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APPROVED BLD-Hitchens Residence Structural Drawings 08.11.20STRUCTURAL NOTES O 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), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 16.5 PSF FLOOR 30 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SITE CLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.277 ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.490 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0.852 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.493 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR (IF) 1.0 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS & SPECIAL STEEL MOMENT FRAME RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR (p) 1.3 SEISMIC RESPONSE COEFFICIENT (CS) 0.131 W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. BASE SHEAR (V), V = CSW = RD I W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) 110 MPH EXPOSURE B KzT 1.0 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 CHAPTER 1704.4 OF THE IBC. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. 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 SOILS EXCAVATION & FILL X GEOTECH ENGINEER FOUNDATION BEARING CAPACITY VERIFICATION X GEOTECH ENGINEER AUGERCAST PILE INSTALLATION X GEOTECH ENGINEER PILING REFUSAL VERIFICATION X STRUCTURAL STEEL FABRICATION & ERECTION X HIGH STRENGTH BOLTING X WOOD FRAME SHEARWALL & DIAPHRAGM NAILING X SPACING15 4" OC STRAP NAILING X DRAG STRUT INSTALLATION 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. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: N/A ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) LATERAL EARTH PRESSURE: UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE RESTRAINED: 50 PCF + ANY APPLICABLE SURCHARGE PASSIVE: 300 PCF COEFFICIENT OF FRICTION: 0.35 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. FOUNDATIONS: AUGERCAST PILES SOILS REPORT: REPORT NO: NELSON GEOTECH PREPARED BY: 1065318 DATED: 12/20/18 (E20'�'OUGERCAST PILES: VERTICAL CAPACITY: 34 KIPS (FRICTION) + 60 KIPS (END BEARING) LATERAL CAPACITY: ACROSS 2 DIAMETERS MIN. EMBEDMENT DEPTH: 30 FT. Al LATERAL EARTH PRESSURE: UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE RESTRAINED: 50 PCF + ANY APPLICABLE SURCHARGE PASSIVE: 300 PCF COEFFICIENT OF FRICTION: 0.35 AUGERCAST PILES SHALL BE INSTALLED BY AN EXPERIENCED CONTRACTOR. PILES SHALL EXTEND TO THE MINIMUM DEPTHS INDICATED ON THE STRUCTURAL DRAWINGS OR TO THE DEPTHS AS DETERMINED BY THE GEOTECHNICAL ENGINEER ON SITE. THE GEOTECHNICAL REPORT GIVES APPROXIMATE PILE LENGTHS FOR BIDDING PURPOSES ONLY. ALL FINAL PILE LENGTHS ARE SUBJECT TO SITE CONDITIONS & SHALL BE ESTABLISHED IN THE FIELD BY THE GEOTECHNICAL ENGINEER. FLOATING SLABS SHALL BEAR ON 4 INCHES OF WASHED GRAVEL OVER A 10 MIL VAPOR BARRIER OVER 2 FEET OF STRUCTURAL FILL SUBGRADE. GRADE BEAM 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. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL & 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. 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 (fc) 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 AUGERCAST PILES 4000 PSI 0.50 6 1/2 SACK N/A SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 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 BE AIR -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. 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: f'c = 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 f'c = 4000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE OTHER OTHER TOP BARS ALL BARS TOP BARS ALL BARS BARS BARS #3 19 15 8 24 19 12 #4 25 19 10 33 25 15 #5 31 24 12 41 31 19 #6 37 29 15 49 37 23 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" GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: CONCRETE EXPOSED TO EARTH AND WEATHER: GALVANIZATION UNTREATED CCA-C SBX ACQ-C CBA-A OTHER ACZA OTHER PT #6 BARS AND LARGER 2" WOOD ACQ-D CA-B BORATE WOOD #5 BARS AND SMALLER 1 1/2" G90 X X X CONCRETE NOT EXPOSED TO EARTH OR WEATHER: G185 X X X X X X SLABS, WALLS AND JOISTS 3/4" HDG X X X X X X COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" STT300 X X X X X X X X CONCRETE GENERAL NOTES G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HDG = HOT DIP GALVANIZED HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. SST300 = TYPE 316L STAINLESS STEEL 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. 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. SCREW ANCHORS BASE MATERIAL ANCHOR SIZE MINIMUM ALLOWABLE ALLOWABLE SHEAR EMBEDMENT TENSION CONCRETE 1/2" 0 3 5/8" 2,062 2,562 CONCRETE 5/8"0 4 1/8" 2,407 2,795 CONCRETE 3/4"0 4 5/8" 3,027 3,647 NOTE: 1. THE ABOVE VALUES ARE BASED ON SIMPSON TITEN HD SCREW ANCHORS INSTALLED IN NORMAL WEIGHT CONCRETE, f'c = 2500 PSI. 2. SPECIAL INSPECTION IS REQUIRED PRIOR TO INSTALLING ANCHOR PER THE MANUFACTURER'S ICBO REPORT. 3. THE ABOVE VALUES ARE BASED ON ALL EDGE DISTANCE GREATER THAN 9" AND A MINIMUM SPACING OF 12". CONTACT ENGINEER FOR OTHER CONDITIONS. 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) SLEEPERS DOUG-FIR STUD 700 - 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 BY THE NATIONAL DESIGN STANDARDS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 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. 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. 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") LSL 1.55E 2,325 310 - BEAMS & POSTS LVL 2.0E 2,600 285 2,510 POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 BEAMS (d >_ 9 1/2") PSL 2.2E 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. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE FOLLOWING MINIMUM STANDARDS: SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI WOOD I -JOISTS 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 IT, IU OR MIT HANGERS, PROVIDE WEB STIFFENERS AS REQUIRED. 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 KSI. PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 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. 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. ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUIL 4� of wa q� l� ti� C� 25385 lti F[Vv� L' S S I 0 NAL 08111 / 2020 i J F-- Q H H Z � m O m w CL � F- F- U Ld w w 0 a a 00 Ld 0 1:* 00 O O Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 Ld c r ^ v 1 Ld VAN O O z z W J 00 Q LLI G (10 cl Ld Q � F- D N �_ .1 V z o U W r z U � cy- tz r-... 0 w V ! � SHEET: Simi STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING TYPICAL FRAMING NOTES 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. BEARING WALL FRAMING PHONE (425) 778-8500 FAX (425) 778-5536 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 3/4 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 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. PCs GUM 3. ROOF AND FLOOR FRAMING 4. OF YVASd► N� PROVIDE 1 1/2" BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM UNO (NOT REQ'D AT GWB CEILINGS). INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THEi JOIST SPAN. PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE 25385 lti R S INDICATED ON PLANS AND DETAILS. S A 4. DIAPHRAGM NAILING Arun W 0811112020 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 11 1 1 J PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN Q NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. Q I.-_ H � 6. GYPSUM WALLBOARD NAILING m z ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS F w OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED CL N OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE ~ ~ WALL cc� ry, W w w EXISTING BUILDING 0 a a CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL 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, CIVIL, ELECTRICAL AND MECHANICAL 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. 00 rlj Ld QD rH Q 0 1:* 00 00 Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 U :2 N O LZ J 00 m W G) 0 (� Q W Q F- U) N (/) Z 0 w Z U 0) � ~ I� 0 2 � Ld SHEET: Q D U D cy— () Slm2 w I L4 E Lo 0 Ln Lo rn 60 7 0 00 T-0" x 24" DEEP GRADE BEAM W/ (4) #4 CONT BARS, TOP & BOT TYP SIM / 4 7 N1 j' 0 20 0 AUGERCAST PILE, EMBEDDED PER GEOTECH REPORT, TYP 20" 0 AUGERCAST PILE, EMBEDDED PER GEOTECH REPORT, TYP 4 34'-8 1/2" 1 N2 6' -4" 22'-8 3/4" I \\ / - - - - - - - - - - - - - - - - - I I IL - - - - - - - - - - - - - - - --------� r-------- D-------------------------- I I I I I I I I 1 I I I I I 1 I I I I I 1 I F5 I I I I I I 61* SLAB ON GRADE PER I I I I 1 1 STRUCTURAL NOTES 9 I 1 1 � 11 S4.1 I I I I I \\ I I I I 8 SIM j 4 I I I I S4.1 I S4.2 I 2' 0" x 24" DEEP GRADE 1 1 I I 1 I I I I 1 I BEAM W/ (4) #4 CONT 1 BARS, TOP & BOT TYP 8 I I I I 1 I S4.1 I I 1 I 1 1 F1C I I 1 I I I I F1C j I I I I I 1 - I ' L------------------------------ � I Li I I I �1 - ---- I \\ / \\„ f -------------------- I �--------- F1C I I � I I I 1 S4.1 I �� C� I I I7777 54.2 F3 i L - - - - - - - - I 1 1 1 I �1 I 9 I j 1 S4.1 I I I 1 F1C I I N3 8 I S4.1 I I I I I I I F1C I I I I I 1 6�L I I I I E----� I I I 1� I I I � I I I C$ r I I C$ -� L I I I I I L_J I I I I I E-----------� I I I I I I I SLAB ON GRADE PER L - - - - ----J F4 \\ STRUCTURAL NOTES I I I \\ I I I \ 11 I C$ I I C$ I SLAB ON GRADE PER \ \ /1 I I I I STRUCTURAL NOTES \ I I I I I \ I I I I I I I 9 I I \\ I I S4.1 I I \\ I � I I \ '-------------------------------- ---------- - - - - -----� I i I I \ \\ /r--------------- -----------------------------------------, I 54.1 1 8 I I 1 I I 1 may' I may' 1 II i Kill S4.3 S1 1 RW I I I " I � 1 54.3 F1C / 4 2 2 FOUNDATION PLAN NOTES: 1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. 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 AS SPECIFIED IN THE SOILS REPORT. 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE #4 REBAR @ 18" OC EA WAY CENTERED IN THE SLAB. SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" MINUS CRUSHED ROCK. 4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 5. F® INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET S3.1 FOR SIZE & REINFORCEMENT. 6. REFER TO SHEET S4.1 AND S4.2 FOR FOUNDATION DETAILS. 7. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. 8. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON FLOOR FRAMING PLAN. REFER TO HOLDOWN SCHEDULE ON SHEET S3.1 FOR HOLDOWN TYPES AND FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR BOLT LOCATIONS. 9. REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET S3.1 FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 10. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 11. REFER TO DETAIL 3/S4.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 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. EDGE OF BUILDING ABOVE E54.3 RW El i 52 = <> 4m ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Z25385 l��/ �L � 0811112020 Q ~ H Hco � Z - 0 co w � H H C) 0 L w w � a a LLI F- flO .� O O Y DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W (Wj :2 N O LZ J 00 0 W 0) 0 v) Q Ld < F- N V , V) Z 0 W Z U 0) M H r-., 0 2 W SHEET: S2ml FOUNDATION PLAN SCALE: 1/4" = V-0" O G PL 1/4 x 3 x 1'-4' TO KERF PLATE ( WELD & AT BEAM W/ (6) 1, SDS SCREWS @ Al 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 3/S4.1 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. ALL DIAPHRAGMS UNBLOCKED UNO BY NOTE 4. 4. HATCHED AREAS INDICATE BLOCKED DIAPHRAGM W/ 10d COMMON NAILS @ 4" OC AT ALL PANEL EDGES. ALL CANTILEVERED AREAS SHALL BE BLOCKED DIAPHRAGM. L�:��r�:�r•�y:�:��.xis::�:��.y[ear•�:��[.�e��rrz•�:a�:�e�►�i��►[el.»re��l ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 6. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2" 0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. Cs GULL 7. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS 4� pF YVASdr l� SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. ti� 8. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 48 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD.i 25385 lti R 9. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. ss NL 10. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 11. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 12. CONCRETE TOPPING SLAB SHALL BE 4" THICK OVER 10 MIL VAPOR BARRIER W/ #4 REBAR @ 15" OC EA WAY CENTERED IN THE SLAB OVER PLYWOOD SHEATHING. FLOOR SHEATHING BENEATH CONCRETE TOPPING SLAB SHALL BE 1 1/8" PI 48/24 W/ 0.148"0 x 3" NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS, AND 10" OC AT ALL INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT & FRAMING, REFER TO DETAIL 3/S4.1. E1 08111 / 2020 i J F-- Q Cam_ Z � m O m w CL � H H U � � W w w 0 a a DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 Z Q J n (D Z w > o Q ry U M cV ry z w -J 0 00 0 o LLI rn 0 (10 cl w Q � LL. F- U) > Ui 0 z o Z ``I z 0 v U � W w 2 W cn SHEET: S202 SECOND FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" 2'-0" 0 2'-0" 4'-0" N1 N2 N3 TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR WINDOW HEADER. TRUSS MFR SHALL DESIGN TRUSSES TO ACCOMMODATE BEAMS ABOVE DOUBLE TOP PLATE. 3. 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, COLLECTORS, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM SPAN = 5'-5". 5. UNLESS NOTED OTHERWISE, DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x8 HF#2 WHERE MAXIMUM SPAN = 4'-6", AND 6x8 HF#2 WHERE MAXIMUM SPAN = 5-0". 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 7. REFER TO SHEET S6.1 FOR TYPICAL ROOF FRAMING DETAILS. 8. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 9. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL HEADER BEAMS. 11. ALL DIAPHRAGMS UNBLOCKED UNO. 12. + + HATCHED AREAS INDICATE OVERFRAMING PER DETAILS 9/S6.1 AND 10/S6.1 APPLIED ABOVE + + PLYWOOD SHEATHING. 13. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 14. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON UPPER FLOOR LEVEL. 15. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. 16. ATTACH ALL TRUSSES AND RAFTERS/ROOF JOISTS TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. E1 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GULL .4� of wash, l.� rl C� 25385 lti L' ®�IONAL 0811112020 w i J Q Cam_ Cam_ C z C m O m N W C N re U � � of �J w w 0 a a DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W cy— Z o Q J n U M N W J 00 Z 0 W G (10 0 Q Q F -- N > (/) LL_ Z p W Z L.L. U � � 0 tz � 0 0 w _ � W cy— JE SHEET: S2m3 ROOF FRAMING PLAN SCALE: 1/4" = V-0" 2'-0" 0 2'-0" 4'-0" N 1 N 2 N 3 EN+INEE RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I I I 1 — �� GUILL 4 of WAg8 m C 25385 1 ORAL'' 1� sSj0NAL 0811112020 + + + + + + + + + + + + + + + + + + + 3 56.1 + + + + + + + + J + + + + 6 -NAN INNNz m + + + + S� S 6Lu + O w 1+ + + + + + CL ATTACH HOLDOWN + + - + + + 9 S\� TO BLKG BELOW PER 56.1 W w w DETAIL 4/S5.2, TYP + + + + + ` 0 a a 1 � 1 + + N + 0 O + S61 + + Q QD rH 1 + + + + + + + + � 00 9 1 O O S6.1 + + + + + + + + TRUSS BLKG DESIGNED FOR Y ROOF LOAD + + + + + + + DESIGN: RMK + + + + + + + + + +` DRAWN: JEG cp, + + + + � + + CHECK: GAG + + + + + + ems; + + + 2x BLKG BELOW + + + + + + + + + + ` JOB NO: 20069.10 ENDS OF RAFTERS T + + + + + + cp + DATE: 04/16/2020 + + + + + + + + El + + + + 4 `f10 + +` + + + + + + S6.1 a' S6.1 + + + + + + + + 10 c6 Z + + + + + S6.1 + + + + + + + + 0 + + + + Y> BEAM BELOW L + + f PER S2.3 + + SZ L + + + + + �'� W Ur + + + + + + i + + + + G / Z �� 6��+ (B) BEAM INDICATES BEAM + + + + + + + ��1 BELOW PER S2.3, TYP + + + + + e�PM s U � < cV + L. + + + + `� p 00 w rn L.- + + + + S1 p + + Q + + ATTACH TOP & BOT OF KING W l�1gEP� O POST TO BEAMS W/ SIMPSON + 3 CCQ COLUMN CAP, TYP LL w 56.1 Z ; 0 N =�zo w 4 — — CL C) 0) : _ � w SHEET: S2E UPPER ROOF FRAMING PLAN 1 SCALE: 1/4" = 1'-0" 2'-0" 0 2'-0" 4'-0" ENGINEERING 250 4TH AVE. S., SUITE 200 II EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 STEEL BEAM PER PLAN II II I� SHEAR TAB CONN W12x50 MOMENT �i SHEAR TAB CONN PER DIET 1/57.1 W12x50 MOMENT II PER DIET 1/S7.1 I� FRAME COL BEYOND it FRAME COL II I I II STEEL BEAM I� STEEL BEAM PER PLAN PER PLAN �i + I I II I� II I� II I� II I� NOTES: NOTES: 1. MOMENT FRAME CONNECTIONS � 1. MOMENT FRAME CONNECTIONS �G G`UI LZ TO BE PER SHEETS S7.3 & S7.4 TO BE PER SHEETS S7.3 & S7.4 pF WASH 2. ALL STEEL EXPOSED TO WEATHER j 2. ALL STEEL EXPOSED TO WEATHER 0 SHALL BE POWDER COATED 0 SHALL BE POWDER COATED F ° _ _ U m Q j 25L 5~ `r' S� ONAL m m 08111 / 2020 WATERPROOF TOP WATERPROOF TOP OF PLYWOOD W/ OF PLYWOOD W/ TPO MEMBRANE 9 TPO MEMBRANE 1 57.2 ATTACH STEEL BEAM TO COL 57.2 W16x45 MOMENT I W16x45 MOMENT � FRAME BEAM II PER DIET 1/S7.1. COPE TOP & FRAME BEAM Q �I DRAIN PER ARCH BOT FLANGE AS REQ'D DRAIN PER ARCH Q II — ---�--- FF FF PER ARCH ` PER ARCH z cm O m N I I t I t I I I I I 4L _ ATTACH STEEL BEAM O STEEL BEAM t TO WOOD COL PER W w w ��--- --� STEEL BEAM PER PLAN W6 COL PER PLAN t DIET 5/57.1 II PER PLAN STEEL BEAM COL PER PLAN PER PLAN O O 3'-0" 10'-0" 6'-0" 3'-0" 10'-0" 6'-0" W Q � 00 O O Y Q 01SECTION SECTION SCALE: 1/2" = V-0" 2>- SCALE: 1/2" = 1'-0" DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 w cy— cy— U � N O LZ J 00 0 w (3) 0 (10 Q w z z0 O w z �- v U ww v) SHEET: S2m5 FOOTING SCHEDULE MARK FOOTING SIZE REINFORCING COMMENTS F1C% 1'-4" x 0'-10" DEEP x CONTINUOUS (2) #4 CONTINUOUS DETAILS 6 & 8/54.1 SEE NOTE 2 F2 2'-0" x 2'-0" x 0'-10" DEEP (3) #4 EACH WAY BOTTOM - F2C 2'-0" x 0'-10" DEEP x CONTINUOUS (3) #4 CONTINUOUS DETAILS 6 & 8/54.1 SEE NOTE 2 F3 3'-0" x 3'-0" x 0'-10" DEEP (4) #4 EACH WAY BOTTOM SEE NOTE 3 F4 4'-0" x 4'-0" x 1'-0" DEEP (5) #4 EACH WAY BOTTOM - F5 � 5'-0" x 5'-0" x 1'-2" DEEP (5) #4 EACH WAY BOTTOM - 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. 3. FOOTINGS DEPTHS VARY AT MOMENT FRAMES, REFER TO PLAN &DETAILS FOR FOOTING REQUIREMENTS AT MOMENT FRAMES. 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 3) AT PANEL EDGES TOP PLATE FOUNDATION (pLF) BELOW 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3 1/4" 3/4"� AB SW6 ONE SIDE AND BLKG @ 6" OC @ 24" OC @ 6" OC @ 5'-0" OC 2x 288 15/32" 2x STUD 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3 1/4" 3/4"� AB SW4 ONE SIDE AND BLKG @ 4" OC @ 20" OC @ 4" OC @ 5'-0" OC 2x 428 15/32" (2) 2x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3 1/4" 3/4"� AB SW3 ONE SIDE 2x FLAT BLKG @ 3" OC @ 15" OC @ 3" OC @ 4'-0" OC 2x 558 3x STUD AND 0.131"� x 2 1/2" LTP4 OR A35 0.131"� x 3 1/4" 3/4"� AB =15/32" ONE SIDE 2x FLAT BLKG @ 2" OC @ 12" OC @ 2.5" OC @ 3'-0" OC 2x 716 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 TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"� @ 3.5" OC 5. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE. 6. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 7. AT ALL 3/4"� 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. 8. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 9. 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. 10. FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED, THE FIRST AB SHALL BE LOCATED NOT MORE THAN 1-4- AND NOT LESS THAN (7) BOLT DIAMETERS FROM END OF WALL. JOIST SCHEDULE MARK JOIST SPACING REMARKS FJ1 9 1/2" TJI 110 16" OC SEE NOTE 3 FJ2 9 1/2" TJI 230 12" OC SEE NOTE 3 FJ3 9 1/2" TJI 360 12" OC SEE NOTE 3 FJ4 1 3/4" x 9 1/2" PSL 16" OC SEE NOTE 3 DJ1 2x12 HF#2 16" OC SEE NOTE 2 RJ1 2x12 HF#2 24" OC SEE NOTE 2 NOTES: 1. FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS. USE MAX NAILING UNO. 2. TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES FACE MOUNT HANGERS. TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE LBV SERIES TOP FLANGE HANGERS. 3. PLYWOOD WEB JOISTS FRAMING INTO WOOD BEAMS SHALL USE ITS SERIES TOP FLANGE HANGERS. PLYWOOD WEB JOISTS FRAMING INTO STEEL BEAMS SHALL USE LBV SERIES TOP FLANGE HANGERS. 4= - 4m ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �� GUILE r ^� C� 25385 lti F[Vv� �itAL' tip' ssI0NAL 0811112020 J J < H ~ H Z co m w F- F- U 2 2 m � � W w w 0 a a O O Wrlj Q 1:* 00 O O Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 �.IJ :2 N O LZ J 00 0 W G) v�oQ V) � F- J v) V) D z o p w z W tz � o U w _ � w SHEET: S3ml v) cy- 4. U HOEDOWN SCHEDULE MARK TYPE MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT (SEE NOTE 4) CAPACITY (LB) 01 MST37 (2) 2x (11) 16d EA END - 2,345 O2 MST60 (2) 2x (24) 16d EA END - 4,830 30 HDUS (2) 2x (14) SDS 1/4" x 2 1/2" SCREWS 5/8"� 4,065 ® HDU8 4x DF#2 (20) SDS 1/4" x 2 1/2" SCREWS 7/8"� 6,970 COLUMN SCHEDULE MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL Cl (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 DF#2 4x6 DF#2 - C5 4x8 DF#2 6x6 DF#2 - C6 4x10 DF#2 6x8 DF#2 - C7 6x10 DF#2 6x10 DF#2 - C8 HSSS x 5 x 1/4 SEE NOTE 5 C9 W6x25 SEE NOTE 5 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR PRE -FABRICATED CONNECTION INSTALLATION REQUIREMENTS. 2. MULTIPLE STUD COLUMNS SHALL USE HF#2 GRADE. REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE STUD COLUMNS. 3. AT COLUMNS THAT CUT DOUBLE TOP PLATE, PROVIDE SIMPSON CS20 STRAPS EACH SIDE OF EA DOUBLE TOP PLATE. REFER TO DETAIL 4/55.1. "All =-4m CORNER BARS x Q SHEAR WALL PER "A" MAY BE SUBSTITUTED FOR ALL PLAN AND SCHED 90° HOOKED BARS ENGINEERIII� COUNTERSINK ADDITIONAL 250 4TH AVE. S., SUITE 200 END STUD AS REQ'D EDMONDS, WASHINGTON 98020 not HOEDOWN PER PHONE (425) 778-8500 o e e PLAN AND SCHED FAX (425) 778-5536 STD 90° HOOK TYP UNO (1) #5 VERT STD 180° HOOK (2) #5 VERT Q UNO, VERT CORNER BARS SHALL BE SAME SIZE TABULATED FOR MIN WALL REINF FOR THICKER WALL "A" = SPLICE LENGTH SEE NOTES, DETAILS, OR PLANS FOR Q REQ'D REINF. ALL BARS TO BE CONT OR SPLICED PER STRUCTURAL NOTES HORIZ CORNER BARS OF SIZE AND SPACING TO MATCH REINF OF THINNER WALL © _ PLACE VERT REINF OUTSIDE EXCEPT AS OTHERWISE NOTED OR SHOWN "A" TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE: NTS PIPE 2 IN ALL AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT CONC SLAB ON GRADE PROVIDE 5/8"0 x T-0" SLAB REINF AT CENTER OF SLAB SMOOTH SLIP DOWEL BARS `� ALL NOT PAAT TOP D TJOINT T. REINF HRU AT 12" OC, TYP UNO GREASE THIS I HALF OF BAR J TYPICAL CONSTRUCTION JOINT SAWCUT JOINT - IN ALL AREAS WITH EXPOSED CONC. FLOORS, FILL JOINT WITH SEALANT. IN LIEU OF SAWCUT CONC SLAB ON GRADE JOINTS CONTRACTOR MAY USE ZIP STRIP PLACED WITH SLAB SLAB REINF AT CENTER OF SLAB OR AT TOP AND BOT TYPICAL CONTRACTION JOINT TYPICAL SLAB ON GRADE DETAILS TRENCH EXCAVATION PARALLEL TO FTG SLEEVES TO CLEAR PIPE 1" ALL SIDES BOF o x Q m � LOWER BOF VO PIPES ALLOWED IN THIS REGION. LOWER =TGS AS REQ'D AS REQ'D _ z PIPE TRENCH EXCAVATION PARALLEL 9" MIN TO FOOTING IS NOT ALLOWED TYP BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS SCALE: 1/2" = 1'4" ISOLATION JOINT W/ JOINT FILLER CONC COLUMN PER PLAN & SCHED CONTROL JOINT OR CONSTRUCTION JOINT FILL W/ CONC. AFTER FLOOR & ROOF CONCRETE FRAMING COMPLETE SLAB ON GRADE NOTE: ARCHITECT & ENGINEER SHALL APPROVE JOINT LOCATIONS PRIOR TO CONSTRUCTION TYPICAL ISOLATION JOINT DETAIL STEEL COLUMN PER PLAN 4"0 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 #3 TOTAL CLOSED TIES @ 6" OC, (3) LOCATED WITHIN TOP 5" OF PILASTER PAVING PER ARCHt: `V X X X — o -O 00 0 -O 00 0 O O C N 0 N of mu SECTION SCALE: 1" = 1'-0" \ w f SCALE: NTS \ f SCALE: 1" = 1'-0" 9 LINE OF MAX EXCAVATION. IF SOIL IS OVER EXCAVATED, 1 REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL TYPICAL FOOTING DRAIN SCALE: 1" = V-0" A - BASE PL PER DET 2/S7.1 1" NON -SHRINK GROUT W/ LEVELING NUTS - V-5 1/2" x V-5 1/2" CONCRETE PILASTER 2� �( 1/2" EXPANSION II II PROVIDE TOP BARS TO MATCH BOTTOM BARS AT MOMENT FRAMES (4) #5 W/ STD HOOK a NOTE: WHERE FOOTING OCCURS AT GRADE BEAM, CONTINUE GRADE BEAM REINF THRU FOOTING SIZE & REINF PER PLAN & SCHED MATERIAL TYP —X X X 00 °O oDOoO oDooO AUGERCAST PILE PER PLAN & DET 4/S4.2 COLUMN AND BASE PL PER PLAN AND SCHED DIAMOND SHAPED BLOCK I I OUT. GROUT SOLID AFTER 2" CLR T I I SETTING COLUMN SLAB ON GRADE AND BASE PLATE I I I I EDGE BLOCK OUT WITH SUBGRADE PER 1 1 1/8" MAX RADIUS AND FILL FOUNDATION PLAN I I I I I I JOINT WITH SEALANT X X X X— ;: :l 1:° X X X X o15 II II oro oro z II II II II _ M � ~ o w U N • ® • ® ® • w a (n U SIZE & REINF PER PLAN & SCHED ISOLATED FOOTING DETAIL 9 SCALE: 1" = 1'-0" NOTE: EXTEND THREADED ROD BETWEEN JOISTS INTO STEM WALL BELOW. PROVIDE ROD COUPLER IF REQ'D. THREADED ROD AS REQ'D FOR HOLDOWN W/ NUT AND WASHER AT BASE. EXTEND ROD INTO FTG, TYP UNO TOP OF FTG II II II II II II II II GUI I I l� of WAS Ll� til tiT ° II � - II ORAL 5�'l . ssIONAL II 08111 / 2020 M U HOLDOWN DETAIL (NEW FOOTING SCALE: 1" = V-0" mu 1L` 1 MAXIMUM SLOPE PER PLAN & SCHED STUD WALL PER FRAMING PLAN NOTES AB PER SHEAR WALL SCHED OR STRUCTURAL NOTES PT SILL PL SLAB ON GRADE AND SUBGRADE PER PLAN CONTINUOUS FOOTING DETAIL SCALE: 1" = V-0" CONTRACTOR COORD DIM W/ ELEVATOR MFR 8" DEPRESSION. VERIFY PIT REQUIREMENTS WITH ELEVATION MFR t1tiE #4 @ 12" OC EA ,NAY CENTERED L 6" TYP 12" #4 @ 12" OC, 8„ ALL SIDES 12" SLAB ON GRADE AND SUBGRADE PER PLAN ADDITIONAL #4 BAR AROUND PERIMETER TYPICAL SECTION THROUGH ELEVATOR PIT V / SCALE: NTS J � C~C G z C� G m O m N F � N W U � � W w w 0 a a O O Ld QD rH Q 0 � 00 0101 Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W cy- 0 U � N O LZ J 00 0 W 0 Q Wad N \ / V) Z 0 W Z U 0 _ W SHEET: s mi COL PER PLAN AND SCHED SIMPSON PB STANDOFF POST BASE (4) #4 HOOKED DOWELS NI k.D 2 SLAB ON GRADE PER STRUCTURAL NOTES -X X X X X X X X Lu w = ;77; U w N °00 0.O 0 0 0 .0 (° ° 0 Lu O 0 O 000069.0 o 00 Oo o.�o O°o —1 1 SIZE AND REINF PER PLAN AND SCHED 1 SECTION SCALE: 1" = V-0" FINISHED GF PER E 1 3/4" LSL RIM JOIST 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 (2x LUMBER AT SIM SECTION) PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHED FINISHED GRADE PER CIVIL (2) #4 CONT CONC STEM WALL OR RETAINING WALL PER FOUNDATION DETAILS M U SIZE AND REINF PER PLAN COL PER PLAN SIMPSON CB POST BASE 8" x 8" CONCRETE PLINTH DECK FOOTING DETAIL SCALE: 1" = V-0" (4) 10d NAILS 1 3/4" LSL RIM JOIST PERPENDICULAR PARALLEL TYPICAL PONY WALL FRAMING DETAIL SCALE: 1" = V-0" VERT REINF FROM PILE TO EXTEND INTO SLAB AND TERMINATE WITH A SEISMIC HOOK LL C LL L LL a NOTES: 1. HOLDOWNS AND HOLDOWN CHORDS AT FLOOR LEVEL SHALL BE CONTINUED DOWN W/ THREADED RODS AND ANCHORED INTO FOUNDATION. 2. COLUMNS ABOVE FLOOR LEVEL SHALL BE CONTINUED DOWN INTO PONY WALL, AND SOLID BLKG SHALL BE INSTALLED IN JOIST SPACE. 3. REFER TO DETAILS ON S5.2 FOR ADDITIONAL REQUIREMENTS AT FLOOR LEVEL. (3) 0.131"0 x 3" NAILS EACH END I -JOISTS PER PLAN AND SCHEDULE (2x LUMBER AT SIM SECTION) 1 3/4" LSL BLOCKING @ 4'-0" OC MAX PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHED (2) #4 CONT CONC STEM WALL OR RETAINING WALL PER FOUNDATION DETAILS PILE ELEVATION SCALE: 1/4" = V-0" PAVING OR GRADE PER ARCH DWGS III — I_1 SECTION A -A N TS TIP ELEV 17.0' #3 SPIRAL @ 4" OC (1) #8 VERT TO EXTEND TO BOTTOM OF PILE. CONTRACTOR HAS OPTION TO SPLICE USING MECHANICAL BAR COUPLER PER STRUCTURAL NOTES (9) #6 BARS SPACED EVENLY NOTES 1. PROVIDE (3) EXTRA TURNS AT TOP AND BOTTOM SPIRAL STEEL, TYP. 2. VERTICAL BARS MAY BE MECHANICALLY COUPLED OR LAP SPLICED. IF LAP SPLICED, NO MORE THAN 1/2 THE VERTS MAY BE LAPPED AT ANY ONE CROSS-SECTION #4 CONT NOSING BAR SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN. SLOPE SLAB PER ARCH PLAN X X X X X X- 0 0 0 0 op°o `b o O°0,6 , j o O°o `b X (1) #4 CONT 10" SECTION SCALE: 1" = V-0" I IN PLYWOOD SHEATHING & NAILING PER PLAN & STRUCTURAL NOTES (2) #4 CONT TOP 8„ o SLAB ON GRADE PER PLAN & STRUCTURAL NOTES 0 o > X X X #4 DOWEL @ 12" OC W/ 90' STD HOOK (3) #3 CLOSED STIRRUP @ 4" OC EA SIDE OF PILE (3) #4 TOP & BOT CONSTRUCTION JOINT TYPICAL SECTION AT THICKENED SLAB EDGE SCALE: NTS FINISHED BACKFILL W/ FREE GRADE DRAINING MATERIAL o " °O e o 1'-0" I 1 MIN 0 o0 00 0 e0 0 O O00 oO o000 0 0O ?0- 00 00 0 00 o o 0 oO 0 °00 OO O o0 0 0 FOOTING DRAIN PER DETAIL 3/S3.1 SECTION SCALE: 1" = V-0" NOTE: FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 6/S6.1 --- STUD WALL PER FRAMING PLAN NOTES 0® I #4 @ 12" OC EA WAY, CENTERED IN STEM ® WALL. ALTERNATE HOOK EVERY OTHER BAR x SLAB ON GRADE PER STRUCTURAL NOTES - O 6" I 2'-0" of mu I (4) #4 CONT BARS O GI ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUILT WAS8IL rlT _ L3C x25L 5�CS1 L ZONAL 08111 / 2020 J ~ H H � Z � m O m F CL =) w � F- F- U W w w 0 a a O O Ld rlj QD cH 0 1:* 00 O O Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 La > cy- U M N O LZ J 00 0 W G) 0 (� Q W Q F- (n N > (/) Z 0 W Z U 0 ~ I� 0 2 W SHEET: S m2 FINISHED GRADE PER ARCH xQ MIRA DRAIN 6000 OR EQUAL W/ WATER = PROOFING PER ARCH w 0o o O O op, 0o00- 00 a°° (2) #5 CONT pol o o0 10 CPO On w °O Z o•Oo 0 w #5 @ 10" OC VERT 0 0o o°p °O O b-0 CPO Op ao FTG DRAIN PER SLAB ON GRADE PER TYP DETAIL ,0 °0 °° 0 0 STRUCTURAL NOTES 0 0 00 0° III-_ Oo ° ° 0 0 ° °, I L # 000 ° N Of =1 I I O0 °o p° 0 — x x x =111 = 00 o 0o 0 0 o0A °� 00.0 z 0 0 0 0 • lo 1-1 L 0 0 m U —III—III——III— COMPACTED BACK FILL #5 @ 15" OC TOP & BOT RETAINING WALL SECTION #5 @ 12" OC HORIZ SCALE: 3/4" = V-0" 4 m rm mm t #4 DOWEL @ 12" OC LAPPED PER STRUCTURAL NOTES & mw SLAB ON GRADE EMBED 12" INTO TOP OF WALL ENGINEERING PER PLAN &ARCH (2) #5 CONT 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 X X X PHONE (425) 778-8500 FAX (425) 778-5536 0*0 000 s °o v°o ..O.0 o° °O O k0o 0 [[o')pd°0 0 aO II MIRA DRAIN 6000 OR � CPO 01 �) Q EQUAL W/ WATER aO o 0 PROOFING PER ARCH cc) ~ o°o w = o CO #5 @ 12" OC Q o, o °0 HORIZ EA FACE #5 @ 10 OC VERT o o #4 @ 12" OC VERT GUILL �rG OF 1VAbo S8l �4 100 COop O O rl ° � — FTG DRAIN PER p°i TYP DETAILso'�2 SLAB ON GRADE PER STRUCTURAL NOTES C�,� 25385 tti 'ORALOo 0 o0 0o 0 x x x 08111 / 2020 " u —� 1—III— p° o 0 0 O O 0 0 - - °O.0 ° � 06 l0 z 0 o O • o 0 I III - 0 0 1 0 j 0 0 COMPACTED —III—III— III— BACK FILL #5 @ 15" OC 2'-0" 10" 2'-0" #5 @ 12" OC, J TOP & BOT < J H ~ H � RETAINING WALL SECTION z� m N 2 U m SCALE: 3/4" = V-0" N Lu � H H U � � W w w 0 a a O O Ld rlj Q QD cH 0 1:* W O O Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W cy- U :2 N O LZ J 00 0 W (Y) 0 (10 Q W Q F— N (/) Z 0 W Z U 0) � ~ I� O 2 'r- W SHEET: S m3 STAGGER NAILS ON EA SIDE OF PANEL JOINT AS REQUIRED PER SHEAR WALL SCHED -n-------�- - I' II II HEADER PER PLAN II II I I II II I I • 1 I I.1 1 I I I I I•I I I I I I I I CRIPPLE STUDS PER I I I I I j I I I I PLAN; DO NOT CUT I II I 1 1.1 1.1 I. AWAY MATERIAL FROM I• I I I I I I I' I CRIPPLE STUDS j I 1 1 1 II I I II I •I I, I 11.11 11 I I I I I II II 1'I FULL -HEIGHT 111i 1 I•I 1 I'j I I I' 1 I.I 1 1 HOLDOWN CHORD 1 1 1 1111 1 1 1 I I I •1 1 1 1 11 11.11 II I I II I I I I' I 11 11.11 II II 1 1 II � I I � 1 1 I I I •I I I II.11 I•I 11 II I•I II II I, I I'I � I.1 � AB W/ SIMPSON BP 11 I I I I I I 1• I I II 11 PL WASHER, TYP I I I•I I •1 I 1 1 1 1.1 1 PT SILL PL PER SHEAR I I I I I •1 I• � 1 � � WALL SCHED A I•I I *I I 1.1 1 I I 1------1 -- - J1 1 II _ z II 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" -'- - -'- - -'- - -'- - -'- - -'- - -'- - -'- - -'- - -'- - -'- - -'- - c•, - - - - - - 171 - - - - - - - 171 - - - - - - - -------rl-----rl� 101 101 101 1.1 1 I•I II II II II 111 II II II �1 II• II II II II II II II III II II II II 111 11 I 11 II II �I III 1 FRAMING AT ADJOINING I'I I I PANEL EDGES PER SHEAR I01 WALL SCHED 1 I jl I II II II 11 111 I I I I I I I I 11' I II II II II I'I I•I I•I I, II 11 11 11 11 _J L - - - ;---j. I. -- ;-- ;-- F•---�-- . �•� I•I I•I II II II 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 II 11 11 11 11 11 I'I I•I I•I II II II II II II II II II II II II II II II I'I I•I I,I II II II _1L------J_L------� II II I II II 11 II II 11 II II 11 1L_--IL ------1 AB SIZE AND SPACING A III- II II PER PLAN AND SHEAR WALL SCHEDULE, TYP RIM BOARD \\ OR BLOCKING 11 C� -III—III- -III—III- -III—III- EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 0.131"0 x 3" NAILS @ 9" OC EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP 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 1/2" TO NUT W/ SIZE TO MATCH SHEATHED EDGE HOLDOWN ANCHORAGE PANELEDGE NAILING PER SHEAR WALL SCHED CONTINUE HOLDOWN CHORD TO FOUNDATION CONCRETE STEM WALL C�IiI►[y:��iI�>t�l►[e PLATE WASHER PER SHEAR WALL SCHED SECTION A -A SCALE: 1 1/2" = V-0" NOTE: STAGGER SHEATHING AS SHOWN. (IBC TABLE 2306.3.1, CASE 1 SHEATHING PANEL, TYP CONTINUOUS PANEL EDGES SUPPORTED PANEL EDGES 2x OR 3x BLOCKING ONLY IF BLOCKED DIAPHRAGM (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"0 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"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 �l�AL TOP PLATE SPLICE DETAIL = 1'-0" EDGE NAILING PER PLAN AND 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES, TYP (2) ROWS OF 0.131"0 x 3" NAILS @ 9" OC (2) ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND NAILS @ 9" OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP STRUCTURAL NOTES, TYP (2) ROWS OF 0.131"0 x 3" STUD WALL PER 0.131"0 x 3" NAILS @ 9" OC (EACH SIDE FRAMING PLAN NAILS @ 9" OC OF PARTY WALL) NOTES, TYP STUD WALL PER FRAMING STUD WALL PER FRAMING PLAN NOTES, TYP PLAN NOTES, TYP SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR SHEATHING (OR GWB) AND SHEATHING (OR GWB) AND WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STRUCTURAL NOTES, TYP WALL SCHEDULE OR WALL SCHEDULE OR A STRUCTURAL NOTES, TYP STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B. 'T' INTERSECTION TYPICAL WALL INTERSECTION DETAIL SCALE: 1" = V-0" C. PARTY WALL INTERSECTION NOTE: SUPPORTS AT SOLID POSTS SIM BEAM PER AND SCHE SIMPSON LTP4 A35 FRAMIP ANCHOR EACH SII OF BEA SOLID OR MULT CTl In mi I INAKI PPP G BEAM WIDTH, MIN UNO 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" 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" SIMPSON A35 (ONLY REQUIRED AT EXTERIOR HEADERS GREATER THAN 6' SPAN) (6) 0.131"0 x 3" NAILS TYPICAL STUDS NAILING PER TYP BUILT-UP STUD COLUMN DETAIL AT HOLDOWNS: PROVIDE FULL HT HOLDOWN CHORDS PER HD SCHED OTHERWISE: (1) 2x FULL HT TYP DOUBLE TOP PLATE BEAM OR HEADER PER PLAN AND NOTES CRIPPLE STUDS PER PLAN AND COLUMN SCHEDULE OR STRUCTURAL NOTES TYPICAL HEADER DETAIL SCALE: 1" = V-0" JOIST DIRECTION PER PLAN STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1" = V-0" SOLID STUD COLU1 1 L1. Ll11V PERPENDICULAR TO STUD WALL STUD WALL O GI ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUILT WA q x25L �C4v 5L ZONAL 08111 / 2020 J J I.— ~ H H Z � m O m V) F C w � � F- F- U m cc� Ld w w 0 a a O O Ld QD r-1 Q 0 1:* 00 0101 Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 La cy- U � N Ld J 00 0 W LdQ Q V / w N V) Z 0 W Z r 0 0 ~ I� 0 2 W SHEET: 0 O S501 2" MIN GUIDELINES FOR HOLES DRILLED THRU JOISTS SCALE: 1" = V-0" 1/3 DEPTH MIDDLE 1/3 1/3 DEPTH NOTE: HOLES DRILLED THRU JOISTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE JOIST DEPTH & MIDDLE THIRD OF THE JOIST SPAN, BUT NOT THE EXACT CENTER SPAN. CONTRACTOR SHALL MINIMIZE HOLE SIZE IF POSSIBLE. CONTACT ENGINEER FOR DRILLING OUTSIDE AREA SHOWN AILING PER ING NOTES NGTH OF UBLE JOIST . . , TYPICAL DRAG STRUT CONNECTION DETAIL SCALE: 1" = V-0" 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" SHEAR WALL PER PLAN HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM BEAM PER PLAN (DIRECTION VARIES) FLUSH BEAM JOIST P (DIRECTION HEADER TYPICAL STRAP HOLDOWN TO WOOD BEAM SCALE: 1" = V-0" SHEAR WALL PER PLAN HOLDOWN STRAP PER PLAN, FIELD BEND AROUND BEAM CONTINUOUS RIM HEADER BEAM PER PLAN O ammmmmmmm% ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUIL .4� of wasd► l.� tiI cwn i C� 25385 lti F[Vv� L' tip' ®�IONAL 08111 / 2020 STUD WALL PER STUD WALL PER STUD WALL PER PANEL EDGE NAILING FRAMING PLAN NOTES FRAMING PLAN NOTES FRAMING PLAN NOTES PER PLAN NOTES SHEATHING AND SHEATHING AND SHEATHING AND SILL PLATE NAILING SHEATHING AND NAILING PER PLAN AND SILL PLATE NAILING NAILING PER PLAN SILL PLATE NAILING NAILING PER PLAN AND PER PLAN AND SHEAR NAILING PER PLAN ALIGN FLOOR JOIST SHEAR WALL SCHEDULE PER PLAN AND SHEAR AND SHEAR WALL PER PLAN AND SHEAR SHEAR WALL SCHEDULE WALL SCHEDULE OR W/ SHEAR WALL OR STRUCTURAL NOTES WALL SCHEDULE OR SCHEDULE OR WALL SCHEDULE OR OR STRUCTURAL NOTES STRUCTURAL NOTES \\\ STRUCTURAL NOTES STRUCTURAL NOTES STRUCTURAL NOTES J SHEATHING AND Q BREAK SHEATHING SHEATHING AND 1 1/2" LSL BLOCKING J H SHEATHING AND AT PLATE UNO NAILING PER PLAN 1 1/2" LSL RIM NAILING PER PLAN Q ~ 10 NAILING PER PLAN � � 1 1/2' LSL RIM JOIST PER PLAN JOIST PER z � m SHEATHING AND PLAN SHEATHING AND SILL PLATE NAILING PER 771 O SHEAR WALL SCHEDULE m � BREAK SHEATHING NAILING PER PLAN NAILING PER PLAN — w AT RIM AND PROVIDE CL N I PANEL EDGE NAILING BREAK SHEATHING PANEL NAILING EA I PER PLAN AND SHEAR ~ ~ AT PLATE UNO SIDE OF JOINT PER I WALL SCHEDULE OR SIMPSON A35 PER PLAN & 0 SW SCHED SHEAR WALL SCHEDULE m �♦ STRUCTURAL NOTES W w w PANEL EDGE NAILING a a PER PLAN AND SHEAR WALL SCHEDULE OR I -JOISTS PER PLAN I -JOISTS PER PLAN SILL PLATE NAILING PER I -JOISTS PER PLAN PANEL EDGE AND SCHEDULE, STUD WALL PER O O STRUCTURAL NOTES NAILING PER PLAN SHEAR WALL SCHEDULE LAPPED OR BUTTED FRAMING PLAN NOTES Ld AND SHEAR WALL PANEL EDGE NAILING SHEATHING PER PLAN 2x4 BLOCKING AT SCHEDULE OR PER PLAN AND SHEAR 2x4 BLOCKING AT NOTE: SHEAR WALLS STRUCTURAL WALL SCHEDULE OR SHEAR WALLS AND SHEAR WALL NON -SHEAR WALL NOTES STRUCTURAL NOTES SCHEDULE �� BEAM PER PLAN FACE MOUNT BEAM PER PLAN O O NAILING SHALL BE PER L HANGER PER MFR Y IBC TABLE 2304.9 Q EXTERIOR WALL PERPENDICULAR TO JOISTS JOISTS PERP TO BEAM JOISTS PARALLEL TO BEAM :5 A. TYPICAL FRAMING B. ALTERNATIVE SHEAR WALL FRAMING INTERIOR BEARING ON BOTH SIDES INTERIOR SHEAR WALL PARALLEL TO JOISTS DESIGN: RMK DRAWN: JEG TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL % IN�E�lOR SHEAR WALL DETAIL FLUSH BEAM DETAIL CHECK: GAG 5 SCALE: 1" = V-0" SCALE: 1" = V-0" SCAL1'-0" 8 SCALE: 1" = V-0" JOB NO: 20069.10 Inj 06- )- I DATE: 04/1 6/2020 V STUD WALL PER FRAMING PLAN NOTES SHEATHING AND NAILING PER PLAN AND SILL PLATE NAILING SHEAR WALL SCHEDULE PER PLAN AND SHEAR OR STRUCTURAL NOTES WALL SCHEDULE OR STRUCTURAL NOTES 1 1/2" LSL BLKG SHEATHING AND (3) 0.131"0 x 3" NAILING PER PLAN NAILS EACH END (4) 10d NAILS SILL PLATE NAILING PER10 L 1 1/2" LSL BLOCKING SHEAR WALL SCHEDULE @ 4'-0" OC FIRST PANEL EDGE NAILING JOIST BAY ONLY PER PLAN AND SHEAR 2x4 BLOCKING AT WALL SCHEDULE OR SHEAR WALLS STRUCTURAL NOTES INTERIOR BEARING ON ONE SIDE ONLY TYPICAL STUD WALL FRAMING DETAIL_ SCALE: 1" = V-0" La cy- V Q W 0 U ME N z —J O 00 z Lj 0 0 Q Q Ld F Q� z 0 z 0 LL O U tz � � Q w � 0 _ � Ld SHEET: S502 SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED SILL PLATE NAILING PER SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SW SCHED OR STRUCTURAL NOTES z � 0 (2) #5 CONT M� SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHED SILL PLATE NAILING PER SHEAR WALL SCHED SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHED OR STRUCTURAL NOTES (2) #5 CONT SECTION SCALE: 1" = V-0" 2x8 PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SW SCHED OR STRUCTURAL NOTES 3 1/2" x 11 7/8" PSL LEDGER W/ (2) ROWS OF 3/4"0 AB @ 16" OC EMBEDDED 6" INTO CONCRETE WALL HU HANGER CONC TOPPING SLAB x Q ® JOIST PER PLAN PROVIDE BUILDING PAPER BETWEEN LEDGER AND CONC WALL CONC WALL PER ® PLAN & SCHEDULE 2x8 PT SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHED OR STRUCTURAL NOTES 4x PT LEDGER W/ 3/4"0 AB @ 16" OC EMBEDED 6" INTO CONCRETE WALL JOIST PER PLAN W/ TOP FLANGE HANGER TO SILL v CASE A - PERPENDICULAR TOP OF CONC WALL DETAIL SCALE: 1" = V-0" SHEATHING AND NAILING (2) #5 STUD WALL PER FRAMING PLAN NOTES CASE B - PARALLEL (2) #5 CONT z 00 m 4 NOTE: FOR NOTES AND DETAILS NOT SPECIFICALLY CALLED OUT REFER TO DETAIL 1 SECTION SCALE: 1" = V-0" WOOD STUD WALL PER NOTES AND DETAILS x (4) 10d NAILS CONC TOPPING SLAB 1 3/4" x 11 7/8" LVL BLKG PROVIDE BUILDING PAPER BETWEEN LEDGER AND CONC WALL CONC WALL PER PLAN & SCHEDULE PT 2x RIM SIMPSON A35 @ 16" OC PLYWOOD SHEATHING PER FLOOR FRAMING PLAN NOTES JOIST PER TJI JOISTS PER PLAN PLAN AND SCHEDULE PT 4x SILL PLATE W/ AB PER PLAN & STRUCTURAL NOTES RETAINING WALL PER DETAILS 1/S4.3 SECTION w f SCALE: 1" = V-0" STUD WALL PER FRAMING PLAN NOTES PER PLAN AND SHEAR SILL PLATE NAILING PER PLAN SHEATHING AND NAILING SILL PLATE NAILING PER PLAN WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PLAN AND SHEAR AND SHEAR WALL SCHEDULE STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES STRUCTURAL NOTES BREAK SHEATHING AT PLATE UNO AT r SHEATHING AND NAILING PER PLAN AND NAILING PER PLAN 2x CONTINUOUS RIM 2x CONTINUOUS RIM SILL PLATE NAILING PER SHEAR WALL SCHEDULE BREAK SHEATHING BREAK SHEATHING AT AT PLATE UNO RIM AND PROVIDE PANEL NAILING EA SIDE OF PANEL EDGE NAILING JOINT PER SW SCHED PER PLAN AND SHEAR PER JOISTS PER PLAN AND JOISTS PER PLAN WALL SCHEDULE OR SCHEDULE PANEL EDGE NAILING STRUCTURAL NOTES PER PLAN AND SHEAR AND SCHEDULE 2x4 BLOCKING AT SHEAR WALLS WALL SCHEDULE OR NOTE: ONLY STRUCTURAL NOTES Tv,- L NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 2304.9 A. TYPICAL FRAMING B. ALTERNATIVE SHEAR WALL FRAMING TYPICAL STUD WALL FRAMING DETAIL -EXTERIOR WALL PERPENDICULAR TO JOISTS SCALE: 1" = V-0" STUD WALL PER PLAN SILL PLATE W/ PLATE NAILING PER SHEAR WALL SCHED PANEL EDGE NAILING PER 3/4" SHEATHING SHEAR WALL SCHED � PER PLAN NOTES 2x8 SILL PL W/ ANCHOR BOLT SIZE AND SPACING PER SHEAR WALL SCHED OR STRUCTURAL NOTES II Oil ® JOIST PER PLAN AND SCHED NOTE: SIMPSON A35 ONE REFER TO DETAIL 1/S6.2 FOR SIDE OF EA JOIST ADDITIONAL INFORMATION NOT CALLED OUT CONCRETE WALL W/ REINF PER PLAN ® AND DETAILS SECTION w / SCALE: 1" X X - 0 o p0 0 00 oe0 (:Po .0 o0 Q:,o 00 I 1 00 0-0 O°° O 0.0 o p0 9 0 000 6 0� 0 0 00 0.0 0 °o o 00 �0 00 0.0 A0. O 00 ® 0 oOo 00 2x WOOD RIM JOIST = V-0" #4 DOWEL @ 12" OC LAPPED PER STRUCTURAL NOTES & EMBED 12" INTO TOP OF WALL PANEL EDGE NAILING PER FLOOR FRAMING PLAN NOTES CONCRETE SLAB ON GRADE & SUBGRADE PER GEOTECH REPORT - X (2) #4 TOP BARS NOTE: FOR NOTES AND DETAILS NOT CALLED OUT REFER TO DETAIL 9 (4) 10d NAILS (3) 0.131"0 x 3" 110 NAILS EACH END WOOD JOISTS PER PLAN 10 AND SCHEDULE 2x WOOD BLOCKING @ 4'-0" OC MAX EXTERIOR WALL PARALLEL TO JOISTS PL 3/4 x 8 x V-6" W/ (6) 5/8"o x 6" WHS 5„ 11/2" 1 1 " N 1 11 T T N N STEEL BEAM PER PLAN SHEAR TAB PER DETAIL 1/S7.1 CONCRETE WALL W/ REINFORCING PER DETAILS STEEL BEAM TYPICAL EMBED PLATE DETAIL SCALE: 1" = V-0" PL 3/4 x 8 x V-6" W/ (6) 5/8"0 x 6" WHS WOOD BEAM 1 1/2" LSL BLOCKING SHEATHING AND FLOOR SHEATHING & NAILING PER PLAN NAILING PER FRAMING PLAN NOTES 16d TOE NAILS I L I -JOISTS PER PLAN, @ 8" OC J LAPPED OR BUTTED STUD WALL PER PLAN INTERIOR BEARING ON BOTH SIDES TYPICAL STUD WALL FRAMING DETAIL. SCALE: 1" = V-0" TYPICAL STUD WALL FRAMING DETAIL_ O SCALE: 1" = V-0" 10d TOENAIL @ 6" OC BEAM PER PLAN SHEATHING AND NAILING PER PLAN DR�O��T BEAM DETAIL 11 SCAL 2x BOT FLANGE NAILER ATTACHED PER DETAIL 8/57.1 CEILING FRAMING PER ARCH SECTION SCALE: 1" = V-0" WOOD BEAM PER PLAN BEARING AND KERF PLATE PER DETAIL 4/S7.1 CONCRETE WALL W/ REINFORCING PER DETAILS 2x NAILER PER DETAIL 8/S7.1 JOIST AND HANGER PER PLAN AND JOIST SCHED WEB FILLER W/ 3/4" 0 THRU BOLTS @ 16" OC, STAGGERED TOP & BOT BEAM PER PLAN AND SCHED PROVIDE DOWEL BAR TO MATCH SLAB -IIIIIIIIII 111 11 -� (2) #5 CONT mrt d 1 3/4" x 11 7/8" LVL BLKG NOTE: FOR NOTES AND DETAILS PROVIDE BUILDING PAPER NOT SPECIFICALLY CALLED BETWEEN LEDGER AND OUT REFER TO DETAIL 2/S5.3 CONC WALL CONC WALL PER PLAN & SCHEDULE #5 CONT NOSING BAR PAVING OR GRADE PER ARCH DWGS REINF W/ STD 90° HOOK EMBEDDED 12" INTO TOP OF WALL x Q (4) 10d NAILS X X X X CONC _®_ TOPPING -- SLAB GARAGE DOOR SECTION / SCALE: 1" = V-0" HANDRAIL SYSTEM (2) SIMPSON DTT2Z, (1) PER ARCH EA SIDE OF RAIL, W/ JOISTS PER PLAN 1/2"0 THRU BOLT FASCIA MOUNT BRACKET 1/8" EPDM GASKET 4x BLKG @ 4'-0" OC SIMPSON CS14 STRAP FASCIA PER ARCH (ALIGNED W/ HANDRAIL W/ (28) 0.131" 0 x 2 POSTS), FIRST (2) BAYS 1/2" NAILS & 15" END (2) 2x RIM LENGTHS (2) 1/2" 0 x 4" LAG SCREWS 1 @ BOT OF BRACKET CONN DETAIL ��%lL o �I ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ro GULL WAsB l Cry o C� 25385 lti F[Vv� L' tip' ssI0NAL 08111 / 2020 J J � ~ < �m 0 m cn CL w � H H U � � Ld w w 0 a a O O Ld QD rH 0 � 00 0.0. Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W cy- U N O LZ J 00 0 W G) 0 � Q W I-- U) N \ \ V) Z 0 W Z r U 0 tz �.dJ SHEET: V Q W 0 0 Z 0 O S5m3 O GI 1/4 x W/ DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES ROOF RAFTERS PER PLAN 2x4 BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED SIMPSON H2.5A TIE EA RAFTER BEAM PER PLAN TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = V-0" SIMPSON JB SERIES TOP FLANGE HANGER, TYP FLOOR SHEATHING PER FRAMING PLAN NOTES CONT WEB BLOCKING W/ 5/8" 0 THRU BOLT @ 24" OC, STAGGERED TOP & BOT 17 SECTION SCALE: 1" = V-0" DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE 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 1/4" WEB STIFFENER ROOF JOIST PER PLAN STEEL ROOF BEAM PER PLAN HSS6x6x3/16 WINDOW HEADER TOS ELEV 9 -3 AFF_0� ��:I��iIi]■»:�»e1►1 SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES FROOF RAFTERS PER PLAN - 2x4 BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED - SIMPSON H2.5A TIE STUD WALL FRAMING PER PLAN NOTES TYPICAL RAFTER SUPPORT DETAIL 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 SHEATHING AND NAILING PER ROOF FRAMING P' ""' "'^Tr` 2x FLAT OL SILL PLATE PER S SHEATHIN NAILING PER PLP SHEAR WALL FULL HEIGHT AT GAB SECTION SCALE: 1" = V-0" 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" 10d @ 6" OC 2x BLKG BENEATH END OF RAFTER (MATCH DEPTH OF TRUSS TOP CHORD AT SIM SECTION) NOTE: INSTALL OVERFRAMING SUPPORT TO PLYWOOD BELOW PER DETAIL 1/S6.2 PLYWOOD SHEATHING PER ROOF FRAMING PLAN NOTES 2x PLATE :; RAFTER PER PLAN (TRUSS @ SIM SECTION) 2x RAFTER W/ OVERFRAMING PER DET 1/S6.2 SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x OUTLOOKER (24" MAX OVERHANG) GABLE END TRUSS SHEATHING AND NAILING TO MATCH SHEAR WALL BELOW SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES ROOF RAFTERS PER PLAN FLK rLAIN DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES A35 CLIP PER SW SCHED (24" OC MAX) A35 EACH LINE OF BLOCKING OPTION A. BLOCKING AND STRAPS TYPICAL GABLE END SECTION SCALE: 1" = V-0" DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE SECTION SCALE: 1" = V-0" SIMPSON LSTA15 STRAP EACH SPLICE 2x4 BLOCKING FOR (3) TRUSS SPACES @ 4'-0" OC MAX 6d COOLER NAILS @ 6" OC OVER EXTENTS OF BLOCKING ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES SIMPSON LUS SLOPED HANGER EA RAFTER, TYP (4) 8d NAILS INTO EA BLOCK 2x4 BLOCKING EACH BRACE ROOF SHEATHING PER PLAN & NOTES 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 RAFTER PER PLAN SIMPSON A35 @ 24" OC ROOF RAFTERS PER PLAN SIMPSON A35 @ 24" OC T 7 SIMPSON H2.5A TIE STUD WALL FRAMING NOTCH RAFTERS BEAM PER PLAN PER PLAN NOTES AS REQ'D ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUILT WASBlL x253 5�CS�' ��Sl ZONAL 08111 / 2020 00 Ld rlj QD rH Q 0 1:* 00 O O Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W cy— U : N Ld J 00 0 W 0 Q Wad X �-- (Al w N , V) Z 0 W Z U 0 tz Ld SHEET: V Z S601 SECTION SCALE: 1" = V-0" TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = V-0" 10 TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = V-0" SECTION SCALE: 1" = V-0" O GI 2x6 CONTINUOUS RIDGE BOARD, TYP 2x NAILER W/ (2) 16d @ EACH RAFTER 2x6 RAFTERS @ 24" OC STICK FRAMED OVERFRAMING DETAIL SCALE: NTS DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF 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 BLI<G W/ SILL PL NAILING PER SHEAR WALL SCHED SIMPSON H2.5A TIE - ROOF RAFTERS PER PLAN STUD WALL FRAMING PER PLAN NOTES TYPICAL RAFTER SUPPORT DETAIL SCALE: 1" = V-0" DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING SHEATHING PER ROOF PLAN NOTES FRAMING PLAN NOTES TRUSS BLOCKING DESIGNED AND PROVIDED BY TRUSS MFR. DESIGN BLOCKING FOR 310 PLF (ASD) IN -PLANE SHEAR SIMPSON A35 FRAMING ANCHORS @ 24" OC PANEL EDGE NAILING PRE-ENGINEERED ROOF PER SHEAR WALL TRUSS PER PLAN WITH SCHEDULE SLOPE PER ARCH DRAWINGS SHEATHING AND NAILING SIMPSON H2.5A PER PLAN AND SHEAR EACH TRUSS WALL SCHEDULE GABLE END TRUSS DETAIL SCALE: 1" = V-0" 2x BLKG W/ 10d @ 6" OC SHEATHING & NAILING PER ROOF FRAMING PLAN NOTES TRUSS PER PLAN SECTION SCALE: 1" = V-0" 2x NAILER FULL WIDTH OF BEAM ROOF SHEATHING PER PLAN NOTES ROOF JOISTS PER PLAN AND SCHED SIMPSON LUS J CONTINUOUS WEB BLOCK SECURED TO STEEL BEAM W/ 5/8"0 A307 BOLTS @ 24" OC STAGGERED 2" ABOUT L=r BEAM PER PLAN AND SCHED ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUILT �.4� OF YVA,SBl'L. EIT _ L3 C xA5L ZONAL 08111 / 2020 i J Q Cam_ Cam_ C z C m O m N W N re U � � W w w 0 a a 00 Ld rlj �_ QD cH Q 0 1:* W 00 Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 W cy— U :2 N O LZ J 00 0 W G) 0 (� Q W Q F— N (/) Z 0 W Z U 0) � ~ I� O 2 'r— W SHEET: 0 Z S602 O GI BEAM TO BEAM 1/2" HSS OR WF COL FLANGE TYP N c-I c-I 1 t m @U V w J U Q d N 1 BEAM TO COLUMN BEAM TO WF COLUMN WEB TYPE BEAM SIZE NO OF BOLTS PL LENGTH (L) PL THICKNESS WELD SIZE DIM (a) DIM (b) 0 W10 (2) 3/4"0 6" 5/16" 1/4" 1 1/4" 1 1/2" ® W 12 (3)3/4"0 9" 5/16" 1/4" 1 1/4" 1 1/2" O W 14 (3)3/4"0 9" 5/16" 1/4" 1 1/2" 1 1/2" ® W16 (4) 1" 0 12" 3/8" 5/16" 1 1/2" 1 1/2" O W18 (4) 1" 0 12" 3/8" 5/16" 1 1/2" 1 3/4" NOTES: 1. ALL BOLTS SHALL BE A325N, TYP LINO BOLT HOLES SHALL BE STANDARD SIZE, TYP UNO. 2. CONNECTIONS ARE TYPICAL FOR BEAM SIZE SHOWN EXCEPT WHERE A "TYPE" IS CALLED OUT ON PLANS. 3. BOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS, LATEST EDITION. TYP SINGLE PLATE SHEAR CONNECTION TABLE SCALE: NTS TOP @ COL FLANGE ER TABLE EQ EQ 3/4" BASE PLATE EQ EQ N d 3/4" BASE PLATE cr w cr w 1/4" TYP BASE PL TYPE 'A' BASE PL TYPE 'B' EQ EQ EQ EQ 2" 1 1/2" TYP TYP 14 Lu w l 17- T + � Lu 3/4" BASE PLATE 1J C BASE PL TYPE 'C' 5/8" MIN TYP BASE PL TYPE 'D' TYPICAL BASE PLATE DETAILS SCALE: NTS [0)m9:1:iWTI ►1 NOTE: SKEW CONNECTION PER PLAN WHER REQUIRED. AT SKEWED CONNECTIOK 6" MIN. BEARING LENGTH REQUIRED ALL BOLTS SHALL BE 3/4"0 A307. KERF PLATE SCHEDULE BEAM SIZE BEARING PLATE STIFFENER PLATE BOLTS VARIES 1/2 x BEAM WIDTH x 0'-7 1/4" 1/4 x 6 x 0'-7 1/4" (2) 3/4"o KERF PLATE DETAIL SCALE: NTS 7 NOTE: REFER TO ARCHITECTURAL PLANS FOR ADDITIONAL STAIR FRAMING INFORMATION. C12x30 1/2"0 X 2 1/2" LONG LAG SCREWS, (2) EA END OF STAIR THREAD STAIR TREAD AND ANGLE PER ARCH DRAWINGS /1 L\ /1 L\ WELDED THREADED STUDS PER COL SCHED 3/4"0 x 6" WHS II II PL 1" x 16" x V-4" W/ (4) 3/4"0 AB'S TYP �It L3x3x1/4 x 6" LENGTH W/ (2) 3/4" 0 THRU-BOLTS & (2) 5/8"0 HILTI KWIK BOLT TZ W/ 2 1/2" EMBED STRINGER CONN TO SLAB ON GRADE STAIR CONN DETAIL SCALE: 1" = V-0" 1 1/2" TYP SECTION SCALE: 1 1/2" = V-0" 2x STUDS AND WTS REQUIRED ONLY IF COL IS LOCATED WITHIN SHEAR WALL COL PER PLAN AND SCHED P/T SLAB PER PLAN 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 1/4" CAP PL, TYP EA COL NOTE: AT SIMILAR SECTION COL CONTINUES TO LEVEL ABOVE 3" 11/2" WF BEAM PER PLAN REFER TO DETAIL 1 FOR PLATE & BOLTS, TYP COL PER PLAN TYPICAL SHEAR PLATE CONNECTORS SCALE: 1" = V-0" FLOOR SHEATHING PER FRAMING PLAN NOTES WALL STUD BEYOND -I-1--------�'r---------I-1- II II II II II II II II II II I II II II II II II II II II II II II II II II li I II II II I II I II II I II II II II I II II II II II I 1 I 5/8"0 LAG SCREW EMBEDDED I 1 I 1 3" INTO EA STUD, STAGGERED, I I I I TOP & BOT OF CHANNEL II II II II II II II I II II II II I II II II II II -1-1----------,'l ----------1-1- STRINGER CONN TO WOOD FRAMED WALL SECTION SCALE: 1" = V-0" L3x3x1/4 x 6" LENGTH W/ (2) 3/4" 0 THRU-BOLTS & (2) 3/4" 0 LAG SCREWS EMBEDDED 4" (USE THRU-BOLTS IF BOLTING TO STEEL CHANNEL STAIR LANDING) �It 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 BEAM PER PLAN (STEEL BEAM AT STAIR LANDING) STRINGER CONN TO WOOD BEAM ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUILT WASB jl `` x25L 5PO �,V y ZONAL 08111 / 2020 J ~ H H Z � m O m F CL w � F- F- U W w w 0 a a 00 Ld rlj �-QDrH < 1:*00 0101 Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 La cy— U ME N O LZ J 00 0 LEI 0 Q Wad N > V) Z 0 Ld Z U 0 2 Ld SHEET: J W W HLli N � S701 O GI YP (4) PLACES FLOOR SHEATHING PER PLAN NOTES 2x WOOD NAILER PER DETAIL 7/S4.1 ANTILEVERED EAM PER PLAN I\LI LI\ I V VLII'91L 1�J/.1 FOR PLATE & BOLTS, TYP ,olCANTILEVERED BEAM CONN THIS SIDE CANTILEVERED FLOOR BEAM AT STEEL COL COLUMN PER PLAN 1 1/2" /PL3/4x5l/2xO'-11"W/ TYP (4) 3/4"0 A307 BOLTS BEAM PER PLAN 3/8" STIFF PL EA SIDE OF WEB SECTION SCALE: 1" = V-0" \ f SCALE: 1" = V-0" 1/4 2x NAILER BEAM PER PLAN AND SCHED 1 n, I I * �I BEAM PER PLAN I m AND SCHEID =- _ WF BEAM 3/4" BRNG PL PER PLAN l l 3/8" STIFF PL SPACED AT T WIDTH OF BEAM + 1/8" ol 1 " (3) SIDES 1 4 8 1 1 2 W/ (2) 3/4" A307 BOLTS COLUMN CONN 1/4 PER DETAIL 9 TYPICAL WOOD BEAM TO STEEL BEAM CONNECTION Q SECTION SCALE: 1" = V-0" SCALE: 1" = V-0" FLOOR SHEATHING PER PLAN NOTES BEAM PER PLAN KERF PLATE CONN PER DETAIL 11 END PL 3/8 x BEAM WIDTH x BEAM HEIGHT TIMBER COLUMN PER PLAN 3/8" STIFF PL EA SIDE OF WEB 4 STUD WALL PER PLAN (WHERE APPLICABLE) WOOD NAILER FLOOR SHEATHING PER PLAN WEB BLOCKING BEAM PER PLAN FLOOR JOISTS PER PLAN STEEL BEAM AT EXTERIOR SCALE: 1" = V-0" FLOOR SHEATHING PER PLAN NOTES 11/2" a TYP i SECTION SCALE: 1" = V-0" i1� ImMalm - BEAM PER PLAN PL 3/4 x 5 1/2 x 0'-11" W/ (4) 3/4"0 BOLTS HSS COLUMN PER PLAN SILL PLATE NAILING PER SHEAR WALL SCHED OR (2) 16d @ 8" OC PLYWOOD SHEATHING & NAILING PER FLOOR FRAMING PLAN NOTES TJI JOIST & HANGER PER PLAN & SCHEDULE PLYWOOD SHEATHING & NAILING PER PLAN & SHEAR WALL SCHED STUD WALL PER PLAN AND SCHED PLYWOOD SHEATHING & NAILING PER FLOOR FRAMING PLAN NOTES CONC SLAB PER STRUCTURAL NOTES \-- JOIST PER PLAN & SCHEDULE W/ HU SERIES HANGER WF BEAM PER SOLID WEB FILLER W/ 3/4" 0 PLAN AND SCHED THRU BOLT @ 12" OC STAGGERED TOP & BOT SECTION SCALE: 1" = V-0" (3) SIDES, 1/4 TYP / 1/4 3/8" STIFFENER PLATE EA SIDE OF WEB ALIGNED W/ TOP & BOT FLANGE OF BEAM 1/4 DETAIL SCALE: 1" = V-0" SHEAR TAB CONN CANTILEVERED BEA (DET 1/S7.1) CONN THIS SIDE PL 3/4 x [COLUMN WIDTH + 1/2"] x V-6" W16 BEAM PER PLAN SINGLE PLATE SHEAR CONNECTION PER DETAIL 1/S7.1 EA SIDE OF WEB WELDED CONN PER DIET 9 MOMENT FRAME BEAM PER PLAN Z SHEATHING -AN NOTES )OD NAILER ETA IL 7/S4.1 CANTILEVERED FLOOR BEAM AT STEEL COL SCALE: 1" = V-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GULL 4� OF wash, l� C� 25385 lti F[Vv� L' tip' 0 08111 / 2020 i O O W rlj 0 1:* 00 O O Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 V/ W J cy- W 0 U :2 N Z _j O 00 Z W 0 M � 0 w Q Q Q Z p J W � Z 0 Ld U W � w 2 W SHEET: S702 PER PLAN IMF 7 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 TOS ELEV �� PHONE (425) 778-8500 I W 16x45 FAX (425) 778-5536 1Irv, I 1 S7.4 G U jT 4. of wash, � Ln n Cry x OPTIONAL COLUMN SPLICE, r TYP; PROVED COMPLETE JOIST PENETRATION WELDS c� 25385 lti R ALL AROUND AT SPLICE S 'ORAL' ti SIGNAL 08111 / 2020 0 J Q TOS ELEV �� H W 16x45 m \ O m cn / w CL � H H U � � 4 M c(f 57.4 W w w 0 a a O O rlj QD c-i Q 0 1:* W O O Y Q 2 DESIGN: RMK 57.1 DRAWN: J EG CHECK: GAG JOB NO: 20069.10 TOC ELEV j DATE: 04/16/2020 MOMENT FRAME ELEVATION 1 SCALE: 1/2"= V-0" V Wcy- J Q W 0 U M N z O W � 00 Z Dorn Q � w Q Q � F- N U) cri � z p J W z U � 0 Ld W � w _ W SHEET: S7m3 O GI (3) SIDES TYP AT CONTINUITY PLATES S 1/2" CAP PLATE 3/8" STIFFENER 0 1/2" SHEAR PLATE W/ PLATE, TYP (4) 7/8"0 A325-N BOLTS, (2) HORIZ BOLT STP TO COL. W3 o CONFIGURATION, SEE FLANGE WELD I 0 PER DETAIL 2 0 NOTES: 1. REFER TO FABRICATOR DETAILS BY SIMPSON STRONG -TIE FOR BEAM COPING DETAILS & ADDITIONAL INFORMATION. 2. REFER TO DETAIL 4 FOR PROTECTED ZONES. NO DRILLING, CUTTING OR ATTACHMENTS SHALL BE MADE IN THESE AREAS. 3. REFER TO DETAIL 3 FOR YIELD -LINK BOLTING REQUIREMENTS PRE -TENSIONED BOLTS SHALL BE SPECIAL INSPECTED. YIELD -LINK CONNECTION DETAIL SCALE: 1 1/2" = V-0" STEEL BEAM PER PLAN YIELD -LINK (YL4-2.875) STEEL COLUMN PER PLAN I J � BOLT HOLE DIA - >� J � 0 C L/AllBOLT HOLE DIA S1 I I I Leh HOLE DIA x Lslot SLOTTED HOLES PL "tp" 1 HORIZ. BOLTS a J -- HOLE DIA x Lslot CSLOTTED HOLES C PL "tp" O > C N ~ C r--, BOLT HOLE DIA e--% S1 Sh Leh S1 TYPICAL SHEAR PLATE DETAIL SCALE: 1 1/2" = V-0" PROTECTED ZONE COLUMN PER DESIGNER BEAM PER DESIGNER NOTES: 1. PROTECTED ZONE INCLUDES THE FOLLOWING ELEMENTS: A. LINK FLANGE AND LINK STEM B. BRP PLATES C. BEAM FLANGE AREAS CONNECTED TO THE LINK STEM D. COLUMN FLANGE AREAS CONNECTED TO THE LINK FLANGE E. SHEAR TAB AND BEAM WEB AT SHEAR TAB F. LINK STEM, LINK FLANGE, BRP AND SHEAR PLATE BOLTS 2. NO ATTACHMENT SHALL BE MADE WITHIN THE PROTECTED ZONE. YIELD -LINK PROTECTED ZONE SCALE: 1 1/2" = V-0" HOLE DIA x Lslot SLOTTED HOLES PL "tp" Leh BEAM HOLE n VERT n HORZ Sv Sh Lev Leh Lslot tp SIZE DIA. BOLTS BOLTS W36 Y+1/16" 9 W 2 7/8" 2 3/4" 1 1/4" 1 1/2" 2 7/8" X 3 2 112" W3 2 3/8 " W27 2 5/16" W 24 Y+1/16" 5 W 2 3/4" 2 3/4" 1 1/8" 1 1/2" 1 7/8" X W21 2 3/8" 3 W 2 5/8 11/2" W„ 16 W 14 2 3/4" W12 2 3/16" 1. NUMBER OF HORIZONTAL BOLTS SHOWN FOR REFERENCE ONLY. REFER TO STRUCTURAL DRAWINGS FOR PROJECT SPECIFIC REQUIREMENTS. 2. SHEAR TAB THICKNESS, BOLT SIZE AND QUANTITY PER DESIGNER, SEE 19/-. 3. S1=2.75" FOR YL4 LINKS; S1= 3.5" FOR YL6 LINKS; S1=4.0" FOR YL8 LINKS. 4. BOLT HOLES IN THE BEAM FLANGE AND BEAM WEB SHALL BE STANDARD SIZE HOLES. BOLT DIAMETER AND QUANTITY Llinl< VARIES FOR DIFFERENT LINK MODELS O O LINK ID, v LAST 4 DIGITS OF HEAT NO., -6O O O LAST 4 DIGITS OF P.O. bflange 21 v 0 0 � � O LINK FLANGE LINK STEM 21 BOLT DIAMETER VARIES FOR DIFFERENT LINK MODELS YIELD -LINK GEOMETRIES SCALE: 1 1/2" = V-0" LINK FLANGE PLATE JOTES: LINK FLANGE -TO -COLUMN FLANGE BOLTS CAN BE SNUG -TIGHT OR PRETENSIONE[ !. LINK STEM -TO -BEAM FLANGE BOLTS SHALL BE PRETENSIONED BOLTS I. BUCKLING PLATE -TO -BEAM FLANGE BOLTS MUST BE SNUG -TIGHT L SHEAR PLATE TO BEAM WEB BOLTS CAN BE SNUG -TIGHT OR PRETENSIONED. BEAM -TO -COLUMN CONNECTION SCALE: 1 1/2" = V-0" LINK ID tstem byield Llink bflange bflange ha BRP Model SPACER Model YL4-2.25 1/2" 2 1/4" V-6 5/8" 7" 5 3/4" 3 1/8" BRP4A SP4 YL4-2.875 2 7/8" YL4-3.5 3 1/2" V-9 3/8" 8 BRP413 YL4-3.75 3 3/4" YL4-4 4" YL6-3 3/4" 3" 2'-3 1/2" 8" 91/4" 5 BRP6A SP6 YL6-3.5 3 1/2" YL6-4 4" YL6-4.5 41/2" 101, BRP613 YL6-5 5" YL6-5.5 5 1/2" 12" BRP6C YL6-6 6" YL8-4 1" 4" 2'-7 1/16" 9" 10 3/4" 5 7/8" BRP8A SP8 YL8-4.5 4 1/2" YL8-5 5" 2'-10 7/16" 12" BRP86 YL8-5.5 5 1/2" YL8-6 6" NOTES: 1. CUSTOM DESIGN LINKS AVAILABLE, CONTACT SIMPSON STRONG -TIE FOR MORE INFORMATION. 2. BEAM, COLUMN AND HOLE DIMENSIONAL TOLERANCE SHALL BE PER AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303-16) SHEAR PLATE PER DESIGNER SEE DETAIL 2 CAP PL, WHERE OCCURS CENTER STIFF PL, TYP STD BOLT DIA. + 1/8" STD BOLT HOLE x VERT SLOT (2" LONG MAX) STEEL COLUMN PER DESIGNER COLUMN FLANGE HOLES SCALE: 1 1/2" = V-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 Cs GUIL 4� of wash, l� tiI C� 25385 ®�IONAL 08111 / 2020 i J F-- Q Cam_ Z � m O m F w CL v7 � H H U � � W w w 0 a a 00 Ld QD rH Q 0 1:* 00 00 Y Q DESIGN: RMK DRAWN: JEG CHECK: GAG JOB NO: 20069.10 DATE: 04/1 6/2020 V/ w J cy— W IIx 0 U ME N z w _j O 00 Z 0 0 G) � w Q Q Q F 0:� L. N�Ui z p J w � z 0 Ld U tz � 0 w 2 w SHEET: S7m 4