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<br />SEAL:
<br />SHEET DESCRIPTION :
<br />01/27/2024
<br />S2413
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<br />SHEET INDEX:
<br />SHEET TITLE
<br />S0 STRUCTURAL NOTES
<br />S1 FOUNDATION & ROOF FRAMING PLAN
<br />SD1 FOUNDATION DETAILS
<br />SD2 FRAMING DETAILS
<br />SINGLE/REPTITIVE
<br />2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106
<br />2X6 #2: Fb = 1170/1345 PSI
<br />2X8 #2: Fb = 1080/1242 PSI
<br />2X10 #2: Fb = 990/1138 PSI
<br />2X12 #2: Fb = 900/1150 PSI
<br />2X14 #2: Fb = 810/ 931 PSI
<br />1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20.
<br />2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O
<br />3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER.
<br />4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.)
<br />5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN.
<br />6.2X SOLID BLOCKING SHALL BE PLACED BETWEEN JOISTS AND/OR RAFTERS AT ALL SUPPORTS, EXCEPT WHEN LEDGERED (U.N.O.)
<br />7.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10"
<br />DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING.
<br />8.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM
<br />TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A.
<br />9.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE.
<br />10.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR
<br />PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER.
<br />11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.:
<br />WALLS
<br />2X4 STUDS (UP TO 10')"STANDARD" OR BETTER
<br />2X4 STUDS (OVER 10')NO.2 OR BETTER
<br />2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR
<br />BETTER
<br />2X6 STUDS NO.2
<br />2X JOIST NO.2
<br />12.ALL NAILING TO BE PER TABLE NUMBER 2304.9.1 OF THE LATEST CALIFORNIA BUILDING CODE (CBC), UNLESS NOTED OTHERWISE.
<br />13.PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS
<br />(UNLESS SHOWN OTHERWISE). STAGGER ALL PLYWOOD PANELS A MINIMUM OF 4'-0".
<br />14.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498.
<br />15.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS
<br />REQUIRED AND REQUESTED BY GENERAL CONTRACTOR.
<br />16.EXTERIOR WOOD POSTS AND COLUMNS SUPPORTED BY A CONCRETE SLAB SHALL BE INSTALLED A MINIMUM OF 8" ABOVE EXPOSED EARTH AND AT LEAST
<br />1" ABOVE SLAB ON METAL POST BASES. (EXCEPTION: POSTS OR COLUMNS OF APPROVED WOOD WITH NATURAL RESISTANCE TO DECAY OR TREATED
<br />WOOD). POSTS OR COLUMNS RESTING ON CON-CRETE PIERS SURROUNDED BY EXISTING GRADE SHALL BE A MINIMUM OF 8" ABOVE ADJACENT GRADE PER
<br />CBC (LATEST EDITION). ALL ISOLATED INTERIOR AND EXTERIOR WOOD POSTS ATTACHED DIRECTLY TO CONCRETE SHALL BE SECURED WITH SIMPSON 'ABU',
<br />U.N.O.
<br />17.PROVIDE 2x4 FLAT HEADERS AT ALL INTERIOR NON-BEARING OPENINGS UP TO 36 INCHES IN WIDTH AND 4x4 HEADERS FOR OPENINGS 3 ft TO 6 ft IN
<br />WIDTH.
<br />18.PROVIDE MINIMUM 1/2" CLEARANCE (VOID SPACE) FROM TOP OF ALL INTERIOR NON-BEARING PARTITIONS TO ROOF AND CEILING FRAMING ABOVE.
<br />19.ALL EXTERIOR WALLS ADJACENT TO VAULTED CEILINGS SHALL BE BALLOON FRAMED WITH CONTINUOUS STUDS TO BOT. CHORD OF TRUSS OR 2X RAFTER
<br />OR DOUBLE 2x TOP PLATE, U.N.O.
<br />20.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE
<br />PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS.
<br />21.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL
<br />BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE:
<br />A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS.
<br />B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS
<br />C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS.
<br />22.FASTENING OF MULTIPLE MEMBERS:
<br />DOUBLE & TRIPLE JOISTS;
<br />16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES).
<br />FOUR OR MORE JOISTS;
<br />1/2" DIA. M.B's AT 18" O.C STAGGERED.
<br />4X OR LARGER BEAMS;
<br />1/2" DIA. M.B's AT 12" O.C STAGGERED.
<br />23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC).
<br />24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O.
<br />25.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE.
<br />26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O.
<br />27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP.
<br />28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD.
<br />29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS.
<br />30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O.
<br />31.DOUBLE TOP PLATES w/MIN. 48 in. LAP SPLICES TO BE PROVIDED W/ MIN. (12) 16d COMMON NAILS PER TOP PLATE SPLICE U.N.O. PER PLAN.
<br />32.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST.
<br />33.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS.
<br />34.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC).
<br />35.ALL ISOLATED POSTS AND BEAMS TO HAVE SIMPSON ABU's, PB's AND/OR BC's MINIMUM, U.N.O.
<br />36.ALL SIMP. HDU, HTT, HDQ, HHDQ, AND CB HOLDOWNS TO BE FASTENED TO 4x4 POST MIN., U.N.O.
<br />37.ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE TO BE SECURED WITH MIN. 5/8" DIA. x 12" ANCHOR BOLTS AT 72 in. O.C., U.N.O. MIN. (2) BOLTS
<br />PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7 BOLT DIA. FROM EACH END AND/OR SPLICE OF THE PIECE.
<br />38.ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O.
<br />PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES.
<br />39.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O.
<br />40.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER REVIEW.
<br />41. PROVIDE MIN. 2X6 RAFTERS AT 24" O.C. WITH MAX. SPAN OF 6'-0"± BRACED TO FRAMING BELOW AT OVERSTACK ("CALIFORNIA") FRAMING.
<br />42.PROVIDE DOUBLE 2X SOLE PLATES WITH PROGRESSIVE SOLE PLATE NAILING AS SPECIFIED ON THE PLANS AT BOTH PLATES WHERE 1 1/2" LIGHT WEIGHT
<br />CONCRETE IS USED AT THE FLOOR.
<br />43.WHERE BOTH TOP PLATES ARE BROKEN, SPLICE WITH ST6224 MIN. U.N.O.
<br />44.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL
<br />BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS.
<br />45.ALL HEADERS SHALL BE FRAMED WITH A MINIMUM OF (1) 2X4 TRIMMER AND (1) 2X4 KING STUD AT EACH END, U.N.O.
<br />46. AT ANY SOLE PLATES OR TOP PLATES CUT FOR PIPES, PROVIDE A .058" THICK (16 GA.) AND 1 1 2 " WIDE PLATE ACROSS EACH SIDE OF OPENING WITH
<br />NOT LESS THAN (6) 16d NAILS.
<br />47.PROVIDE SOIL BLOCKING AT SOFFIT CEILINGS.
<br />48.SHEAR SHALL BE CONTINUOUS FROM BOTTOM PLATES TO TOP PLATES., U.N.O.
<br />49.STAIR STRINGER SHALL BE 2x12 DF#1 AT MAX. 16" O.C., U.N.O.
<br />50.A SINGLE TOP PLATE IS PERMITTED PROVIDED THE PLATE IS ADEQUATELY TIED AT JOINTS, CORNERS AND INTERSECTING WALLS BY AT LEAST THE
<br />EQUIVALENT OF 3 IN, X 6 IN. X .036 IN. THICK GALVANIZED STEEL PLATE THAT IS NAILED TO EACH WALL OR SEGMENT OF WALL BY (6) 8d NAILS OR
<br />EQUIVALENT.
<br />51.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE
<br />WITH ASTM A 153
<br />LUMBER/CARPENTRY
<br />DESIGN LOADS
<br />SIMPSON ICC - ESR REPORTS
<br />1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBED IN CBC 2022 CHAPTER 17, SEE INSPECTION
<br />SCHEDULE BELOW ONLY CHECKED ITEMS ARE REQUIRED
<br />2.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS. ANY DETAIL THAT
<br />FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION
<br />3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT
<br />4.CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET
<br />WELDS NOT EXCEEDING 5/16" IN SIZE WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED
<br />5.STRUCTURAL WOOD. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS,
<br />INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM,
<br />INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLDOWNS EXCEPTION: SPECIAL
<br />INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING
<br />AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE
<br />SHEATHING IS MORE THAN 4 INCHES ON CENTER (O.C.) INSPECTIONS SHALL BE PERFORMED BEFORE COVERING
<br />6.CONTRACTORS RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS
<br />STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE
<br />OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4.
<br />7.WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF
<br />THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM
<br />SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND
<br />QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. AT
<br />COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL
<br />STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE
<br />RESPONSIBLE OF VERIFYING APPROVAL OF FABRICATOR.
<br />ESR-1056 TITEN HD® SCREW ANCHOR
<br />ESR-1161 CONTINUOUS ROD TIE-DOWN SYSTEM UTILIZING URS UPLIFT ROD RUNS
<br />ESL-1168 SET-3G™ EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
<br />ESR-1267 STRONG-WALL® SHEAR PANELS
<br />ESR-1396 WEDGE-ALL ANCHORS
<br />ESR-1472 WSNTL WOOD SCREWS
<br />ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION
<br />ESR-1679 STEEL STRONG-WALL SHEAR PANELS
<br />ESR-1772 SET EPOXY
<br />ESR-1958 ACRYLIC-TIE ADHESIVE ANCHOR SYSTEM
<br />ESR-2105 STRAPS
<br />ESR-2138 POWDER-ACTUATED FASTENERS, THREADED STUDS AND ASSEMBLIES
<br />ESR-2236 STRONG-DRIVE SDS SCREWS
<br />ESR-2320 COUPLING TAKE-UP DEVICE (CTUD), TAKE-UP DEVICE (TUD AND ATUD),
<br />RATCHETING TAKE-UP DEVICE (RTUD), AND TAKE-UP WASHER (TUW)
<br />ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS
<br />ESR-2508 ALSO EN ESPAÑOL SET-XP EPOXY ADHESIVE ANCHORS FOR CRACKED AND
<br />UNCRACKED CONCRETE
<br />ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL
<br />PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION
<br />ESR-2549 FACE-MOUNT HANGERS FOR WOOD FRAMING
<br />ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING
<br />ESR-2552 FACE-MOUNT HANGERS SUPPORTING ENGINEERED WOOD PRODUCTS
<br />(STRUCTURAL COMPOSITE LUMBER [SCL], PREFABRICATED WOOD I-JOISTS AND
<br />GLULAM BEAMS)
<br />ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER
<br />ESR-2555 MASA/MASAP CAST-IN-PLACE FOUNDATION ANCHOR STRAPS
<br />ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION
<br />ESR-2605 CONNECTORS FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION
<br />ESR-2607 CONNECTORS FOR PANELIZED ROOF CONSTRUCTION
<br />ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD
<br />CONSTRUCTION
<br />ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS
<br />ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING
<br />ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP)
<br />ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION
<br />ESR-2652 STRONG-WALL® WOOD SHEARWALL PANELS (WSWS)STRONG-WALL® SB
<br />SHEARWALL PANELS (SWSBS)
<br />ESR-2705 TORQ-CUT™ SELF-UNDERCUTTING ANCHORS FOR CRACKED AND UNCRACKED
<br />CONCRETE
<br />ESR-2713 ALSO EN ESPAÑOL TITEN HD® SCREW ANCHOR AND TITEN HD® ROD HANGER
<br />FOR CRACKED AND UNCRACKED CONCRETE
<br />ESR-2762 METAL CONNECTOR PLATES FOR WOOD TRUSSES: AS-20 AND AS-18-HS
<br />ESR-2802 STRONG FRAME® SPECIAL MOMENT FRAME
<br />ESR-2811 GDP AND GDPS GAS-ACTUATED FASTENERS
<br />ESR-2877 WOOD FRAMING CONNECTORS FOR MASONRY CONSTRUCTION
<br />ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE
<br />ESR-3006 STRONG-DRIVE® X AND FPHSD SELF-DRILLING TAPPING SCREWS
<br />ESR-3037 ALSO EN ESPAÑOL STRONG-BOLT® 2 WEDGE ANCHOR
<br />ESR-3046 STRONG-DRIVE® SD AND SDWF SERIES SCREWS
<br />ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE
<br />ESR-3096 CONNECTORS USING SD-SERIES SCREWS
<br />ESR-3372 ALSO EN ESPAÑOL ET-HP® EPOXY ADHESIVE ANCHORS FOR CRACKED AND
<br />UNCRACKED CONCRETE
<br />ESR-3403 ALSO EN ESPAÑOL COMPOSITE STRENGTHENING SYSTEMS (CSS)
<br />ESR-3638 ET-HP® ADHESIVE ANCHOR SYSTEMS FOR UNREINFORCED BRICK MASONRY
<br />ESR-3707 BLUE BANGER HANGER® CAST-IN-PLACE, INTERNALLY THREADED INSERTS IN
<br />CRACKED AND UNCRACKED CONCRETE
<br />ESR-4057 SET-3G™ EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE
<br />ESR-4208 PPSD AND CBSDQ SELF-DRILLING TAPPING SCREWS
<br />GOVERNING CODES: 2022 CALIFORNIA BUILDING CODES
<br />SEISMIC DESIGN DATA
<br />IMPORTANCE FACTOR 1.0
<br />SITE CLASS D
<br />SS 1.314
<br />S1 0.468
<br />SDS 1.051
<br />SD1 0.572
<br />SEISMIC DESIGN CAT.D
<br />SITE CLASSIFICATION D
<br />RISK FACTOR II
<br />CS 0.162
<br />Fa 1.2
<br />Fv 1.7
<br />R 6.5
<br />W 2.50
<br />REDUNDANCY FACTOR 1.3
<br />WIND DESIGN
<br />BASIC WIND SPEED 95 MPH
<br />RISK FACTOR 1.00
<br />WIND EXPOSURE C
<br />INT. PRESSURE COEFF.0.18
<br />ROOF
<br />DL =15 PSF
<br />LL =20 PSF
<br />CEILING
<br />DL =5 PSF
<br />LL =10 PSF
<br />EXTERIOR WALL
<br />DL =15 PSF
<br />INTERIOR WALL
<br />DL =10 PSF
<br />2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH:
<br />BEAMS AND STRINGERS
<br />4X10 AND SMALLER NO.2
<br />4X12 AND LARGER NO.1
<br />6X AND 8X NO.1
<br />4x POST/TIMBERS AND LARGER NO.1
<br />ROOF PLANKING AND DECKING COM.DEX.
<br />BOARD SHTG. AND STRIPPING SUITABLE FOR
<br />INTENDED USE.
<br />SPECIAL INSPECTION
<br />B. HIGH-STRENGTH AND ANCHOR BOLTS
<br />1704, 1705 & 1707 FOR THE FOLLOWING CONDITIONS:
<br />1. SPECIAL INSPECTION IS REQUIRED PER CBC SECTION 109,
<br />C. STEEL MOMENT FRAME CONNECTIONS
<br />A. FIELD WELDING
<br />D. EPOXY ANCHORS
<br />(Continuous)
<br />(Continuous)
<br />E. STRUCTURAL MASONRY (AS NOTED)
<br />(Continuous)
<br />(Continuous)
<br />(Sect. 1704.5.1.3)
<br />F. STRUCTURAL PLYWOOD (<=4" O.C.)(Periodic)
<br />G. CONCRETE (OVER 2500 psi)(Continuous)
<br />H. POST-TENSION (WHEN OCCURS)(Continuous)
<br />I. CAST-IN-PLACE CAISSONS (Continuous)
<br />J. SOILS COMPLIANCE (Per Soils Report)
<br />4X4 #2: Fb = 1350 PSI
<br />4X6 #2: Fb = 1170 PSI
<br />4X8 #2: Fb = 1170 PSI
<br />4X10 #2: Fb = 1080 PSI
<br />4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106
<br />4X14 #1: Fb = 1000 PSI
<br />4X16 #1: Fb = 1000 PSI
<br />6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106
<br />6X12 #1: Fb = 1350 PSI
<br />S0
<br />1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING STARTING ANY WORK. THE ENGINEER SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES.
<br />2.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE.
<br />3.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT.
<br />4.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK,
<br />INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS.
<br />5.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER FOR
<br />INTERPRETATION OR CLARIFICATION. 6. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />7.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER.
<br />8.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER. THE CONTRACTOR IS
<br />RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE
<br />STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
<br />9.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES
<br />ARE FOUND, THE ENGINEER AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY.
<br />10.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE
<br />STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
<br />11.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL
<br />CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY
<br />WAY BE USED AS SUCH.
<br />12.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY
<br />PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED.
<br />13.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A
<br />REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION.
<br />14.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER,
<br />UNLESS NOTED OTHERWISE.
<br />15.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
<br />1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL
<br />REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC
<br />TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5
<br />AND LARGER TO BE ASTM A-615 GRADE 60
<br />2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M.
<br />3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO
<br />IMPAIR BOND.
<br />4.ALL BENDS SHALL BE MADE COLD.
<br />5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL
<br />CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON
<br />PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48
<br />DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O.
<br />6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING
<br />CONCRETE.
<br />7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF
<br />THE BARS. COVER SHALL BE AS FOLLOW:
<br />CONCRETE MASONRY
<br />A.POURED AGAINST EARTH 3"2"
<br />B.POURED AGAINST FORM BELOW GRADE 2"2"
<br />#6 AND LARGER 2"2'
<br />#5 AND SMALLER 1 1
<br />2"1 1
<br />2"
<br />C.FORMED SLABS 1"1"
<br />D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1"
<br />E.COLUMNS AND BEAMS TO MAIN BARS 1 1
<br />2"2"
<br />F.WALLS
<br />EXPOSED TO WEATHER 1 1
<br />2"1 1
<br />2"
<br />NOT EXPOSED TO WEATHER,
<br />#11 AND SMALLER 3
<br />4"3
<br />4"
<br />#14 AND #18 1 1
<br />2"1 1
<br />2"
<br />1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE)
<br />2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED.
<br />3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD.
<br />4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET.
<br />5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING.
<br />6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER OF RECORD.
<br />7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION.
<br />8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS.
<br />9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED.
<br />10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O.
<br />11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS).
<br />12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE)
<br />FOUNDATION/SITEWORK
<br />REINFORCING STEEL
<br />GENERAL NOTES
<br />EXPOSURE
<br />REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS
<br />(ACI 318-19, Table 19.3.2.1)
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />ADDITIONAL REQUIREMENTS
<br />AIR CONTENT LIMITS ON CEMENT. MAT'L.
<br />F0 N/A 2,500 N/A N/A
<br />F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A
<br />F2 0.45 4,500 N/A
<br />F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />CEMENTITIOUS MATERIAL TYPE
<br />ASTM C150
<br />S0 N/A 2,500
<br />S1 0.50 4,000
<br />S2 0.45 4,500
<br />S3 0.45 4,500
<br />ASTM C595 ASTM C1157
<br />CALCIUM
<br />CHLORIDE
<br />------------
<br />II
<br />V
<br />V+POZZOLAN
<br />or SLAG
<br />IP(MS), IS(<70),
<br />(MS)
<br />IP(HS), IS(<70),
<br />(HS)
<br />IP(HS)+POZ.orSLAG
<br />IS(<70), (HS)+POZ.
<br />MS
<br />HS
<br />HS+POZZOLAN
<br />or SLAG
<br />---
<br />NOT
<br />PERMITTED
<br />NOT
<br />PERMITTED
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />P0 N/A 2,500
<br />P1 0.50 4,000
<br />NONE
<br />NONE
<br />EXPOSURE
<br />CLASS
<br />MAX.
<br />W/C
<br />MIN. F'c
<br />(PSI)
<br />MAX. CHLORIDE ION CONTENT % BY WT.
<br />REINFORCED CONC.
<br />C0 N/A 2,500
<br />C1 N/A 2,500
<br />C2 0.40 5,000
<br />RELATED
<br />PROVISIONS
<br />1.00 ---
<br />0.30
<br />0.15
<br />---
<br />ACI 19.3.2.1
<br />& 20.6.1.4.2
<br />PRESTRESSED CONC.
<br />0.06
<br />0.06
<br />0.06
<br />ADDITIONAL REQUIREMENTS
<br />1
<br />2
<br />3
<br />4
<br />5 5
<br />5
<br />5
<br />6
<br />1
<br />1
<br />1
<br />FREEZING/THAWING
<br />SULFATE
<br />LOW PERMEABILITY
<br />CORROSION
<br />ACI 318-19 TABLE 19.3.3.1
<br />ACI 318-19 TABLE 19.3.3.1
<br />NOTES:
<br />1. FOR LIGHT WEIGHT CONCRETE, SEE ACI 318-19,
<br />SECTION 19.2.4.2
<br />2.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS
<br />MATERIAL OF THOSE LISTED IN TABLE 19.3.2.1 SHALL BE
<br />PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND
<br />MEETING THE CRITERIA IN SECTION 19.3.1.1
<br />3.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND
<br />CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS
<br />UP TO 10% ARE PERMITTED IF THE W/C DOES NOT
<br />EXCEED 0.40
<br />4.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III
<br />OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES S1 or
<br />S2 IF C3A CONTENTS ARE LESS THAN 8% or 5%,
<br />RESPECTIVELY
<br />5.THE AMOUNT OF THE SPECIFIC SOURCE OF POZZOLAN or
<br />SLAG TO BE USED SHALL NOT BE LESS THAN THE
<br />AMOUNT DETERMINED BY SERVICE RECORD TO IMPROVE
<br />SULFATE RESISTANCE WHEN USED IN CONCRETE
<br />CONTAINING TYPE V CEMENT. ALT: THE AMOUNT OF THE
<br />SPECIFIC SOURCE OF THE POZZOLAN or SLAG TO BE
<br />USED SHALL NOT BE LESS THAN THE AMOUNT TESTED
<br />PER ASTM C1012 AND MEETING CRITERIA OF ACI
<br />318-08, SECTION 19.3.1.1
<br />6.WATER SOLUBLE CHLORIDE ION CONTENT THAT IS
<br />CONTRIBUTED FROM THE INGREDIENTS INCLUDING
<br />WATER, AGGREGATES, CEMENT AND ADMIXTURES SHALL
<br />BE DETERMINED PER ASTM C1218 BETWEEN 28 AND 42
<br />DAYS.
<br />1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CRC 2022)
<br />2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS.
<br />3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE V
<br />4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND
<br />ASTM C-330 FOR LIGHTWEIGHT CONCRETE.
<br />5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP
<br />OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED
<br />PER ASTM C-94.
<br />6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS
<br />SAND.
<br />7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND
<br />INSPECTED PRIOR TO POURING CONCRETE.
<br />8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED
<br />CURING COMPOUND.
<br />9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS
<br />ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC.
<br />10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR
<br />CONCRETE WALKS AND SLABS.
<br />11.ALL STRUCTURAL CONCRETE f'c = 4000 PSI
<br />ALL SLAB-ON-GRADE f'c = 4000 PSI
<br />ALL CONTINUOUS FOOTINGS AND PADS f'c = 4000 PSI
<br />ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5).
<br />CONCRETE
<br />1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF) LAMINATIONS, COMBINATION 24F-V4 PER
<br />AITC/APA (U.N.O.).
<br />2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI
<br />3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE CONTENT BETWEEN 7 - 14 PERCENT, UNLESS
<br />NOTED OTHERWISE.
<br />4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 &
<br />ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE
<br />SPECIFICATIONS AND REQUIREMENTS.
<br />5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF
<br />INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO
<br />INSTALLATION.
<br />6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE.
<br />7.PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387 & LARR-25202
<br />fb = 2900 PSI; fv = 290 PSI; E = 2.2x106 PSI
<br />TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 & LARR-25202
<br />fb = 2250 PSI; fv = 310 PSI; E = 1.55x106 PSI
<br />MICROLAM LVL BY I-LEVEL PER ESR-1387 & LARR-25202
<br />fb = 2600 PSI; fv = 285 PSI; E = 2.0x106 PSI
<br />8.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER PRIOR TO INSTALLATION.
<br />9.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT
<br />FLOOR LEVEL.
<br />10.I-LEVEL I-JOISTS PER ICC ESR#1533, RR#25538
<br />LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130, RR#25176
<br />BOISE CASCADE I-JOISTS PER ICC ESR#1336, RR#24999
<br />ROSEBURG I-JOISTS PER ICC ESR#1251, RR#25439
<br />11.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL
<br />ABOVE.
<br />12.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS
<br />PROHIBITED.
<br />GLULAMS/MFR. WD. PROD.
<br />1. RAFTER/JOIST BLOCKING TO TOP PLATE, TOENAIL 3-8d
<br />2.CEILING JOIST TO TOP PLATE, TOENAIL EACH END 3-8d
<br />3.CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL 3-16d
<br />4.CEILING JOIST LAPS (NON-PARALLEL CONDITION), FACE NAIL TABLE R802.5(9)
<br />5.COLLAR TIE TO RAFTER, FACE NAIL EACH RAFTER 2-16d
<br />6.RAFTER/ROOF TRUSS TO PLATE, 2 TOENAILS & 1 TOENAIL PER SIDE 3-10d
<br />7. RAFTER TO RIDGE/HIP/VALLEY, TOE NAIL 3-10d
<br /> RAFTER TO RIDGE/HIP/VALLEY, END NAIL 2-16d
<br />8.STUD TO STUD (NON-BRACED WALLS), FACE NAIL 16d COMMON @ 24" O.C.
<br />16d BOX @ 16" O.C.
<br />9.STUDS AT CORNERS (BRACED WALLS), FACE NAIL 16d COMMON @ 16" O.C.
<br />16d BOX @ 12" O.C.
<br />10.BUILT-UP HEADER WITH 1/2" SPACER FACE NAIL 16d COMMON @ 16" O.C.
<br />16d BOX @ 12" O.C.
<br />11.CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d
<br />12.TOP PLATE TO TOP PLATE, FACE NAIL 16d COMMON AT 16" O.C.
<br />10d BOX @ 12" O.C.
<br />13.DOUBLE TOP PLATE SPLICE, FACE NAIL EACH SIDE 12-16d
<br />14.BOTTOM PLATE TO RIM (NON-BRACED WALLS) FACE NAIL 16d COMMON AT 16" O.C.
<br />16d BOX @ 12" O.C.
<br />15.BOTTOM PLATE TO RIM (BRACED WALLS), FACE NAIL 2-16d
<br />16.TOP/BOTTOM PLATE TO STUD, TOENAIL 4-8d
<br />TOP/BOTTOM PLATE TO STUD, END NAIL 2-16d
<br />17.TOP PLATE LAPS AT CORNERS/INTERSECTIONS, FACE NAIL 2-16d
<br />18.1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d
<br />19.1X6 SHEATHING TO BEARING, FACE NAIL 2-8d
<br />20.1X8 SHEATHING TO BEARING, FACE NAIL 3-10d
<br />21.JOIST TO SILL/TOP PLATE/GIRDER, TOE NAIL 3-8d
<br />22.RIM/BAND JOIST OR BLK'G TO SILL/TOP PLATE, TOE NAIL 8d COMMON @ 6" O.C.
<br />8d BOX @ 4" O.C.
<br />23.1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 2-8d
<br />24.2" SUBFLOOR TO JOIST OR GIRDER, FACE NAIL 2-16d
<br />25.2" PLANKS 2-16d AT EACH BEARING
<br />26.BAND/RIM JOIST TO JOIST, END NAIL 3-16d
<br />27.BUILT-UP GIRDERS AND BEAMS FACE NAIL 2-20d AT ENDS & SPLICE
<br />28.LEDGER STRIP SUPPORTING JOISTS, FACE NAIL 3-16d
<br />29.BRIDGING TO JOIST, TOE NAIL 2-10d
<br />CONNECTION NAILING
<br />NOTES:
<br />1. COMMON NAILS SHALL BE USED (U.N.O.)
<br />2.JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN
<br />NAILING SCHEDULE
<br />STRUCTURAL
<br />NOTES
<br />SOIL
<br />SOIL REPORT BY PRIORITY ENGINEERING GROUP
<br />ADDRESS: 335 E. BLUERIDGE AVE., ORANGE, CA 92865
<br />PHONE: 949-391-8200
<br />PROJECT NO.: 23-308
<br />DATE: 12/20/2023
<br />SOIL ENGINEER: GEORGE BACH
<br />SOIL BEARING PRESSURE 2800 PSF
<br />1
<br />1
<br />1313 N English St
<br />8/28/2024
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