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STRUCTURAL DRAWINGS 4.20.20STRUCTURAL NOTES CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), AS AMENDED BY THE LOCAL JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS LIVE LOADS: RESIDENTIAL 40 PSF SNOW 25 PSF EARTHQUAKE LOADS: SITE CLASS D SHORT PERIOD SPECTRAL RESPONSE (SDS) 0.855 ONE SECOND SPECTRAL RESPONSE (SDI) 0.503 OCCUPANCY CATEGORY ll SEISMIC IMPORTANCE FACTOR (10 1.00 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD S.W. RESPONSE MODIFICATION FACTOR, (R) 6.5 SEISMIC RESPONSE COEFFICIENT (CS) 0.132 WIND LOADS: ULT. BASIC WIND SPEED (3 SECOND GUST) 110 MPH EXPOSURE B WIND IMPORTANCE FACTOR (Iw) 1.00 KZT 1.00 SPECIAL INSPECTION SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY THE LOCAL JURISDICTION FOR THE FOLLOWING ITEMS: • SOILS (SECTION/TABLE 1705.6) • CONCRETE (SECTION/TABLE1705.3) • WOOD (SECTION 1705.5) REFER TO IBC SECTION 1705.10 AND 1705.11 FOR ADDITIONAL INSPECTION REQUIREMENTS FOR THE STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM. ALL INSPECTIONS SHALL BE PERFORMED BYA QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS. IF ANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, IT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. STRUCTURAL T RAL OBSERVATION STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY THE LOCAL JURISDICTION. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR ANY SPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ONE WEEK PRIOR TO THE OBSERVATION. SHOP DRAWINGS/SUBMITTAL DOCUMENTS PROVIDE SHOP DRAWINGS OR SUBMITTAL DOCUMENTS FOR THE FOLLOWING ITEMS: • PRE -MANUFACTURED TRUSSES SHOP DRAWINGS SHALL BE REVIEWED AND REVISED AS REQUIRED FOR FIELD CONDITIONS BY THE CONTRACTOR PRIOR TO THE ENGINEER'S REVIEW. FABRICATION SHALL NOT BEGIN UNTIL APPROVED SHOP DRAWINGS OR SUBMITTALS BEARING THE STAMP AND SIGNATURE OF THE ARCHITECT, ENGINEER, AND CONTRACTOR HAVE BEEN RECEIVED. ENGINEER'S REVIEW IS SOLELY FOR CHECKING GENERAL CONFORMANCE WITH THE PROJECT DESIGN CONCEPT AND GENERAL CONFORMANCE WITH INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, QUANTITIES AND DIMENSIONS, FABRICATION PROCESSES, AND TECHNIQUES OF ASSEMBLY. REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER REMAINS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. STRUCTURAL COMPONENT SUBMITTALS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION AND INSTALLATION OF STRUCTURAL COMPONENTS. FOUNDATIONS: THE FOLLOWING SOIL DESIGN PARAMETERS ARE FROM THE NELSON GEOTECHICAL ASSOCIATES, INC GEOTECHNICAL REPORT FILE NO. 1154419. IF EXCAVATION SHOWS THAT SOIL CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, THE GEOTECHNICAL ENGINEER SHALL BE RETAINED TO RE-EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE WOOD FRAMING GENERAL NOTES ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OFAPPROXIMATELY 150 PCF. MANUAL". ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS, CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT • SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS. • FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE • STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND • JOISTS DOUG-FIR #2 MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, • 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2 OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS. • 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1 BEFORE PROCEEDING. • POSTS AND TIMBERS DOUG-FIR #2 ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS: TREATED IN ACCORDANCE WITH A WPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE, AND END USE REQUIRED. • CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" • CONCRETE EXPOSED TO EARTH AND WEATHER: GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH #6 BARS AND LARGER 2" ANSI/AITC A190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS #5 BARS AND SMALLER 1 1/2" SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN • CONCRETE NOT EXPOSED TO EARTH OR WEATHER: BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL SLABS, WALLS, AND JOISTS 3/4" HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION BEAM/COLUMN TIES AND STIRRUPS 1 1/2" SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS. REINFORCING STEEL STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60. THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD AND OSB REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED SHALL BE GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR WIRE REINFORCING SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH ADDITIONAL COMPLIANCE REQUIREMENTS. 12" LAPS AT SIDES AND ENDS REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, IF REQUIRED, SHALL BE BY AN ICBO APPROVED SYSTEM, AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER. REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS. DEVELOPMENT LENGTH AND LAP SPLICE REINFORCING DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE AS FOLLOWS. ALL LENGTHS ARE IN INCHES BASED ON GRADE 60 REINFORCING. CONSULT ENGINEER FOR OTHER GRADES OF STEEL. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BAR. f'c = 2500 PSI f'c = 3000 PSI BAR SIZE DEVELOPMENT LENGTH LAP SPLICE DEVELOPMENT LENGTH LAP SPLICE TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS #3 23 18 30 23 22 17 28 22 #4 31 24 41 31 29 22 37 29 #5 39 30 51 39 36 28 47 36 #6 47 36 61 47 43 33 56 43 #7 68 52 89 68 63 48 81 63 #8 78 60 101 78 72 55 93 72 CONCRETE GENERAL NOTES WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND/OR TOP OF FRAMED SLABS. THERE SHALL BE AN ADDITIONAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM EVERY TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE CORNER PER SCHEDULE OR BEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE. • 2,500 PSF (ALLOWABLE BEARING PRESSURE) PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO • 200 PCF (PASSIVE PRESSURE) RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS • 40 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE) PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT • 0.35 (COEFFICIENT OF FRICTION) PRIOR TO PLACEMENT. FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION, PILE INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK, NOTIFY THE UNDERGROUND UTILITIES LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFYALL UTILITIES WHICH MAYBE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK. 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 INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITYAS DETERMINED BYASTM D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEM AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. APPROVED PLANS MUST BE ON JOB SITE CITY OF EDMONDS BUILDING DIVISION 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 UNLESS NOTED OTHERWISE IN PLAN. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #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. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS UNO. STRUCTURAL STEEL ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". STEEL SHALL BE FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BYAISC. STRUCTURAL STEEL MATERIALS SHALL BE AS FOLLOWS: • 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. • STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. • BOLTS SHALL CONFORM TO ASTM A325-N (USE 5/8"0 MINIMUM UNO) • ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy = 36 KSI. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND WABO REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIATE FOR THE MATERIALS BEING WELDED. IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER AWS D1.1. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS. ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A123. FASTENERS AND HARDWARE SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. ALL DAMAGED GALVANIZED COATINGS SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780 WITH AN APPLIED COATING THICKNESS DETERMINED BY THE ENGINEER. PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES SHALL BE SIZED, SPACED, AND DETAILED TO MATCH THE LOADING AND DIMENSIONAL REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS. TRUSSES SHALL COMPLY WITH IBC 2303.4, I -JOISTS SHALL COMPLY WITH IBC 2303.1.2, AND COMPOSITE BEAMS SHALL COMPLY WITH 2303.1.9. THE MANUFACTURER'S DESIGNER IS RESPONSIBLE FOR CODE COMPLIANCE AND SHALL PROVIDE SHOP DRAWING AND CALCULATION SUBMITTALS AS SPECIFIED. ENGINEER AND BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION OF PRE -MANUFACTURED COMPONENTS. REFER TO THE DESIGN LOADS FOR BASIC STRUCTURAL LOADING REQUIREMENTS. REFER TO THE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR ADDITIONAL LOADING AND OPENING REQUIREMENTS NOT SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L/480 FOR LIVE LOADS OR L/360 FOR TOTAL LOADS UNLESS APPROVED IN WRITING BY THE ENGINEER. ALL TRUSSES WITH A DEPTH EQUAL TO OR GREATER THAN 24" SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 1OPSF, NOT APPLIED CONCURRENT WITH THE TOP CHORD LIVE LOAD. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM (INCLUDING BUT NOT LIMITED TO FULL DEPTH BRIDGING, BLOCKING, WEB STIFFENERS, AND PRODUCT SPECIFIC CONNECTORS. NAILS, SCREWS, BOLTS, AND CONNECTORS REFER TO THE PLANS, NOTES, SCHEDULES, AND DETAILS FOR ALL NAILING REQUIREMENTS. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1. ALL NAILS SHALL CONFORM TO THE STANDARD DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NDS AND SHALL MEET THE FOLLOWING MINIMUM GUIDELINES: • 8d = 0.131 "Q x 2 1/2" • 10d = 0.148"0 X 3" • 16d = 0.162"0 x 3 1/2" 10d BOX NAILS (0.12870 x 3') 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 THE DRAWINGS. OTHER NAILS MAY BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION. ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD. LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1/32" AND A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANKAND THREADS SHALL BE PER NDS 11.1.4.2. ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE 1/2 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER. ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. WOOD FRAMING GENERAL NOTES SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH TO THE CONCRETE WITH 1/2"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC MAXIMUM FOR SHEAR WALLS AND AT 6'-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF (2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS. CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN A SHEAR WALL THAT EXTEND TO WITHIN 1/2" OF SHEATHED EDGE. ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS ca 16" OC. REFER TO PLAN NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE SUPPORTED BYA MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE PROVIDED. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.9.1. THE USE OF NAIL GUNS IS APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.9.10 AND 2308.9.11. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.8.2 AND 2308.10.4.2. VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE AT EACH LEVEL FROM THE WOOD DRYING OVER TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0.15" PER FLOOR AND ASSUMES THE WOOD HAS AN INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF THE MOISTURE CONTENT IS HIGHER. THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLATION OF ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND ARCHITECTURAL SYSTEMS. or Review 04/22/2020 12:37:16 PM CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTLY COMPLETED STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRAWINGS DO NOT SATISFY THIS REQUIREMENT. REVIEW OF ALTERNATE SYSTEMS MAY BE AN ADDITIONAL SERVICE BY THE ENGINEER. 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 DESIGN TEAM. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL NATIVE SOIL III=III=III=III=I - - - - - GRANULAR FILL STRUCTURAL STEEL DIRECTION OF FRAMING EXTENT OF FRAMING COLUMNS lift COLUMN BEARING ON BEAM P RATED SHEATHING BEAM CONTINUOUS OVER SUPPORT G� SHEAR WALL (SEE SCHEDULE) SWX CONCRETE WALL COLUMN MARK (SEE SCHEDULE) G� / BEARING STUD WALL FOOTING MARK FX (SEE SCHEDULE) NON -BEARING STUD WALL HOLDOWN MARK (SEE SCHEDULE) HANGER MARK X (SEE SCHEDULE) O BEARING STUD SHEAR WALL NON -BEARING STUD SHEAR WALL FLAG NOTE (SEE PLAN NOTES) CMU WALL STEEL MOMENT FRAME CONN. �V ABBREVIATIONS (A) AB ABOVE ANCHOR BOLT GLB HORIZ GLUE -LAMINATED BEAM HORIZONTAL ALT ALTERNATE ARCHITECT KP KSI KING POST ARCH KIPS PER SQUARE INCH (B) BELOW BAR DIAMETER L MECH ANGLE MECHANICAL BD BLKG BLOCKING MF MTL MOMENT FRAME METAL BM BEAM BOT BOTTOM NS NEAR SIDE ON CENTER BRNG BEARING OC 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 CONCRETE PSF POUNDS PER SQUARE FOOT CONC PIT POST TENSIONED CONN CONT CONNECTION CONTINUOUS PT PRESSURE TREATED REINFORCING REINF COORD COORDINATE REQ'D REQUIRED SCHEDULE DBL DOUBLE SCHED DET 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 TOP OF CONCRETE EX EXISTING TOC EXP FLR EXPANSION TOS TOP OF STEEL TOP OF WALL FLOOR TOW FDN FTG FOUNDATION TYP TYPICAL FOOTING UNO UNLESS NOTED OTHERWISE FS GC FAR SIDE VERT VERTICAL GENERAL CONTRACTOR WF WIDE FLANGE 1- 4 I. j a� A 3 3 3 V LQ LQ 00 W 0) cc Q LQ O J N Z J a) O T I LQ Q z F= � W m ��I O CL O A. OF WASk 40785 o� L SI0IVAL 04/10/20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY CAB CHECKED BY CAB SHEET TITLE: STRUCTURAL NOTES SHEET NO.: S1.1 APPROVED PLAN FOUNDATION PLAN NOTES: 1. PLACE ALL REINFORCING STEEL, ANCHOR BOLTS, AND HOLDOWNS PER THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND THE FOUNDATION DETAILS ON THE S3 SHEETS. REFER TO THE FRAMING PLANS FOR LOCATION OF SHEAR WALLS. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, UTILITY PLACEMENT, AND CONCRETE ROUGH OPENINGS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION AND NOTIFYALL PARTIES OF ANY DISCREPANCIES. 3, EXTERIOR FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL A MINIMUM OF 1 '-6" BELOW GRADE. REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL SUBGRADE PREPARATION REQUIREMENTS AND FOR CONDITIONS REQUIRING STRUCTURAL FILL. REFER TO DETAIL 10 ON S3.1 FOR TYPICAL OVEREXCATATION REQUIREMENTS AS NOTED IN THE GEOTECHNICAL REPORT. 4. SLAB ON GRADE SHALL BE A MINIMUM OF 4" THICK w/ 6x6 - W1.4xW1.4 WELDED WIRE FABRIC REINFORCING. PROVIDE 2" MINIMUM CLEARANCE FROM WWF TO BOTTOM OF SLAB. SLABS SHALL BE PLACED OVER A 10 MIL VAPOR BARRIER ATOP RIGID INSULATION PER ARCH OVER 4" OF SUITABLE DRAINING SUBGRADE MATERIAL. 5. T.O. FTG AND T.O. WALL ELEVATIONS ARE FOR REFERENCE ONI Y CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING FINAL FOC ELEVATIONS BASED ON FIELD CONDITIONS & FOR COORDINA1 ELEV W/ARCH DRAWINGS. 6. CONTROL JOINTS ARE REQUIRED IN THE SLAB ON GRADE. REFER TO THE TYPICAL SLAB ON GRADE DETAILS FOR CONSTRUCTION REQUIREMENTS. ALL JOINT LOCATIONS SHALL BE APPROVED BY THE ENGINEER AND ARCHITECT PRIOR TO PLACING CONCRETE. 7. ALL CONTINUOUS FOOTING REINFORCING SHALL BE PLACED THRU SPREAD FOOTINGS IF APPLICABLE. PROVIDE CORNER, HOOKED, OR BENT BARS MATCHING FOOTING REINFORCING AT ALL INTERSECTIONS AND CHANGES IN FOOTING DIRECTION. 5'-10„ 2'-9„ HOLDOWN SCHEDULE MIN ANCHOR CAPACITY MARK TYPE CHORD STUD NAILS OR BOLTS BOLT (SEE (LB) SIZE NOTE 2) <% MST37 (2) 2x (11) 16d EA END 2,345 0 HDU2 (2) 2x (6) SDS 114"x2 112" 518"0 2,215 �3> HDU4 (2) 2x (10) SDS 114"x 2 112" 518"0 3,285 NOTES: 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. ANCHOR BOLTS SHALL EXTEND INTO FOOTING OR FOUNDATION WALL PER DETAIL 6/S3.1. USE PABX-12 ANCHORS AT INTERIOR FOOTINGS AND PABX-24 ANCHORS EXTENDING THRU THE STEM AT EXTERIOR FOOTINGS. INCREASE FOOTING DEPTHS AS REQUIRED FOR ANCHORAGE. 3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. 17'4 3" SHEAR WALL SCHEDULE MIN FRAMING NAILING RIM JOIST SILL PLATE SILL PLATE FOUNDATI SHEAR TYPE APA-RATED AT ADJOINING AT PANEL OR BLOCK NAILING TO ANCHOR BOLT TO ON SILL CAPACITY SHEATHING PANEL EDGES EDGES CONN TO RIM/BLKG SLAB OR PLATE (PLF) TOP PLATE BELOW FOUNDATION SIZE SW6 15132" 2x STUD 0.131 "O x 2 112" LTP4 OR A35 0.131 "O x 3 114" 518"0 AB Ca 5'-8" OC OR 2x 242 ONE SIDE AND BLKG Cad 6" OC Ca 26" OC Cad 6.5" OC 112"O AB Ca) 3'-10" OC SW4 15132" 2x STUD 0.131 "O x 2 112" LTP4 OR A35 0.131 "O x 3 114" 518"O AB 0a X-10" OC OR 2x 353 ONE SIDE AND BLKG Cad 4" OC Ca 18" OC Cad 4.5" OC 112"0 AB Cad 2'-8" OC NOTES. 1. REFER TO THE SHEAR WALL DETAIL IN THE TYPICAL WOOD FRAMING DETAILS. 2. THE VALUES IN THIS TABLE ARE BASED ON 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. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 5. AT ALL SILL PLATE ANCHOR BOLTS IN 2x6 WALLS, INSTALL 3 GA x 3" x 4 112" PLATE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 112" OF SHEATHED EDGE. FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3" x 3" PLATE WASHERS. 6. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 7. 7116" SHEATHING MAY BE USED IN PLACE OF 15132" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. I..4 W W Z UJ o C c '• I..0 a� A 3 3 V Lu Q Lu j ca W 0) Q O J � O W o W ca W Q z W m 0 cc Q_ A. r'J�O OF IPA Sk 40785 DNAL 04/ 10/ 20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY.- CAB CHECKED BY: CAB SHEET TITLE: FOUNDATION PLAN SHEET NO.: S2.1 04/22/2020 12:37:35 PM MAIN FLOOR FRAMING PLAN NOTES: 1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES. 2. FLOOR SHEATHING SHALL BE 314" SHEATHING WITH A 40120 SPAN RATING. ATTACH TO FRAMING BELOW WITH 10d NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 10d NAILS SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED LINO ON PLAN. 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x10 DF#2 FOR SPANS LESS THAN 4' SUPPORTED BYA MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS UP TO 6, USE 4x12 DF#2 SUPPORTED BY (2) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING. 4. WALL STUD FRAMING SHALL BE AS FOLLOWS: • 2x6 HF STUD Cd 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS. • 2x4 HF STUD @a 16" OC FOR INTERIOR 4" BEARING WALLS. • 2x4 OR 2x6 HF STUDS 016" OC FOR INTERIOR NON -BEARING WALLS REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES SHALL BE HF STUD GRADE. 5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO. 6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d Cd 12" OC. PROVIDE 2" MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM. 7. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE. 8. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS PER MANUFACTURER'S SPAN TABLES.. RED OPI LOWER FLOOR FRAMING PLAN 4 4 Z W W Z W i �i C �• L..0 a� A a Lu V O W � N WQ) W � � Q p J N p � J O W N p I 00 cc O w [� o �+ cc CL O A' OF WAS$ URai 5��� �1 SIONAL 04110120 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY: CAB CHECKED BY: CAB SHEET TITLE: LOWER FLOOR FRAMING PLAN SCALE: 114" = 1 '-0" 04/22/2020 12:37:35 PM 0 SHEET NO.: S2.2 UPPER FLOOR FRAMING PLAN NOTES: 1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES. 2. FLOOR SHEATHING SHALL BE 3/4" SHEATHING WITH A 40/20 SPAN RATING WHERE FLOOR TRUSSES ARE SPACED AT 16" OC. PROVIDE 48/24 SPAN RATED STURD-I-FLOOR PLYWOOD IF FLOOR TRUSSES ARE SPACED AT 24" OC. ATTACH TO FRAMING BELOW WITH 10d NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 10d NAILS SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN. 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x8 DF#2 FOR SPANS LESS THAN 4' SUPPORTED BY MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS UP TO 6, USE 4x10 DF#2 SUPPORTED BY (2) CRIPPLE STUD AND (1) FULL HEIGHT STUD. FOR SPANS UP TO 8'-0", USE 3 1/2" x 10 1/2" 24F-V4 DF GLB W/ (2) CRIPPLE STUDS AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING. 4. WALL STUD FRAMING SHALL BE AS FOLLOWS: • 2x6 HF STUD C& 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS. • 2x4 HF STUD (a 16" OC FOR INTERIOR 4" BEARING WALLS. • 2x4 OR 2x6 HF STUDS 0 16" OC FOR INTERIOR NON -BEARING WALLS REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES SHALL BE HF STUD GRADE. 5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO. 6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d C- 12" OC. PROVIDE 2" MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM. 7, PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE. 8. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS PER MANUFACTURER'S SPAN TABLES. 9. FLOOR TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 16" OC UNO. REFER TO THE STRUCTURAL NOTES ON S1.1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING AND BLOCKING AS REQ'D BY THE MANUFACTURER. 10. GIRDER TRUSSES SHALL BE SUPPORTED BY 2x STUDS WITH QUANTITY TO MATCH THE TRUSS PLY. (2) 2x STUDS ARE REQUIRED AS A MIN. 11. ALL DRAG TRUSSES SHALL BE DESIGNED TO TRANSFER 242PLF IN PLANE SHEAR FROM TOP CHORD TO BOT CHORD. ROOF FRAMING PLAN NOTES. REFER TO SHEET S2.4 FOR ROOF FRAMING PLAN NOTES. GIRDER TRUSS VERTICAL DESIGN LOADS FROM SEISMIC FORCES ARE PROVIDED BELOW. THE ARROWS ALIGN WITH SHEAR WALL ENDS AT THE LEVEL ABOVE. T=C T=C 3'-10" 1 5'-5" T = C = 3807 LBS ULTIMATE EQ T=C T=C 9'-11" 15'-1/2" T = C = 3819 LBS ULTIMATE EQ T=C T=C 1 5'-0" T, 8'-1 " T = C = 1738 LBS ULTIMATE EQ T=C T=C ® 13'-1 " 1 5'-3 1 /2" 2'-10 1 /2" T = C = 3824 LBS ULTIMATE EQ T'=C T=C 13'-1 5'-3 1 /2" 2-10 1 /2" T = C = 2176 LBS ULTIMATE EQ T=C T-C © 4'-1/2" 1 X-7" ,�, 4'4/2" T = C = 1400 LBS ULTIMATE EQ T=C T-C 1 2'-10 1 /2" 1 10'-2 1/2" T = C = 2247 LBS ULTIMATE EQ T=C T=C ® 1 7-0" 1 8'-1 " T = C = 944 LBS ULTIMATE EQ ALIGN DRAG TRUSS OVER SHEAR PT 4x4 HF#2 POST, MIN WALL. ASD DRAG FORCE = 2300# EQ INTO TRUSS BOT CHORD PR MFR ROOF PT 4x6 HF#2, TYP TRUSSES (P 24" OC SW6 SW6 GIR ER TRUSS SW6 SW6 + + + Al + + + ++ + + + GIRDER TRUSS 41 SW6-------_--,SW6 + + + ++ � GIRDER TRUSS cq + PRE MFR ROOF M TRUSSES Ca 24" OCLL O CLp O ON 2 cr-�r F- p O I_ (3N cc= v OC IUM i + ++ + + + g co C7 1" m cc � W Cc S4.2 W j + + + + + C7 W j C7 PRE MFR FLOOR C -r + + + + + ++ a � p c c TRUSSES 0 16" OC _ + + + + + p I— F— CL I— + + + + + + GIRDER TRUSS 2 GIRDER TRUSS MST27 T O 2 GI R TRUSS PRE MFF' TRUSSE �a �F OC FULL HT STUD M 27 TRU ND7T F LL HT S c� MST 7 TRUSS EN TO FULL L GIRDER TRUSScr HT FFIQ ui S4.2 MST27 TRUSS END TO p co a �, T FULL HT STUDS O N p cc 0 % N PRE MFR FLOOR 1 C W W PRE MF LOOR " - TRUSSES @a 16" S4.3 Z Q TRUSS 16" OC cc �cC3 PRE M R FLOO _ I I I I TRUSS ga DESIGN GT TOP MST27 NSTALLED 16" OC CHORD FOR 242 HORIZ O GT's 6 PLF ASD IN PLANE II,S4.3 SHEAR lik SW6 T } ALIGN DRAG GIRDER 2 36" CS 16 W/ (13) 0.131 " x 2 1 /2" NAILS J TRUSS / STAIR SHEAR SW6 2 GIRDER TRUSS EA SIDE. CENTER ON SW END WALL S W6 + + cn 3 2� Q 5� A- + + + 2� ALIGN DRAG GIRDER TRUSS OVER EXTEND BEAM 3 OVER STEM WALL EXTEND SHEAR WALL + + + + + INTO WALL TO + + + + + + + + m ALIGN ABOVE + + O vk + +a + + + + + ILL ++ O 1 + ON + + + + ++ + + + O N N cc oc + + +LE uj O + + + N + + + N �+ + N j--------- ui Q `� + + U + + + -F W co 1 PRE MFR FLOOR cc � + + + p �+ h p + cc oC C - L - � TRUSSES C) 16" OC , y. '� N N + CL I- 4.3 �(n cc N + ++ + k + cv@� + ui pop Ar � p + + + + + EXTEND BEAM + ++ ++ LL + MS 27 TA IZ ED SW6 OVER STEM WALL + + N + + + HO FR Q� T 2 v� + + TO T's DTT2Z x EXTEND BEA A- + + T OVER STEM WALL + + + SW6 SW6 r� + � + S/M 2 S4.3 � c� UO S4.3 ril + ON SW6 3W6 cc �\��Q DTT2Z S4.3 6 S W � E UPPER FLOOR FRAMING PLAN 1 SCALE: 1/4"= 1'-0" PRE MFR ROOF TRUSSES 0 24" OC I �2 r' 1 1 5 1/2" x 12" DF GLB I �� 1 SW6 2> SW6 -,/ . PRE MFR ROOF TRUSSES @a 24" OC SW6 1 \7 7 ` /7� I I GIRDER TRUSS I GIRDER TRUSS I N LL ?� � PRE MFR ROOF )6iST27 TRUSS EPID TO I FULL HT STUDS 00 + PRE MFR FLOOR + + TRUSSES 0 16" OC I A- + + + DESIGN GT TOP CHORD FOR + + + 242 PLF ASD IN PLANE SHEAR + + + + + + A4— +- - - + GIRDER TRUSS + + + + is ";A — PORTAL FRAME W/ 16" MINIMUM WIDTH. REFER TO DETAIL 8/S4.3 FOR CONSTRUCTION REQUIREMENTS. PROVIDE (2) FULL HEIGHT STUDS ON EA SIDE OF PORTAL FRAME BEAM. ST27 TRUSS END TO 1 7 TRUSS END TO FULL HT STUDS FULL HT STUDS I � O I I � O I � I PRE MFR FLOOR C7 TRUSSES 016" OC 00 I 6 I PRE-MFR ROOF TRUSSES Ca 24 " OC 6 S4.3 MST27 TRUSS END TO MST27 INSTALLED T STUDS HORIZ TO GT AND ---------- -- 2x FLAT BLKG GIRDER TRUSS 2 + + + cfl MST27 TRUSS EN TO + + I + + + ++ + FULL HT STUDS + I + + + Ir + I + + + I + PRE MFR FLOOR + I + + + TRUSSES 0 16" OC + PRE MFR ROOF I + TRUSSES Ca 24" OC L GIRDER TRUSS Nv c + GIRDER TRUSS Wp I � I + + + + 36"CS16W/(13)0.131"x21/2" + L NAILS FROM DOUBLE TOP PLATE ----------- TO DRAG TRUSS BOT CHORD SW6 DRAG TRUSS ASD DRAG FORCE = 1000# EQ INTO TRUSS BOT CHORD SW6 PRS MFR ROOF SW6 rd rd PORTAL FRAME W/ 16" MINIMUM WIDTH. REFER TO DETAIL 8/S4.3 FOR CONSTRUCTION REQUIREMENTS. PROVIDE (2) FULL HEIGHT STUDS ON EA SIDE OF PORTAL FRAME BEAM. 1- 4 •• N A4131 v, V LQ Q cc 0) Q O J N 0 Z T 0 � W I � LQ O cc CIL p A. B OF , z cn Ll ONAL 04/10/20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY: CAB CHECKED BY CAB SHEET TITLE: UPPER FLOOR FRAMING PLAN 04/22/2020 12:37:35 PM SHEET NO.: ° 8 S2.3 ROOF FRAMING PLAN NOTES: 1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE ROOF FRAMING PLAN OR IN THESE PLAN NOTES. 2. ROOF SHEATHING SHALL BE 112" MINIMUM WITH A 32116 SPAN RATING. ATTACH TO FRAMING BELOW WITH 8d NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d NAILS SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT. ROOF SHEATHING IS UNBLOCKED UNO ON PLAN. 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x6 DF#2 FOR SPANS LESS THAN 4' SUPPORTED BY MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS UP TO 6, USE 4x8 DF#2 SUPPORTED BY (1) CRIPPLE STUDS AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING. 4. WALL STUD FRAMING SHALL BE AS FOLLOWS: • 2x6 HF STUD Ca 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS. • 2x4 HF STUD Cc 16" OC FOR INTERIOR 4" BEARING WALLS. • 2x4 OR 2x6 HF STUDS C 16" OC FOR INTERIOR NON -BEARING WALLS REFER TO ARCHITECTURAL DRAWINGS FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES SHALL BE HF STUD GRADE. 5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN JOIST SPACES AT THESE LOCATIONS. 6. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC UNO. REFER TO DESIGN LOADS ON S-1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE MANUFACTURER. 7. ATTACH EACH END OF EVERY OTHER ROOF TRUSS TO THE EXTERIOR WALL TOP PLATE BELOW WITH A SIMPSON H1 CLIP. 8. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d 0 12" OC. PROVIDE 2" MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM. 9. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE. 10. + + HATCHED AREAS INDICATE OVERFRAMING AT 24" OC PER THE TYPICAL ROOF FRAMING DETAILS. 11. GIRDER TRUSSES SHALL BE SUPPORTED BY2x STUDS WITH QUANTITY TO MATCH THE TRUSS PLY. (2) 2x STUDS ARE REQUIRED AS A MIN, 12. TRUSS MANUFACTURER SHALL DESIGN TRUSSES FOR AN ADDITIONAL 4 PSF DEAD LOAD ON THE TRUSS TOP CHORD OVER THE SOUTHERN HALF OF THE ROOF STRUCTURE FOR FUTURE SOLAR PANEL INSTALLATION. SOLAR READY ZONES SHALL REMAIN FREE OF OBSTRUCTIONS TO ACCOMODATE INSTALLATION OF UP TO 400 FT OF SOLAR PANELS. ROOF FRAMING PLAN ir�rrry i iW, uovrr l 0 4 m Z W W Z UJ �i c a� A a uj V O W � N W Q p J N O � J � O W N p � W 00 cc W W 0 cc CL O A' OF WAS$ URai 5��� �1 `rIONAL 04110120 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY: CAB CHECKED BY: CAB SHEET TITLE: ROOF FRAMING PLAN SHEET NO.: SCALE: 114" = 1 '-0" 04/22/2020 12:37:36 PM S2.4 CORNER BARS WITH LAP EA. LAP SPLICE SIDE MAYBE SUBSTITUTED FOR 900 HOOKED BARS ° a ° ° °a a ° 4 ° Q STD 900HOOK TYP UNO ALTERNATE HOOK FOR SINGLE LAYER ° ° a ° ° a ° a ADD VERT AT WALL ° END FOR SINGLE LAYER • ° STD 180° HOOK ° AT WALL ENDS ADD (2) VERT AT WALL END FOR (2) LAYERS a v • zi ADDED VERT CORNER, END, AND WALL INTERSECTION BARS SHALL MATCH SIZE OF WALL REINFORCING NOTE: REFER TO STRUCTURAL NOTES, PLANS, AND DETAILS FOR REINF. ALL BARS SHALL BE CONTINUOUS OR SPLICED PER STRUCT. NOTES CORNER BARS TO MATCH SIZE AND SPACING OF HORIZ WALL REINF ° /11 • ° a ° PLACE VERT REINF OUTSIDE UNO IN AREAS WITH EXPOSED CONC FLOORS, EDGE SLAB WITH 1/8" MAX RADIUS AND FILL JOINT WITH SEALANT 5/8"0 x 2'-0" SMOOTH SLIP DOWEL BARS AT 12" OC, TYP UNO. GREASE 112 OF BAR • U ° 7° J — X a X7CIO ° a - a J CONC SLAB ON GRADE PER PLAN OR NOTES REINF SHALL NOT PASS THRU JOINT a ° CONSTRUCTION JOINT W ° U a CL SAWCUT JOINT. IN AREAS WITH CONC SLAB ON GRADE Q EXPOSED CONC FLOORS FILL JOINT PER PLAN OR NOTES ° WITH SEALANT. IN LIEU OF SAWCUT JOINTS CONTRACTOR MAY USE PREMOLDED JOINT STRIP. W J It-7• U a XXXXX LAP SPLICE TYPICAL CONCRETE WALL REINFORCING DETAIL SCALE:NTS D12 ADD (1) #5 IN WALL. EXTEND 2'-0" lk 3'-0" MIN LAP SPLICE BEYOND EA SIDE TYP OF EA STEP � � 4 Q 0 A 4 III —III- c N 0 ° BENT Z BARS TO MATCH -III—III & LAP FOOTING REINF 4 a a UNDISTURBED EARTH OR COMPACTED FILL PER -III—III- 3" CLR STRUCTURAL NOTES TYP D TYPICAL FOOTING STEP SCALE: 1/2"= 1'-0" COLUMN PER PLAN W/SIMPSON 8" MIN SQUARE OR ROUND POST BASE CONCRETE PLINTH W/ (4) #4 HOOKED VERTICAL WHERE FINISHED SURFACE IS BARS & #3 TIES Ca 6" OC. SLAB ON GRADE, USE PPBZ POST REFER TO ARCH D WGS BASE W/ 1 " STANDOFF FLUSH FOR TOP OF CONC ELEV. WITH TOP OF SLAB FINISHED GRADE PER ARCH OR CIVIL D WGS II - ° 11 I TOP OF PIER FLUSH WITH ZLL 6I GRADE OR EXTEND 2'-0" MAX ABOVE GRADE. ° ZI REFER TO ARCH ° z W cr d • • O � ° 8 ol M U SIZE AND REINF PER PLAN AND SCHE EXTERIOR COLUMN DETAIL SCALE: 1 " = 1 '-0" CONTROL/CONTRACTION JOINT TYPICAL SLAB ON GRADE DETAILS SCALE: 1 " = 1 '-0" 4"0 PERFORATED PVC PIPE WITH PERFORATIONS DOWNWARD AND 6" OF 1 " MINUS GRAVEL ALL AROUND. WRAP IN NON -WOVEN GEOTEXTILE FABRIC. SLOPE TO DRAIN 1/8" PER 1'-0" MIN. OR PER CIVIL DRAWINGS AS APPLICABLE. ° O O° ° ° ° o 00 0 O°oo °00 O°O °0 a ° °°O OOoO °°O 11 LINE OF MAX EXCAVATION. /a 1 —1 I I IF SOIL IS OVER 1 EXCAVATED, REPLACE WITH LEAN MIX CONCRETE. FIRM BEARING SOIL OR COMPACTED STRUCTURAL FILL TYPICAL FOOTING DRAIN pq N I — SCALE: 1"= 1'-0" .h NOTE: 1. CONTROL OR CONSTRUCTION JOINTS ARE REQUIRED TO BREAK UP EACH SLAB INTO RECTANGULAR AREAS OF LESS THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS PRACTICAL WITH NO ACUTE ANGLES. ALL JOINTS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO PLACEMENT. 2. PLACE SLAB ON GRADE ON VAPOR BARRIER OVER SUITABLE COMPACTED SUBGRADE MATERIAL. REFER TO PLAN NOTES. IF BAR REINF USED, PROVIDE CONC SLAB ON GRADE Z' BARS W/ LAP SPLICE PER PER PLAN OR NOTES STRUCTURAL NOTES SLAB STEP PER PLAN a a °XXX a �a�j a a < X X X o O° 4 a a a as a NOTE: WHERE CONCRETE WALL WITH HT > X-0" EXISTS, ROD MAY EXTEND 24" MIN INTO WALL W/ NUT & WASHER AS SHOWN. SSTB ANCHOR BOLTS MAYBE SUBSTITUTED AS ALLOWED IN THE HOLDOWN SCHEDULE. COUNTERSINK ADDITIONAL SLAB STEP PANEL EDGE NAILING ALONG FULL HT OF HOLDOWN STUDS SHEAR WALL PER PLAN AND SCHED END STUD WHERE REQ'D HOLDOWN PER PLAN AND SCHED THREADED ROD AS REQ'D FOR HOLDOWN W/ NUT AND WASHER AT BASE. EXTEND ROD TO BOT OF FTG, UNO ON HOLDOWN SCHED II a TOP OF FTG--,, Nil ° ° II a ° ° ° *r Q co U ADD (2) #4 x 4' AT TOP OF INTERIOR FOOTINGS AT HOLDOWN LOCATIONS WITHOUT A STEM WALL. REMAINING REINFORCING NOT SHOWN FOR CLARITY. HOLDOWN DETAIL "' " " VALLS UNDER 10THICK) VALLS 10" THICK & OVER) ! AT EACH CORNER EXTEND TO HEIGHT OF ADJACENT VERTICAL REINFORCEMENT (1) #5 BAR EA FACE (2) TOTAL HOOK WALL REINF OVER TRIMMER BARS HOOK OR BEND BARS WHERE IMPOSSIBLE TO EXTEND TO SPECIFIED LENGTH TRIMMER BARS: (1) #5, WALLS UNDER 10" THICK (2) #5, WALLS 10" THICK & OVER TYPICAL REINF AT WALL OPENINGS SCALE:NTS SCALE: 1 " = 1 '-0" NOTE: CONTRACTOR MAY EXTEND THE FOOTING DEPTH TO SUITABLE BEARING SOIL IN LIEU OF OVEREXCA VA TION & STRUCTURAL FILL. REFER TO GEOTECHNICAL REPORT FOR ANTICIPATED FOOTING DEPTH ELEVATIONS. TRENCH EXCAVATION PARALLEL TO FTG a N SLEEVES TO ° ° ° ° a a 6" CLEAR PIPE 1 " ° NO PIPES MIN ALL SIDES W ° ALLOWED /N jW THIS REGION. ° ° LOWER FTGS AS REQ'D ° TOF ° PIPE ° a a BOF ° 2 o¢ I I LOWER BOF AS REQ'D 6" MIN PIPE TRENCH EXCAVATION PARALLEL TYP TO FOOTING IS NOT ALLOWED BELOW THIS LINE. STEP FTG AS REQUIRED FOR THIS CONDITION TYPICAL PIPE PENETRATION AT FOUNDATION/WALLS SCALE: 1/2" = 1 '-0" WALL FRAMING, SHEATHING, V PROVIDE BLOCK OUT AT SILL PLATE, AND ANCHOR DOOR OPENINGS WHERE BOLTS PER STRUCTURAL READ. NOTES, PLANS, AND SCHEDULES r SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN FINISHED GRADE SLOPED AWAY FROM BLDG PER ARCH X,1�X_X _1 T ° I °Oo o`b po o`b po o`82 o`b ZC° 0 �•� � °o6. I I I OR I- booO F��77'o �0 ° oebc #4 ��a oj121—" OC HOR o o 0 0 IZ *p W/ (2)o00 O o CONTATTOWo 0 #4 18" OC VERT 0 0 0 0 0 O0 � dj0 IY FOOTING DRAIN / 8„ `' U PER TYP DETAIL SIZE & REINF ALT HOOKAS PER PLAN & SCHEJ SHOWN TYPICAL STEM WALL DETAIL SCALE: 1 " = 1'-0" 0 CPO 0 OO ° ° 0 00 � o Oo o� ° • STRUCTURAL FILL PER GEOTECHNICAL REPORT AND 00 Oo 000 O O ° STRUCTURAL NOTES O O °° ° 000 ° O ° O ° o O O ° 0 ° ° fi. O °O 0OOo°O --- O ° ° ° ° z O° °`b O° o`b L Q 000 oo� O o 0 °00 0 °00 0 62 °ro oo °ro �U o° °�' W w o ro 0°ro o°ro A o°ro 00 O ° °o LLI ' i—III-1 I I=1 I I— I i'--III—III=1 I I-1 ol FTG WIDTH + (2 x DEPTH I '- OF OVEREXCAVAT/ON) FIRM UNDISTURBED SOIL SUITABLE FOR BEARING AS DETERMINED BY THE GEOTECHNICAL ENGINEER OVEREXCAV, i aTYPICAL 10 SCALE: 1 "= 1'-0" 04/22/2020 12:37:36 PM FINISHED GRADE OR #4 CONT NOSING BAR PAVING SLOPED AWAY FROM BLDG SLAB ON GRADE AND SUBGRADE PER ARCH PER FOUNDATION PLAN. SLOPE SLAB PER ARCH PLAN _ _ ° -111-1 � 1 • X X X X� x a x° 1�111111 ° < 0 a 0 n 0 a =1 ° ° ° O 00° V 0080° V O oo0° U #4 Ca 18" O.C. EXTEND a BAR 12" INTO SLAB ° -I 11-1 11—I 11—I 11—I 11- _ • III —III —III —III —III —I ° (2) #4 CONT UNO ON PLANS 1'-0" MIN BELOW SLAB FOR PORCH OR PATIO APPLICATIONS. EXTEND TO CONT FTG 0 GARAGE DOOR. EXTEND TO FROST DEPTH WHERE READ BYJURISDICTION. - THICKENED SLAB EDGE SCALE: 1"= 1'-0" Z — W N W Z W c I. j A W V Lu Q W N LLJ ca W GO O J N � N CI1)1 W I 0 Lu Q W m cc CL p A. B i 0 WASH Osai s SIONAL � 0�/10/20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY: CAB CHECKED BY CAB SHEET TITLE: FOUNDATION DETAILS SHEET NO.: S3.1 STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING, PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHED TYP Cd SILL & BOT PLATE PT SILL PL RIPPED TO WIDTH OF STEM WALL W/ PT TREATMENT BRUSHED ON RIPPED EDGE. ANCHOR BOLT SIZE AND SPACING PER STRUCTURAL NOTES OR SW SCHED FINISHED GRADE SLOPED AWAY FROM BLDG PER ARCH N Z FTG DRAIN PER p TYPICAL DETAIL uj w Q QEE U j� m O w w SILL PLATE NAILING PER SW SCHED I -JOIST PER PLAN W/ MOISTURE BARRIER BTWN CONCRETE & JOIST END. FLOOR SHEATHING & NAILING PER PLAN NOTES •II • II °l o _ ,w 0 i a TOP FLANGE HANGER U m0 PER PLAN - W �-jO ° #4 C 12" OC EA WAY U cc a W/ (2) CONT AT TOW ¢ U- m `- 0 • O°O 0 0 ° t) F QO ° O ° —— m wa OQ1 _ _ _— wCL —� cf: ° 1- '' 88 / SIZE AND REINF ALTHOSHOWNOKAS R PLAN AND SCHE BEARING FOUNDATION AT CRAWLSPACE SCALE: 1 " = 1 '-O" PT SILL PL W/ANCHOR BOLT SIZE AND SPACING PER STRUCTURAL NOTES, PLANS, OR SW SCHED 2" RAT SLAB SLOPED PER PLAN BACKFILL W/ FREE DRAINING MATERIAL w z w Cc O m k 0 FTG DRAIN PER TYP DETAIL - SECTION SCALE:NTS LSULVL BLKG I -JOIST PER PLAN W/ (2) 1Od THRU BOT FLANGE TO DBL TOP PLATE. FLOOR SHEATHING & NAILING PER PLAN NOTES STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED (2) #5 CONT TOP 8" CONCRETE WALL W/ #5 Ca 12" OC VERT & #5 Ca 15" OC HORIZ SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN NOTES DOWELS TO MATCH & LAP VERT BARS. EXTEND TO EDGE OF FTG. O °000.0° ° O OoOO O O °� o o OO 00 °Q°° E) 00 °°r Q 000. 00 0 °O 2x FLAT BLKG @ 4'-0" OC PLACED TIGHT TO SILL AND JOIST. PROVIDE (3) 10d EA BLOCK. I -JOIST PER PLAN. FLOOR SHEATHING & NAILING PER PLAN NOTES NOTE: REFER TO BEARING FOUNDATION AT CRAWLSPACE DETAIL FOR INFORMATION NOT SPECIFICALLY CALLED OUT. NON -BEARING FOUNDATION AT CRAWLSPACE SCALE: 1 " = 1 '-0" ILOo°00 00lo 00 �0 00 0 00 • 0°0 ° 0 00 ° O a - O°o ° -ILu° °o ° O 0 Q -I 0 00 w 0 0 00 a OC —I 0000 000 0o000 • O k iLI ° _I 00 4„ 0 u a a 10 O QO ° O Oo°oOF7"— °O0 0 1 O 0' ° ° QQ ° 00 S OOoO 000 / i SECTION SCALE:1"= 1'-O" a RIM 131 "Q x 3" NAILS I END PROVIDE STIFFENER. --" - . ---KING 0 4'-O" OC STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED NOTE: REFER TO SECTION 4 OF THIS SHEET FOR INFORMATION NOT SPECIFICALLY CALLED OUT. X X X o _ O� O" 0_ O� Ov o „ono O� „on0 O� a a a • °a • a a a • • a ° 4 A I -JOIST PER PLAN W/ (2) 1Od THRU 10d 0 6" OC BOT FLANGE TO BEAM. LAP JOISTS FOR FULL BRNG ON BEAM UNO. FLOOR SHEATHING & NAILING PER PLAN NOTES LSL OR LVL BLKG TO MATCH DEPTH OF JOIST FRAMING. TOE NAIL TO BEAM Ca 6" OC 0 II II ° a a a II VIL, BEAM PER PLAN COLUMN PER PLAN W/ SIMPSON ABU SERIES POST BASE AND PC SERIES POST CAP co U 01 SIZE AND REINF 01 PER PLAN AND SCHED orL INTERIOR FOOTING AT CRAWLSPACE SCALE: 1 " = 1 '-O" II LJ ° • 0°0 Z� z oQ°O 0 Q _ °0 ° O Lij ogbo o o ° 00 0 000 0 O . • -1 0 00 00000 00 4„ o °O r\ (3) #5 CONT TOP & a FTG DRAIN PER (2) #5 BOT ° TYP DETAIL • #4 �a 18" OC a Oo 00 °O O QO 0' 0 00 ° O°DO 0 O • a • 00 °Q°° 4 00 ° ° ° 0 O a • 0000 °°O ° a ° a 8" / i 3'-6" SECTION SCALE:NTS 42" GUARD WHERE REOD PER ARCH. MFR TO PROVIDE INSERTS IN TOW TO MATCH VERT POST SPACING. (2) #5 CONT TOP 8" CONCRETE WALL W/ #5 Ca 12" OC VERT & #5 Ca 15" OC HORIZ SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN NOTES X X X o O� 00o O� Ovo „ono O� „on0 O� a a DOWELS TO MATCH & LAP VERT BARS. EXTEND TO EDGE OF FTG. W W Z o W c a� A 3 3 W Q) Lu Q cc Q O J N Z J_ O z LQ T I cc Lu Q F= � W M o ��I CL O A. SPA Skl��a o 785 � L SIONAL 01-/ 0/ 20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY CAB CHECKED BY CAB SHEET TITLE: FOUNDATION DETAILS For Review 04/22/2020 12:37:36 PM SHEET NO.. S3.2 I•I I•I II II II II II II 1 STAGGER NAILS ON EA SIDE OF PANEL JOINT WHERE REQUIRED ON HEADER WITH CRIPPLE III I I SHEAR WALL SCHED I STUDS PER PLAN I I I I I I i i I. 1 (WHERE APPLICABLE) 1 1.11 1 1 I I 1 1 1 1 I I I I I 1 1 1 1 I•I I.1 I 11y� II II 1X1 II II I• 1 1. j l I j I I j• I FULL -HEIGHT HOLDOWN CHORD PER SCHEDULE. 1 1 1 1 1•I I I I• I PROVIDE PANEL EDGE I �•I 1 I I I I j •I NAILING. 1 1 1 1 I I I I I 1 I•I I I I I I 1• I 1111 1•I I I I• I 1I•II II II I PT SILL PLATE W/ANCHOR I �•I I I I I I j• BOLTS PER SHEAR WALL SCHEDULE. PROVIDE 1 1 1 1 I•I I.I I• I SIMPSON BP PL WASHERS 1 1• I I I I I I I WITHIN 1/2" OF SHEATHING. I I I I I •I PROVIDE PANEL EDGE NAILING INTO SILL PL. I.I I• � II I.I I I I I I I I• I I I I I I I I •I CONCRETE STEM OR FTG 1.1 1• I I I II k LZ II I I AB SIZE AND SPACING PER PLAN AND SHEAR WALL SCHEDULE, TYP NOTES: 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = Y-0" PANEL EDGE NAILING PER SHEAR WALL SCHEDULE NAILING PER BUILT-UP STUD DETAIL WALL FRAMING, SHEATHING, AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP PANEL EDGE NAILING PER SW SCHEDULE ------ I.I I•I I'I I.I I � II II II II III II II II II III II II II II II•I II II II II III II II II II III I'I I•I I'I I.I I I•I II II II II III II II II �1 li•I I FRAMING AT ADJOINING PANEL EDGES PER 1 • I • I SHEAR WALL SCHED I.1 I II III I II ii ii II III I II II II II III II II II II II II•I I �� II II I III I• I•I I•I 1• II - �r------- -- II II 1.1 I I I•I I•I II II II II II II II II II II II II II II II II 1.1 I I I•I I•I I• I I I I I II II II II II II II II II II II II II II II II 1.1 I I I•I I•I II II II II II II II II II II II II II II II II 1.1 I I I•I I•I 11 I'I II II II --Ji _1L------iL------il I I I I I I I 1 II II II II II II II II II 1,� RIM BOARD QLZ-3 OR BLOCKING \ I1 PANEL EDGE NAILING PER SHEAR WALL SCHEDULE NAILING PER BUILT-UP STUD DETAIL WALL FRAMING, SHEATHING, AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B. 'T' INTERSECTION TYPICAL SHEAR WALL INTERSECTION DETAIL SCALE: 1"= 1'-0" BEAM PE AND SCf SIMPSON LTP4 EACH SIDE O COL PER P BEAM WIDTH, UNO PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. PROVIDE EDGE NAILING �a HOLDOWN CHORDS SHEATHING PER SHEAR WALL SCHEDULE W/ FIELD NAILING @ 12" OC HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS NOTES: 1. PANELS SHALL BE 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE 24 ". 2. NAILING SHALL BE PER PLAN AND NOTES. MINIMUM NAIL SPACING IS 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE FRAMING, UNO. FRAMING AND SPACING PER PLAN (SHEATHING NOT SHOWN FOR CLARITYAT FRAMING) CONT. PANEL EDGES. PROVIDE 2x OR 3x BLKG TIGHT TO FRAMING WHEN SPECIFIED. 4' x 8' SHEATHING PANEL, TYP. STAGGER PANELS 4' PERP. TO FRAMING TYPICAL FLOOR/ ROOF SHEATHING DETAIL HOLDOWN ANCHOR PER L % SCALE: NTS SCHEDULE v SIMPSON CNW COUPLER NUT W/ SIZE TO MATCH HOLDOWN ANCHORAGE PROVIDE SOLID BLKG 0.131 "Q x 3" NAILS C 12" OC EQUAL TO WIDTH OF 2 1/4" END STAGGERED FACE NAILING TYPICAL HOLDOWN CHORD ABOVE DISTANCE, TYP FULL LENGTH OF DBL TOP PLATE TOP CHORD 3" OC SPLICE SPACING PARALLEL TO STUD WALL BOTTOM (2) ROWS OF (6) 0.131 "0 x 3" NAILS CHORD ca 3" OC EA SIDE OF SPLICE SPLICE CONC STEM PROVIDE CONT. TOP PLATES WALL & FTG I WHERE LENGTH IS 12' OR LESS 6-0" MIN BETWEEN SPLICES. SPLICES OCCUR AT 4 OF VERT STUDS TYPICAL TOP PLATE SPLICE DETAIL SCALE:1"= 1'-0" JOIST FRAMING PER BEAM OR GIRDER PLAN & SCHEDULE TRUSS PER PLAN IF AND SCHEDULE STUD WALL SIMPSON A35 EA FRAMING PER SIDE OF BEAM PLAN & NOTES--, I X IT COL PER PLAN OR SCHEDULE BEAM WIDTH, UNO TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1"= 1'-0" PERPENDICULAR TO STUD WALL ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP (3) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS UNO ON PLANS 8" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW STAGGER NAILS EA SIDE OF STUD WITH 1 1/2" EDGE DISTANCE. PROVIDE 0.148" x 3" NAILS FOR (2) STUDS & 0.207" x 4 1/2" NAILS FOR (3) STUDS. PROVIDE (1) ROW OF STAGGERED NAILING FOR 2x4 STUDS. PROVIDE (2) ROWS FOR 2x6 STUDS. TYPICAL BUILT-UP STUD COLUMN DETAIL SCALE: 1 " = 1 '-0" DBL TOP PLATE PER TYP DETAIL SIMPSON A35 AT EXT WALLS WITH SPANS GREATER THAN 6' (6) 0.131 "Q x 3" NAILS EA END TYPICAL WALL STUDS BEAM/HDR PER PLAN PER PLAN OR NOTES AND NOTES TYP BUILT-UP STUD NAILING CRIPPLE STUDS PER PLAN, (1) FULL HT STUD UNO ON PLANS OR COL/HOLDOWN SCHEDULES NOTES, OR COL SCHED TYPICAL HEADER DETAIL SCALE: 1"= 1'-0" HOLDOWN & FASTENERS PER PLAN & SCHED FILL JOIST SPACE WITH BLKG TO MATCH TOTAL WIDTH OF STUD COLUMN ABOVE FLOOR FRAMING PER PLAN ADDITIONAL TRIMMER STUD WHERE REQD AT FACE OF OPENING FULL HEIGHT CHORD PER HOLDOWN SCHED. SISTER TOGETHER PER TYP BUILT-UP STUD DETAIL HOLDOWN & FASTENERS PER PLAN & SCHED FILL JOIST SPACE WITH BLKG TO MATCH TOTAL WIDTH OF STUD COLUMN ABOVE FLOOR FRAMING PER PLAN ADDITIONAL TRIMMER STUD WHERE REQD AT FACE OF OPENING FULL HEIGHT CHORD PER HOLDOWN SCHED. SISTER TOGETHER PER TYP BUILT-UP STUD DETAIL FLOOR TO FLOOR HOLDOWN DETAILS SCALE: 1 " = 1 '-0" 1-1 a 3 V CO UJ W Q J N Z J_ O Z 0 W 1 � W w m(3 cc cl- A & wAs,�,l��a 40785 �SIONAL 04/ 10/ 20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008,01 DESIGNED BY: JMD DRAWN BY CAB CHECKED BY CAB SHEET TITLE. TYPICAL WOOD FRAMING DETAILS For Review 04/22/2020 12:37:36 PM SHEET NO.: S4.1 STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP Cd SILL & DBL TOP PLATE BREAK SHEATHING AT PLATE CONT LSL/LVL RIM OR TRUSS BLKG BREAK SHEATHING AT PLATE SILL PLATE NAILING PER SW SCHED NOTES 1. CONTRACTOR MAY SPLICE WALL SHEATHING AT RIM CENTERLINE AS ANAL TERNA TE DETAIL TO BLKG OR CLIPS AT TOP PLATE. 2. NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 2304.9 SILL PLATE NAILING PER SW SCHED FULL DEPTH BLKG AT ALL COLUMNS & HOEDOWN CHORDS I � � TRUSS PER PLAN BY MFR. FLOOR SHEATHING & NAILING PER PLAN NOTES. 2x4 BLKG OR FRAMING CLIP W/ SPACING PER SW SCHED EXTERIOR BEARING WALL DETAIL SCALE: 1 " = V-0" CONT LSL/LVL OR TRUSS RIM NOTE: REFER TO INTERIOR BEARING WALL DETAIL FOR INFORMATION NOT SPECIFICALLY CALLED OUT. CONT LSL/LVL RIM OR TRUSS (4) 10d NAILS (3) 0.131"0x3" NAILS EACH END Ca EA BLOCK. LSL/LVL OR TRUSS BLOCKING 0 4'-0" OC MAX EXTERIOR NON -BEARING WALL DETAIL SCALE: 1 " = 1 '-0" LENGTH OF NOTCH SHALL U' m NOT EXCEED 1/3PD THE O JOIST DEPTH O PRE -DRILL HOLE AT CORNERS OF NOTCHES. DO NOT OVERCUT (4) 10d NAILS NOTCH END OF JOISTS SHALL NOT EXCEED 1/4 THE JOIST DEPTH. DO NOT NOTCH WHERE PRACTICABLE. I x¢ (3) 0.131 "O x 3" MAX HOLE O SHALL NOT NAILS EACH END EXCEED 40% THE STUD �a EA BLOCK. DEPTH (I.E. 2 1/4" FOR 2x6, 1 1/4" FOR 2x4). MINIMIZE HOLE DIAMETER WHERE POSSIBLE. LSL/LVL OR TRUSS BLOCKING C( 4'-0" OC MAX INTERIOR NON -BEARING WALL DETAIL SCALE: 1 " = V-0" CHORD PER HOLDOWN SCHEDULE I . I SHEAR WALL ABOVE. CENTER STRAP AT TOP I SHEATHING NOT OF SHEATHING ;� SHOWN FOR CLARITY. GIRDER TRUSS TRUSS MFR IS RESPONSIBLE FOR LOCATION PER PLAN, PROVIDING BLKG OR VERTICAL MEMBER DESIGN PER MFR ALIGNED W/ HOEDOWN LOCATION. REFER TO PLAN &NOTES FOR DESIGN FORCES. HOEDOWN PER PLAN HOLDOWN TO FLOOR GIRDER TRUSS DETAIL SCALE: 3/4" = 1 '-0" X W C) OR HOLE O 1/4 OF STUD WIDTH MAX z N 5/8" MIN CLR TO EDGE STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP Cd SILL & DBL TOP PLATE LVL/LSL OR TRUSS BLKG SILL PLATE NAILING PER SW SCHED MAX HOLE O SHALL NOT EXCEED 1/3 THE JOIST DEPTH (I.E. 3" FOR 2x10, 3.75" FOR 2x12). MINIMIZE HOLE DIAMETER WHERE POSSIBLE. m0 m U �s zm BOO N 2x JOISTS PER PLAN OR SCHEDULE. REFER TO MFR RECOMMENDATIONS FOR I -JOIST HOLES AND NOTCHES. NOTE: 1. NOTCHES ARE NOT PERMITTED IN THE MIDDLE 1/3 OF THE JOIST SPAN. 2. NOTCHES ARE NOT PERMITTED ON THE BOTTOM (TENSION FACE) OF JOISTS WHERE THE WIDTH IS 4x OR GREATER. ALLOWABLE HOLES & NOTCHES SCALE: 1 " = 1 '-O" SILL PLATE NAILING PER SW SCHED FULL DEPTH BLKG AT ALL COLUMNS & HOLDOWN CHORDS TRUSS PER PLAN BY MFR. LAP TRUSS FOR FULL BRNG ON WALL EA TRUSS UNO BY MFR. 2x4 BLOCKING OR FRAMING CLIP W/ SPACING PER SW SCHED INTERIOR BEARING ON BOTH SIDES INTERIOR BEARING WALL DETAIL SCALE: 1 " = 1 '-0" CENTER STRAP AT EDGE OF WALL RIM, JOIST, OR ALIGNED BEAM PER PLAN LSL/LVL OR TRUSS BLKG �\ I � � I I I TRUSS PER PLAN BY MFR. LAP TRUSS FOR FULL BRNG ON WALL UNO BY MFR. FLOOR SHEATHING PER PLAN NOTES WITH BOUNDARY NAILING FULL LENGTH OF SHEAR WALL & DRAG STRUT DRAG STRUT BEAM PER PLAN I .I I IIIII DRAG STRUT STRAP PER PLAN. FILL ALL NAIL HOLES UNO. ALTERNATE LOCATION FOR STRAP IS BOT OF DRAG STRUT TO TOP PLATE OF SHEAR WALL. STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED TYPICAL DRAG STRUT DETAIL SCALE: 1 " = V-0" NOTE: REFER TO INTERIOR BEARING ON BOTH SIDES WALL DETAIL & INTERIOR NON -BEARING WALL DETAILS FOR INFORMATION NOT SPECIFICALLY CALLED OUT. INTERIOR BEARING ON ONE SIDE ONLY (4) 10d NAILS (3) 0.131"0x3" NAILS EACH END a EA BLOCK. LSL/LVL OR TRUSS BLOCKING Ca 4'-0" OC MAX INTERIOR BEARING WALL DETAIL SCALE: 1 " = V-0" TREAD & RISER PER ARCH. USE 1 1/8" PLYWOOD TREAD UNO. 2x BLKG TIGHT TO STRINGERS PT 2x THRUST PLATE TIGHT TO STRINGERS. PROVIDE (2) HILTI X-DNI FASTENERS EA BLOCK w/ 2" MIN EMBED INTO FTG. NOTE: 1. REFER TO ARCH DWGS & IBC FOR DIMENSIONAL TOLERANCES OF STAIRS & LANDINGS. 2. PROVIDE GUARD AND HANDRAILS AS REQUIRED PER IBC. 3. MAXIMUM STRINGER SPAN IS 8'-0". PROVIDE INTERMEDIATE SUPPORT WHERE SPANS EXCEED THIS. FRAMING PER PLAN 2x12 NOTCHED STRINGER w/2x6 REINFORCEMENT — a a oOOO a A °Op7 • o zcc U M STRINGER 0 LOWER LANDING 2x12 NOTCHED STRINGER W/ 2x6 REINFORCEMENT & 8' MAX SPAN 2x12 NOTCHED STRINGER 0 16" OC MAX SPACING W/ 8' MAX SPAN. DO NOT 0VERCUT TREAD OR RISER NOTCHES 2x6 SISTERED TO SIDE OF2x12 W/ (2) ROWS OF 10d NAILS STAGGERED 9 6" OC AS SHOWN FTG PER PLAN TREADS PER ARCH. USE 1 1/8" PLYWOOD TRE�A-D/ UNO. I L 2x BLKG 0 EA STRINGER L_Y Y I V Y LL AT LANDINGS. ADD (3) 10d 16" OC MAX • NAILS EA SIDE UNO ON PLANS SIMPSON LSSU210-2 EA STRINGER STRINGER W/ (3) 1Od TYP EA SIDE OF MID -SPAN BEAM EA STUD AT WALLS. WHERE APPLICABLE STRINGER 0 BEAM OR LANDING STRINGER SECTION TYPICAL STAIR DETAILS SCALE: 1 " = 1 '-0" Z GC `° W W N Z W i i c '• W Q) m A V W O � 11v, W � N W W Q W p J O N Z J m O N Ip1 W I � W O W m (D m m 04 A . 1F IPA S$l o oLs �SIONAL 04110120 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY: JMD DRAWN BY: CAB CHECKED BY: CAB SHEET TITLE: WOOD FRAMING DETAILS For Review 04/22/2020 1237:36 PM SHEET NO.: S4.2 DIAPHRAGM BOUNDARY NAILING PER PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER PLAN NOTES. PROVIDE 8d Ca 6" OC MIN. FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF. TRUSS MFR TO PROVIDE TRUSS BLOCKING IF DEPTH AT WALL GREATER THAN 2x12 FRAMING. SILL PLATE NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED 2x4 BLKG W/ SILL PLATE NAILING OR FRAMING CLIP PER SW SCHED PRE-MFR ROOF TRUSS PER PLAN WITH (3) 10d TOE NAILS TO TOP PLATE. ROOF SHEATHING & NAILING PER PLAN NOTES. SIMPSON TIE AT EACH END OF TRUSS PER PLAN NOTES. TRUSS BEARING WALL DETAIL SCALE: 1 " = 1 '-0" ROOF SHEATHING AND NAILING PER PLAN NOTES. PROVIDE DIAPHRAGM BOUNDARY NAILING INTO TRUSS BLKG FOR EXTENT OF SHEAR WALL BELOW SILL PLATE NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE PRE-MFR FULL DEPTH TRUSS BLKG FOR EXTENT OF PERPENDICULAR SHEAR WALL BELOW. DESIGN BLKG FOR 242 PLF IN -PLANE SHEAR TRANSFERRED FROM ROOF SHEATHING TO SHEAR WALL BELOW PRE-MFR ROOF TRUSS PER PLAN WITH (3) 10d TOE NAILS TO TOP PLATE. 2x4 BLKG W/ SILL PLATE NAILING OR FRAMING CLIP PER SW SCHED STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED TYPICAL TRUSS BLOCKING DETAIL SCALE:NTS PRE-MFR ROOF TRUSS PER PLAN. DESIGN TRUSS FOR AN ALLOWABLE IN -PLANE SHEAR LOAD OF 242PLF FROM ROOF SHEATHING TO SHEAR WALL UNO ON PLANS 2x4 BLKG OR FRAMING CLIP W/ SPACING PER SW SCHED SILL PLATE NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED. TRUSS ALIGNS WITH SHEAR WALL 2x4 OUTRIGGER 0 24" OC (24" MAX OVERHANG UNO). PROVIDE LUS HANGER AT BACKSPAN GABLE END TRUSS W/A MIN 2x6 TOP CHORD. PROVIDE ADDITIONAL MID -HT BRACING WHERE REOD BY MFR 2x4 BLKG W/ SILL PLATE NAILING OR FRAMING CLIP PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE AND AT TOP CHORD OF GABLE TRUSS STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED. EXTEND SHEATHING FULL HEIGHT OF GABLE TRUSS PRE-MFR ROOF TRUSS PER PLAN. ROOF SHEATHING & NAILING PER PLAN NOTES. GABLE END DETAIL SCALE: 1 " = 1 '-0" DIAPHRAGM BOUNDA Y NAILING PER ROOF FRAMING PLAN NOTES PRE-MFR TRUSS PER PLAN. ROOF SHEATHING & NAILING PER PLAN NOTES. AT "SIM" SECTIONS ATTACH TRUSS TO RIM W/ HANGER PER TRUSS MFR GIRDER TRUSS PER PLAN. INCREASE BOT CHORD SIZE AS REOD FOR HANGERS, TYP EA SIDE GIRDER TRUSS SECTION SCALE: 1 " = V-0" ni it AT, „A',-, AND NAILING PER VIDE DIAPHRAGM a FULL LENGTH ONT MEMBER FULL 3TH OF SHEAR L. PROVIDE 3" MIN RLAP WITH TOP FE. TRUSS OFFSET FROM SHEAR WALL 8d 0 4" OC EA BLOCK ADD (2) 16d TO TRUSS FRAMING 0 8' OC 2x6 DIAGONAL BRACE AT 4'-0" OC W/ (4) 10d FACE NAILS EA END. ADD 2x4 FLAT BRACE ON TOP W/ 10d 0 8" OC IF SPAN EXCEEDS 6'. 2x BLKG 0 4' OC AT TOP & BOT OF EACH BRACE W/ DEPTH TO MATCH TRUSS CHORDS. PROVIDE A35 FRAMING CLIP TO WALL DBL TOP PL. 2x6 BLKG W/ (2) 10d EA STUD. STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED. SILL PLATE NAILING PER SW SCHED PRE-MFR TRUSS PER PLAN. FLOOR SHEATHING & NAILING PER PLAN NOTES. WALL BELOW (WHERE APPLICABLE) Z W O= CL 10d Cd 8" OC, TYP PRE-MFR TRUSS PER PLAN. TOP CHORD ONLY SHOWN FOR CLARITY. ROOF SHEATHING & NAILING PER PLAN NOTES. �:E m::E 2x CONT BLKG TO MATCH DEPTH OF TOP CHORD 0 RIDGE PRE-MFR TRUSS OVER FRAMING 0 24" OC 2x4 CONTINOUS NAILER 0 24" OC W/ (2) 16d INTO EA TRUSS TRUSS OVERFRAMING DETAIL SCALE. 1 " = V-0" EXTENT OF HEADER WITH (2) PORTAL FRAMES EXTENT OF HEADER WITH (1) PORTAL FRAME 2'- 18' ROUGH OPENING WIDTH FOR SINGLE OR DOUBLE PORTAL FRAME 4x12 DF#2 MIN HEADER SIZE (REFER TO FRAMING PLANS) FASTEN SHEATHING TO HEADER WITH 0.131 "O x 2 1/2" NAILS AT 3" OC GRID PATTERN AS SHOWN MINIMUM MST 27 STRAP FROM HEADER TO JACK STUD ON EACH SIDE OF OPENING ON THE OPPOSITE SIDE OF THE SHEATHING (INSIDE FACE) MIN DOUBLE 2x STUD FRAMING WITH 7/16"APA RATED SHEATHING WITH 0.131 "O x 2 1/2" NAILS AT 3" OC IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP MIN LENGTH OF WALL PANEL PER PLAN SIMPSON STHD14 STRAP HOLDOWN EACH END OF EACH WALL PANEL. (2) #4 BAR CONT AT TOP & BOT OF FOOTING UNO ON FOUNDATION PLAN -- - ------ MIN FOOTING SIZE IS 16" WIDE x 12" DEEP. A 12" WIDE TURNED -DOWN SLAB IS PERMITTED AT THE DOOR OPENING. MIN (1) 5/8"0 ANCHOR BOLT WITH 3 GA x 3" x 4 1/2" PLATE WASHER WITHIN 1/2" OF SHEATHING. PORTAL FRAME DETAIL SCALE: NTS bJ op I I I I I I I I I I I I I I I I I I I I I j" I it II , I • —1 — O • SHEATHING PER SW SCHEDULE. PROVIDE 8d 0 6" OC NAILING IF NON-SHEARWALL ROOF SHEATHING AND NAILING PER PLAN NOTES (2) 16d Cd 12" OC TOP & BOTTOM CHORD 2x6 BLOCKING SLOPED TO MATCH LOWER ROOF PROFILE i ROOF STEP SECTION SCALE. 1 " = Y-0" MINIMUM MST 27 STRAP FROM HEADER TO JACK STUD STRAP ON EACH SIDE OF OPENING ON THE OPPOSITE SIDE OF THE SHEATHING (INSIDE FACE) FASTEN TOP PLATE TO HEADER WITH (2) ROWS OF 16d SINKER NAILS AT 3" OC, TYP MIN 7/16" APA RATED SHEATHING IF NEEDED, SHEATHING PANEL EDGES SHALL OCCUR OVER AND BE NAILED TO COMMON BLOCKING WITHIN THE MIDDLE 24" OF THE PORTAL HEIGHT. (1) ROW OF 3" OC NAILING IS REOD IN EACH PANEL EDGE. TYPICAL PORTAL FRAME CONSTRUCTION MIN DOUBLE 2x4 STUD FRAMING UNO ON THE FRAMING PLANS. SIMPSON LSTHD8 STRAP HOLDOWN ON OPPOSITE SIDE OF SINGLE PORTAL FRAME GABLE BRACING PER TYPICAL DETAIL OR PER MFR WALL BELOW WHERE APPLICABLE Z W W N H Z W o �i c Wa� 3 3 uj V uj Q Q, co W Cy) Q O J � TNT vJ u C) W I 0 U W >O ��I m cr CL ,R A . r7`SO4oF WAg� O ' ORAL Sl �"joNAL 04/ 10/ 20 REV. DATE DESCRIPTION 0 04110120 PERMIT SUBMITTAL PROJECT NO.: 20008.01 DESIGNED BY JMD DRAWN BY CAB CHECKED BY: CAB SHEET TITLE. - WOOD FRAMING DETAILS DRAG TRUSS SECTION SCALE: 1 " = 1 '-0" For Review 04/22/2020 1237:36 PM SHEET NO.: S4.3