVERFRAMING DETAIL SCALE: 1" = 1'-0" 2x6 BLKG ROOF SHEATHING PER PLAN NOTES WOOD STUD WALL OR PARAPET PER PLAN SILL PLATE W/ NAILING PER SHEAR WALL SCHEDULE SHEATHING &NAILING PER PLAN NOTES BEAM PER `FLOOR JOIST AND PLAN HANGER PER PLAN AND SCHED SECTION AT LOW ROOF TRUSS SCALE: 1" = 1'-0" BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 2x6 BLOCKING W/ (2) 16d NAILS @ 6" OC — SIMPSON A34 EACH END OF BLOCKING SHEATHING &NAILING PER PLAN &SCHEDULE PRE-ENGINEERED WOOD TRUSS PER PLAN HANGER PER / TRUSS MFR J B. FLUSH STEEL BEAM SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x OUTLOOI<ER (24" MAX OVERHANG) GABLE END TRUSS SHEATHING AND NAILING TO MATCH SHEAR WALL BELOW NOTE: AT SIM SECTION, TRUSSES OCCUR BOTH SIDES OF WALL. PLYWOOD STOPS AT TOP OF TOP PLATE. SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES A35 CLIP PER SW SCHED (24" OC MAX) A35 EACH LINE OF BLOCING OPTION A. BLOCKING AND STRAPS TYPICAL GABLE END SECTION SCALE: 1" = 1'-0" 2x6 BLKG WOOD STUD WALL PER PLAN - SILL PLATE W/ NAILING PER SHEAR WALL SCHEDULE - 2x NAILER RIPPED TO WIDTH OF BEAM W/ 5/8"� CARRIAGE BOLTS @ 24" OC STAGGERED EACH SIDE OF WEB SHEATHING &NAILING PER PLAN NOTES STEEL BEAM � FLOOR JOIST AND PER PLAN HANGER PER PLAN AND SCHED CONTINUOUS WEB BLOCKING SECURED TO STEEL BEAM W/ 5/8"� BOLTS @ 24" OC STAGGERED FASTEN JOIST TO BEAM WITH #14 x 15" SCREWS DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF A34 CLIP @ 24" OC SIMPSON LSTA15 STRAP EACH SPLICE :— 2x4 BLOCING FOR (3) TRUSS SPACES @ 4'-0" OC MAX 6d COOLER NAILS @ 6" OC OVER EXTENTS OF BLOCKING ROOF SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES ROOF RAFTERS PER PLAN � BEAM PER PLAN TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = 1'-0" TYP SECTION (4) 8d NAILS INTO EA BLOCK 2x4 BLOCING EACH BRACE 2x4 BLOCKING EACH BRACE (6) 10d I PROVIDE (2) 2x4 OR (1) 2x6 DIAGONAL BRACE AT 4'-0" OC NOTE: REFER TO CASE A FOR INFORMATION NOT SPECIFICALLY CALLED OUT OPTION B. BRACING SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x6 HF LEDGER W/ (2) 16d ENCINEER111rC NAILS @ 12" OC INTO BLKG 250 4TH AVE. S., SUITE 200 PROVIDED BETWEEN STUDS EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 2x6 HF BLKG SLOPED FAX (425) 778-5536 TRUSS PER PLAN TO MATCH LOWER ROOF PROFILE WOOD STUD WALL PER PLAN SILL PLATE NAILING PER SHEAR WALL SCHEDULE 1 1/2" LSL RIM �1MOTHy ��Cr1i'� og 1VAS�+ �� t� v��'�RAL ���1� ...... .. . ....... ... ...... .. .... SSIO NAL SHEATHING AND NAILING �6�2%/2� PER PLAN AND SHEAR WALL SCHEDULE NOTE: AT SIM SECTION, NO WALL BELOW. TRUSS DETAIL AT LOWER ROOF SCALE: 1" = 1'-0" SECTION AT ROOF RIDGE BEAM SCALE: 1" = 1'-0" WOOD PARAPET PER PLAN SHEATHING PER PLAN DECI<JOIST PER PLAN RIM JOIST BEAM PER PLAN SECTION IYV I VJI VI\ COLUMN BEYOND y :� [y C� � �» :J /eltil ROOF SHEATHING PER PLAN ROOF RAFTER PER PLAN SIMPSON LRUZ SLOPED HANGER ING AND GOOF N NOTES NOTE: 1. REFER TO TYPICAL STUD WALL FRAMING DETAILS FOR ADDITIONAL DETAILS FOR ADDITIONAL INFORMATION. 2. AT SIM SECTION, ROOF IS FRAMED WITH TRUSSES. TRUSSES TO UTILIZE HANGER BY MANUFACTURER. RIM JOSIT IS SUPPORTED ON STUD WALL INSTEAD OF BEAM. J Q W N z � H O � z — � cn '�' � O � m N z � W U � � W � w a O U W � � � � Q O N � � � O O Y Q DESIGN: ERH DRAWN: JCP CHECK: DTR JOB NO: 23153.10 DATE: O 1 /08/24 V Q W V Z L Q L.L � W � W W W Z W Q O 0 J � � Q w J � Z L� m � O Q O � � � (n 00 W � � SHEET: S6.1 SCALE: 1 1/2" = 1'-0" SCALE: 1" = 1'-0"