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Home My WebLink About43 Genoa St #A-D - 2023 -REVISIONS BY REVISIONS BY REVISIONS BY 03/30/2022 626-315-8899 REVISIONS BY REVISIONS BY REVISIONS BY REVISIONS BY Thomas Li Prestige Design, Planning, and Development, Inc. PO Box 660866 Arcadia, CA 91066 03/30/2022 626-315-8899 REVISIONS BY DESIGN CRITERIA BUILDING CODE: 2019 CALIFORNIA BUILDING CODE WIND DESIGN DATA: WIND SPEED (ULTIMATE) = 110 MPH WIND RISK CATEGORY = II WIND EXPOSURE = C INTERNAL PRESSURE COEFFICIENT = ± 0.18 SEISMIC DESIGN DATA: SS = 1.936; S1 = 0.382; SMS = 2.323; SDS = 1.549 SEISMIC IMPORTANCE FACTOR = 1.0 RISK CATEGORY = II SEISMIC DESIGN CATEGORY = D SITE CLASS = D REDUNDANCY FACTOR = 1.0 ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC FORCE RESISTING SYSTEM: LIGHT-FRAME (WOOD) WALLS SHEATHED W/ WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE CS = 0.239; R = 6.5 LOADING: DEAD LOAD:LIVE LOAD: ROOF = 21 PSF; FLOOR = 19 PSF; DECK = 13 PSF ROOF = 20 PSF;FLOOR = 40 PSF; DECK = 60 PSF GEOTECHNICAL INFORMATION: GEOTECHNICAL ENGINEER:CAL LAND ENGINEERING, INC. SOIL REPORT #:19-019-007GE SOIL REPORT DATE:SEPTEMBER 29, 2021 BEARING CAPACITY =2,000 PSF ABBREVIATIONS ABBREVIATION DESCRIPTION AB ANCHOR BOLT ADD'L ADDITIONAL ADJ ADJACENT ABV ABOVE ALT ALTERNATE ARCH ARCHITECTURAL B BOTTOM BLDG BUILDING BLKG BLOCKING BLW BELOW BM BEAM BN BOUNDARY NAILING BOT BOTTOM BRG BEARING C CAMBER CANT CANTILEVER CB CEILING BEAM CBC CALIFORNIA BUILDING CODE CJ CEILING JOIST CL CENTERLINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECT, CONNECTION CONT CONTINUOUS D DEEP, DEPTH DF DOUGLAS FIR LARCH DIA DIAMETER DIM DIMENSION DJ DECK JOIST DL DEAD LOAD DT DRAG TRUSS DWG DRAWING(S) E OR EXIST EXISTING EA EACH ELEV ELEVATION ENGR ENGINEER EQ EQUAL ES EACH SIDE EW EACH WAY EXT EXTERIOR FND FOUNDATION FF FINISH FLOOR FG FINISH GRADE FH FULL HEIGHT FJ FLOOR JOIST ABBREVIATION DESCRIPTION FL FLUSH FLR FLOOR F.O.B.FACE OF BEAM F.O.W.FACE OF WALL FRG FRAMING FTG FOOTING FT FOOT (FEET) GA GAGE GALV GALVINIZED G.C.GENERAL CONTRACTOR GET GABLE END TRUSS GLB GLU LAM BEAM GT GIRDER TRUSS H OR HT HEIGHT HB HIP BEAM HD HOLD DOWN STRAP OR DEVICE HDR HEADER HGR OR HNGR HANGER HOR HORIZONTAL HSS HOLLOW STRUCTURAL STEEL (TUBE) INT INTERIOR INV INVERTED JST JOIST K KIP (1000 POUNDS) KP KING POST KS KING STUD LL LIVE LOAD LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER MANUF MANUFACTURER, MANUFACTURED MAX MAXIMUM MB MACHINE BOLT MIN MINIMUM ML MICROLLAM MULT MULTIPLE N NEW NG NATURAL OR COMPACTED GRADE NTS NOT TO SCALE O/OVER O.C.ON CENTER OD OUTSIDE DIAMETER PERP PERPENDICULAR PSL PARALLAM PT POST TENSION SHEET INDEX SD0 STRUCTURAL SPECIFICATIONS SP SPECIAL INSPECTIONS S1 FOUNDATION PLAN S2 2ND FLOOR FRAMING PLAN S3 3RD FLOOR FRAMING PLAN S4 ROOF FRAMING PLAN SD1 STRUCTURAL DETAILS SD2 STRUCTURAL DETAILS SD3 STRUCTURAL DETAILS SD4 STRUCTURAL DETAILS SD5 STRUCTURAL DETAILS ABBREVIATION DESCRIPTION PTDF PRESSURE TREATED DOUGLAS FIR PLYWD PLYWOOD PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT RAFT RAFTER RB RIDGE BEAM RR ROOF RAFTER REINF REINFORCEMENT RF ROOF REQ'D REQUIRED REQ'T REQUIREMENT RT ROOF TRUSS(ES) SAD SEE ARCHITECTURAL DRAWINGS SCHED OR SCH SCHEDULE SEL SELECT SHR SHEAR SHTG SHEATHING SIM SIMILAR SIMP SIMPSON SPECS SPECIFICATIONS SQ SQUARE STAGG STAGGERED STD STANDARD STL STEEL STRUCT STRUCTURAL SW SHEAR WALL OR STRONG WALL SYM SYMMETRICAL T TOP TOC TOP OF CURB TOS TOP OF SLAB OR TOP OF STEEL T&G TONGUE AND GROOVE THK THICK TRIM OR TR TRIMMER TS TIMBERSTRAND TYP TYPICAL UNO UNLESS NOTED OTHERWISE V OR VERT VERTICAL VB VALLEY BEAM VIF VERIFY IN FIELD WD WOOD WT WEIGHT W/WITH W/O WITHOUT Q:FASTENING SCHEDULE (PER SECTION 2308.10.1, TABLE 2308.10.1) FOR SI:1 INCH = 25.4MM A.COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. B.NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. C.COMMON OR DEFORMED SHANK. (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148"). D.COMMON (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148"). E.DEFORMED SHANK. (6d-2" X 0.113"; 8d-212" X 0.131"; 10d-3" X 0.148"). F.CORROSION-RESISTANT SIDING (6d-178" X 0.106"; 8d-238" X 0.128") OR CASING (6d-2" X 0.099"; 8d-212" X 0.113") NAIL. G.FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. H.CORROSION-RESISTANT ROOFING NAILS WITH 716 INCH DIAMETER HEAD AND 112 INCH LENGTH FOR 12 INCH SHEATHING AND 134 INCH LENGTH FOR 2532 INCH SHEATHING. J.CASING (112" X 0.080") OR FINISH (112" X 0.072") NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. K.PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. L.FOR ROOF SHEATHING APPLICATIONS, 8d NAILS (212" X 0.113") ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS. N.FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. O.FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING FASTENING 3-8d COMMON (212" X 0.131") 3-3" X 0.131" NAILS LOCATION TOENAIL CONNECTION 1.JOIST TO SILL OR GIRDER A 2-8d COMMON (212" X 0.131") 2-3" X 0.131" NAILS 2.BRIDGING TO JOIST TOENAIL EACH END 3.1" X 6" SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON (212" X 0.131")FACE NAIL 4.WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST 3-8d COMMON (212" X 0.131")FACE NAIL 5.2" SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON (312" X 0.162")BLIND AND FACE NAIL 6.SOLE PLATE TO JOIST OR BLOCKING 16d (312" X 0.135") AT 16" O.C. 3" X 0.131" NAILS AT 8" O.C. TYPICAL FACE NAIL 16d (312" X 0.135") AT 16" 4-3" X 0.131" NAILS AT 16" SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL BRACED WALL PANELS 7.TOP PLATE TO STUD 2-16d COMMON (312 X 0.162") 3-3" X 0.131" NAILS END NAILS 8.STUDS TO SOLE PLATE 4-8d COMMON (212" X 0.131") 4-3" X 0.131" NAILS TOENAIL 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS END NAILS 9.DOUBLE STUDS 16d (312 X 0.135") AT 24" O.C. 3" X 0.131" NAIL AT 8" O.C. FACE NAILS 16d (312" X 0.131") AT 16" O.C. 3" X 0.131" NAIL AT 12" O.C. 8-16d COMMON (312" X 0.162") 12-3" X 0.131" NAILS LAP SPLICE TYPICAL FACE NAIL10.DOUBLE TOP PLATES DOUBLE TOP PLATES 3-8d COMMON (212" X 0.131") 3-3" X 0.131" NAILS 11.BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE TOENAIL 12.RIM JOIST TO TOP PLATE 8d (212" X 0.131") AT 6" O.C. 3" X 0.131" NAIL AT 6" O.C. TOENAIL 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS FACE NAIL13.TOP PLATES, LAPS AND INTERSECTIONS 14.CONTINUOUS HEADER, TWO PIECES 16d COMMON (312" X 0.162")16" O.C. ALONG EDGE 15.CEILING JOISTS TO PLATE 3-8d COMMON (212" X 0.131") 5-3" X 0.131" NAILS TOENAIL 16.CONTINUOUS HEADER TO STUD 4-8d COMMON (212" X 0.131")TOENAIL 3-16d COMMON (312" X 0.162") MINIMUM, TABLE 2308.10.4.1 4-3" X 0.131"NAILS 17.CEILING JOISTS, LAPS OVER PARTITIONS (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) FACE NAIL 3-16d COMMON (312" X 0.162") MINIMUM, TABLE 2308.10.4.1 4-3" X 0.131"NAILS 18.CEILING JOISTS TO PARALLEL RAFTERS (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) FACE NAIL 3-8d COMMON (212" X 0.131") 3-3" X 0.131" NAILS 19.RAFTER TO PLATE (SEE SECTION 2308.10.1, TABLE 2308.10.1) TOENAIL 2-8d COMMON (212" X 0.131") 2-3" X 0.131" NAILS 20.1" DIAGONAL BRACE TO EACH STUD AND PLATE FACE NAIL 21.1" X 8" SHEATHING TO EACH BEARING 3-8d COMMON (212" X 0.131")FACE NAIL 3-8d COMMON (212" X 0.131")FACE NAIL22.WIDER THAN 1" X 8" SHEATHING TO EACH BEARING 16d COMMON (312" X 0.162") 3" X 0.131" NAILS 23.BUILT-UP CORNER STUDS 24" O.C. 16" O.C. 2-20d COMMON (4" X 0.192") 3-3" X 0.131" NAILS 20d COMMON (4" X 0.192") 32" 3" X 0.131" NAIL AT 24" O.C. 24.BUILT-UP GIRDER AND BEAMS FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES FACE NAIL AT ENDS AND AT EACH SPLICE 25.2" PLANKS 16d COMMON (312" X 0.162")AT EACH BEARING 3-10d COMMON (3" X 0.148") 4-3" X 0.131" NAILS FACE NAIL26.COLLAR TIE TO RAFTER 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS 3-10d COMMON (3" X 0.148") 4-3" X 0.131" NAILS FACE NAIL TOENAIL27.JACK RAFTER TO HIP 28.ROOF RAFTER TO 2-BY RIDGE BEAM 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS 2-16d COMMON (312" X 0.162") 3-3" X 0.131" NAILS TOENAIL FACE NAIL 3-16d COMMON (312" X 0.162") 4-3" X 0.131" NAILS 29.JOIST TO BAND JOIST FACE NAIL 3-16d COMMON (312" X 0.162") 4-3" X 0.131" NAILS 30.LEDGER STRIP FACE NAIL 31.WOOD STRUCTURAL PANELS AND PARTICLEBOARD SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO FRAMING) 32.PANEL SIDING (TO FRAMING) 33.FIBERBOARD SHEATHINGG 34.INTERIOR PANELING 12" AND LESS 6d 238" X 0.113" NAIL 1932" TO 34"8d OR 6d 238" X 0.113" NAIL 78" TO 1"8d 118" TO 114"10d OR 8d B C,L N ED P E D D 34" AND LESS 6d 78" TO 1"8d 118" TO 114"10d OR 8d E ED 12" OR LESS 6d 58"8d F F 12"NO. 11 GAGE ROOFING NAIL 6d COMMON NAIL (2" X 0.113") 2532"NO. 11 GAGE ROOFING NAIL 8d COMMON NAIL (212" X 0.131") H H 14"4d 38"6dK J I:HANGERS 1.FILL ALL NAIL HOLES PER MANUFACTURER SPECIFICATIONS, FOR MAXIMUM CAPACITY. 2.USE ITS OR IUS HANGERS FOR I-JOIST CONNECTIONS U.N.O. BEND TABS DOWN TO TOP OF BOTTOM CHORD WHERE APPLICABLE. 3.USE LUS FULL DEPTH HANGERS FOR 2X JOIST CONNECTIONS U.N.O. 4.USE HU FULL DEPTH HANGERS FOR BEAM CONNECTIONS U.N.O. 5.USE LUS HANGERS PER TABLE BELOW FOR ROOF TRUSSES AT 24" O.C. (OR LESS) TO NON-TRUSS FRAMING MEMBERS: TRUSS SPAN HANGER ≤ 10'LUS 24 ≤ 20'LUS 26 ≤ 30'LUS 28 ≤ 40'HUS 26 J:MANUFACTURED SHEAR WALLS 1.MANUFACTURED SHEAR WALLS SHALL BE BY SIMPSON STRONG-TIE ( ICC ESR-1679), HARDY FRAMES, INC. (ICC ESR-2089), OR TRUS JOIST (ICC ESR-1153), AS SPECIFIED ON THE PLANS. 2.ALL MANUFACTURED SHEAR WALLS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. 3.TEMPLATES SHALL BE USED FOR MANUFACTURED SHEAR WALLS FOR ACCURATE ANCHOR PLACEMENT IN THE FOUNDATION. 4.FOR HARDY PANELS / BRACED FRAMES - FOLLOW MANUFACTURERS RECOMMENDATIONS FOR MOISTURE BARRIER PLACED BETWEEN THE WALL AND CONCRETE, GROUT OR MUD SILL. O:SPECIAL INSPECTIONS 1.PROVIDE SPECIAL INSPECTION WHERE REQUIRED BY SECTION 1704 OF THE CBC. ADDITIONALLY, VERIFY OTHER AREAS REQUIRING SPECIAL INSPECTION WITH THE BUILDING OFFICIAL OF THE GOVERNING JURISDICTION. 2.INSPECTIONS SHALL CONFORM WITH CBC SECTIONS 110 AND 1704. 3.INSPECTIONS SHALL BE PERFORMED BY QUALIFIED INSPECTORS AND TESTING AGENCIES RETAINED BY THE OWNER AND NOT THE CONTRACTOR. INSPECTORS AND AGENCIES SHALL BE APPROVED BY THE GOVERNING JURISDICTION. 4.COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS SHALL BE FURNISHED TO THE OWNER, BUILDING DEPARTMENT, ARCHITECT, AND ENGINEER. COPIES OF THE REPORTS AND RESULTS SHALL ALSO BE KEPT AT THE JOB SITE. 5.FINAL REPORT FOR ALL INSPECTIONS AND TESTING, STATING THAT THE WORK WAS COMPLETED IN ACCORDANCE WITH THE APPROVED PLANS AND ALL APPLICABLE CODES AND STANDARDS, SHALL BE SUBMITTED TO THE OWNER, BUILDING DEPARTMENT, ARCHITECT, AND ENGINEER. 6.STRUCTURAL OBSERVATION MAY BE REQUIRED BY THE JURISDICTION, ENGINEER, OR OWNER. THESE OBSERVATIONS DO NOT REPLACE ANY OF THE REQUIRED INSPECTIONS BY DEPUTY INSPECTORS OR THE LOCAL JURISDICTION. 7.SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING WORK: CONCRETE WITH F'C OVER 2500 PSI CAST-IN-PLACE DRILLED PILES OR CAISSONS FIELD WELDING EPOXY WELDING OF REINFORCING STEEL HIGH STRENGTH BOLTING SHOTCRETE REINFORCEMENT AND TENDON PLACEMENT IN CONCRETE WITH F'C OVER 2500 PSI TENDON STRESSING AND GROUTING TITEN HD SCREW ANCHORS FASTENERS OF THE SEISMIC FORCE-RESISTING SYSTEM WHERE ITS SPACING IS ≤ 4" O.C. ADDITIONAL ITEMS REQUIRING SPECIAL INSPECTION MAY BE NOTED ON THE PLANS. K:WOOD CONNECTORS 1.UNLESS SPECIFICALLY NOTED OTHERWISE, ALL WOOD FRAMING CONNECTORS SHALL BE BY SIMPSON STRONG-TIE. ALL INSTALLATIONS SHALL FOLLOW CURRENT RECOMMENDATIONS OF SIMPSON. 2.WHERE SIMPSON STRONG-TIE ALLOWS THE USE OF ALTERNATE OR ADDITIONAL FASTENERS, THE FASTENER TYPE AND AMOUNT RESULTING IN THE HIGHER CAPACITY SHALL BE USED, UNLESS NOTED OTHERWISE. 3.THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION SHALL BE FOLLOWED WITH RESPECT TO FABRICATION AND ASSEMBLY OF ALL FASTENERS, EDGE AND END DISTANCE REQUIREMENTS, AND MINIMUM PENETRATION REQUIREMENTS. 4.BOLTS, LAG SCREWS, AND WOOD SCREWS SHALL CONFORM TO ASME STANDARD B-18.2.6. 5.ALL HOLES DRILLED FOR BOLTS THROUGH WOOD SHALL BE A MINIMUM OF 132" AND A MAXIMUM OF 116" OVERSIZED. 6.STANDARD CUT WASHERS SHALL BE INSTALLED BETWEEN THE WOOD AND THE NUT FOR ALL BOLT INSTALLATIONS. 7.THE THREADED PORTION OF BOLTS SUBJECT TO WOOD BEARING SHALL BE KEPT TO A PRACTICAL MINIMUM. 8.CARE SHALL BE TAKEN TO CENTER BOLT HOLES IN MAIN MEMBERS. 9.WHEN NAILING A MEMBER CAUSES SPLITTING, THE MEMBER SHALL BE PREDRILLED TO PREVENT THE SPLITTING. THE DIAMETER OF THE BOLTED HOLE SHALL NOT EXCEED 75% OF THE NAIL DIAMETER. 10.ALL NAILS SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN FEDERAL SPECIFICATION FF-N-105B. 11.ALL NAILS EXPOSED TO WEATHER, HEAT, OR MOISTURE SHALL BE GALVANIZED. 12.LEAD HOLES FOR LAG SCREWS SHALL BE BORED AS FOLLOWS: (A)THE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK. (B)THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 40% TO 70% OF THE SHANK DIAMETER IN WOOD AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE LARGER PERCENTILE SHALL APPLY TO LAG SCREWS OF 12" OR GREATER DIAMETER. 13.THE THREADED PORTION OF WOOD SCREWS SHALL BE INSERTED IN IT'S LEAD HOLES BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. 14.DO NOT OVER-TORQUE LAG AND WOOD SCREWS. 15.SOAP OR OTHER LUBRICANT SHALL BE USED ON THE WOOD/LAG SCREW OR IN THE LEAD HOLES TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE LAG SCREW. 16.WOOD SCREWS LOADED IN WITHDRAWAL MAY BE INSERTED WITHOUT A LEAD HOLE. 17.LEAD HOLES FOR WOOD SCREWS LOADED LATERALLY SHALL BE BORED AS FOLLOWS: THE PART OF THE LEAD HOLE RECEIVEING THE SHANK SHALL BE ABOUT 78 THE DIAMETER OF THE SHANK AND THAT RECEIVEING THE THREADED PORTION SHALL BE ABOUT 78 THE DIAMETER OF THE SCREW AT THE ROOT OF THE THREAD. 18.ALL NAILS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE BEING NAILED, BUT DOES NOT PUNCTURE THE SURFACE BEING NAILED. 19.NAIL DEFINITIONS AND PENETRATION (INTO MAIN MEMBER) REQUIREMENTS: NAIL DIAMETER (IN.)REQUIRED PENETRATION (IN.) 8d COMMON 0.131 1.31 10d COMMON 0.148 1.48 12d COMMON 0.148 1.48 16d SINKER 0.148 1.48 16d COMMON 0.162 1.62 20.FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT-DIPPED GALVANIZED STEEL, ZINC-COATED STEEL, STAINLESS STEEL, SILICON COVERED, BRONZE, OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE PER ASTM A153. FASTENINGS FOR WOOD FOUNDATIONS SHOULD BE AS REQUIRED IN AF&PA TECHNICAL REPORT #7. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE-TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. FIELD CUT ENDS, NOTCHES, DRILLED HOLES OF PRESERVATIVE TREATED WOOD SHALL BE FIELD TREATED PER AWPA M4. A: GENERAL 1.IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, GRADE DATUMS, ELEVATIONS, REQUIRED RETAINING WALLS, DEEPENED FOOTINGS, AND CONDITIONS AT THE JOB SITE PRIOR TO BIDDING AND START OF CONSTRUCTION. VERIFY ALL DETAILS AND DIMENSIONS OF RELATED REQUIREMENTS ON ALL OTHER CONSULTANT DRAWINGS WITH STRUCTURAL DRAWINGS FOR ANY CONFLICTS AND NOTIFY THE ENGINEER OF RECORD AND ARCHITECT OF ANY DISCREPANCIES PRIOR TO START OF CONSTRUCTION. 2.THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL OTHER CONSULTANT DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION AND VERIFICATION OF ALL WORK. 3.IF A CONFLICT OCCURS WITHIN THE STRUCTURAL DRAWINGS OR WITH ANY OTHER CONSULTANT DRAWINGS, NOTIFY THE EOR IMMEDIATELY FOR CLARIFICATION OF THE INTENT OF THE CONTRACT DOCUMENTS. 4.DIMENSIONS SHALL NOT BE SCALED FROM STRUCTURAL DRAWINGS. 5.EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN ON PLANS OR SPECIFICATIONS, ALL MATERIALS AND CONSTRUCTION PRACTICES SHALL CONFORM TO THE REQUIREMENTS OF THE ADOPTED VERSION OF THE CALIFORNIA BUILDING CODE AND ALL APPLICABLE STATE AND LOCAL ORDINANCES AS ADOPTED BY THE GOVERNING JURISDICTION. 6.THE DESIGN AND SAFETY OF BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND NOT WITHIN THE SCOPE OF THE ENGINEER. THAT CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE COMPLETION OF THE COMPLETE BUILDING PER PERMITTED STRUCTURAL PLANS. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY THE ASSUMPTION OF ANY RESPONSIBILITY IN THIS REGARD. 7.ALL DIMENSIONS OF DOORS, OPENINGS, WALLS, ETC. SHALL BE DETERMINED FROM THE ARCHITECTURAL DRAWINGS, SHOP DRAWINGS, EQUIPMENT DATA, OR DOCUMENTS PROVIDED BY OTHER CONSULTANTS. 8.PENETRATIONS, OPENINGS, SLEEVES, VARIATIONS IN STRUCTURAL SLAB ELEVATIONS, DEPRESSED AREAS, DEEPENED FOOTINGS, AND ALL OTHER ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL REQUIREMENTS MUST BE COORDINATED BEFORE THE CONTRACTOR PROCEEDS WITH CONSTRUCTION. 9.STRUCTURAL MEMBERS SHALL NOT BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED ON THESE PLANS. 10.NO SUBSTITUTION OF STRUCTURAL MEMBERS OR HARDWARE MAY OCCURS UNLESS ALTERNATES ARE APPROVED IN WRITING BY THE ARCHITECT, OWNER, AND STRUCTURAL ENGINEER. 11.ANY REFERENCE TO THE WORDS "APPROVED" OR "APPROVAL" IN DOCUMENTS SHALL BE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND HIS SUBCONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFICATIONS AND COORDINATING THE REQUIRED MATERIALS OR LABOR SPECIFICATIONS WITH OTHER TRADES. 12.WHERE A DETAIL, SECTION, OR NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED. DETAILS MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY INDICATED OTHERWISE. WHERE NO SPECIFIC DETAIL IS SHOWN, THE CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO LIKE CASES OF CONSTRUCTION. 13.CONNECTIONS OF ALL ITEMS SUPPORTED BY THE PRIMARY BUILDING STRUCTURE ARE THE RESPONSIBILITY OF THE DISCIPLINES WHICH MAKE THESE ATTACHMENTS. COORDINATE ALL ATTACHMENTS WITH ARCHITECTURAL AND STRUCTURAL PLANS. 14.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, WHETHER INDICATED ON THE CONTRACT DRAWINGS OR NOT, AND TO PROTECT THEM FROM DAMAGE. 15.VIBRATION EFFECTS OF MECHANICAL AND / OR ANY OTHER EQUIPMENT OR HUMAN ASSEMBLY HAVE NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER. 16.FLOOR SYSTEMS HAVE NOT BEEN DESIGNED FOR EXCESSIVE LOAD CONCENTRATIONS SUCH AS WATER BEDS. ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO CONSTRUCTION IF ANY EXTRAORDINARY HEAVY OBJECTS ARE TO BE INSTALLED. 17.ALL EXPOSED STEEL OR METAL FASTENERS SHALL BE HOT DIP GALVANIZED OTHERWISE PROTECTED FROM THE EFFECTS OF WEATHER EXPOSURE. 18.NO CHANGES ARE TO BE MADE TO THESE DRAWINGS AND SPECIFICATIONS WITHOUT THE WRITTEN CONSENT OF A LICENSED ENGINEER UNDER THE EMPLOYMENT OF JKL STRUCTURAL ENGINEERING, INC. SEE HANGER CALLOUTS FOR GIRDER TRUSSES B:FRAMING 1.ALL FRAMING SHALL CONFORM TO THE GRADES AS SET FORTH BY THE W.C.L.I.B. OR W.W.P.A. AND THE CBC. ALL LUMBER SHALL BEAR THE GRADE STAMP OF AN APPROVED TESTING AGENCY, EXCEPT ARCHITECTURALLY EXPOSED LUMBER. 2.ALL LUMBER USED FOR STRUCTURAL PURPOSES SHALL BE DOUGLAS FIR LARCH AND COMPLY WITH DOC PS20. 3.ALL WOOD IN CONTACT WITH THE GROUND, A MASONRY OR CONCRETE FOUNDATION WALL, OR SLAB ON GRADE SHALL BE PRESSURE TREATED IN ACCORDANCE WITH CBC 2304.12. 4.ALL CONVENTIONALLY FRAMED PORTIONS OF THE STRUCTURE SHALL BE BUILT IN ACCORDANCE WITH CBC SECTION 2308. 5.THE MINIMUM GRADE OF LUMBER SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE: SILL PLATES P.T.D.F. STANDARD AND BETTER 2X4 STANDARD AND BETTER OR STUD GRADE 3X DF-L #2 2X6 TO 2X14 DF-L #2 4X12 OR SMALLER DF-L #2 4X14 OR LARGER DF-L #2 6X AND 8X DF-L #1 6.ALL LUMBER SHALL HAVE MOISTURE CONTENT OF LESS THAN 19% PRIOR TO ENCLOSING WALL AND FLOOR FRAMING. THREE RANDOM MOISTURE READINGS PER CGBC 4.505.3 SHALL BE PERFORMED AND SUBMITTED TO THE CITY BUILDING OFFICIAL. 7.NAILING SHALL BE PER CBC TABLE 2304.10.1 UNLESS NOTED OTHERWISE. 8.TIMBER CONNECTORS AND FASTENERS SHALL BE IN ACCORDANCE WITH CBC 2304.10. 9.PRE-DRILL AS REQUIRED TO PREVENT WOOD SPLITTING. 10.PROVIDE 1X6 DIAGONAL LET-IN BRACING AT 25 FEET ON CENTER FOR STUD WALLS NOT FULLY SHEATHED. NAIL WITH TWO 8d'S PER STUD AND 3-8d'S AT EACH END TO TOP PLATE / SILL PLATE. 11.PROVIDE SINGLE JOIST BELOW NON-BEARING PARTITIONS PARALLEL TO FLOOR FRAMING. PROVIDE DOUBLE JOISTS BELOW BEARING PARTITIONS PARALLEL TO FLOOR FRAMING, UNLESS NOTED OTHERWISE. 12.WHERE PIPES ARE PLACED IN OR PARTLY IN A PARTITION AND NECESSITATE THE CUTTING OF THE SOLES OR PLATES, A METAL TIE NOT LESS THAN 0.058" X 1.5" WIDE SHALL BE FASTENED TO EACH PLATE ACROSS AND TO EACH SIDE OF THE OPENING WITH NOT LESS THAN 6-16D NAILS. 13.ALL STRUCTURAL SHEATHING (PLYWOOD OR OSB) SHALL BE IDENTIFIED WITH THE GRADE TRADEMARK OF APA - THE ENGINEERED WOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF PRODUCTS STANDARD PS 1-09, PS2-10 OR APA PRP 108. ALL SHEATHING WHICH HAS ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE EXTERIOR TYPE. SPAN RATING SHALL NEVER BE LESS THAN THE ON CENTER SPACING OF SUPPORTS. SHEATHING LESS THAN 24 INCHES IN ANY DIMENSION SHALL NOT BE USED IN STRUCTURAL APPLICATIONS. SPACING OF 1/8" IS RECOMMENDED AT PANEL ENDS AND EDGES. ROOF SHEATHING: 19/32" APA RATED SHEATHING, EXP 1, 32/16 SPAN RATING WITH 8d COMMON @ 6" O.C. AT SHEATHING EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. LAY SHEATHING WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS. FLOOR / DECK SHEATHING: 23/32" APA RATED STURD-I-FLOOR SHEATHING, EXP 1, WITH MINIMUM SPAN RATING OF 24" O.C. SHEATHING SHALL BE GLUED PER APA AFG-01 OR ASTM D3498 AND NAILED WITH 10d COMMON (OR 10d RING SHANK / SCREW SHANK) @ 6" O.C. AT SHEATHING EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. SIMPSON QUICK DRIVE SCREWS (ER-1472) MAY BE SUBSTITUTED FOR THE 10d COMMON NAILING. LAY SHEATHING WITH FACE GRAIN OR STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND CONTINUOUS OVER TWO OR MORE SPANS. USE ADHESIVE MEETING APA SPECIFICATION AFG-01 OR ASTM D-3498, APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. P:STRUCTURAL OBSERVATION 1.STRUCTURAL OBSERVATION MEANS THE VISUAL OBSERVATION OF THE VISIBLE STRUCTURAL SYSTEM, FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS, AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. 2.STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY CBC SECTION 110, 1704, OR OTHER SECTION OF THE APPLICABLE CODE AND APPROVED PLANS. 3.STRUCTURAL OBSERVATION IS REQUIRED AT THE FOLLOWING SIGNIFICANT STAGES OF CONSTRUCTION: A.FOUNDATION GEOMETRY, HARDWARE AND REBAR PRIOR TO POURING OF CONCRETE. B.STRUCTURAL FRAMING PRIOR TO COVERING OR INSULATION. 4.THE OWNER SHALL EMPLOY THE ENGINEER OF RECORD OR HIS DESIGNEE TO PERFORM STRUCTURAL OBSERVATION. 5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING STRUCTURAL OBSERVATIONS WITH JKL STRUCTURAL, INC. A MINIMUM OF 3 BUSINESS DAYS ADVANCE NOTICE IS REQUIRED TO SCHEDULE OBSERVATIONS. MANUFACTURER ILEVEL LOUISIANA PACIFIC BOISE CASCADE ROSEBURG ICC-ES REPORT ESR-1153 ESR-1305 ESR-1336 ESR-1251 DEPTH 1178" 14"/16" TJI 210 LPI 36 BCI 6000-1.7 RFPI-400 TJI 360 LPI 56 BCI 60-2.0 RFPI-70 TJI 560 -BCI 90-2.0 RFPI-90 LPI 32 PLUS LPI 56 - TJI 210 TJI 360 TJI 560 BCI 6000-1.8 BCI 60-2.0 - RFPI-400 RFPI-70 RFPI-90 TYP. ROOF & FLOOR SHEATHING LAYOUT WALL SHEATHING SHALL BE INSTALLED PERPENDICULAR TO FRAMING MEMBERS W/ GLUE PER APA AFG-01 OR ASTM D3498 BN AT ALL SHEATHING EDGES (MIN 38" EDGE DISTANCE) OFFSET SECOND ROW OF SHEATHING BY LENGTH OF ONE PANEL FIELD NAILING ADD BLKG. AT BLOCKED DIAPHRAGMS EN TO MATCH BN FRAMING MEMBERS H:ENGINEERED LUMBER 1.FOLLOW ALL MANUFACTURER RECOMMENDATIONS FOR DRILLING, NOTCHING, HANDLING, STORAGE, BRACING, AND ERECTION OF PREFABRICATED FRAMING MEMBERS. 2.1.25" AND 1.5" WIDE LSL RIM MANUFACTURERS (AND APPROVAL REPORTS) ARE: TRUS JOIST (ICC ESR-1387). LSL RIMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,300,000 PSI; Fb = 1,700 PSI; Fcperp = 680 PSI; Fv = 400 PSI; AND VERTICAL LOAD CAPACITY = 4250 PLF 3.LSL BEAMS (1.75" AND WIDER) MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST (ICC ESR-1387). LSL BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,550,000 PSI; Fb = 2,325 PSI; Fcperp = 800 PSI; AND Fv = 400 PSI. 4.ML BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST MICROLLAM (ICC ESR-1387), BOISE CASCADE VERSALAM (ICC ESR-1040), AND LOUSIANA PACIFIC LPLVL (ICC ESR-1254). ML BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 1,900,000 PSI; Fb = 2,600 PSI; Fcperp = 750 PSI; AND Fv = 285 PSI. 5.PSL BEAM MANUFACTURER (AND APPROVAL REPORTS) ARE: TRUS JOIST PARALLAM (ICC ESR-1387). PSL BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: SPECIFIC GRAVITY = 0.5; E = 2,000,000 PSI; Fb = 2,900 PSI; Fcperp = 750 PSI; AND Fv = 290 PSI. 6.I-JOIST MANUFACTURERS (AND APPROVAL REPORTS) ARE: ILEVEL (ICC ESR-1153); LOUSIANA PACIFIC (ICC ESR-1305); BOISE CASCADE (ICC ESR-1336), ROSEBURG (ICC ESR-1251). SEE TABLE BELOW FOR ALLOWABLE JOIST SUBSTITUTIONS. G:GLUED-LAMINATED BEAMS 1.GLUED LAMINATED BEAMS SHALL CONFORM TO THE "AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER", AITC / APA-EWS 117, ANSI / AITC A-190.1 AND ALL APPROVED SUPPLEMENTS THEREOF. 2.INDIVIDUAL LAMINATIONS SHALL NOT EXCEED 2" IN THICKNESS. 3.SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR 24F V-4 AND CANTILEVER SPANS SHALL BE DOUGLAS FIR 24F V-8. 4.WHERE SIZES OF 318" WIDE OR 518" WIDE ARE SPECIFIED, WIDTHS OF 3.5" AND 5.5", RESPECTIVELY, MAY BE SUBSTITUTED. 5.BEAMS SHALL BEAR A LEGIBLE APA-EWS OR AITC GRADE STAMP. 6.APPROVED INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE BUILDING INSPECTOR OR BUILDING DEPARTMENT PRIOR TO ERECTION. CERTIFICATES SHALL INCLUDE THE QUALITY CONTROL INSPECTION DATA. 7.END OF BEAMS SHALL BE SEALED AND BEAMS SHALL BE LOAD WRAPPED FOR PROTECTION PRIOR TO CONSTRUCTION. STORAGE OF GLB'S SHALL COMPLY WITH AITC 111-79. 8.GLB'S PERMANENTLY EXPOSED TO WEATHER OR MOISTURE SHALL BE FACTORY PRESSURE TREATED. 9.ALL GLB'S BEAMS SHALL HAVE STANDARD CAMBER (RADIUS OF 3,500 FEET), UNLESS NOTE OTHERWISE. 10.MOISTURE CONTENT IN SERVICE SHALL BE BETWEEN 8% AND 12%. 11.BEAMS SHALL CONFORM TO APA-EWS OR AITC FRAMING OR INDUSTRIAL GRADE APPEARANCE, UNLESS NOTED OTHERWISE. 12.REFER TO ARCHITECTURAL PLANS FOR FINISH OF ARCHITECTURALLY EXPOSED GLB'S (ARCHITECTURAL OR PREMIUM GRADE APPEARANCE CLASSIFICATION). 13.GLB'S SHALL MEET THE FOLLOWING MINIMUM ALLOWABLE STRESS REQUIREMENTS: FLEXURAL STRESS 2,400 PSI TENSION PARALLEL TO GRAIN 1,100 PSI COMPRESSION PARALLEL TO GRAIN 1,650 PSI HORIZONTAL SHEAR PERP. TO WIDE FACE 240 PSI MODULUS OF ELASTICITY 1,800,000 PSI COMPRESSION PERP TO GRAIN 650 PSI F:REBAR 1.ALL REBAR SHALL CONFORM TO ASTM A-615 (GRADE 40 FOR SIZES #3 AND #4; GRADE 60 FOR SIZES #5 AND LARGER). 2.WELDED WIRE MESH / FABRIC SHALL CONFORM TO ASTM A-185 (GRADE 65) AND BE LAPPED 1.5 SPACES (12" MINIMUM) FOR PLAIN WIRE AND ASTM A-497 (GRADE 75) FOR DEFORMED BAR. 3.REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706. 4.DETAILS OF REINFORCING SHALL CONFORM TO THE CURRENT ACI CODE. 5.REINFORCING BAR BENDS SHALL BE BENT COLD. 6.WELDING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH AWS D1.4. USE LOW HYDROGEN ELECTRODES AND PREHEAT. NO WELDING SHALL BE DONE AT THE BEND IN A BAR. 7.SPLICES OF HORIZONTAL BARS IN WALLS AND FOOTINGS SHALL BE STAGGERED AT LEAST 48" MINIMUM. D:CONCRETE 1.CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING LABORATORY AND SHALL BE STAMPED AND SIGNED BY A LICENSED CIVIL OR STRUCTURAL ENGINEER. 2.THE CONCRETE SUPPLIER SHALL BEAR THE RESPONSIBILITY THAT THE MIX DESIGN WILL ATTAIN THE REQUIRED SPECIFIED STRENGTH AND SHRINKAGE CHARACTERISTICS. 3.CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150 TYPE II. SEE SOILS REPORT FOR SULFATE CONTENT. WHERE SEVERE OR VERY SEVERE SULFATE EXPOSURE EXISTS, TYPE V CEMENT SHALL BE USED AND CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-14 TABLE 19.3.1.1 AND 19.3.2.1 4.MAXIMUM SLUMP OF NORMAL WEIGHT CONCRETE SHALL NOT EXCEED 4". 5.READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94. 6.AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33. 7.AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. 8.THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 4000 PSI UNLESS OTHERWISE NOTED. 9.SPECIAL INSPECTION IS REQUIRED ON CONCRETE WORK WHERE THE SPECIFIED ULTIMATE COMPRESSIVE DESIGN STRENGTH EXCEEDS 2500 PSI. 10.REFER TO REQUIREMENTS IN ACI 318-14 TABLES 19.3.1.1, 19.3.2.1, & 19.3.3.1 FOR CONCRETE EXPOSED TO FROST, DEICING CHEMICALS, SULFATE, CORROSION, OR OTHER SPECIAL EXPOSURE CONDITIONS. 11.FORMS SHALL BE REMOVED IN SUCH A MANNER AS NOT TO IMPAIR SAFETY AND SERVICEABILITY OF THE STRUCTURE. CONCRETE TO BE EXPOSED BY FORM REMOVAL SHALL HAVE SUFFICIENT STRENGTH NOT TO BE DAMAGED BY REMOVAL OF FORMS. C:SUBGRADE AND FOUNDATION 1.THE FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL REPORT REFERENCED IN THE DESIGN CRITERIA SECTION OF THIS SHEET. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL REQUIREMENTS SET FORTH BY THE REFERENCED GEOTECHNICAL REPORT AND MAINTAIN A COPY ON THE JOB SITE AT ALL TIMES. 2.THE GEOTECHNICAL REPORT IN ITS ENTIRETY SHALL BE MADE A PART OF THE CONTRACT DOCUMENTS. 3.THE ENGINEER OF RECORD SHALL BE INFORMED OF ANY CHANGES IN DESIGN CRITERIA MADE BY THE SOIL ENGINEER IN THE COURSE OF CONSTRUCTION. 4.ALL FOOTINGS AND SLABS SHALL BE FOUNDED ON COMPACTED FILL APPROVED BY THE GEOTECHNICAL ENGINEER. CONTRACTOR SHALL PROVIDE BUILDING INSPECTOR WITH COMPACTION REPORTS AND WRITTEN APPROVAL OF COMPACTED FILL FROM THE GEOTECHNICAL ENGINEER FOR ALL REQUIRED FILL. 5.ALL COMPACTED FILL SHALL BE PLACED IN AN APPROVED MANNER WITH A MINIMUM RELATIVE COMPACTION OF 90% IN ACCORDANCE WITH ASTM D-1557. 6.THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE ALL FOUNDATION EXCAVATIONS, FILLING, BACK FILLING, AND BUILDING PADS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING NECESSARY TO SUPPORT CUT AND/OR FILL SECTIONS DURING EXCAVATION, AND SHORING FOR FORMING AND PLACEMENT OF CONCRETE. 7.THE GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE ALL FOUNDATION TRENCHES PRIOR TO CALLING FOR CITY FOUNDATION INSPECTION AND PLACING REINFORCING AND/OR CONCRETE. THE CONTRACTOR SHALL SUBMIT THE GEOTECHNICAL ENGINEER'S WRITTEN APPROVAL OF THE FOUNDATION TRENCHES TO THE CITY BUILDING INSPECTOR. 8.ALL RETAINING WALLS HAVE BEEN DESIGNED FOR A FREE DRAINING CONDITION. DESIGN OF THE DRAINAGE SYSTEM SHALL BE BY OTHERS AND SHALL MEET THE REQUIREMENTS OF THE SOILS REPORT. BACK FILL AGAINST WALLS SHALL BE PLACED EVENLY AGAINST BOTH SIDES OF WALLS UNTIL THE LOWER GRADE IS REACHED. BACKFILL SHALL BE ACCOMPLISHED IN SUCH A MANNER AS TO NOT CAUSE A SURCHARGE ON THE RETAINING WALL. 9.SOIL CORROSIVENESS SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER. WHERE REQUIRED, MITIGATION MEASURES FOR CORROSIVE SOILS SHALL BE PROVIDED BY A GEOTECHNICAL ENGINEER, CORROSION ENGINEER, OR OTHER EXPERT IN THE MITIGATION MEASURES. E:CONCRETE MASONRY 1.ALL CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CBC CHAPTER 21. 2.CONCRETE MASONRY UNITS SHALL CONFORM ASTM C-90. CONCRETE BRICK SHALL CONFORM TO ASTM C55, SPECIFICATIONS FOR CONCRETE BUILDING BRICK. 3.SOLID GROUT ALL CELLS UNLESS NOTED OTHERWISE. 4.CLEANOUTS REQUIRED AT THE BOTTOM OF ALL CELLS TO BE FILLED FOR POURS EXCEEDING 4 FEET IN HEIGHT. 5.MORTAR SHALL BE TYPE M OR S AS APPLICABLE AND CONFORMING WITH ASTM C270 AND SHALL BE PROPORTIONED PER ARTICLE 2.1 & 2.6A OF SPECIFICATION FOR MASONRY STRUCTURES (TMS 602-16/ACI 530.1-16/ASCE 6-16). 6.GROUT SHALL COMPLY WITH ARTICLE 2.2 & 2.6B OF TMS 602-16/ACI 530.1-16/ASCE 6-16 AND SHALL ATTAIN A MINIMUM COMPRESSION STRENGTH AT 28 DAYS OF 2000 PSI OR THE REQUIRED COMPRESSION, F'M, WHICHEVER IS GREATER. THE COMPRESSIVE STRENGTH OF GROUT SHALL BE DETERMINED IN ACCORDANCE WITH ASTM C-1019. 7.GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. 8.GRADE N CONCRETE BRICKS SHALL BE USED AS ARCHITECTURAL VENEER AND GRADE S CONCRETE BRICKS SHALL BE FOR GENERAL USE AND RESISTANCE TO FROST AND MOISTURE PENETRATION IS REQUIRED. N:WELDING 1.A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL. THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER. 2.WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AWS D1.1 USING APPROVED E70XX ELECTRODES. 3.ALL WELDING SHALL BE PERFORMED BY AN EXPERIENCED, CERTIFIED WELDER FOR THE TYPE OF WELD BEING MADE. 4.TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, A HAND HELD CALIBRATED AMP AND VOLT METER SHALL BE USED BY THE FABRICATOR, ERECTOR, AND INSPECTOR. AMPERAGE AND VOLTAGE SHALL BE MEASURED NEAR THE ARC. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE WITH THE APPROVED WELDING PROCEDURE SPECIFICATION. 5.WELD LENGTHS CALLED FOR ON THE PLANS ARE NET EFFECTIVE WELD LENGTHS. 6.ALL FIELD WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING. FIELD WELDING SHALL BE INDICATED ON THE SHOP DRAWINGS. 7.ALL SHOP WELDING SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING UNLESS IT IS PERFORMED BY A LICENSED FABRICATOR APPROVED BY THE GOVERNING JURISDICTION. 8.SURFACES ON WHICH WELDS WILL BE DEPOSITED SHALL BE SMOOTH, UNIFORM, FREE FROM FINS, TEARS, CRACKS, AND OTHER DISCONTINUITIES WHICH WOULD ADVERSELY AFFECT THE STRENGTH, DUCTILITY, OR OTHER QUALITY OF THE WELD. 9.WELD SIZES NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS WITH SIZES BASED ON AISC TABLE J2.4. 10.GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE ARCHITECT. 11.PARTIAL AND FULL PENETRATION GROOVE WELDS SHALL HAVE NON-DESTRUCTIVE (ULTRASONIC OR RADIOGRAPHIC) TESTING PERFORMED. THE RATE OF TESTING SHALL BE 100% BUT MAY BE REDUCED AS ALLOWED BY AWSD1.1. 12.STRUCTURAL STEEL FRAMING MEMBERS SHALL BE SUPPORTED DURING FIELD WELDING. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE. 13.BOLTS, NUT, AND RODS SHALL NOT BE WELDED OR HEATED EXCEPT FOR A36 AND A307 AND THOSE ONLY WITH THE APPROVAL OF THE ENGINEER OF RECORD. 14.STRUCTURAL STEEL SHALL NOT BE TACK WELDED TO REINFORCEMENT IN ANY WAY. 15.FOR WELDING AT PRIMARY MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM (BRACED FRAMES, MOMENT FRAMES, DRAG CONNECTIONS, CHORD MEMBERS, ETC.) THE WELDING FILLER METAL SHALL HAVE CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FOOT POUNDS AT MINUS 20 DEGREES FAHRENHEIT AND 40 FOOT POUNDS AT 70 DEGREES FAHRENHEIT (E70T4 IS PROHIBITED). M:STRUCTURAL STEEL 1.ALL STRUCTURAL STEEL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND CODE OF STANDARD PRACTICE AND CHAPTER 22 OF THE BUILDING CODE. 2.STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MATERIAL SPECIFICATIONS: WIDE FLANGE MEMBERS A-992 CONTINUITY, SHEAR, & DOUBLER PLATES A-572 HSS TUBES A-500, GRADE B STRUCTURAL PIPES A-53, TYPE E OR S, GRADE B ALL OTHER SHAPES A-36 HIGH STRENGTH BOLTS A-325, SLIP CRITICAL ANCHOR RODS F-1554, GRADE 36 TYPICAL BOLTS A-307 3.A-992 OR A-572 (GRADE 50) MATERIAL MAY BE SUBSTITUTED FOR A-36 MATERIAL AT CONTRACTOR'S OPTION. 4.STRUCTURAL STEEL DELIVERED TO THE JOB SITE SHALL BE FREE OF EXCESSIVE RUST, DIRT, GREASE, ETC. 5.ALL STEEL FABRICATION SHALL BE PERFORMED IN A SHOP APPROVED BY THE BUILDING DEPARTMENT. SHOP AND ERECTION DRAWINGS SHALL CONTAIN ALL INFORMATION NECESSARY TO ERECT ALL STRUCTURAL STEEL IN THE FIELD WITHOUT REFERRING TO THE STRUCTURAL DRAWINGS. 6.STUD ANCHORS SHALL BE NELSON STUD ANCHORS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE ½" STUD ANCHORS AT 32" O.C. AT ALL LOCATIONS WHERE ATTACHMENT OF ARCHITECTURAL FINISHES REQUIRES THE USE OF SUCH ANCHORS. 7.INSTALLATION AND INSPECTION OF HIGH STRENGTH BOLTS SHALL CONFORM TO THE REQUIREMENTS OF THE AISC SPECIFICATIONS FOR STRUCTURAL JOINTS. ASSEMBLE WITH HARDENED WASHERS UNDER THE NUT OR BOLT HEAD, WHICHEVER IS THE ELEMENT USED IN TIGHTENING. CONTACT FACES AT CONNECTIONS WHERE HIGH STRENGTH BOLTS ARE USED SHALL BE FREE OF ALL DEBRIS OR OTHER MATERIALS WHICH PREVENT A SOLID CONNECTION. 8.ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE. REFER TO THE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND ADDITIONAL APPEARANCE AND TOLERANCE REQUIREMENTS. GRIND SMOOTH ALL EXPOSED WELDS TO AN APPEARANCE ACCEPTABLE BY THE ARCHITECT. REMOVE ALL TEMPORARY ERECTION CLIPS. 9.ALL STEEL SHALL BE PROTECTED AGAINST RUST EITHER BY PERMANENT ENCASEMENT, RUST INHIBITIVE PRIMER, HOT DIP GALVANIZATION, ETC. BASED ON THE EXPECTED EXPOSURE AND RISK OF DETERIORATION. 10.PENETRATIONS OR OPENINGS SHALL NOT BE MADE IN STEEL MEMBERS UNLESS SHOWN ON APPROVED STRUCTURAL PLANS. STEEL MEMBERS SHALL BE SHORED WHEN PERMISSIBLE HOLES ARE CUT WITH A TORCH AFTER STEEL IS ERECTED. SUPPORTS SHALL REMAIN IN PLACE UNTIL STEEL TEMPERATURE HAS RETURNED TO AIR TEMPERATURE. 11.STRUCTURAL STEEL SHALL BE PROTECTED AS REQUIRED CHAPTER 7 OF THE CBC AS DETERMINED BY THE ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR FIRE PROTECTION REQUIREMENTS. 12.ALL EXPOSED ENDS OF STEEL MEMBERS SHALL BE CAPPED WITH A ¼" CAP PLATE UNLESS NOTED OTHERWISE PER THE ARCHITECTURAL DRAWINGS. 13.LIGHT GAGE COLD FORMED STEEL MEMBERS SHALL CONFORM TO ASTM A-441. 14.ALL GROUT UNDER BASE PLATES SHALL BE SOLID DRY PACK OR NON-SHRINK GROUT PLACED AS DIRECTED BY THE MANUFACTURER AND BE OF COMPRESSIVE STRENGTH EQUAL TO OR GREATER THAN THE CONCRETE OR MASONRY SUPPORTING IT (4000 PSI MIN). JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626)524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SD0 ST R U C T U R A L S P E C I F I C A T I O N S SPECIAL INSPECTIONS SPECIAL INSPECTION: 1. IN ADDITION TO THE REGULAR INSPECTION THE FOLLOWING ITEMS WILL ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SEC.1704, UNLESS EXEMPTED BY THE EXCEPTIONS OF SEC.1704.2, OF THE BUILDING CODE 2. SOILS COMPLIANCE PRIOR TO THE FOUNDATION INSPECTION, POST-TENSIONED FOUNDATION, HIGH STRENGTH STEEL AND CONCRETE. 3. ALL INSPECTIONS AND TESTS SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY RETAINED BY THE OWNER. 4. THE SPECIAL INSPECTOR SHALL BE QUALIFIED AND APPROVED BY THE BUILDING DEPARTMENT AND ACCEPTABLE TO THE ARCHITECT. 5. THE SPECIAL INSPECTOR SHALL OBSERVE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. 6. THE SPECIAL INSPECTOR SHALL FURNISH AN INSPECTION REPORT TO THE BUILDING DEPARTMENT, ENGINEER AND ARCHITECT OF RECORD. COPIES OF THE REPORT SHALL BE AVAILABLE AT THE JOB SITE AT ALL TIMES. 7. FINAL REPORTS FOR ALL INSPECTIONS AND TESTING MUST BE PROVIDED BY THE SPECIAL INSPECTOR. FINAL REPORTS SHALL DOCUMENT COMPLETION OF ALL INSPECTIONS AND CORRECTION OF ALL NOTED DISCREPENCIES. 8. THE DUTIES OF THE SPECIAL INSPECTOR SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF SECTION 1704 OF THE LATEST EDITION OF THE CBC. 9. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXPENSES DUE TO ANY PREMATURE NOTIFICATION OF INSPECTION WHICH RESULTS IN ADDITIONAL SITE VISITS. 10. FAILURE OF NOTIFICATION BY THE CONTRACTOR FOR INSPECTION ON A TIMELY BASIS MAY RESULT IN COMPLETE REMOVAL AND REPLACEMENT OF ALL WORK PERFORMED AT CONTRACTORS EXPENSE. 11. SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN INSPECTION. SPECIAL INSPECTION TABLE FOR STEEL STRUCTURES FOR THE CONSTRUCTION OF STEEL ELEMENTS OF BUILDING & STRUCTURES, ITEMS OF SPECIAL INSPECTION & VERIFICATIONS BY A SPECIAL INSPECTOR ARE REQUIRED & SUMMARIZED IN THE FOLLING TABLE: VERIFICATION & INSPECTION 1. Manufacturer's certifications available for fastener materials. SPECIAL INSPECTION TABLE FOR STEEL STRUCTURES Quality Assurance Reference Standard AISC 360-16 TABLE N5.6-1 2. Fasteners marked in accordance with ASTM requirements. 3. Correct fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane). 4. Correct bolting procedure selected for joint detail. 7. Protected storage provided for bolts, nuts, washers and other fastener components. Performed Observed 5. Connecting elements, including the appropriate faying surface condition and hole preparation, if specified, meet applicable requirements. 6. Pre-installation verification testing by installation personnel observed and documented for fastener assemblies and methods used. 1. Fastener assemblies placed in all holes and washers and nuts are positioned as required. AISC 360-16 TABLE N5.6-2 2. Joint brought to the snug-tight condition prior to the pretensioning operation. 3. Fastener component not turned by the wrench prevented from rotating. 4. Fasteners are pretensioned in accordance with the RCSC Specification, progressing systematically from the most rigid point toward the free edges. TASKS PRIOR TO BOLTING TASKS DURING BOLTING 1. Document acceptance or rejection of bolted connections. AISC 360-16 TABLE N5.6-3 TASKS AFTER BOLTING TYPE INSPECTION TASK Continuous Periodically SECTION Sec. 1705.12.2 Sec. 1705.12.2 Sec. 1704 Sec. 1705.12.2 Sec. 1705.12.3 1. Verify materials below footings are adequate to achieve the design bearing capacity per soils report. 2. Verify excavations are extended to proper depth & have reached proper material per soils report. 3. Perform classification & testing of compacted fill materials per soils report. 4. Verify use of proper materials, densities & lift thicknesses during placement & compaction of compacted fill per soils report. 5. Prior to placement of compacted fill, inspect subgrade & verify that site has been prepared properly per soils report. Exception: Special inspection is not required during placement of controlled fill having a total depth of 12 inches or less. Horizontal wood diaphragms with edge nail spacing equal to or closer than 4" o.c. Wood shear walls with edge nail spacing equal to or closer than 4" o.c. Sheathing types, grade thickness, span rating, and nail types, nail sizes & spacing. Sheathing types, grade thickness, wall nail types, nailing sizes and spacing. Sill nail types, size and spacing. Anchor bolt sizes & spacing. Holdown types & their connections to shear walls & foundation/framing Wall end post sizes. Shear transfer connector types & spacing. Drag strut connections to shear walls. Panel types, nailing, bolting, Anchoring, wall top plate screw types, sizes & spacing, holddown & drag strut connections to walls/panels. Manufactured shear walls, Hardy panels, Simpson steel & Wood Strong walls. SPECIAL INSPECTION BY A SPECIAL INSPECTOR FOR EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT & LOAD BEARING REQUIREMENTS SHALL BE PERFORMED PER THE FOLLOWING TABLE. SPECIAL INSPECTION TABLE FOR EXISTING SITE SOIL CONDITIONS SPECIAL INSPECTION BY A SPECIAL INSPECTOR FOR THE CONSTRUCTION OF HORIZONTAL WOOD DIAPHRAGMS, WOOD SHEAR WALLS & MANUFACTURED SHEAR WALLS ARE REQUIRED & SPECIFIED IN THE FOLLOWING TABLE: SPECIAL INSPECTION TABLE FOR WOOD * DIAPHRAGM & SHEAR WALLS Periodic Special Inspection Continuous Special Inspection REFERENCE FOR CRITERIA FREQUENCY OF INSPECTIONNOT APPLICABLE Exception: Special inspection for existing site soil condtions per table below is not required if allowable soil bearing pressure used for design is ≤ 1500 psf, soils report is not required by building offical, and there is no controlled fill placement on existing building site CBC/IBC EXCEPTION: CONCRETE FOOTINGS SUPPORTING WALLS OF LIGHT-FRAME WOOD BUILDING OF 3-STORIES OR LESS AND THE STRUCTURAL DESIGN OF FOOTINGS IS BASED ON A SPECIFIED COMPRESSIVE STRENGTH f'c NO GREATER THAN 2500 psi. SPECIAL INSPECTION TABLE FOR CONCRETE CONSTRUCTION SPECIAL INSPECTIONS AND VERIFICATIONS BY A SPECIAL INSPECTOR ARE REQUIRED FOR CONCRETE CONSTRUCTION AND SPECIFIED IN THE FOLLOWING TABLE 1. Inspect reinforcement, including prestressing tendons, and verify placement PERIODIC SPECIAL INSPECTION CONTINUOUS SPECIAL INSPECTION Reference Standard IBC ReferenceTYPE 2. Reinforcing bar welding: a. Verify weldability of reinforcing bars other than ASTM A 706; b. Inspect single-pass fillet welds, maximum 5/16"; and c. Inspect all other welds 3. Inspect anchors post-installed in concrete. 4. Inspect anchors post-installed in hardened concrete members. a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads. b. Mechanical anchors and adhesive anchors not defined in 4.a. 5. Verify use of required design mix. 6. Prior to concrete placement, fabricate specimens for strength tests, and determine the temperature of the concrete. 7. Inspect concrete and shotcrete placement for proper application techniques. 8. Verify maintenance of specified curing temperature and techniques. 9. Inspect prestressed concrete for: a. Application of prestressing forces; and b. Grouting of bonded prestressing tendons. 10. Inspect erection of precast concrete members. 11. Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs. 12. Inspect formwork for shape, location and dimensions of the concrete member being formed. ACI 318 Ch. 20,25.2,25.3, 26.6.1-26.6.3 AWS D1.4 ACI 318: 26.6.4 ACI 318: 17.8.2 ACI 318: 17.8.2.4 ACI 318: 17.8.2 ACI 318: Ch 19, 26.4.3, 26.4.4 ASTM C 172 ASTM C 31 ACI 318: 26.5, 26.12 ACI 318: 26.5 ACI 318: 26.5.3-26.5.5 ACI 318: 26.10 ACI 318: 26.9 ACI 318: 26.11.2 ACI 318: 26.11.1.2(b) 1908.4 1904.1,1904.2, 1908.2, 1908.3 1908.10 1908.6, 1908.7, 1908.8 1908.9 VERIFICATION & INSPECTION 1. Welding qualification records and continuity records. 5. Welder identification system. a. Joint preparations. 8. Configuration and finish of access holes. Quality Assurance Reference Standard b. Dimensions (alignment, root opening, root face, bevel). a. Dimensions (alignment, gaps at root). c. Cleanliness (condition of steel surfaces). AISC 360-16 TABLE N5.4-1 3. Manufacture certifications for welding consumables available. 4. Material identification ( type / grade). 6. Fit-up groove welds ( including joint geometry). d. Tacking (tack weld quality and location). e. Backing type and fit (if applicable). 9. Fit-up of fillet welds. b. Cleanliness (condition of steel surfaces). 10. Check welding equipment. Performed Observed 3. Environmental conditions. a. Wind speed within limits. b. Precipitation and temperature. g. Proper position (F, V, H, OH ). a. Settings on welding equipment. AISC 360-16 TABLE N5.4-2 1. Control and handling of welding consumables. 2. No welding over cracked tack welds. b. Travel speed. c. Selected welding materials. 5. Welding techniques. 4. WPS followed: d. Shielding gas type/ flow rate. e. Preheat applied. f. Interpass temperature maintained (min./ max.). a. Interpass and final cleaning. b. Each pass within profile limitations. c. Each pass meets quality requirements. 1. Welds cleaned. b. Weld/ base-metal fusion. c. Crater cross section. e. Weld size. AISC 360-16 TABLE N5.4-3 2. Size, length and location of welds. 3. Welds meet visual acceptance criteria. f. Undercut. g. Porosity. 9. Document acceptance or rejection of welded joint or member. a. Crack prohibition. d. Weld profiles. 4. Arc strikes. 5. K-area. 7. Backing removed and weld tabs removed (if required). 8. Repair activities. TASKS PRIOR TO WELDING TASKS DURING WELDING TASKS AFTER WELDING c. Tacking (tack weld quality and location). a. Packaging. b. Exposure control. 2. WPS available. 10. No prohibited welds have been added without the approval of the EOR. 6. Weld access holes in rolled shapes and built-up heavy shapes. 6. Placement and installation of steel headed stud anchors. a. Joint preparation. b. Dimensions (alignment, root opening, root face, bevel). c. Cleanliness (condition of steel surfaces). 7. Fit-up of CJP groove welds of HSS T-, Y- and K-joints without backing (including joint geometry). d. Tacking (tack weld quality and location). JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SP SP E C I A L I N S P E C T I O N S UNIT C AND D FOUNDATION PLAN UNIT A AND B FOUNDATION PLAN UNIT "B" GARAGEUNIT "A" GARAGE "UNIT B" "UNIT A" BEDROOM 1 BATH 1 BEDROOM 1 BATH 1 UNIT "D" GARAGE UNIT "C" GARAGE ENTRY BATH 1 "UNIT C""UNIT D" BEDROOM 1 BATH 1 BEDROOM 1 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. S1 FO U N D A T I O N P L A N 4x 4 HTT 4 SD1 1 SLAB ON GRADE. SEE SCHEDULE. EDGE OF FOOTING BELOW. SEE SCHEDULE. SLAB EDGE OR CHANGE IN ELEVATION. 4. DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN INDICATES POST SIZE AND SIMPSON HOLDOWN ANCHOR OR STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL CALLOUT 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE AND LENGTH. SEE TO SHEAR SCHEDULE (BELOW), ANCHOR BOLT SCHEDULE (FND PLAN), AND DETAIL CALLOUT 12/SD2 FOR MORE INFORMATION. DETAIL NUMBER SHEET NUMBER 2. 1. (SEE DETAILS ON SD1) 4" MIN SLAB THICKNESS 18 X 18 30" SQ MIN. X 24" D MIN. 18 X 24 AT SLAB CENTERLINE GRADE BM. SLAB ON GRADE*#4 @ 16" O.C. EACH WAY ISOLATED PAD DESCRIPTION INT. CONT. #5 @ 12" O.C. EACH WAY W x D (INCHES)REBAR REQUIREMENT 2-#5 TOP AND BOTTOM EXT. CONT.18 X 24 2-#5 TOP AND BOTTOM TIE BEAM 2-#5 TOP AND BOTTOM * PER THE GEOTECHNICAL REPORT, CONCRETE SLABS IN MOISTURE SENSITIVE AREAS SHOULD BE UNDERLAIN WITH A VAPOR BARRIER CONSISTING OF 10 MIL VAPOR BARRIER WITH ALL LAPS SEALED, AND A MINIMUM OF 2" SAND OVER THE MEMBRANE. IF CONCRETE IS TO BE POURED DIRECTLY ON THE VAPOR BARRIER, MINIMUM CONCRETE f'c SHALL BE 4500 psi. ALL SUBGRADE AND FOUNDATION RECOMMENDATIONS SHALL BE CONFIRMED WITH THE FINAL GEOTECHNICAL REPORT. 16 5/8 0.2290.2290.2290.2290.229 33333 16 5/8 SHEAR NO 2 3/16 SQUARE SIZE (INCHES) THICKNESS (INCHES) PLATE WASHER 2x2x 2432 5/85/85/8 2x2x2xMUD SILL SHEAR WALL DESIGNATION CONSTRUCTION BOLT DIAMETER (INCHES) SPACING (INCHES O.C.) 1/2 48 32 2x FOOTNOTES FOOTNOTES: A. FOR INTERIOR NON-SHEAR WALLS, SHOT PINS MAY BE USED IN LIEU OF ANCHOR BOLTS. USE 0.145" SHOT PINS @ 24" O.C. MIN. WITH MIN. 1.25" PENETRATION INTO CONCRETE (ICC-ES REPORT #2379). B. THE HOLE IN 3" SQUARE PLATE WASHERS FOR ANCHOR BOLTS MAY BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 316" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 134", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. C. SQUARE PLATE WASHERS SHALL EXTEND TO WITHIN 12" OF THE EDGE OF THE SILL PLATE ON SHEATHING SIDE. D. STANDARD CUT WASHERS ARE PERMITTED PER ANSI / AF AND PA SDPWS - 2015 TABLE A2. E. ALL FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE-TREATED WOOD SHALL BE FIELD-TREATED PER AWPA M4. THE SPECIFIED FOOTING EMBEDMENT DEPTH, D, SHALL BE MEASURED FROM THE LOWEST ADJACENT FINAL COMPACTED OR NATURAL GRADE WITHIN 5' OF THE BUILDING FOOTPRINT. SLOPES OF ADJACENT AREAS SHALL BE CONSIDERED WHEN DETERMINING THIS MINIMUM EMBEDMENT DEPTH REQUIREMENT. 1. THE NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES SHALL APPLY TO ALL FOUNDATION CONSTRUCTION. 2. ALL FOUNDATION RECOMMENDATIONS ARE BASED ON THE SOILS REPORT LISTED ON SHEET SD0. IF THE REPORT'S RECOMMENDATIONS ARE MODIFIED IN ANY WAY, THE ENGINEER OF RECORD AND THE ARCHITECT SHALL BE NOTIFIED. 3. THE REQUIREMENTS OF THE SOILS REPORT SHALL GOVERN IF THEY ARE MORE STRINGENT THAN THE REQUIREMENTS OF THESE PLANS. 4. FOUNDATION PLANS AND DETAILS SHALL BE REVIEWED AND STAMPED BY GEOTECHNICAL ENGINEER OF RECORD. 5. FOUNDATION SHALL BE EXAMINED AND CERTIFIED IN WRITING BY THE PROJECT GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE OR INSPECTION BY THE LOCAL JURISDICTION. 6. ALL FOUNDATION HARDWARE AND REINFORCEMENT SHALL BE SECURELY TIED IN PLACE PRIOR TO FOUNDATION INSPECTION AND CONCRETE POUR. 7. GARAGE SHALL BE SLOPED TO DRAIN PER ARCHITECTURAL PLANS. 8. CRACK CONTROL JOINTS (SAWCUTS) ARE RECOMMENDED AT 15' O.C. MAX IN EACH DIRECTION FOR CONVENTIONAL CONCRETE SLABS. ADDITIONAL JOINTS MAY BE ADDED IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICES AND CONTRACTOR EXPERIENCE. 9. PLUMBING SHALL NOT BE INSTALLED IN SHEAR WALLS. 10. ALL PAVING, FLAT WORK, PLANTERS, AND GRADE ADJACENT TO THE BUILDING SHALL SLOPE AWAY FROM THE BUILDING. FOUNDATION NOTES FOUNDATION LEGEND FOOTING & SLAB SCHEDULE ANCHOR BOLT SCHEDULE TYPICAL FOUNDATION DETAILS, UNO DESCRIPTION DETAIL EXTERIOR FOOTING SD1 1 INTERIOR FOOTING SD1 2 HOLD DOWN ANCHOR SD1 8 ANCHOR BOLTS SD1 14 DESCRIPTION DETAIL 3. 8'-0" 4 GARAGE CURB FOOTING SD1 5 6 4 3 2 1 INTERIOR PAD FOOTING SD1 3 EXTERIOR PAD FOOTING SD1 4 REFER TO GRADING PLANS FOR LOCATIONS OF DEEPENED FOOTINGS IF OCCURS. DEEPENED FOOTINGS SHALL BE CONSTRUCTED PER DETAIL 1/SD1, UNO. CONTACT JKL IF DEEPER FOOTINGS ARE NEEDED. 18 X 24 2-#5 TOP AND BOTTOM B,C,EA,D,E B,C,E B,C,E B,C,E B,C,E UNIT C AND D 2ND FLOOR FRAMING PLAN UNIT A AND B 2ND FLOOR FRAMING PLAN UNIT "B" GARAGEUNIT "A" GARAGE "UNIT B" "UNIT A" BEDROOM 1 BATH 1 BEDROOM 1 BATH 1 UNIT "D" GARAGE UNIT "C" GARAGE ENTRY BATH 1 "UNIT C""UNIT D" BEDROOM 1 BATH 1 BEDROOM 1 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. S2 2N D F L O O R F R A M I N G P L A N 7"32"10"13"17"26"LTP5 RIM (EXTERIOR OR INTERIOR) BLOCKING (INTERIOR) 8"48"11"15"19"28"LTP4 2" 9" 2" FOOTNOTES: A. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER B. APA STRUCT 1 RATED SHEATHING C. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1 GENERAL NOTES: 1. ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER. 2. ALL FIELD NAILING SHALL BE 12" O.C. 3. USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS. 4. ALL SHEATHING EDGES SHALL BE BLOCKED. 3/8"3/8"3/8" C 10d AT 2" 15/32" 870 A,B,C 2x/2x 640490380260N/AWALL CAPACITY (PLF) -A,CA,CFOOTNOTES 8" 32" 8" 2x/2x N/A N/A SHEAR NON- 6" 4" 3" 2" 12"15"20"30" 8d AT 2" 2" 2x/2x 8d AT 3" 3" 2x/2x 8d AT 4" 4" 2x/2x2x/2x 6" 8d AT 6" 3/8" MUD SILL / UPPER FLOOR SOLE (COMMON NAILS) APA RATED SHEATHING A35 16d 12d CONSTRUCTION MIN. MEMBER ABOVE & BELOW WALL CONNECTOR SPACING (O.C.) SHEAR SCHEDULE - 2019 CBC (CUSTOM HOME) 1/4" SDWS SCREWS W/ 1.75"20" 13" 10" 8"-6" CONTINUOUS JOIST (INTERIOR) RBC 20" 13 10" 8"29"6" BOUNDARY / EDGE NAILING FRAMING LEGEND FRAMING NOTES 1. THE SPECIFICATIONS AND NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING. 2. FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2. 3. WALL FRAMING SHALL BE PER DETAIL 12/SD2. 4. WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS. 5. SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED. 6. CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE OF THE STUDS OR POSTS ABOVE. 7. SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING. 8. HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2. 9. ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING. 10. SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT. 11. FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH. 12. CONTINUOUS 1 34" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O. 13. "DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 14. "FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 15. "TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 16. "CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE. 17. FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7' FOR CANTILEVERS). 18. ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED OTHERWISE. 19. ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O. 6 4 3 2 1 INDICATES FRAMING MEMBER AS DEFINED BELOW. INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE. INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE SD0 FOR HANGER U.N.O. INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES 5. RR - INDICATES 2 X 8 ROOF RAFTERS AT 24" O.C. (MAX SPAN=12'-0"), U.N.O. FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 16" O.C. MAX, U.N.O. 4. CANT. **2. 1.** 3. **INDICATES CEILING JOIST AS DEFINED BELOW CJ - INDICATES CEILING JOISTS PER TABLE BELOW OR SEE 4/SD3 FOR ADD'L SPANS 1.25"LSL1.25"LSLTJI 210 1.25" LSL1.25"LSL 1.25"LSL1.25"LSL1.25"LSL1.25"LSL 1.25" LSLTJI 210 TJI 210 TJI 210 TJI 210 1.25"LSL 1.25"LSLTJI 210 1.25" LSL MIN PENETRATION INTO RIM 2X6 AT 24" O.C. MAX SPAN = 11'-6" 2X10 AT 24" O.C. MAX SPAN = 17'-6" 2X8 AT 24" O.C. MAX SPAN = 14'-6" 2X12 AT 24" O.C. MAX SPAN = 21'-0" 4x 4 HT T 4 SD1 1 DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN INDICATES POST SIZE AND SIMPSON HOLDOWN ANCHOR OR STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL CALLOUT 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE AND LENGTH. SEE TO SHEAR SCHEDULE (BELOW), ANCHOR BOLT SCHEDULE (FND PLAN), AND DETAIL CALLOUT 12/SD2 FOR MORE INFORMATION. DETAIL NUMBER SHEET NUMBER 7. 6. 8'-0" 4 PSL - INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN U.N.O. ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN **INDICATES BEAM/JOIST/RIM AS DEFINED BELOW. 8. 9. POST ABOVE10. KEY NOTES INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW. BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2. ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW. INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND DO NOT PENETRATE TOP PLATES. ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O. PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE. STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD. INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF ALIGNED BEAM EACH SIDE. INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER / KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER / BEAM / POST BELOW WHERE OCCURS. INSTALL HOLD DOWN ON THIS SIDE OF POST. TYPICAL FRAMING DETAILS, UNO DESCRIPTION DETAIL FLOOR FRAMING AT SHEAR SD2 2 FRAMING AT NON-BRG WALL SD2 3 STRUCTURAL WALL FRAMING SD2 12 HOLD DOWN CONNECTIONS SD4 1 DESCRIPTION DETAIL POST AND BEAM CONNECTION SD2 10 DRAG STRAPS SD4 9 TYPICAL STAIR FRAMING SD2 4 TYPICAL TOP PLATE SPLICE SD2 5 AND BEARING WALLS UNIT C AND D 3RD FLOOR FRAMING PLAN UNIT A AND B 3RD FLOOR FRAMING PLAN DININGLIVING KITCHEN LIVING DINING "UNIT B" "UNIT A" BEDROOM 3 BATH 2 KITCHEN BALCONY BEDROOM 2 BEDROOM 2 BATH 2 "UNIT C" "UNIT D" LIVING DINING DINING LIVING KITCHEN BALCONY BEDROOM 2 BEDROOM 2 BATH 2 BATH 2 BALCONY JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. S3 3R D F L O O R F R A M I N G P L A N 7"32"10"13"17"26"LTP5 RIM (EXTERIOR OR INTERIOR) BLOCKING (INTERIOR) 8"48"11"15"19"28"LTP4 2" 9" 2" FOOTNOTES: A. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER B. APA STRUCT 1 RATED SHEATHING C. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1 GENERAL NOTES: 1. ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER. 2. ALL FIELD NAILING SHALL BE 12" O.C. 3. USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS. 4. ALL SHEATHING EDGES SHALL BE BLOCKED. 3/8"3/8"3/8" C 10d AT 2" 15/32" 870 A,B,C 2x/2x 640490380260N/AWALL CAPACITY (PLF) -A,CA,CFOOTNOTES 8" 32" 8" 2x/2x N/A N/A SHEAR NON- 6" 4" 3" 2" 12"15"20"30" 8d AT 2" 2" 2x/2x 8d AT 3" 3" 2x/2x 8d AT 4" 4" 2x/2x2x/2x 6" 8d AT 6" 3/8" MUD SILL / UPPER FLOOR SOLE (COMMON NAILS) APA RATED SHEATHING A35 16d 12d CONSTRUCTION MIN. MEMBER ABOVE & BELOW WALL CONNECTOR SPACING (O.C.) SHEAR SCHEDULE - 2019 CBC (CUSTOM HOME) 1/4" SDWS SCREWS W/ 1.75"20" 13" 10" 8"-6" CONTINUOUS JOIST (INTERIOR) RBC 20" 13 10" 8"29"6" BOUNDARY / EDGE NAILING FRAMING LEGEND FRAMING NOTES 1. THE SPECIFICATIONS AND NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING. 2. FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2. 3. WALL FRAMING SHALL BE PER DETAIL 12/SD2. 4. WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS. 5. SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED. 6. CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE OF THE STUDS OR POSTS ABOVE. 7. SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING. 8. HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2. 9. ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING. 10. SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT. 11. FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH. 12. CONTINUOUS 1 34" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O. 13. "DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 14. "FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 15. "TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 16. "CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE. 17. FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7' FOR CANTILEVERS). 18. ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED OTHERWISE. 19. ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O. 6 4 3 2 1 INDICATES FRAMING MEMBER AS DEFINED BELOW. INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE. INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE SD0 FOR HANGER U.N.O. INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES 5. RR - INDICATES 2 X 8 ROOF RAFTERS AT 24" O.C. (MAX SPAN=12'-0"), U.N.O. FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 16" O.C. MAX, U.N.O. 4. CANT. **2. 1.** 3. **INDICATES CEILING JOIST AS DEFINED BELOW CJ - INDICATES CEILING JOISTS PER TABLE BELOW OR SEE 4/SD3 FOR ADD'L SPANS 1.25"LSL1.25"LSLTJI 210 1.25" LSL1.25"LSL 1.25"LSL1.25"LSL1.25"LSL1.25"LSL 1.25" LSLTJI 210 TJI 210 TJI 210 TJI 210 1.25"LSL 1.25"LSLTJI 210 1.25" LSL MIN PENETRATION INTO RIM 2X6 AT 24" O.C. MAX SPAN = 11'-6" 2X10 AT 24" O.C. MAX SPAN = 17'-6" 2X8 AT 24" O.C. MAX SPAN = 14'-6" 2X12 AT 24" O.C. MAX SPAN = 21'-0" 4x 4 HT T 4 SD1 1 DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN INDICATES POST SIZE AND SIMPSON HOLDOWN ANCHOR OR STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL CALLOUT 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE AND LENGTH. SEE TO SHEAR SCHEDULE (BELOW), ANCHOR BOLT SCHEDULE (FND PLAN), AND DETAIL CALLOUT 12/SD2 FOR MORE INFORMATION. DETAIL NUMBER SHEET NUMBER 7. 6. 8'-0" 4 PSL - INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN U.N.O. ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN **INDICATES BEAM/JOIST/RIM AS DEFINED BELOW. 8. 9. POST ABOVE10. KEY NOTES INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW. BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2. ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW. INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND DO NOT PENETRATE TOP PLATES. ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O. PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE. STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD. INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF ALIGNED BEAM EACH SIDE. INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER / KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER / BEAM / POST BELOW WHERE OCCURS. INSTALL HOLD DOWN ON THIS SIDE OF POST. TYPICAL FRAMING DETAILS, UNO DESCRIPTION DETAIL FLOOR FRAMING AT SHEAR SD2 2 FRAMING AT NON-BRG WALL SD2 3 STRUCTURAL WALL FRAMING SD2 12 HOLD DOWN CONNECTIONS SD4 1 DESCRIPTION DETAIL POST AND BEAM CONNECTION SD2 10 DRAG STRAPS SD4 9 TYPICAL STAIR FRAMING SD2 4 TYPICAL TOP PLATE SPLICE SD2 5 AND BEARING WALLS UNIT C AND D ROOF FRAMING PLAN UNIT A AND B ROOF FRAMING PLAN "UNIT B""UNIT A" BEDROOMMASTER M. BATH BEDROOMMASTER W.I.CL. M. BATH W.I.CL. BATH 2 BEDROOM 2BALCONY "UNIT C" "UNIT D" BEDROOM 3 M. BATH W.I.CL. M. BATH BEDROOMMASTER BATH 2 BEDROOM 2 BEDROOM 2 W.I.CL. BATH 2 BEDROOMMASTER 2 2 2 2 2 3 4 5 66 7 8 9 10 11 12 66 2 1 3 9 3 3 14 15 16 17 17 18 19 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. S4 RO O F F R A M I N G P L A N 7"32"10"13"17"26"LTP5 RIM (EXTERIOR OR INTERIOR) BLOCKING (INTERIOR) 8"48"11"15"19"28"LTP4 2" 9" 2" FOOTNOTES: A. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3-INCH NOMINAL OR WIDER B. APA STRUCT 1 RATED SHEATHING C. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS OF THE SHEAR WALL PER 1705.12.2, EXCEPT FOR WHERE THE FASTENER SPACING OF THE SHEATHING IS EQUAL TO OR MORE THAN 4" ON CENTER AND OCCUPANCIES IN GROUP R-3 AND OCCUPANCIES IN GROUP U THAT ARE ACCESSORY TO A RESIDENTIAL OCCUPANCY, INCLUDING BUT NOT LIMITED TO THOSE LISTED IN SECTION 312.1 GENERAL NOTES: 1. ALL NAILING SHALL BE STAGGERED WHERE SPACING IS 4" OR LESS ON CENTER. 2. ALL FIELD NAILING SHALL BE 12" O.C. 3. USE THE "NON-SHEAR" CONNECTOR SCHEDULE AT ALL NON-SHEAR WALLS. 4. ALL SHEATHING EDGES SHALL BE BLOCKED. 3/8"3/8"3/8" C 10d AT 2" 15/32" 870 A,B,C 2x/2x 640490380260N/AWALL CAPACITY (PLF) -A,CA,CFOOTNOTES 8" 32" 8" 2x/2x N/A N/A SHEAR NON- 6" 4" 3" 2" 12"15"20"30" 8d AT 2" 2" 2x/2x 8d AT 3" 3" 2x/2x 8d AT 4" 4" 2x/2x2x/2x 6" 8d AT 6" 3/8" MUD SILL / UPPER FLOOR SOLE (COMMON NAILS) APA RATED SHEATHING A35 16d 12d CONSTRUCTION MIN. MEMBER ABOVE & BELOW WALL CONNECTOR SPACING (O.C.) SHEAR SCHEDULE - 2019 CBC (CUSTOM HOME) 1/4" SDWS SCREWS W/ 1.75"20" 13" 10" 8"-6" CONTINUOUS JOIST (INTERIOR) RBC 20" 13 10" 8"29"6" BOUNDARY / EDGE NAILING FRAMING LEGEND FRAMING NOTES 1. THE SPECIFICATIONS AND NOTES ON SHEET SD0, THE TYPICAL STRUCTURAL DETAILS ON ALL SHEETS, AND THE FOLLOWING NOTES APPLY ALL STRUCTURAL FRAMING. 2. FLOOR FRAMING SHALL BE PER DETAIL 2/SD2 AND 3/SD2. 3. WALL FRAMING SHALL BE PER DETAIL 12/SD2. 4. WALLS SHALL BE FRAMED WITH CONTINUOUS STUDS FROM THE FLOOR TO THE BOTTOM OF ROOF RAFTERS/ROOF TRUSSES AT ALL SHEAR OR BEARING WALLS. 5. SHEAR PANEL MAY BE INSTALLED AT EITHER FACE OF WALL AS LONG AS MINIMUM LENGTHS AND MAXIMUM OPENINGS SIZES ARE MAINTAINED. 6. CARRY ALL BEARING MULTIPLE STUDS OR POSTS FROM UPPER LEVELS DOWN TO FIRST FLOOR OR BEAM BELOW. INSTALL SQUASH BLOCK AT THE INTERMEDIATE FLOOR LEVEL TO AT MINIMUM MATCH THE SIZE OF THE STUDS OR POSTS ABOVE. 7. SHEAR WALLS CAN NOT BE USED AS PLUMBING WALLS UNLESS APPROVED BY JKL ENGINEERING IN WRITING. 8. HOLES IN I-JOISTS SHALL NOT EXCEED THOSE ALLOWED BY JOIST MANUFACTURER. NOTCHES AND HOLES IN PLATES AND 2X JOISTS SHALL NOT EXCEED THOSE SHOWN IN DETAIL 12/SD2. 9. ALTERNATE PRODUCTS MAY BE USED IN LIEU OF SPECIFIED SIMPSON HARDWARE AS LONG AS THEIR CAPACITIES ARE EQUAL TO OR BETTER, SUBJECT TO WRITTEN APPROVAL BY JKL ENGINEERING. 10. SHEATHING NAILING AND INSTALLATION SHALL NOT BE COVERED PRIOR TO STRUCTURAL OBSERVATION BY JKL ENGINEERING AND INSPECTION BY THE BUILDING DEPARTMENT. 11. FOR HORIZONTAL CS STRAPS INSTALLED OVER BLOCKING (2X OR I-JOIST), 10D NAILS MAY BE INSTALLED IN EVERY OTHER HOLE EXCEPT WHERE THERE IS INSUFFICIENT END LENGTH. 12. CONTINUOUS 1 34" LSL RIM BOARDS SHOULD BE USED AT ALL FLOOR FRAMING EDGES WHERE EVER POSSIBLE. ALL RIM BREAKS SHOULD BE SPLICE WITH MINIMUM MSTA36 PER 2/SD4, U.N.O. 13. "DROP" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM FLUSH WITH THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 14. "FLUSH" / "BOTTOM FLUSH" BEAMS SHALL BE INSTALLED WITH THE BOTTOM OF BEAM DIRECTLY OVER THE TOP OF WALL PLATES. SUPPORT PER DETAIL 10/SD2 AND STRAP PER 9/SD4 (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 15. "TOP FLUSH" BEAMS SHALL BE INSTALLED WITH THE TOP OF BEAM DIRECTLY BELOW THE SHEATHING. SUPPORT PER DETAIL 10/SD2 AND STRAP WITH MSTA36 (U.N.O.) AT SIDE OF BEAM (WHERE PARALLEL FRAMING OCCURS), U.N.O. ON PLANS. 16. "CEILING" BEAMS OR "CB" SHALL BE INSTALLED PER "FLUSH" BEAMS AS NOTED ABOVE. 17. FRAMING FOR PERIMETER FIREPLACE FLUES SHALL BE A MINIMUM OF 2X4 STUDS AT 16" O.C. BRACED AT MID HEIGHT AND AT FLOOR AND ROOF LEVELS. MAXIMUM UNBRACED LENGTH OF STUDS SHALL BE 14' (7' FOR CANTILEVERS). 18. ALL MULTIPLE 2X MEMBERS SHALL BE LAMINATED WITH 16D NAILS AT 12" O.C. (ONE ROW FOR UP TO 2X6 MEMBERS, 2 ROWS FOR UP TO 2X10 MEMBERS, 3 ROWS FOR UP TO 2X14 MEMBERS), UNLESS NOTED OTHERWISE. 19. ALL FLUSH AND TOP FLUSH BEAMS SHALL BE BOUNDARY NAILED AND HAVE MINIMUM 2-2X SUPPORTS U.N.O. 6 4 3 2 1 INDICATES FRAMING MEMBER AS DEFINED BELOW. INDICATES CANTILEVERED MEMBER AS DEFINED ABOVE. INDICATES HANGING CONDITION AT JOISTS/RAFTERS/TRUSSES. SEE SD0 FOR HANGER U.N.O. INDICATES BEARING CONDITION AT JOISTS/RAFTERS/TRUSSES 5. RR - INDICATES 2 X 8 ROOF RAFTERS AT 24" O.C. (MAX SPAN=12'-0"), U.N.O. FJ - INDICATES 1178" TJI 210 SERIES FLOOR JOISTS AT 16" O.C. MAX, U.N.O. 4. CANT. **2. 1.** 3. **INDICATES CEILING JOIST AS DEFINED BELOW CJ - INDICATES CEILING JOISTS PER TABLE BELOW OR SEE 4/SD3 FOR ADD'L SPANS 1.25"LSL1.25"LSLTJI 210 1.25" LSL1.25"LSL 1.25"LSL1.25"LSL1.25"LSL1.25"LSL 1.25" LSLTJI 210 TJI 210 TJI 210 TJI 210 1.25"LSL 1.25"LSLTJI 210 1.25" LSL MIN PENETRATION INTO RIM 2X6 AT 24" O.C. MAX SPAN = 11'-6" 2X10 AT 24" O.C. MAX SPAN = 17'-6" 2X8 AT 24" O.C. MAX SPAN = 14'-6" 2X12 AT 24" O.C. MAX SPAN = 21'-0" 4x 4 HT T 4 SD1 1 DETAIL CALLOUT. SEE DETAIL NUMBER ON SHEET NUMBER AS SHOWN INDICATES POST SIZE AND SIMPSON HOLDOWN ANCHOR OR STRAP. INSTALL HOLDOWN ANCHOR PER MANUFACTURER'S RECOMMENDATIONS AND DETAIL CALLOUT 1/SD4 AND 8/SD1. SHEAR WALL CALLOUT INDICATES SHEAR WALL TYPE AND LENGTH. SEE TO SHEAR SCHEDULE (BELOW), ANCHOR BOLT SCHEDULE (FND PLAN), AND DETAIL CALLOUT 12/SD2 FOR MORE INFORMATION. DETAIL NUMBER SHEET NUMBER 7. 6. 8'-0" 4 PSL - INDICATES 2.0E PARALLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN LSL - INDICATES 134 1.55E TIMBERSTRAND BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN U.N.O. ML - INDICATES 1.9E MICROLLAM BEAM TO MATCH DEPTH OF FLOOR FRAMING W/ BN **INDICATES BEAM/JOIST/RIM AS DEFINED BELOW. 8. 9. POST ABOVE10. TYPICAL CONVENTIONAL ROOF DETAILS, U.N.O DESCRIPTION DETAIL RR AT EXTERIOR WALL SD3 1 RR AT RIDGE/HIP BM SD3 2 RR AT INTERIOR SD3 4 6 DESCRIPTION DETAIL SHR/BRG WALL NON-BRG INT. WALL KING POST SUPPORT AT RIDGE/HIP BEAM SD3 SD3 SD3 7 8 HIP AND RIDGE BEAM CONNECTION TYPICAL HOLD DOWNS SD4 1 EXTERIOR GABLE WALL SD3 9 KEY NOTES INSTALL VERTICAL MSTA24 U.N.O. FROM BEAM / HEADER / RIM ABOVE TO POST / TRIMMER BELOW. BLOCK ROOF DIAPHRAGM W/ 8d AT 4" O.C. OR FLOOR DIAPHRAGM W/ 10d AT 4" O.C. PER 9/SD2. ALIGN FRAMING MEMBER WITH POST / TRIMMER / BEAM ABOVE OR BELOW. INSTALL PLUMBING / A/C / ELECTRICAL LINES THROUGH SOFFIT / CHASE / NON-STRUCTURAL WALL AND DO NOT PENETRATE TOP PLATES. ALIGN WITH POST / KING POST / TRIMMER ABOVE / BELOW. MATCH W/ ABOVE U.N.O. PROVIDE FULL DEPTH BLOCKING TO MATCH WIDTH OF POST ABOVE. STITCH NAIL 2X MEMBER WITH 16d PER SHEAR SCHEDULE TO ADJACENT POST/2X STUD. INSTALL 13'-0" LONG CS14 WRAPPED AROUND CHIMNEY OVER 2X BLOCKING AND 3'-0" ONTO SIDE OF ALIGNED BEAM EACH SIDE. INSTALL VERTICAL TWIST STRAP PER PLAN (HTS24 MIN) FROM BEAM / HEADER TO POST / TRIMMER / KING POST. INSTALL ADDITIONAL VERTICAL ST6224 TO MATCH NUMBER OF TWIST STRAPS TO HEADER / BEAM / POST BELOW WHERE OCCURS. INSTALL HOLD DOWN ON THIS SIDE OF POST. 4 1 2 513 15 17 16 14 8 3 12 < > 18 19 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SD1 ST R U C T U R A L D E T A I L S 2 3 412 59 1018 17 6 7 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626) 524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SD2 ST R U C T U R A L D E T A I L S 1 2 7 4 14 8 1018 6 91713 12 1115 16 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626)524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SD3 ST R U C T U R A L D E T A I L S 2 19 3 6 4 7 812 10 15 14 20 16 18 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626)524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SD4 ST R U C T U R A L D E T A I L S 16 1 6 2 5 8 7 4 9 10 13 11 12 14 17 18 JOB NUMBER: ENGINEER: DRAFTER: ORIGINAL ISSUE: 4- U N I T C O N D O M I N I U M 43 G E N O A S T R E E T AR C A D I A , C A 9 1 0 0 6 21153 JL JL 03/11/2022 1 PLAN CHECK COMMENTS 06/26/2022 JL 2 PLAN CHECK COMMENTS 5/17/2023 JL JKLSTRUCTURAL@GMAIL.COM (626)524-2210 THE ENGINEER EXPRESSLY RESERVES HIS COMMON LAW COPYRIGHT IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY MANNER WHATSOEVER, NOR ASSIGNED TO ANY OTHER THIRD PARTY WITHOUT THE EXPRESSED WRITTEN CONSENT OF JKL ENGINEERING, INC. SD5 ST R U C T U R A L D E T A I L S