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VERTICAL (2022 CBC) <br />ROOF RAFTER: DL= 15 PSF <br />ROOF RAFTER: LL= 20 PSF <br />FLOOR: DL= 15 PSF <br />FLOOR: LL= 40 PSF <br />EXT. WALL: DL= 15 PLF <br />INT. WALL: DL= 10 PLF <br />ROOF TRUSS: DL= 20 PSF <br />ROOF TRUSS: LL= 20 PSF <br />SEISMIC (EQV. LATERAL FORCE PROCEDURE) <br />SEISMIC DESIGN CAT.: "D" <br />LFRS TYPE = BEARING WALL <br />R= 6.5 <br />S(s)=1.297 <br />SITE CLASSIFICATION: "D_Default" <br />RISK FACTOR: II <br />C(sx) = C(sy)=0.16 <br />S(ms)=1.556 <br />S(1)=0.462 S(m1)=0.849 <br />Rho = 1.3 <br />S(ds)=1.038 <br />S(d1)=0.566 <br />WIND (ASCE 7-16, METHOD 2) <br />ALLOWABLE STRESS DESIGN <br />WIND EXPOSURE = C <br />RISK FACTOR = 1.00 <br />INT. PRESSURE COEFF. = 0.18 <br />CEILING JOIST: DL= 8 PSF <br />CEILING JOIST: LL= 8 PSF <br />1500 Psf <br />Soil bearing: <br />DESIGN LOADS <br />INDEX: <br />DECK: DL= 15 PSF <br />DECK: LL= 60 PSF <br />NOTES: ALL FASTENERS FOR PRESSURE PRESERVATIVE-TREATED WOOD <br />SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, <br />STAINLESS STEEL, SILICON BRONZE, OR COPPER. <br />NAILING SCHEDULE <br />NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) <br />22. WIDER THAN 1" X 8" SHEATHING TO EACH BEARING, FACE NAIL...........................................3-8d <br />21. 1" X 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL..................................................3-8d <br />20. 1" BRACE TO EACH STUD AND PLATE, FACE NAIL....................................................................2-8d <br />18. CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL.............................................................3-16d <br />17. CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL...........................................................3-16d <br />16. CONTINUOUS HEADER TO STUD, TOENAIL................................................................................4-8d <br />13. TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL............................................................2-16d <br />11. BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE, TOENAIL......................................3-8d <br /> SOLE PLATE TO JOIST, AT BRACED WALL PANEL.......................................(3) 16d (BOX) PER 16" <br />6. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL.......................................16d (BOX) AT 16" O.C. <br />5. 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL.................................................2-16d <br />4. WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST, FACE NAIL..................................................3-8d <br />3. 1" X 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL.........................................................2-8d <br />2. BRIDGING TO JOIST, TOENAIL EACH END..................................................................................2-8d <br />25. 2" PLANKS....................................................................................................2-16d AT EACH BEARING <br />23. BUILT-UP CORNER STUDS.........................................................................................16d AT 24" O.C. <br />15. CEILING JOISTS TO PLATE, TOENAIL...........................................................................................3-8d <br />24. BUILT-UP GIRDER AND BEAMS....................................................................20d AT 32" O.C. AT TOP <br />19. RAFTER TO PLATE, TOENAIL........................................................................................................3-8d <br />9. DOUBLE STUDS, FACE NAIL............................................................................16d (BOX) AT 24" O.C. <br />8. STUD TO SOLE PLATE............................................................................................4-8d, TOENAIL OR <br />CONNECTION <br />14. CONTINUOUS HEADER, TWO PIECES.......................................................................16d AT 16" O.C. <br />12. RIM JOIST TO TOP PLATE, TOE NAIL.............................................................................8d AT 6" O.C. <br />10. DOUBLED TOP PLATES, FACE NAIL................................................................16d (BOX) AT 16" O.C. <br />1. JOIST TO SILL OR GIRDER, TOENAIL...........................................................................................3-8d <br /> DOUBLE TOP PLATES, LAP SPLIC..............................................................................................8-16d <br />7. TOP PLATE TO STUD, END NAIL.................................................................................................2-16d <br />ALONG EACH EDGE <br />2-20d AT ENDS AND AT <br />EACH SPLICE <br />AND BOTTOM AND STAGGERED <br />NAILING <br />3X SOLE: 2-20d (BOX) <br />2X SOLE: 2-16d <br />PER TABLE 2304.10.1 OF CBC 2022. <br />1. S-0 : GENERAL NOTES & STRUCTURAL SPECS. <br />2. S-1 : PROPOSED FOUNDATION PLAN & FOUNDATION NOTES <br />3. S-2 : PROPOSED FLOOR FRAMING PLAN & FRAMING NOTES <br />4. S-3 : STRUCTURAL DETAILS. <br />5. S-4 : STRUCTURAL DETAILS. <br />GENERAL INFORMATION ROOF FRAMING <br />1. DESIGN TO CONFORM TO THE 2022 CBC CALIFORNIA BUILDING <br />CODE, CRC, CMC, CPC, CEC, AND 2022 CALIFORNIA GREEN <br />BUILDING STANDARDS. <br />2. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS <br />PRIOR TO START OF CONSTRUCTION. SHOULD A DISCREPANCY <br />EXIST, NOTIFY THE PROJECT ENGINNER (OR THE ENGINEER OF <br />RECORD) IMMEDIATELY. <br />3. IN ALL CASES, NOTED DIMENSIONS SHALL SUPERSEDE SCALED <br />DIMENSIONS. <br />4. PROJECT ENGINEERING ASSUMES NO RESPONSIBILITY FOR ANY <br />CHANGES, ERRORS, OMISSIONS, OR DEVIATIONS BY THE OWNER <br />OR CONTRACTOR, EITHER INTENTIONAL OR ACCIDENTAL. <br />5. THIS BUILDING SHALL CONFORM TO THE REQUIREMENTS OF <br />TITLE-24 OF THE CALIFORNIA ADMINISTRATIVE CODE AND COMPLY <br />WITH REGULATIONS AS SET FORTH BY THE ENERGY COMMISSION. <br />SEE A COMPANYING COMPLIANCE DOC. <br />6. U.O.N DENOTES UNLESS OTHERWISE NOTED. <br />7. THE RETAINING WALL AND FOUNDATION DESIGN IS ONE WHICH IS <br />BASED UPON STABLE, DRY, NON-EXPANSIVE / NON-FILL TYPE <br />MATERIAL. ANY CONDITION WHICH DEVIATES FROM THIS, BY <br />OBSERVATION, THE CONTRACTOR SHALL REQUIRE THAT THE SOIL <br />BE EVALUATED FOR SOIL STRENGTH, INCLUDING THE EFFECTS OF <br />MOISTURE VARIATION, SOIL BEARING CAPACITY, COMPRESSIBILITY, <br />LIQUEFACTION AND EXPANSIVENESS. <br />8. HARDWARES WHEN IN CONTACT WITH PRESSURE-TREATED OR <br />FIRE-RETARDANT TREATED WOOD; ANCHORS AND FASTENERS <br />USING HOT-DIPPED ZINC COATED GALVANIZED, STAINLESS STEEL, <br />SILICONE BRONZE OR COPPER METAL OR COATING ARE <br />RECOMMENDED BY IBC SECTION 2304.9.5 AND/OR AS <br />RECOMMENDED BY TREATED WOOD MANUFACTURED. <br />GENERAL STRUCTURAL <br />1. HORIZONTAL FRAMING SHALL BE DOUG. FIR #2 OR BETTER UNLESS <br />OTHERWISE NOTED (U.O.N.) <br />2. ALL POST SHALL BE DOUG. FIR #1 U.O.N. <br />3. 6x BEAM AND LARGER SHALL BE DOUG. FIR #1 UNLESS OTHERWISE <br />NOTED. <br />4. SIMPLE SPAN GLU-LAM BEAMS SHALL BE 24F-V4 DF/DF. <br />5. CANTILEVERED GLU-LAM BEAMS SHALL BE 24F-V8 DF/DF <br />6. HARDWARE IS TO BE 'SIMPSON STRONG-TIE" OR EQUAL. <br />7. HEADERS ARE TO BE 4 x 12 DF #2 FOR 2x4 FRAMED WALLS <br />AND 6x12 DF #1 FOR 2x6 FRAMED WALLS UNLESS OTHERWISE <br />NOTED. SUPPORT EACH HEADER WITH DOUBLE TRIMMER STUDS <br />WHERE OPENINGS ARE 6'-0" WIDE OR WIDER. <br />8. PROVIDE FULL BEARING SUPPORT FOR ALL BEAMS i.e. 4x BEAMS <br />ARE TO BE SUPPORTED BY 2-2x OR 4x POSTS i.e. 6x AND 8x BEAMS <br />ARE TO BE SUPPORTED BY 6x AND 8x POSTS RESPECTIVELY. <br />9. PROVIDE POSITIVE TYPE POST BEAM CONNECTION i.e. CC, BC, AC, <br />PC, L, T etc. <br />10.WHERE MULTIPLE 2x JOISTS ARE STITCHED TOGETHER <br />FOR 2 OR 3 - USE (2) 16d's AT 12" o.c. FOR 4 OR MORE <br />USE (2) ½" DIA. THROUGH BOLTS WITH WASHER AT 24" o.c. <br />11.MINIMUM NAILING (FASTENER SCHEDULE) REQUIREMENTS <br />SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL <br />BUILDING CODE. <br />12.JOINTS IN DOUBLE TOP PLATES OF STUD BEARING WALLS <br />SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. <br />13.ALL TOP PLATE SPLICES OF STUD WALLS SHALL BE A MINIMUM <br />OF 48" LONG WITH (8) 16d's EACH SIDE OF EACH SPLICE. ALL <br />INTERSECTING WALLS NOT AT 90 DEGREES WITH RESPECT TO <br />EACH OTHER SHALL BE STRAPPED TOGETHER <br />WITH “SIMP" ST22 STRAPS U.O.N. ALL STRAPS ARE TO BE <br />CENTERED ON SPLICE. <br />14.ALL MEMBERS SHALL BE FRAMED, ANCHORED, TIED AND <br />BRACED SO AS TO DEVELOP THE STRENGTH AND RIGIDITY <br />NECESSARY FOR THE PURPOSES FOR WHICH THEY ARE USED. <br />15.FOUNDATION CRIPPLE STUDS SHALL BE 2x6 DF AT 16" o.c. WITH <br />A MINIMUM LENGTH OF 14" SHALL BE SHEATHED WITH PLYWOOD <br />OR SOLID BLOCKED. <br />16.NOTCHNG OF EXTERIOR BEARING, NON-BEARING STUD WALLS <br />AND TOP PLATES SHALL BE NO MORE THAN 25% OF STUD / PLATE <br />WIDTH. BORED HOLES IN STUDS AND TOP PLATES SHALL BE NO <br />MORE THAN 40% OF THE STUD WIDTH IN BEARING WALLS AND 60% <br />IN NON-BEARING WALLS. <br />17.FIRE BLOCK STUD WALLS AND PARTITIONS (INCLUDING FURED <br />SPACES) AT FLOOR, CEILING, SOFFIT, AND AT MID-HEIGHT OF <br />WALLS OVER 10 FEET IN HEIGHT. <br />18.MINIMUM CLEARANCE BETWEEN BOTTOM OF FLOOR JOIST AND <br />THE GROUND SURFACE SHALL BE 18" MINIMUM. MINIMUM <br />CLEARANCE FOR GIRDERS TO GROUND SURFACE SHALL <br />BE 12" MINIMUM. <br />19.BEARING AND EXTERIOR WALL STUDS TO BE CAPPED WITH <br />DOUBLE TOP PLATE INSTALLED TO PROVIDE OVERLAPPING AT <br />CORNERS AND AT INTERSECTIONS WITH OTHER PARTITIONS. END <br />JOINTS IN DOUBLE TOP PLATES SHALL BE OFFSET AT LEAST 48". <br />20. <br />21. <br />22. <br />23. <br />PROVIDE BLOCKING BETWEEN ALL FLOOR JOISTS, TRUSSES, <br />AND RAFTERS AT ALL BEARING WALLS, GIRDERS, HEADERS, AND <br />BEAMS. <br />ALL STRUCTURAL LUMBER SHALL HAVE A MAXIMUM MOISTURE <br />CONTENT OF 19% AT THE TIME OF FABRICATION OR <br />CONSTRUCTION. <br />GLU-LAMINATED BEAM INSPECTION CERTIFICATES SHALL BE <br />SUBMITTED TO THE FIELD INSPECTORS PER CBC 1704.6. <br />ALL FABRICATION SHALL BE PERFORMED IN AN APPROVED <br />FABRICATORS SHOP IN ACCORDANCE WITH CBC 1703. <br />24. DEFERRED SUBMITTALS, INCLUDING ROOF TRUSS <br />CALCULATIONS WHERE OCCURS, SHALL BE SUBMITTED TO <br />DESIGN / PROJECT ENGINEER FOR REVIEW PRIOR TO START <br />CONSTRUCTION. <br />25. PSL - DENOTES 2.0E DF PARALLAM AS MANUFACTURED <br />BY “TRUS- JOIST" CORP. <br />LVL - DENOTES 1.8E DF MICRO-LAM AS MANUFACTURED <br />BY “TRUS-JOIST" CORP. <br />26. PROVIDE SQUASH BLOCKS IN CAVITY UNDER POSTS <br />SUPPORTING BEAMS ABOVE. MATCH POSTS WIDTH IN FLOOR <br />CAVITY AND PROVIDE THE SAME SIZE AND TYPE OF POSTS (AS <br />POST ABOVE) DOWN TO FOUNDATION. <br />1. ROOF SHEATHING: <br />½" STANDARD (5-PLY), CDX, PLYWOOD, APA #32/16 MIN. NAILED TO <br />FRAMING WITH 8d NAILS AT 6" o.c. EDGES AND BOUNDARY <br />NAILING (E.N.) AND 12"o.c. FIELD NAILING (F.N.) UNLESS OTHERWISE <br />NOTED. STAGGER ALL END JOINTS AND RUN PLYWOOD <br />PERPENDICULAR TO THE DIRECTION OF THE FRIAMING WITH PANEL <br />CLIPS AT ALL PLYWOOD EDGES. <br />2. SYMBOL INDICATES ROOF SUPPORT. USE 2-2x4 ROOF BRACES <br />WHERE BRACE LENGTH IS LESS THAN 72". USE 2-2x6 ROOF BRACES <br />WHERE BRACES LENGTH EXCEED 72" <br />3. TRUSS DESIGN BY TRUSS MANUFACTURER (WHERE <br />APPLICABLE). NOTE: TJI, MICRO-LAM, AND PARALLAM ARE TRADE <br />MARK NAMES OF “TRUS-JOIST" CORP. <br />4. PROVIDE EDGE NAILING TO ALL BLOCKING OR RIM <br />JOISTS. CONNECT ALL BLOCKING OR RIM JOISTS WHICH OCCUR IN <br />SHEAR WALL LINES, TO TOP PLATES WITH “SIMPSON <br />STRONG-TIE" A35 FRAMING CLIPS AT 48" o.c. UNLESS OTHERWISE <br />NOTED. <br />5. PROVIDE CONTINUOUS BLOCKING OVER ALL BEARING WALLS, <br />SHEAR WALLS, BEAMS, AND HEADERS. <br />6. NO PLYWOOD SHALL BE LESS THAN 12" IN ITS LEAST DIMENSION. <br />7. USE 5/8" THICK GYPSUM BOARD (SHEET ROCK) WHERE WOOD <br />FRAMING IS SPACED AT 24" o.c. ATTACHED TO FRAMING WITH <br />GYP. BOARD SCREWS AT 10" o.c. MAX. SCREWS SHALL BE LONG <br />ENOUGH TO PENETRATE INTO THE WOOD FRAMING A MINIMUM OF <br />¾". STAGGER ALL END JOINTS AND RUN THE GYP. BOARD <br />PERPENDICULAR TO THE DIRECTION OF THE FRAMING. <br />8. PROVIDE FREE VENTILATING AREA NOT LESS THAN 1/150 OF THE <br />AREA OF THE SPACE VENTILATED PER CODE. <br />9. LEAVE 1/8" SPACE AT ALL PANEL EDGE AND END JOINTS, UNLESS <br />OTHERWISE RECOMMENDED BY MANUFACTURER. <br />10.COVER SHEATHING AS SOON AS POSSIBLE WITH ROOFING <br />FELT FOR EXTRA PROTECTION AGAINST EXCESSIVE MOISTURE <br />PRIOR TO ROOFING APPLICATION. <br />11.PROVIDE PANEL CLIP OR TONGUE AND GROOVE EDGES IF <br />REQUIRED. <br />FOUNDATION <br />1. FOUNDATIONS ARE TO BE DESIGNED FOR A 1500 POUNDS PER <br />SQUARE FOOT ALLOW SOIL BEARING PRESSURE UNLESS <br />OTHERWISE NOTED. <br />2. MINIMUM CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS TO <br />BE 2500 psi (5 SACKS OF CEMENT PER CUBIC YARD, 4" MAXIMUM <br />SLUMP, ¾" MAXIMUM AGGREGATE SIZE.) <br />3. ALL CEMENT USED SHALL CONFORM TO ASTM C-150. <br />4. REINF. STEEL TO CONFORM TO ASTM A615-40 GRADE 40 MINIMUM. <br />5. HORIZONTAL OR VERTICAL REINFORCEMENT NOTED “CONT." SHALL <br />HAVE A MINIMUM SPICE EQUAL TO 30 BAR DIAMETERS IN <br />CONCRETE. <br />6. STAGGER ALL ADJACENT REINFORCEMENT SPLICES 48" MINIMUM <br />7. NO. 5 OR LARGER REINFORCEMENT STEEL SHALL NOT BE REBENT. <br />8. USE 4" CONC. SLAB WITH 6 x 6 - #10 / #10 W.W.M. OVER 2" OF CLEAN <br />DAMP SAND OVER 6 MIL VAPOR BARRIER OVER 4" CRUSHED ROCK <br />OVER COMPACTED <br />SPACES. USE <br />SUBGRADE <br />4" <br />AT <br />CONCRETE <br />LIVING <br />SLAB <br />WITH 6 x 6 - #10 / #10 W.W.M. OVER 4" CRUSHED ROCK OVER <br />COMPACTED SUBGRADE OF OTHER SLAB AREAS. INSTALL SLAB <br />REINFORCEMENT AT CENTER LINE OF CROSS SECTIONAL AREA OF <br />SLAB - TYPICAL. <br />9. CONTINUOUS CONCRETE FOOTING SHALL BE 1'-3" WIDE <br />BY 2'-6" MINIMUM BELOW NATURAL GRADE. REINF. WITH (1) #4 <br />HORIZONTAL BAR AND AT 4" CLEAR FROM TOP WITH (1) #4 HORIZ. <br />AT BAR AND AT 3" CLEAR FROM EARTH UNLESS OTHERWISE <br />NOTED. PROVIDE #4 VERTICAL REINFORCEMENT BARS AT 16"o.c. <br />WHEN STEM WALL HEIGHT EXCEEDS 36", MEASURED FROM TOP <br />OF FOOTING, OR WHERE CONSTRUCTION JOINTS OCCUR. <br />10.FOUNDATION SILL PLATES SHALL BE BOLTED TO THE <br />FOUNDATION WITH A 5/8" DIA. x 10" ANCHOR BOLTS UNLESS <br />OTHERWISE. BOLTS SHALL BE EMBEDDED 7" INTO REINFORCED <br />CONCRETE OR MASONRY AND SHALL BE SPACED NOT MORE THAN <br />6 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER <br />PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES OR <br />LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE <br />PIECE. <br />FLOOR FRAMING <br />1. FLOOR SHEATHING: <br />¾" STANDARD T&G PLYWWOOD , APA #48/24 MIN. GLUE AND <br />NAILED TO FRAMING WITH 8d NAILS AT 6" o.c. EDGE AND BOUNDARY <br />NAILING (E.N.) AND 10" o.c. FIELD NAILING (F.N.) UNLESS OTHERWISE <br />NOTED. STAGGER ALL END JOINTS AND RUN PLYWOOD <br />PERPENDICULAR TO THE DIRECTION OF THE FRAMING. (NOTE: 8d <br />RING SHANKS ARE RECOMMENDED IN LIEU OF 8d NAILS.) <br />2. TRUSS DESIGN BY TRUSS MANUFACTURER (WHERE <br />APPLICABLE). NOTE: TJI, MICRO-LAM, AND PARALLAM ARE TRADE <br />MARK NAMES OF “TRUS-JOIST" CORP. <br />3. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITION WALLS. <br />4. PROVIDE EDGE NAILING TO ALL BLOCKING OR RIM <br />JOISTS. CONNECT ALL BLOCKING OR RIM JOISTS WHICH OCCUR IN <br />SHEAR WALL LINES, TO TOP PLATES WITH “SIMPSON <br />STRONG-TIE" A35 FRAMING CLIPS AT 32" o.c. UNLESS OTHERWISE <br />NOTED. <br />5. PROVIDE CONTINUOUS BLOCKING OVER ALL BEARING WALLS, <br />SHEAR WALLS, BEAMS, AND HEADERS. <br />6. CARRY UPPER LEVEL POSTS INTO LOWER LEVELS AND PROVIDE <br />SOLID BLOCKING UNDER ALL POSTS IN FLOORS. <br />7. NO PLYWOOD SHALL BE LESS THAN 12" IN ITS LEAST DIMENSION. <br />8. USE 5/8" THICK GYPSUM BOARD (SHEET ROCK) WHERE WOOD <br />FRAMING IS SPACED AT 24" o.c. ATTATCHED TO FRAMING WITH <br />GYP. BOARD SCREWS AT 10" o.c. MAX. SCREWS SHALL BE LONG <br />ENOUGH TO PENETRATE INTO THE WOOD FRAMING A MINIMUM OF <br />¾". STAGGER ALL END JOINTS AND RUN THE GYP. BOARD <br />PERPENDICULAR TO THE DIRECTION OF THE FRAMING. <br />SHEET METAL AND FLASHING <br />1. FLASH ALL EXTERIOR OPENINGS. <br />2. FLASH AND COUNTERFLASH ALL ROOFS TO WALL CONDITIONS. <br />3. G.I. FLASH AND CAULK WOOD BEAMS. OUTRIGGERS AND <br />PROJECTIONS FROM EXTERIOR WALL AND ROOF SURFACES. <br />WORKMANSHIP <br />1. CONSTRUCTION SHALL BE OF THE HIGHEST QUALITY OF <br />WORKMANSHIP. ALL WALLS SHALL BE PLUMB AND TRUE. ALL <br />CONNECTIONS SHALL BE MADE SECURE ACCORDING TO <br />ACCEPTED CONSTRUCTION PRACTICES OR SPECIFIED HEREIN OR <br />AS PER THE CURRENT UNIFORM BUILDING CODE. <br />11.ALL WOOD BEARING ON CONCRETE OR MASONRY, OR WITHIN <br />FROM 6" FROM THE GROUND SURFACE, SHALL BE PRESSURE <br />TREATED DOUG FIR. <br />12.SAWCUT ALL SLABS WITH 1" DEEP CRACK CONTROL JOINTS AT <br />INTERVALS NOT TO EXCEED 30" o.c. EACH WAY. SAWCUT SHALL <br />OCCUR 16 TO 20 HOURS AFTER POUR. <br />13.REMOVE ALL TREES AND PLANTS, INCLUDING ALL ROOTS, <br />WITHIN 5' FROM FOUNDATION. <br />14.FINISH GRADE SHALL SLOPE AT 5% MINIMUM AWAY FROM ALL <br />STRUCTURES FOR A MINIMUM OF 10'. 2% AT IMPERVIOUS SUFACE. <br />15.PROVIDE UNDER FLOOR VENTILIATION NOT LESS THAN 1/150 <br />SQUARE FEET OF THE TOTAL UNDER FLOOR AREA. <br />16.PROVIDE A MINIMUM OF AN 18" X 24" FOUNDATION ACCESS TO <br />ALL UNDER FLOOR AREAS. <br />17.CONCRETE AGGREGATES SHALL CONFORM TO ASTM C-33. <br />18.PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN <br />SLEEVES OR OTHER APPROVED METHOD, BUT MAY NOT BE <br />EMBEDED THEREIN. <br />19.BOTTOM OF ALL FOOTING TRENCHES SHALL BE CLEAN AND <br />LEVEL. <br />20. <br />21. <br />ALL ANCHOR BOLTS SHALL BE 5/8" DIA UNLESS OTHERWISE <br />NOTED. <br />SEISMIC DESIGN CATEGORY D, E, F: ALL ANCHOR BOLTS SHALL <br />HAVE A MINIMUM OF A 3" X 3" X 0.229" THICK PLATE WASHER PER <br />IBC 2305.3.11. <br />22. WHERE ANCHOR BOLTS HAVE NOT BEEN PROPERLY LOCATED <br />USE SIMPSON TITEN HD BOLTS, OF THE SAME DIAMETER AS <br />ANCHOR BOLTS,WITH 7" <br />CONCRETE. INSTALL PER MANUFACTURE'S RECOMMENDATIONS. <br />23. HOLDOWN ANCHORS MUST BE TIE IN PLACE PRIOR TO <br />FOUNDATION INSPECTION. <br />BOLTING NOTES <br />1. HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. <br />2. HOLES FOR LAG BOLTS SHALL BE FIRST BORED TO THE SAME <br />NOMINAL DIAMETER AND DEPTH AS THE SHANK. THE REST SHALL <br />BE NO LARGER THAN THE ROOT OF THE THREAD. <br />3. LAG BOLTS SHALL SCREWED (NOT DRIVEN) INTO PLACE. <br />4. ALL NUTS AND BOLTS SHALL BE PROVIDED WITH FLAT OR <br />MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. <br />5. ALL BOLTS AND LAG BOLTS SHALL BE RE-TIGHTENED UPON <br />INSTALLATION AND RE-TIGHTEN BEFORE CLOSING IN OR AT THE <br />COMPLETION OF THE JOB. <br />6. ALL BOLTS SHALL BE ASTM A-307 MINIMUM UNLESS OTHERWISE <br />NOTED. BOLTS HALL BE NEW AND WITHOUT EXCESSIVE RUST. ALL <br />BOLTS SHALL BE EMBEDED INTO CONCRETE 7" MIN. <br />MIN EMBEDMENT INTO <br />2. SIMPSON STRONG-WALL CONCRETE TEMPLATES MUST BE USED <br />FOR ALL SIMPSON STRONG-WALL INSTALLATIONS AND MUST BE <br />SIMPSON STRONG WALLS <br />ACCORDANCE WITH THE REQUIREMENTS OF THE ICC-ES <br />1. SIMPSON STRONG WALLS ARE SPECIFIED ON THE PLANS BY THE <br />INSTALLED PRIOR TO FOUNDATION INSPECTIONS. <br />MODEL SET UP. ALL INSTALLATION AND MATERIAL SHALL BE IN <br />EVALUATION REPORT ESR-1679 <br />(4,000 PSI FOR DRYPACK/GROUT FOR BASE PLATES) <br />SHORING SHALL REMAIN UNDISTURBED FOR 24 HOURS FOR VERTICAL <br />CONCRETE CURING SHALL COMPLY WITH ACI 308. FORMS AND6. <br />MINIMUM 28-DAY ULTIMATE COMPRESSIVE STRENGTH 2,500 PSI <br />SHALL NOT EXCEED 1/3 SLAB THICKNESS, NOR 3/4 OF THE MINIMUM <br />TO ASTM C-33. THE NOMINAL MAXIMUM SIZE OF THE AGGREGATES <br />AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM <br />THE MIX DESIGN WILL ATTAIN THE REQUIRED SPECIFIED STRENGTH <br />THE CONCRETE SUPPLIER SHALL BEAR THE RESPONSIBILITY THAT <br />CONCRETE MIXES SHALL BE DESIGNED BY A RECOGNIZED TESTING <br />SHALL CONFORM TO THE LATEST ADOPTED EDITION OF THE <br />ALL CONCRETE MATERIALS, CONSTRUCTION AND WORKMANSHIP <br />LABORATORY AND SHALL BE STAMPED AND SIGNED BY A LICENSED <br />CLEAR SPACING BETWEEN REINFORCING BARS. LIGHTWEIGHT <br />5. <br />4. <br />3. <br />2. <br />CONCRETE <br />ACI 318-14 CODE AND SPECIFICATION AND APPLICABLE CALIFORNIA <br />1. <br />BUILDING CODES. <br />CIVIL OR STRUCTURAL ENGINEER. <br />AND SHRINKAGE CHARACTERISTICS. <br />AGGREGATE SHALL CONFORM TO ASTM C-330. <br />SURFACES AND 10 DAYS FOR STRUCTURAL SLABS. <br />NOTES: <br />(1) <br />(2) <br />(3) <br />(4) <br />(5) <br />(6) <br />(7) <br />(8) <br />NOTES: <br />(1) <br />(2) <br />(3) <br />(4) <br />(5) <br />(6) <br />(7) <br />(8) <br />(9) <br />(10) <br />(11) <br />(12) <br />SHEAR WALL SCHEDULE <br />NAIL VERTICAL EDGES OF ALL SHEETS. USE 8d HOT DIP GALV. NAILS. <br />ALL CONTINUOUS FOOTINGS SHALL HAVE 5/8" DIA X 10" ANCHOR BOLTS AT 48" o.c. UNLESS OTHERWISE NOTED. <br />DESIGNATES SILL BOLTING OR NAILING WHERE SHEARWALL SHEATHING MATERIAL IS APPLIED TO BOTH SIDES OF WALL. <br />STUDS AT SHEAR WALL LINES SHALL BE SPACED AT NO MORE THAN 16" o.c. SHEAR NAILING SHALL BE DONE IN MANNER TO AVOID <br />HORIZONTAL JOINTS SHALL OCCUR OVER FULL DEPTH 2x SOLID BLOCKING. <br />PROVIDE SHEARWALL EDGE NAILING (AS NOTED) TO ALL POSTS WHICH HAVE HOLDOWNS AT THE TOP OR BOTTOM OF THE POST. <br />SEE APPROPRIATE DETAILS FOR APPLICATION OF PLATE NAILING AND/OR CLIP. <br />PROVIDE A MINIMUM OF (2) ANCHOR BOLTS PER SHEARWALL PANEL. <br />ALL NAILS USED IN SHEARWALLS ARE TO BE COMMON NAILS: <br />8d COMMON NAILS TO BE 0.131 X 2-1/2" MIN <br />10d COMMON NAILS TO BE 0.148 X 3" MIN <br />SILL PLATE NAILS ONLY MAY BE COMMON NAILS OR GREEN VINYL SINKERS. <br />WHERE PLYWOOD IS ON BOTH SIDES OF A WALL AND NAIL SPACING IS LESS THAN 6"o.c. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET <br />TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAING SHALL BE 3X NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. <br />ALL ANCHOR BOLTS SHALL HAVE A MINIMUM OF A 3"x3"x0.229" THICK PLATE WASHER. <br />WHERE THE ALLOWABLE SHEAR VALUES EXCEED 350 plf SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTING PANELS <br />EXCEPTION: WHERE THE ALLOWABLE SHEAR IS LESS THAN 600 plf. THE SILL PLATE MAY BE 2x PROVIDED THE ANCHOR BOLT SPACING IS HALVED. <br />HOLD DOWN SCHEDULE <br />EDGE NAIL SHEAR WALL SHEATHING TO POSTS FASTENED TO HOLDOWNS <br />THE MIMIMUM CONCRETE STRENGTH AT 28 DAYS TO BE 2500 PSI. <br />HOLDOWNS TO BE INSTALLED IN ACCORDANCE W/ THE MANUF.'S INSTALLATION RECOMMENDATIONS. <br />HOLDOWN HARDWARE SHALL BE MANUFACTURED BY "SIMPSON STRONG-TIE" CORP. OR EQUAL. <br />PROVIDE 3" MIMIMUM COVER BENEATH ALL HOLDOWN BOLTS TO GRADE. <br />INSTALL STANDARD NUTS, WASHERS AND COUPLERS AS REQUIRED. <br />ALL HOLDOWNS SHALL BE SET IN PLACE BY TEMPLATE PRIOR TO FOUNDATION INSPECTION. <br />INCREASE HOLDOWN POST SIZE TO MATCH FULL DEPTH OF STUD WALLS WHERE OCCURS. <br />NOTES: <br />(1) <br />(2) <br />(3) <br />(4) <br />P1.5 <br />P2.0 <br />P2.5 <br />P3.0 <br />18" X 18" <br />24" X 24" <br />30" X 30" <br />36" X 36" <br />DESIGN SOIL PRESSURE = 1500 PSF <br />THE MINIMUM CONCRETE STRENGTH AT 28 DAYS TO BE 2500 PSI. <br />REINFORCE STEEL TO CONFORM TO ASTM A615-40 <br />DEPTH / THICKNESS OF FOOTING INDICATES MINIMUM DEPTH OF BOTTOM FOOTING BELOW NATURAL GRADE <br />SYMBOL <br />WIDTH <br />ONE <br />STORY <br />18" <br />18" <br />18" <br />18" <br />TWO <br />STORY <br />18" <br />18" <br />18" <br />18" <br />3 - #4'S <br />4 - #4'S <br />5 - #4'S <br />6 - #4'S <br />2250 <br />4000 <br />6250 <br />9000 <br />DEPTH <br />FOUNDATION SCHEDULE <br />SQUARE FOOTING <br />REINF. EACH <br />WAY <br />ALLOW COL. <br />LOAD <br />(LBS.) <br />MODEL <br />NUMBER <br />(3) <br />HDU2 <br />HDU4 <br />HDU5 <br />HDU8 <br />HDU11 <br />MINIMUM <br />POST <br />SIZE <br />(8) <br />2 - 2 x 4 <br />2 - 2 x 4 <br />2 - 2 x 4 <br />4 x 6 <br />4 x 4 <br />1-5/16" <br />1-5/16" <br />1-5/16" <br />1-3/8" <br />1-3/8" <br />SSTB16 <br />SSTB20 <br />SB1X30 <br />SSTB28 <br />SSTB24 <br />DISTANCE <br />FROM CENTER <br />OF CONCRETE <br />ANCHOR TO <br />FACE OF POST <br />CONCRETE <br />ANCHOR TYPE <br />POST <br />MIDWALL/ <br />CORNER <br />(5,6,7) <br />SSTB20 <br />SB5/8X24 <br />SB5/8X24 <br />SSTB28 <br />SB1X30 <br />(6) SDS 1/4"x2-1/2" <br />(10) SDS 1/4"x2-1/2" <br />(14) SDS 1/4"x2-1/2" <br />(20) SDS 1/4"x2-1/2" <br />(30) SDS 1/4"x2-1/2" <br />GARAGE <br />CURB <br />FASTENERSSLAB-ON GRADE <br />STEMWALL <br />SSTB24 <br />SB5/8X24 <br />PAB8 <br />SB7/8X24 <br />SB5/8X24 <br />EDGE AND 12" O.C. FIELD. <br />SHTG. W/ 10d NAILS @ 2" O.C. <br />15/32" STRUCTURAL I <br />EDGE AND 12" O.C. FIELD. <br />SHTG. W/ 10d NAILS @ 3" O.C. <br />15/32" STRUCTURAL I <br />(1) <br />(1) <br />2X <br />3X <br />3X <br />2X2X 6" <br />2X <br />2X <br />2X <br />2X <br />2" <br />(2) ROWS <br />24"260 <br />8" <br />6" <br />665 <br />870 <br />EDGE AND 12" O.C. FIELD. <br />SHTG. W/ 10d NAILS @ 4" O.C. <br />15/32" STRUCTURAL I <br />15/32" STRUCTURAL I <br />SHTG. W/ 10d NAILS @ 6" O.C. <br />EDGE AND 12" O.C. FIELD. <br />CONSTRUCTION <br />SHEAR <br />No. <br />WALL <br />SHEAR TRANSFER <br />CENTER TO CENTER <br />2X <br />3X <br />PLATE <br />SILL <br />2X <br />2X <br />2X <br />2X <br />4" <br />3" <br />MIN. <br />AT FLOOR <br />OR RIM <br />BLOCKING <br />PLATE <br />SOLE <br />16d <br />16" <br />8" <br />340 <br />510 <br />SPACING <br />A35 <br />CAPACITY <br />SHR WALL <br />(plf) <br />EDGE AND 12" O.C. FIELD. <br />W/ 8d NAILS @ 6" O.C. <br />3/8" SHEATHING <br />(1) <br />2 <br />3 <br />4 <br />5 <br />1 <br />EDGE AND 12" O.C. FIELD. <br />SHTG. W/ 10d NAILS @ 4" O.C. <br />15/32" STRUCTURAL I <br />3X 2X2X SDS 9803D1/4x6 @ 4" <br />BOTH SIDE <br />@ 8" <br />STAGG @3" <br />WIND SPEED = 95 MPH <br />EDGE NAIL SHEAR WALL SHEATHING TO POSTS FASTENED TO HOLDOWNS. <br />MARK <br />OWNER: <br />SHEET TITLE: <br />NOTES: <br />PROJECT NUMBER: <br />DRAWN BY: <br />CHECK BY: <br />DATE DESCRIPTION <br />GRAPHIC SCALE: <br />NE <br />W <br /> <br />D <br />E <br />T <br />A <br />C <br />H <br />E <br />D <br /> <br />A <br />D <br />U <br />11 <br />1 <br />2 <br /> <br />W <br /> <br />6 <br />T <br />H <br /> <br />S <br />T <br />, <br />SA <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />3 <br />A 07.18.2023 PLAN CHECK <br />S-0 <br />STRUCTURAL SPEC. <br />10/1/2023 11:24:01 PM <br />THANH NGUYEN <br />14572 HARPER STREET - MIDWAY CITY, CA 92655 <br />Tel.: +1 909 534 7760 | Email. Tyke7074@yahoo.com <br />OWNER: <br />MINH TAM VU <br />17342 COBBLESTONE LN, <br />HUNTINGTON BEACH, CA 92648