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REVISED Kentner structural Drawings 2020.04.01STRUCTURAL NOTES ,6_1 _aaEq=#] (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), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 26 PSF (INCLUDES 3/4" GYPCRETE) ROOF SOLAR PANEL 3 PSF (WHERE INDICATED ON DRAWINGS) LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 PSF EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.275 ONE SECOND SPECTRAL RESPONSE ACCEL (SI) 0.5 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.85 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.5 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IF) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD FRAMED SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.3 (IN N-S DIRECTION) SEISMIC RESPONSE COEFFICIENT (CS) 0.131 W = TOTAL SEISMIC DEAD LgAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. Ds BASE SHEAR (V), V = CSW = R I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 110 MPH EXPOSURE D KZT 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS FOUNDATION BEARING CAPACITY VERIFICATION X EXCAVATION & FILL & COMPACTION & DRAINAGE X GEOTECH ENGINEER CONCRETE REINFORCING PLACEMENT X ANCHOR BOLTS X HOLDOWN PLACEMENT X ADHESIVE ANCHORS X IF REQ'D EXPANSION ANCHORS X IF REQ'D STRUCTURAL STEEL FABRICATION & ERECTION X SHOP & FIELD WELDING SINGLE PASS FILLET WELDS <_ 5/16" X FILLET WELDS > 5/16" X WOOD FRAME SHEARWALL & DIAPHRAGM NAILING X SPACING <_ 4" OC 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. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: REPORT NO: KRAZAN & ASSOCIATES PREPARED BY: REPORT #092-06119 DATED: JULY 14, 2006 ALLOWABLE SOIL PRESSURE: 2000 PSF LATERAL EARTH PRESSURE: UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE PASSIVE: 270 PCF SEISMIC PRESSURE: 8H 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 BY THE 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 D1557-00. 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 BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. PRE MANUFACTURED WOOD TRUSSES SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE 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. 1. PREMANUFACTURED WOOD TRUSSES CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION CHAPTER 5 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 (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION PC WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI 0.50 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A WALLS 3000 PSI 0.50 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 5 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. 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 SP-66 AND ACI 318R, 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 7 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: fc = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 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 BY THE 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 HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE 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. SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, 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"0 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) DOUG-FIR #2 900 1350 2x JOISTS AND PLANKS DOUG-FIR #2 900 - PLATES AND BLOCKING DOUG-FIR #2 900 - 6x AND LARGER BEAMS AND STRINGERS DOUG-FIR #2 875 - 4x AND SMALLER BEAMS AND STRINGERS DOUG-FIR #2 900 - 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 BY THE 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 0 MIN LENGTH 8d COMMON 0.1310 2 1/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 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" 0 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 SHANK AND THREADED PORTIONS PER NDS 11.1.3. 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 BY THE 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 G 185 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 316L 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 2303.1.4. WOOD I -JOISTS, MANUFACTURED BY THE TRUS JOIST 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 TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS, IUS OR HU HANGERS, PROVIDE WEB STIFFENERS AS REQUIRED. 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 MEET THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv (PSI Fc (PSI) BEAMS & POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 RIMS & BEAMS (d >_ 9 1/2") 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. 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. 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 WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT U-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END 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. 3. ROOF AND FLOOR FRAMING PROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'4" OC MAXIMUM UNO. 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. 5. ALLOWABLE STUD AND PLATE PENETRATIONS 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 NO. 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. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 02/20/2020 O Ll O Q C N O Y 0_ Q DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J LI.J O M v , ,^ W Ld w F_ O Lv U O Z Z 00 Ld a) Q V)o a LLI /Q/ Lf w D cj:� w V) F_ w Q 0 U Z U Z D 0 Z CO Mca Fla W O Q Y 00 W V) SHEET: Simi STRUCTURAL NOTES Ask (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GENERAL 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND PHONE (425) 778-8500 CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE FAX (425) 778-5536 PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL 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 15 M. ?, ENGINEER. o� WAs�j?� O cop �L ,� ssjONAL ldh 02/20/2020 J H Z O m N C� (n � w w a O w � Q o o� N O Y Q DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J Li ♦^ V w W W oO N U Z 0) N Q Q Li W Q 0 U Z D Z U � Z CO M W O 0 �-- Y 00 W V) SHEET: S102 LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING EXTENT OF FRAMING NATIVE SOIL GRANULAR FILL COLUMNS STRUCTURAL STEEL COLUMN BEARING ON BEAM P RATED SHEATHING BEAM CONTINUOUS OVER SUPPORT SHEAR WALL (SEE SCHEDULE) SWX CONCRETE WALL COLUMN MARK (SEE SCHEDULE) BEARING STUD FOOTING MARK ABBREVIATIONS (A) ABOVE GLIB GLUE -LAMINATED BEAM AB ANCHOR BOLT HORIZ HORIZONTAL ALT ALTERNATE KID KING POST ARCH ARCHITECT KSI KIPS PER SQUARE INCH (B) BELOW L ANGLE MECHANICAL BD BAR DIAMETER MECH BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM INS NEAR SIDE BRNG BEARING OC ON CENTER BTWN BETWEEN OPP OPPOSITE CJP COMPLETE JOINT PENETRATION PL PLATE CLR CLEAR PLCS PLACES CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN PSF POUNDS PER SQUARE FOOT CONIC CONCRETE P/T POST TENSIONED CONN CONNECTION PT PRESSURE TREATED CONT CONTINUOUS REINF REINFORCING COORD COORDINATE REQ'D REQUIRED DBL DOUBLE SCHED SCHEDULE DIET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD DIR DIRECTION STIFF STIFFENER EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL 27'-011 c FOUNDATION PLAN SCALE: 1/4" = V-0" FOUNDATION PLAN NOTES: 1. REFER TO CIVIL OR ARCHITECTURAL DRAWINGS FOR T.O. SLAB ELEVATIONS. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE. 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL. 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. 4. REFER TO "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S3.1 FOR CONTROL JOINT CONSTRUCTION. 5. REFER TO SHEET S3.1 FOR FOUNDATION DETAILS. 6. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES & FOUNDATION DETAILS. REFER TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 7. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 8. REFER TO DETAIL 3/S3.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 9. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. REFER TO HOLDOWN SCHEDULE ON SHEET S4.1 FOR HOLDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR BOLT LOCATIONS. 10. REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET S4.1 FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. AT EXISTING FOUNDATIONS, 5/8" 0 x 9 1/2" SIMPSON TITEN HD SCREW ANCHORS MAY BE USED IN LIEU OF CAST -IN ANCHOR BOLTS. = 0_ 4m�oll ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 y"g M. ?, of WAS 1 E� O -901 ��SIONAL 02/20/2020 DESIGN: DMT I DRAWN: JCP 1 CHECK: DMT 1 JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J W 0 O � Z Q w N J V O � z 00 Ld a' 0 Z O W F_ W a 0 0 c� zo Z � � z to M W Ld OW O � Y 000 SHEET: PROVIDE PT 2x FULL DEPTH BLKG OVER TOP OF BEAM, TYP MAIN FLOOR FRAMING PLAN SCALE: 1/4" = V-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 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S4.1 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 S4.1 THRU S4.3 FOR TYPICAL FLOOR FRAMING DETAILS. 4. TYPICAL HEADERS AT DOOR AND WINDOW LOCATIONS SHALL BE 4x6 HF#2 UNO, SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 6. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 7. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. ALL JOIST CONNECTIONS SHALL BE SIMPSON LUS FACE MOUNT HANGERS W/ MAX NAILING FOR WOOD JOISTS AND SIMPSON ITS TOP FLANGE HANGERS FOR I -JOISTS. 8. REFER TO PLAN & SCHEDULES FOR SIZE & LOCATION OF ANCHOR BOLTS & HOLDOWNS. 9. REFER TO DETAIL 3/S4.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. = 0_ 4m�lhh ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 y"g M. ?, of WA 1 E� O45901 —N ��SIONAL 02/20/2020 O Ld I— O Q N C) --- cV O 1 DESIGN: DMT I DRAWN: JCP 1 CHECK: DMT 1 JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT W U Z W 0 N W w I W, Of 0 0 J L.L. Wa0 w cl:� 1 Z U Z LLJ F_ 0 3: Z CO :2 Ld 0 O W Y 00 W J a SHEET: �,� S202 TR A( UPPER FLOOR FRAMING PLAN SCALE: 1/4" = V-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. TYPICAL ROOF FRAMING PLAN NOTES: 1. REFER TO SHEET S2.4 FOR TYPICAL ROOF FRAMING PLAN NOTES. 1 MST37 HORIZONTAL STRAP BETWEEN HEADER AND DOUBLE TOP PLATE. REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION ffriz,e C4**..,r BUILDING OFFICIAL Sep 01 2020 APPROVED DATE = — llm�olll ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 02/20/2020 J a z 75 0 m a N r U Lj w 0 d DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY EDMONDS DEVELOPMENT SERVICES DEPARTMENT 77 Q J n J W 0 (7 Z G 00LLI LI Q O W CAI V O L.L. Z 00 Wp 0) Of O W J V / LL LEI Q 0 FZ v 0 Z W O Q w Y 00 p W a W SHEET: S2m3 2'-0" 0 2'-0" 4'-0" 4= - llm�llhl ENGINEERING 250 4TH AVE. S., SUITE 200 TYPICAL ROOF FRAMING PLAN NOTES: EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. FAX (425) 778-5536 2. 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/S4.1 FOR SHEATHING LAYOUT AND NAILING. 3. TYPICAL HEADERS AT DOOR AND WINDOW LOCATIONS SHALL BE 4x6 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 4. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN, UNO. 5. REFER TO SHEET 55.1 FOR TYPICAL ROOF FRAMING DETAILS. 6. REFER TO DETAIL 3/54.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. q �F WASH I?�� 8. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 9. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. o L �1� 10. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. �`SIONAL� 1 55.1 11. GIRDERS SHALL BE SUPPORTED BY (2) STUDS MINIMUM, UNO. 02/20/2020 FULL HEIGHT 1 1/2" x 5 1/2" LSL 1 SW6 1 STUDS @ 12" OC. PROVIDE A35zly, HMO CLIP BETWEEN STUD & PLATE, TYP TOP & BOTTOM � S��pS ROOF TRUSSES 1 N \till S5.1 SAT U_ Q 01 Al �\ spp- ti z 0 m ROOF a- N TRUSSES H ` 'L ��JpS r GIRDER TRUSS U � + + pc, w w + + + + OVER FRAMINGlo + PER DETAIL 2/55.1 O ���� p ss + + + + W � -I z + + + I­__p S� w N w w + + + + + Q A N w In N 0 + + + + + \ U + + + + + + O 1 = ROOF o ILL + + + + + + 55.1 Y TRUSSES 0 + + + + + Q 31 2 5� + + + + 1 5 P 55.1 z + + + + DESIGN: DMT �., Q / + + ROOFT ES DRAWN: JCP 3 u '~ s� +V�s�p/� tst x,51/2� _s. CHECK: DMT OST 4x6 HF#2 7W/ + / JOB NO: 19387.10 SW6 G DATE: 02/20/2020 Os, GIRDER TRUSS W ROOF TRUSSES N Q N 1 H ROOF 55.1 TRUSSES FULL HEIGHT 1 1/2" x 5 1/2" LSL STUDS @ 12" OC. PROVIDE A35 Jy% � CLIP BETWEEN STUD & PLATE, �\Q�� 00 'p(�3s REVISION TYP TOP & BOTTOM Aug 20 2020 �O� f DETY VELOPMENT O MF NT DSERVICES C'4 DEV CES sDEPARTMENT N `" SOLAR PANELS f�SW3 2 SW J W O Z 1 W 55.1 cl:� C^ L W � U 0 (� Z 00 Z w 0) o � w Q Q V / W Q 0 Z U Z LL_ Z (O W 0 0 O w a Y 00 W Of W U_ SHEET: ROOF FRAMING PLAN S20 01- SCALE: 1/4" = V-0" 2'-0" 0 2'-0" 4'-0" "All CORNER BARS x I Q MAY BE SUBSTITUTED FOR ALL /�� ur sir nr AS OTHERWISE NOTED OR SHOWN TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS 4V PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" MINUS GRAVEL ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER V-0" MIN. TURN DOWN PERFORATIONS AS SHOWN 0 0°0 0° 0 °0 �OD0o0 0 00 00. O00 °000� O O o O o 00 /� =III=IIIII 1 LINE OF MAX EXCAVATION. IF SOIL IS OVER EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL ATYPICAL FOOTING DRAINFOOTING DRAIN SCALE: 1" = V-0" IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT PROVIDE 5/8" 0 x 2'-0" SMOOTH SLIP DOWEL BARS AT 12" OC, TYP UNO a X CONC SLAB ON GRADE SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT. REINF SHALL NOT PASS THRU JOINT X_•, X � a 4 GREASE THIS 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" = V-0" NOTE: WHERE CONCRETE WALL WITH HT> 3'-0" EXISTS, ROD MAY EXTEND 24" MIN INTO WALL SHEAR WALL PER PLAN AND SCHED /A W/ NUT & WASHER AS SHOWN COUNTERSINK ADDITIONAL END STUD AS REQ'D HOLDOWN PER PLAN AND SCHED THREADED ROD AS REQ'D FOR HOLDOWN W/ NUT AND WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO II TOP OF FTG II a a II a a 1PQ a Qa a II II a d a a a a rn v HOLDOWN DETAIL 8 SCALE: 1" = V-0" 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 IPC X X X X ° ° o °0 I 1 0. 0 ° °0 0° o o o 0 Oo o� o Oo 0 0 00 0 0Oo 00 0 0 0 M U 1 MAXIMUM SIZE & REINF SLOPE PER PLAN CONTINUOUS FOOTING DETAIL DETAIL PIPE 2 — 1 TRENCH EXCAVATION PARALLEL TO FTG SLEEVES TO CLEAR PIPE 1" ALL SIDES I BOF I? x Q M LOWER BOF AS REQ'D _ z_ MIN PIPE TRENCH EXCAVATION PARALLEL 9TYP TO FOOTING IS NOT ALLOWED 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 v f SCALE: 1/2" = V-0" SILL PL AND AB DIA AND SPACING PER SHEAR WALL SCHED (2) #4 CONT TOP STUD WALL PER FRAMING PLAN NOTES PROVIDE BLOCK OUT SHEATHING AND NAILING AT DOOR OPENINGS PER PLAN AND SHEAR SLAB ON GRADE AND SUBGRADE WALL SCHEDULE PER FOUNDATION PLAN z ¢ #4 @ 12" OC EA WAY PAVING OR FINISHED 2 CENTERED IN WALL GRADE PER ARCH 00 N DRAWINGS e 0 C X XX 0 00 0 00 0 0 0° G °o 0 o p °0 00 0000 o O z 0 000 00 Oo ° 00 0°0 0° 0 0 o 0 O O O o0� 0 ` „ _ NOTE: 1. RAISE STEM WALL AS REQ'D AT PERIMETER AREAS WHERE NEEDED DUE TO CIVIL GRADES. 2. AT SIM SECTION, NO SLAB ON GRADE IS PRESENT. FOOTING DRAIN 8 M U PER DETAIL 5 1'-6" (3) #4 BARS i ALT HOOK AS SHOWN ATYPICAL STEM WALL DETAIL WALL DETAIL SCALE: 1" = V-0" FRAMING PER 5/S4.2 FINISHED GRADE PER ARCH 0 000 0.0 00 0°00 To 000 MIRADRAIN 6000 TIGHT LINE TO FOUNDATION DRAIN BACKFILL W/ MIN FREE DRAINING MATERIAL 1 1/2" 0.0 'IF" BARS 00 i I 1000 000 N 00 (2) #5 BARS #5 @ 12" OC HORIZ EA FACE FOR WALLS OVER 6'4" (SINGLE LAYER #5 @ 15" OC FOR WALLS SHORTER THAN 6'-0") #5 @ 10" OC FOR WALLS OVER 6'-0" _ "S" BARS w = 0 w z a FINISHED GRADE OR SLAB ON GRADE COMPACTED BACK FILL — X X O° O 0000 " 0 0o .0 o 0 0� °° O ° °° ° o O O O O OOo ° °O FOOTING DRAIN I — PER TYP DETAIL "S" BARS "B t T RETAINING WALL SECTION SECTION nil U in M U #5 @ 18" OC TOP & BOTTOM COL PER PLAN 8"x8" CONCRETE PLINTH W/ (4) #3 TIES EQ SPACED SIMPSON ABU 00 POST BASE 1-4 (4) #4 HOOKED 6„ DOWELS z �o _ CJ 0 0' M U 10/ SIZE AND REINF PER PLAN TYPICAL DECK FOOTING DETAIL SCALE: 1" = V-0" RETAINING WALL SCHEDULE WALL GEOMETRY WALL REINFORCING MAX T B t D S BARS F BARS „H„ 4'-0" 0'-8" 1'-0" 8" 12" #5 @ 15" #5 @ 15" 6-0" 1'-0" 2'-3" 8" 12" #5 @ 15" #5 @ 15" 9'-0" V-6" 4'-8" 8" 12" #5 @ 7" EXT FACE #5 @ 7" NOTES: 1. FOUNDATION SHALL BEAR ON UNDISTURBED NATIVE SOIL OR COMPACTED FILL. 2. NOTE THAT THE RETAINING WALLS LESS THAN 6-0" TALL HAVE REINFORCEMENT CENTERED IN THE WALL. ALTERNATE HOOK DIRECTION INTO FOOTING EVERY OTHER BAR. 3. THE RETAINING WALLS OVER 6'-0" HAVE REINFORCEMENT IN EACH FACE AS SHOWN. T/2 � a U H M FRS TO MATCH DOTING A REINF JRBED EARTH OR -TED FILL PER JRAL NOTES T = FTG THICKNESS PER PLAN, SCHED, AND DETAILS ATYPICAL STEPPED WALL FOOTINGSTEPPED WALL FOOTING SCALE: 1/2" = V-0" #4 CONT NOSING BAR PAVING OR GRADE SLAB ON GRADE AND SUBGRADE PER ARCH DWGS PER FOUNDATION PLAN. SLOPE SLAB PER ARCH PLAN � a X X X X X X -III—III—II ° 1 I1 I I - ° 00°0 b° o°o b O o b IIIII X zi = O:E 1 1 III —III —III —III —III - I a (1) #4 CONT 10" SECTION SCALE: 1" = V-0" 18" 00 #4 DOWELS 1-i @ V-6" OC (2) #5 BARS #5 @ 12" OC HORIZ EA FACE FOR FOR WALLS OVER 6'-0" (SINGLE LAYER #5 @ 15" OC FOR WALLS SHORTER THAN 6'-0") _ #5 @ 7" OC FOR o WALLS OVER 6-0" w z Q LU "S" BARS w COMPACTED BACK FILL FINISHED GRADE OR PAVING PER ARCH STUD WALL PER PLAN CONCRETE SLAB ON GRADE AND SUBGRADE PER GEOTECH REPORT -X X �0 -O 0°b o 0-O o°b o° o o °-O MIRADRAIN 6000 0° TIGHT LINE TO FOUNDATION DRAIN MIN 1 1/2" CLR°°o gob BACKFILL W/ FREE DRAINING MATERIAL ° °ro .610 I- FTG DRAIN PER o°°°° I=III= TYP DETAIL LtI 0 L 0 0 m Of I —III x #5 @ 18" OC 'IS" BARS TOP & BOTTOM T" t" "B" RETAINING WALL SECTION -1 I=11 I= 0 °o 0 0 .00 O°00 o O Oo oO 0 0 0 ° o 0 O OOoO o00 —III—I 'IF" BARS NOTE: REFER TO RETAINING WALL SCHEDULE ON DETAIL 11/S3.1. Aak 4m mw ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 02/20/2020 1 J a H z O_ m F- Z) C W w Q a O LLI C N O Y Q DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT J Li 0 Lij W � U p Z 00 L 0) 0 Q L o' L Q Z U Z 0 Z (0 m L 0 0 Y 00 L SHEET: N Z 0 I— Q 0 Z D 0 LL S3ml V / SCALE: 1" = V-0" SCALE: 3/4" = V-0" 1 % SCALE: 3/4" = V-0" LZ _.AE1=#] STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED -'---'----'---'- ' -n-------�- I.1 I•I II II II II - HEADER PER PLAN II II II II I I I I I.1 I•I •11 II II I CRIPPLE STUDS PER II II II .II II II I I I I I j I I 1'I I I I I PLAN; DO NOT CUT I I I 1 1.1 1.1 1 1• I AWAY MATERIAL FROM I• 1 1 I I 1 1 I• I CRIPPLE STUDS j I 1 1 I I 1 •I FULL -HEIGHT 111 � 11 I I I I•I I I•j I I 1 •I 1' I.I I 1 1 HOLDOWN CHORD 1 11 1 1 1 I I 1 1 1 1 1 1 I I 11.11 11 I I I I I.1 I I 11.11 11 I I 1 1 1 1 1 I I I •1 1• 1 I• 1 1• 1 1 I 1 1 1 11 1 11 I 1 1 AB W/ SIMPSON BP 1 11.11 11 I I � I I � 1 1 I I 1 I•I 1 I.1 I•I 11 II 1 1 I I 1 1 I I 1 I •I 1' 1'I 1• 1 •I 1 11 1.1 I 1 1 Ij I 1 1 1 1 1 PL WASHER, TYP I•I I 1.1 11 PT SILL PL PER SHEAR II I I I I I.1 1 I• 1 1 1 WALL SCHED I•I �� I • I A 1.1 I I 1 __ J1 II _ z II II CONCRETE FOOTING OR P/T SLAB NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS ARE SPECIFIED THE FIRST AB SHALL BE LOCATED NOT MORE THAN V-0" AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = V-0" -'---'---'---'---'---'---'---'---'---'--- - - - - ------ I'I I'I I'I 1.1 11•I II II II II III II II II II II II II III II II II II III I' I I' I I' I 1.1 I I• II II II II I I I II II �1 III FRAMING AT ADJOINING I I 11•I I I PANEL EDGES PER SHEAR I I 1 1 I'I WALL SCHED 1 I II iI 1 111 I I I I I I I I I I• I II II II II III II II II II I'I I•I I•I 1• II II II II II _J L -- ;-- j. I. ;-- ;-i F•---•-- --1 r------ 11 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 II II II II II II II II II oe ff II II II I I I•I I•I II II II II II II II II II II II II I I I•I I•I II II II • -------LL------J_ ------ II II I II II L II II 1 1L_�_ _IL______I • . • • AB SIZE AND SPACING 77 A III- I I I I PER PLAN AND SHEAR I� WALL SCHEDULE, TYP (�=3 RIM BOARD (�n OR BLOCKING I� -III=III- -III=III- -III=III- SHEAR WALL SCHEDULE APA-RATED MIN FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE NAILING TO SILL PLATE ANCHOR FOUNDATION SHEAR TYPE SHEATHING ADJOINING PANEL NAILING BLOCK CONN TO RIM/BLKG BOLT TO SLAB OR SILL PLATE SIZE CAPACITY EDGES (SEE NOTE 5) AT PANEL EDGES TOP PLATE FOUNDATION (PLF) BELOW 15/32" 2x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 AB SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC 6" OC @ 5'-0" OC 2x 242 15/32" 2x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 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"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 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"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 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"0 x 2 1/2" LTP4 OR A35 0.131"0 x 3" @ 5/8"0 AB 2SW4 BOTH SIDES AND BLKG @ 4" OC @ 10" OC 2" OC @ 2'-0" OC 2x 706 15/32" (2) 2x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"0 AB 2SW3 BOTH SIDES AND BLKG @ 3" OC @ 7.5" OC @ 1.5" OC @ V-6" OC 2x 910 15/32" 3x STUD 0.131"0 x 2 1/2" LTP4 OR A35 0.131 x 3" 5/8"0 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"0 @ 3.5" OC, 2SW4 = 0.131"0 @ 2.5" OC, 2SW3 = (2) 0.131" 0 @ 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" 0 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. PANEL EDGE NAILING PER SHEAR WALL SCHEDULE, TYP PANEL EDGE NAILING INTO HOLDOWN CHORDS, TYP INTERMEDIATE NAILING @ 12" OC SHEATHING PER PLAN AND SHEAR WALL SCHEDULE HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS HOLDOWN ANCHORAGE PER PLAN AND SCHEDULE SIMPSON CNW COUPLER NUT W/ SIZE TO MATCH HOLDOWN ANCHORAGE 1/2" TO SHEATHED EDGE PANELEDGE NAILING PER SHEAR WALL SCHED CONTINUE HOLDOWN CHORD TO FOUNDATION EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"0 x 3" NAILS @ 9" OC CONCRETE STEM WALL CONCRETE FOOTING (2) ROWS OF 0.131"0 x 3" NAILS @ 9" OC STUD WALL PER FRAMING PLAN NOTES, TYP EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL 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 I Id II a I1 d� 11 a II ° SECTION A -A SCALE: 1 1/2" = V-0" B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = V-0" NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE SHEATHII PANEL, T CONTINUOUS PANEL EDGES PANEL EDGES 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM TYPICAL FLOOR/ ROOF SHEATHING DETAIL SCALE: NTS 2 1/4" END 10 lo DISTANCE, TYP (2) ROWS OF (8) 0.131" 0 x 3" NAILS @ 3" OC EA SIDE OF SPLICE AND (2) @ 9" OC ELSEWHERE W/ 1 1/2" EDGE DISTANCE 3" OC \ SPACING TOPCHORD / SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TO INSTALL THE SPECIFIED 0.131" 0 CHORD SPLICE NAILS, THE CONTRACTOR SHALL SPLICE INSTALL SIMPSON CS20 STRAPS EA SIDE OF WALL AT SPLICE. INSTALL EA STRAP 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'-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"0 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 HOLDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT (SEE NOTE 4) CAPACITY (LB) MST37 (2) 2x (11) 16d EA END - 2,345 O MST60 (2) 2x (24) 16d EA END - 4,830 O3 HDU5 (2) 2x (10) SDS 1/4" x 2 1/2" SCREWS 5/8" 0 3,285 ® HDU8 4x DF#2 (20) SIDS 1/4" x 2 1/2" SCREWS 7/8" 0 6,970 O HDU11 46 DF#2 (30) SIDS 1/4" x 2 1/2" SCREWS 1110 9,335 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. INSTALL HD HOLDOWNS AT FOUNDATION WALLS PER DETAIL 6/S3.1. 3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. 4. REFER TO DETAIL 8/S4.2 FOR INSTALLATION OF MST FLOOR TO FLOOR STRAPS. REFER TO DETAILS 5, 6, & 7/S4.3 FOR CONNECTION OF STRAP TO BEAM BELOW. NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 A35 FRAMII` ANCHOR EACH SII OF BEA SOLID OR MULT STUD COLUMN PER F,r BEAM WIDTH, MIN UNO PARALLEL TO STUD WALL CLIPS (WF 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"0 x 3" NAILS, TYP (5) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1" = V-0" rvn r��� ini r AT HOLDOWNS: PROVIDE FULL HT RIPPLE STUDS PER PLAN HOEDOWN CHORDS PER HD SCHED. AND COLUMN SCHEDULE OR STRUCTURAL NOTES OTHERWISE: (1) 2x FULL HT TYPICAL HEADER DETAIL SCALE: 1" = V-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = V-0" SOLID STUD COLU..... BEAM PER PLAN AND SCHEDULE SIMPSON A35 EACH `SIDE OF BEAM I v) _ O o� -, LL 1-- 0- LU 0 PERPENDICULAR TO STUD WALL 11- STUD WALL ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 02/20/2020 J a F- z O m D' ~ C) (n LLJ w Q a O w rl� O Q C N O Y D' Q DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT N J J L 0 Q O 12 0 C) w N 0 U p Z 00Lij Z 0) Q Q L LL. V) L Q 0 0 Imo Z O L O 0 Y 00 L SHEET: S4.1 LZ -.AE1=#] TREAD/RISER PER ARCH USE 1 1/8" PLYWOOD TREADS UNO STRINGER NOTCHED STRINGER 2x12 BLOCKING DO NOT OVERCUT NOTCHES AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PROVIDE HILTI X-DNI (0.145"0) @ 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 STAGGERED @ 6" OC X X X X X X x X a x AS SHOWN LU 0 J� u �0 00 0 00 DO , 80o`b � °p 0 0 ° a o.° LU 1 SIZE &REINFORCING "' U MAXIMUM SLOPE PER PLAN AND SCHEDULE A. TYPICAL STRINGER TO LOWER LANDING TYPICAL STAIR SECTIONS SCALE: 1" = V-0" SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED SILL PLATE NAILING PER SHEAR WALL SCHED CONT HF RIM BOARD LTP4 FRAMING ANCHOR W/ SPACING PER SHEAR WALL SCHED (2) #5 CONT i SECTION SCALE: 1" = V-0" SHEATHING AND NAILING PER FOUNDATION PLAN NOTES JOIST PER PLAN SIMPSON A34 EVERY OTHER JOIST j PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHED NOTE: AT SIM SECTION CONCRETE WALL IS EXISTING. PROVIDE 5/8" x 9 1/2" SIMPSON TITEN HD SCREW ANCHORS IN LIEU OF CAST -IN ANCHOR BOLTS AT SPACING PER SHEAR WALL SCHEDULE. SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES BREAK SHEATHING AT PLATE UNO 1 1/2" LSL RIM SILL PLATE NAILING PER SHEAR WALL SCHEDULE BREAK SHEATHING AT PLATE UNO PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES NOTE: NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 2304.9 A. TYPICAL FRAMING STUD WALL PER FRAMING PLAN NOTES SILL PLATE NAILING PER PLAN AND SHEAR SHEATHING AND NAILING WALL SCHEDULE OR PER PLAN AND SHEAR STRUCTURAL NOTES WALL SCHEDULE OR STRUCTURAL NOTES SHEATHING AND NAILING PER PLAN 1 1/2" LSL RIM BREAK SHEATHING AT RIM AND PROVIDE PANEL NAILING EA SIDE OF JOINT PER SW SCHED I -JOISTS PER PLAN PANEL EDGE NAILING AND SCHEDULE PER PLAN AND SHEAR WALL SCHEDULE OR 2x4 BLOCKING AT STRUCTURAL NOTES SHEAR WALLS TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = V-0" 2x6 SISTERED 3LOCKING -VELED PLATE -UD WALL OR JI PER PLAN O -V IVIMA JrM14 uL I VV LLIV LANDINGS B. TYPICAL STRINGER TO PONY WALL NOTES: 1. FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 5. 2. AT SIM SECTION CONCRETE WALL IS EXISTING. PROVIDE 5/8" x 9 1/2" SIMPSON TITEN HD SCREW ANCHORS IN LIEU OF CAST -IN ANCHOR BOLTS AT SPACING PER SHEAR WALL SCHEDULE. (4) 8d JOIST PER PLAN NAILS ®II z II 00 l SECTION SCALE: 1" = V-0" WEB FILLER PER MFR 1 r - - - - - - - T I 1 1/2" LSL BLKG I @ 4'-0" MAX 1 I BEAM AND POST PER PLAN BEYOND SIMPSON HUC28-2, EACH STRINGER, WITH FULL NAILING 2x12 NOTCHED - STRINGER-I� SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES 16d @ 6" OC 2x4 BLKG W/ (2) 10d NAILS DECKING STUD WALL PER FRAMING PLAN NOTES SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SHEATHING AND NAILING PER PLAN I -JOISTS PER PLAN AND SCHEDULE B. ALTERNATIVE SHEAR WALL FRAMING TREAD AND RISERS PER ARCH 2x6 SISTERED PER SECTION A I NOTCH BEAM AS REQUIRED 8'-0" MAX SPAN BETWEEN LANDINGS C. TYPICAL STRINGER TO CENTER BEAM IUS HANGERS DECK JOISTS PER PLAN — FLOOR JOISTS LUS HANGER PER PLAN CONT DF WEB BLKG SECURED SILL PLATE NAILING PER TO STEEL BEAM W/ 1/2"0 A307 SHEAR WALL SCHEDULE BOLTS @ 24" OC, STAGGERED BEAM PER PLAN DECK FRAMING DETAIL SCALE: 1" = V-0" FLOOR SHEATHING PER FLOOR FRAMING PLAN NOTES FLOOR DIAPHRAGM BOUNDARY NAILING 1 1/2" LSL BLKG SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES BREAK SHEATHING AT PLATE UNO 2x CONTINUOUS RIM SIMPSON LTP4 OR A35 FRAMING ANCHOR PER SW SCHED. (CONTRACTOR OPTION) BREAK SHEATHING AT PLATE UNO PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES STUD WALL PER FRAMING PLAN NOTES SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SHEATHING AND NAILING PER PLAN WOOD JOISTS PER PLAN AND SCHEDULE C. ALTERNATIVE SHEAR WALL FRAMING "-' "LOCKING D. TYPICAL STRINGER TO UPPER LANDING JOIST PER 'LAN KING @ C CHORD SIZE PER HOLDOWN SCHEDULE SIMPSON STRAP WITH FASTENERS PER HOLDOWN SCHEDULE JOIST DIRECTION PER PLAN FILL JOIST SPACE WITH FULL DEPTH BLOCKING TO MATCH DIMENSIONS OF STUD COLUMN ABOVE TYPICAL STRAP HOLDOWN DETAIL SCALE: 1" = V-0" NOTE: FOR NOTES AND DETAILS NOT CALLED OUT REFER TO DETAIL 1 (4) 10d NAILS 1 1/2" LSL RIM JOIST (3) 0.131"0 x 3" NAILS EACH END I -JOISTS PER PLAN AND SCHEDULE 1 1/2" LSL BLOCKING @ 4'-0" OC MAX EXTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = V-0" VARIES PER PLAN STA I R 2x12 NOTCHED TREADS STRINGER PER ARCH 12" OC MAX NO ON PLAN 2x6 SISTERED TO 2x12 PER TYPICAL STAIR SECTION GAP (IF REQUIRED) TO SUIT ARCH FINISHES. TYPICAL STAIR SECTION SCALE: 1" = V-0" 16d @ 6" OC DECKING SLOPE ATTACH JOIST TO LEDGER W/ SIMPSON LUS SERIES HANGERS 2x PT LEDGER W/ (2) 3/8"0 x 4" LAG SCREWS @ 16" OC ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 02/20/2020 1 J a H z O m F D' C) ~ SHEATHING WHERE NOTED ON PLAN Q O LLI Q O N O Y D' Q DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 RIM JOIST NOTES: 1. REFER TO TYPICAL STUD WALL FRAMING DETAILS FOR INFORMATION NOT SPECIFICALLY CALLED OUT. 2. AT SIM SECTION JOIST RUN PARALLEL TO LEDGER. PROVIDE LEDGER FOR PLYWOOD SUPPORT. DECK CONNECTION SCALE: 1" = V-0" REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Li 0 O O LIJ N U p Z 00 W 0) Q Q W V) LL, Q Z U Z Z w O 0 Y 00 W SHEET: 0 O S 02 LZ _.AEl=#] V­ STUD WALL PER SHEATHING AND FRAMING PLAN NOTES NAILING PER PLAN AND SHEATHING AND SILL PLATE NAILING SHEAR WALL SCHEDULE NAILING PER PLAN AND PER PLAN AND SHEAR OR STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR OR STRUCTURAL NOTES 1 1/2" LSL BLKG STRUCTURAL NOTES 1 1/2" LSL BLOCKING I NAELNG PER PLAN NAILOS EACH END SILL PLATE NAILING PER L I -JOISTS PER PLAN SILL PLATE NAILING PER SHEAR WALL SCHEDULE AND SCHEDULE, SHEAR WALL SCHEDULE LAPPED OR BUTTED PANEL EDGE NAILING PANEL EDGE NAILING PER PLAN AND SHEAR 2x4 BLOCKING AT PER PLAN AND SHEAR WALL SCHEDULE OR SHEAR WALLS WALL SCHEDULE OR STRUCTURAL NOTES -J f1 C.I STRUCTURAL NOTES INTERIOR BEARING ON BOTH SIDES TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = V-0" SHEAR WALL PER PLAN HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM BEAM PER PLAN (DIRECTION VARIES) JOIST PI (DIRECTION FLUSH BEAM HEADER TYPICAL STRAP HOLDOWN TO WOOD BEAM SCALE: 1" = V-0" SHEAR WALL PER PLAN STUD WALL PER FRAMING PLAN NOTES SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SHEATHING AND NAILING PER PLAN (4) 10d NAILS 1 1/2" LSL BLOCKING @ 4'-0" OC FIRST JOIST BAY ONLY 2x4 BLOCKING AT SHEAR WALLS INTERIOR BEARING ON ONE SIDE ONLY TYPICAL STUD WALL FRAMING DETAIL SCALE: 1" = V-0" HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM CONTINUOUS RIM HEADER BEAM PER PLAN STUD WALL PER PLAN 30" #4 DOWELS @ 00 1'-6" OC CONCRETE SLAB ON GRADE AND SUBGRADE PER GEOTECH REPORT o Oo°�o 00 TOO 0O (2) #5 BARS °°o O0 0 O / RETAINING WALL PER DETAIL 12/S3.1 RETAINING WALL SECTION SCALE: 1" = V-0" FULL -HEIGHT HOLDOWN CHORD PER HOLDOWN SCHED CRIPPLE STUD(S) ER I I•I I•I ...IIIIII IIIIIIIIII .....IIIIIIIIII PLAN, CITES, OR SCHED IIIIIIIII Vill. HEADER IIIIIIII ii PER PLAN II•IIII II•I I'I I I•I I.I III II II II I'I I I•I I.I I.I III II II II HOLDOWN STRAP PER I'I I I•I I.I I.I III II II II I'll LI LI LI III II II II I'I I I•I I.I I.I III I I I I I I PLAN & SCHEDULE. I'I I I•I I.I I.I II II II INSTALL PER DETAIL 5/S4.3 II II II I.I I.I I.I RIM JOIST II II I'/- I •I• I r •I• I'I II I j•I I'I II I•I FUR DOWN I•I I I•I HEADER AS REQ'D III �•� I'I I I I'I IIII I COLUMN PER PLAN I IIII I'I I I'I I I•I I I•I I AND SCHED I I•I I I•I II III IIII II FULL -HEIGHT HOLDOWN CHORD PER HOLDOWN I I•I j I•I I I'I II I•I II I•I II I �•I I I'I IIII IIII IIII III I I SCHED (2- 2x MIN) I IIII I IIII I IIII I I'I I I'I II I•I I I•I II I•I I I•I I II I I I•I 0 SHEATHING PER PLAN AND SHEAR WALL SCHEDULE, TYP FLUSH BEAM PER PLAN � RIM JOIST PER TYP DETAILS EXTEND BEAM 6" BEYOND STUDS INVERTED HOLDOWN STRAP PER PLAN & SCHEDULE INSTALL PER DETAIL 5/54.3 HOLDOWN PER PLAN & SCHED NOTE: FOR ADDITIONAL INFORMATION REFER TO DETAIL 5 TYPICAL HOLDOWN OVER OPENING DETAIL SCALE: 1/2 = V-0" 8d@6"OC 2x4 HF#2 BLOCKING r JOIST PER PLAN W/ 16d NAILS @ 6" OC FLAPPED AT BEAM BOUNDARY EDGE NAILING PER SHEARWALL SCHEDULE DIAPHRAGM BOUNDARY EDGE NAILING PT 2x LEDGER W/ 3/4" 0 1 1/2" LSL BLOCKING J-BOLTS @ 32" OC AND WITHIN W/ 16d NAILS @ 6" OC 12" OF EA END (EMBED 6") BEAM PER PLAN FLOOR SHEATHING o PER PLAN NOTES SIMPSON PC66 MAX POST CAP COL PER PLAN AND SCHED PBS66 STANDOFF POST BASE m A35 CLIP @ 16" OCi— I�, © 0 © 1�I HOLDOWN PER PLAN SCHED HOLDOWN STRAP PER PLAN AND SCHED. FIELD BEND AT STEEL BEAM (2) 1/4" STIFF PL EA SIDE OF WEB @ `8" OC; (4) TOTAL JOIST PER PLAN (DIRECTION VARIES) BEAM PER PLAN SIZE AND REINF PER PLAN SECTION SCALE: 1" = 1'-0" STEEL BEAM PER PLAN. PROVIDE 12" LONG SOLID WEB BLOCK CONNECTED W/ (4) 1/2"0 CARRIAGE BOLTS JOIST PER PLAN (DIRECTION VARIES) TYPICAL HOLDOWN TO STEEL BEAM SCALE: 1" = V-0" SHEAR WALL SHEATHING & NAILING PER PLAN & SCHEDULE APPLIED TO ALL FACES OF WALL T ---�— �. -- ------ II II• I II II. II IIf Q- - - 1 ---------------- II I II. HEADER PER PLAN II I II. :III II II. II I II. Ilia II II. III II II. it I II. HEADER SUPPORTS PER I'� I I I PLAN & SCHEDULE H, I II II'', II II I I I ADDITIONAL INTERMEDIATE I I I I CHORD PER SHEAR WALL �I I I I I SCHEDULE II 114 I II II II I �1. A. ELEVATION AT DOOR m u PROVIDE CONTINUOUS TOP CHORD AT SHEAR WALL OR PROVIDE SIMPSON CMST14 STRAP W/ 16d NAILS AT ALL NAIL HOLES ALONG ENTIRE TOP CHORD AT PERFORATION FORCE -TRANSFER SHEAR WALL DETAIL SCALE: NTS 4x HF BLOCKING, TYP CONTINUOUS CMST14 STRAP W/ 16d NAILS AT ALL NAIL HOLES OVER ENTIRE LENGTH OF PERFORATED SHEAR WALL END STUDS PER HOLDOWN SCHEDULE, TYP ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 02/20/2020 1 J a z O_ m D' ~ u (n � LLJ Lu Q a O LLI - O Q C) --- N O Y D' Q DESIGN: DMT DRAWN: JCP CHECK: DMT JOB NO: 19387.10 DATE: 02/20/2020 REVISION Aug 20 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT W 0 0 W U 0 Z 00 W 0) Q Q W W Q Z U Z0 Z CO M W 00 Y 00 W SHEET: S m3 FLOOR SHEATHING PER FRAMING PLAN NOTES SECTION SCALE: 1" = V-0" 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" = V-0" 2x NAILER RIPPED TO WIDTH OF BEAM W/ 5/8"0 CARRIAGE BOLTS @ 24" OC STAGGERED EACH SIDE OF WEB JOIST AND HANGER PER PLAN AND JOIST SCHED BEAM PER PLAN AND SCHED SECTION SCALE: 1 1/2" = V-0" 2x HF BLKG. AT RIDGE, TYP VALLEY TRUSSES PER ROOF PLAN, TYP 2x4 SLEEPER TYP W/ (2) 0.131"0 x 3 1/2" NAILS EACH TRUSS PRE-ENGINEERED ROOF TRUSSES PER ROOF PLAN TYPICAL OVERFRAMING DETAIL SCALE: 1" = V-0" STEEL BEAM PER PLAN PL 3/8 x 3 1/2 x 0'-7 1/2" (2) 3/4"0 BOLTS WOOD COL PER PLAN NOTE: IN CASES WHERE COLUMN WIDTH EXCEEDS FLANGE WIDTH, PROVIDE 5/8" COL TOP PLATE WELDED TO BEAM END AND SIDE PLATES AT SIM SECTION ROOF SLOPES AWAY FROM WALL ENGINEERING BOUNDARY NAILING NOTE: 250 4TH AVE. S., SUITE 200 BOUNDARY EDGE NAILING PER PER ROOF FRAMING FOR NOTES &DETAILS NOT EDMONDS, WASHINGTON 98020 ROOF FRAMING PLAN NOTES PLAN NOTES SPECIFICALLY CALLED OUT PHONE (425) 778-8500 2x6 LEDGER W/ (3) 10d @ REFER TO DETAIL 1/54.2. FAX (425) 778-5536 ROOF SHEATHING 12 OC NAILS INTO BLKG AND NAILING PER PROVIDED BETWEEN STUDS 2x6 BLKG SLOPED TO �% ' PLAN NOTES V MATCH LOWER ROOF 2x6 BLKG PROFILE 6x SOLID BLKG AS REQ'D FOR TRUSS HANGER NAILING 2x6 BLOCKING W/ (3) 10d EACH STUD 1/2" HSS OR WF COL FLANGE TYP N I I m N LU J U V) BEAM TO COLUMN ROOF TRUSSES ` ROR F TRUSSES AN PER PLAN pF WAS�r NOTE: HANGER PER FOR NOTES & DETAILS NOT TRUSS MFR r� SPECIFICALLY CALLED OUT REFER TO DETAIL 1/S4.2.45901 � SHEATHING S NAILING SHEATHING &NAILING PER PLAN & CHEDU E �`rIONAL WOOD STUD WALL PER PLAN & SCHEDULE 02/20/2020 CEILING FRAMING SECTION SECTION AT LOW ROOF TRUSS SCALE: 1" = V-0" BEAM SIZE NO OF BOLTS PL LENGTH (L) PL THICKNESS WELD SIZE DIM (a) DIM (b) W10 (2) 3/4"o 6" 5/16" 1/4" 1 1/2" 1 1/2" NOTES: 1. ALL BOLTS SHALL BE A490-N, TYP UNO BOLT HOLES SHALL BE STANDARD SIZE, TYP UNO. 2. BOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS, LATEST EDITION. TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE SCALE: NTS SCALE: 1" = V-0" SHEATHING & NAILING PER PLAN & SHEAR WALL SCHEDULE 4 PL 1/2 x 4 x 0'-5 1/2" (VFY W/ ARCH FINISHES) 1" 0 ROD W/ #3 CLEVIS & 1" PIN EA END C8x11.5 EACH END OF CANOPY METAL DECK W/ 1/4" PER 12" SLOPE PL 1/2 x 4 x 0'-4" 1/4 N PL 1/2 x 6 x 0'-6" W/ (2) 5/8"0 BOLTS 1/4" STIFF PL C8x11.5 ------ ELEV PER ARCH L2x2x1/4 C8x11.5 HSS5x5x1/4 14 1/4 3" T-0" MAX CANOPY SECTION SCALE: 3/4" = V-0" BEAM PER PLAN AND SCHED (3) SIDES 1/4 � J♦ I I r, I J a z 75 PRE-ENGINEERED ROOF O TRUSS PER PLAN n cn A35 CLIP EA SIDE OF POST, ~ TYP TOP & BOTTOM C) U Ld w 0 � II j{ O ��/ --'j�L N A 11/2 11/2 Q O N N 0 o Y Q' Q A DESIGN: DMT N DRAWN: JCP SECTION A -A CHECK: DMT FULL HEIGHT POST JOB NO: 1 9387.1 0 PER PLAN DATE: 02/20/2020 A F PROVIDE 3/16' WASHER, \� TP COUNTERSUNK BOLT, BEAM PER PLAN AND SCHED REVISION N ._ Aug 20 2020 A CITY OF EDMONDS DEVELOPMENT SERVICES PL 3/8 x 3 x 0 -9 W/ (2) DEPARTMENT 5/8" 0 WELDED THREADED STUD, TYP TOP & BOTTOM J �3/4" BRNG PL 3/8" STIFF PL SPACED AT 8" 1 1/2" WIDTH OF BEAM + 1/8" W/ (2) 3/4" A307 BOLTS TYPICAL WOOD BEAM TO STEEL BEAM CONNECTION SCALE: 1" = V-0" w 0 0 12 0 Ld N U 0 Z o0 0 0 Q Li V) Lj Q 0 Z U Z 0 Z CO M W 0 0 Y 00 w SHEET: S5.1