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THE CONTRACTOR SHALL CONFORM TO ALL STATE AND LOCAL LAWS GOVERNING THE <br />WORK AND OBTAIN ALL NECESSARY LICENSES AND PERMITS. <br />1. <br />2. <br />A.B. ANCHOR BOLT <br />ABV. ABOVE <br />BAR. REINF. BAR <br />BD. BOARD <br />BLK'G. BLOCKING <br />BLW. BELOW <br />BM. BEAM <br />B.N. BOUNDARY NAIL <br />B.O.B BOTTOM OF BEAM <br />BOTT. BOTTOM <br />B.W. BOTH WAYS <br />CANT.CANTILEVER <br />CJ. CEILING JOIST <br />COL. COLUMN <br />CONC. CONCRETE <br />CONT. CONTINUOUS <br />DBL. DOUBLE <br />D.F. DOUGLAS FIR <br />DIA. DIAMETER <br />(E) EXISTING <br />E.W. EACH WAY <br />E.J. EXPANSION JOINT <br />E.N. EDGE NAIL <br />EQ. EQUAL <br />E.O.R. ENGINEER OF RECORD <br />F.G. FINISH GRADE <br />F.J. FLOOR JOIST <br />FL. FLUSH <br />F.N. FIELD NAIL <br />F.O.C. FACE OF CONCRETE <br />F.O.M. FACE OF MASONRY <br />F.O.S. FACE OF STUDS <br />GA. GAUGE <br />GALV. GALVANIZED <br />ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST <br />ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED <br />OR NOT CLEAR, CONTACT THE ARCHITECT OR ENGINEER OF RECORD (E.O.R.) FOR <br />CLARIFICATIONS. <br />THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL, <br />PLUMBING, MECHANICAL, CIVIL AND ELECTRICAL DRAWINGS AS TO ALL LAYOUTS, <br />DIMENSIONS AND ELEVATIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE <br />ARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. <br />3. <br />SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS <br />MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND <br />PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE <br />PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY <br />AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM <br />THE E.O.R SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL <br />SPECIFIED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. <br />4. <br />ANY DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OF <br />STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR <br />REVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS & PRIOR <br />TO PROCEEDING WITH THE WORK. <br />5. <br />EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. <br />CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO <br />CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE <br />CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE <br />CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S <br />REPRESENTATIVE. <br />6. <br />THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD <br />IMPOSED UPON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THE <br />DESIGN CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS ARE IMPOSED. <br />7. <br />SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO <br />MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED <br />BY ARCHITECT/WATER PROOFING CONSULTANT. <br />8. <br />FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL AND SHALL APPLY GENERALLY <br />THROUGHOUT SIMILAR CONDITIONS. ALL DETAILS REFERENCED, AND DETAILS NOT <br />REFERENCED ON PLANS, SHALL BE CONSIDERED TYPICAL AND APPLY TO ALL SIMILAR <br />CONDITIONS OF THE CONSTRUCTION. <br />9. <br />UNLESS SHOWN OTHERWISE, DETAILS SHOWN ON "TYPICAL DETAIL" SHEETS SHALL BE <br />USED WHEREVER APPLICABLE. SPECIFIC DETAILS ON THE STRUCTURAL DRAWINGS TAKE <br />PRECEDENCE OVER "TYPICAL DETAILS". SPECIFIC NOTES ON STRUCTURAL DRAWINGS <br />TAKE PRECEDENCE OVER NOTES SHOWN IN "GENERAL NOTES". <br />10. <br />THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED <br />STRUCTURE, UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF <br />CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO <br />PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. <br />SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF <br />LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY <br />THE ARCHITECT OR E.O.R SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. <br />11. <br />DESIGN CRITERIA <br />GENERAL NOTES <br />TYPICAL ABBREVIATIONS <br />GLB. GLUE-LAMINATED BEAM <br />GR.BM.GRADE BEAM <br />GWB. GYPSUM WALLBOARD <br />HI. HIGH <br />HDR. HEADER <br />HFX HARDY FRAME <br />HORIZ.HORIZONTAL <br />INFO. INFORMATION <br />K.P. KING POST <br />LT.WT.LIGHT WEIGHT <br />L.V.L. LAMINATED VENEER LUMBER <br />MAS. MASONRY <br />M.B. MACHINE BOLT <br />MANUF.MANUFACTURER <br />(N) NEW <br />N.G. NATURAL GRADE <br />O/C ON CENTER <br />P.J. POUR JOINT <br />PSL. PARALLAM BEAM <br />PLWD.PLYWOOD <br />P.T. PRESSURE TREATED <br />REINF.REINFORCING <br />REQ'D REQUIRED <br />RR. ROOF RAFTER <br />T.O.B TOP OF BEAM <br />UNO.UNLESS NOTED OTHERWISE <br />V.I.F. VERIFY IN FIELD <br />F.H. FULL HEIGHT <br />A. NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE <br />STATED. NAILS FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM <br />AVERAGE BENDING YIELD STRENGTHS AS SHOWN: 90 ksi FOR SHANK DIAMETERS LARGER <br />THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 ksi FOR SHANK DIAMETERS <br />OF 0.142 INCH OR LESS. <br />B. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS <br />WHERE SPANS ARE 48 INCHES OR GREATER. <br />C. FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9 FOOT PANELS SHALL BE APPLIED VERTICALLY. <br />D. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON CHAPTER 23. <br />E. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOF <br />FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND <br />RIDGES, NAILS SHALL BE SPACED AT 6 INCHES ON CENTER WHERE THE ULTIMATE DESIGN <br />WIND SPEED IS LESS THAN 130 MPH AND SHALL BE SPACED 4 INCHES ON CENTER WHERE <br />THE ULTIMATE DESIGN WIND SPEED IS 130 MPH OR GREATER BUT LESS THAN 140 MPH. <br />F. GYPSUM SHEATHING SHALL CONFORM TO ASTM C1396 AND SHALL BE INSTALLED IN <br />ACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C208. <br />G. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES <br />SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS <br />ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES <br />SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR <br />FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE <br />PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER <br />SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING. <br />H.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE <br />WITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS <br />FROM THE CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL <br />ON THE OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED. <br />I. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN <br />ASTM F1667. <br />FOR NON-SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALL WITH ROUND <br />WASHERS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X <br />7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X 9/64" THICK WASHER FOR 5/8" Ø <br />BOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O. <br />NAIL SPACING TO BE NOT LESS THAN REQUIRED PENETRATION. EDGE AND END <br />DISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE AND <br />END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. HOLES FOR <br />NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETER <br />SMALLER THAN THAT OF THE NAILS. ALL NAILS SHALL BE SINKER NAILS AND STAGGERED <br />U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE. <br />STRUCTURAL GLUED-LAMINATED (GLULAM) TIMBER OF SOFTWOOD SPECIES SHALL BE IN <br />CONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D3737, OR OTHER CODE <br />APPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. <br />MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEM APA EWS <br />TRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY <br />ASSURANCE AND MARKING PROVISIONS OF ANSI/AITC STANDARD A190.1. THE <br />MANUFACTURER OR SELLER SHALL SUBMIT CERTIFICATES OF CONFORMANCE TO THE <br />FIELD INSPECTOR PRIOR TO INSTALLATION. <br />ALL NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE <br />REQUIREMENTS. FRAMING PLAN IS ONLY SHOWING FOR THE MAIN STRUCTURAL <br />ELEMENTS IN ACCORDANCE WITH BUILDING CODE OR REQUIREMENTS ARE SPECIFIED OR <br />REQUIRED BY THE LOCAL JURISDICTION. <br />ALL CEILING JOISTS ARE TO BE 2x JOISTS. REFER TO FRAMING FOR ACTUAL SIZE AND <br />SPACING. <br />USE 5/8" DIA. X MIN. 12" ANCHOR BOLTS W/ MIN. 7" EMBEDMENT INTO CONCRETE <br />FOOTING AT 48" O.C. MAX. FOR SILL PLATE TO FOUNDATION UNLESS NOTED OTHERWISE <br />ON SHEARWALL SCHEDULE. A BOLT BETWEEN 6" TO 12" FROM THE END OF EACH PIECE <br />OF SILL (2 BOLTS MIN EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHERE <br />PLATE IS CUT OUT OVER ONE-THIRD OF CROSS SECTION. <br />FOR INTERIOR NON-SHEAR WALLS USE SIMPSON 0.157"Ø SERIES PDPAWL SHOT PINS <br />WITH A PENETRATION OF 11/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE <br />WITH ICC ESR-2138. <br />THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH <br />CURRENT APPROVED ICC-ES EVALUATION REPORT WITH THE FOLLOWING MECHANICAL <br />PROPERTIES: <br />ALL WALLS SHALL BE CONSTRUCTED USING 2x STUDS @ 16" O.C. REFER TO FRAMING <br />PLANS FOR ACTUAL STUD SIZE AND SPACING. <br />TYPICAL UNBLOCKED DIAPHRAGM, UNO ON PLANS4. <br />5. <br />HOT DIP GALVANIZED FASTENERS SUCH AS (BUT NOT LIMITED TO) NAILS, SCREWS, <br />BOLTS, THREADED ROD, ETC., SHALL BE USED WHEN IN CONTACT WITH PRESERVATIVE <br />OR FIRE RETARDANT TREATED LUMBER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN <br />SBX/DOT AND ZINC BORATE PRESERVATIVE TREATED WOOD IN AN INTERIOR, DRY <br />ENVIRONMENT SHALL BE PERMITTED. <br />STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TO <br />THE CONCRETE OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP, <br />MID-HEIGHT AND BOTTOM. <br />FRAMING MEMBER <br />BEAMS/ POST/ RAFTERS <br />& ALL OTHER <br />STRUCTURAL FRAMING <br />2x FRAMING: #2 DF <br />4x FRAMING: #2 DF <br />6x FRAMING: #1 DF <br />8x FRAMING: #1 DF <br />STUDS DFL STUD GRADE (UP TO 9'-0") <br />DFL #2 (TALLER THAN 9'-0") <br />TOP PLATES & MUD SILLS DFL CONSTRUCTION GRADE OR BETTER <br />ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR-LARCH SPECIES, (19% MAXIMUM <br />MOISTURE CONTENT AT THE TIME OF CONSTRUCTION U.N.O.). <br />FRAMING <br />MEMBER <br />BEAM/ <br />HEADERS <br />SIZE (WIDTH)Fb Fc perp F Fv Ft Ec parallel TYPE <br />MATERIAL <br />RIM <br />BOARD <br />3 1/2" & WIDER <br />1 3/4" & 2 5/8" WIDE <br />1 1/4" THICK (MIN) <br />3100 <br />PSI <br />2800 <br />PSI <br />1750 <br />PSI <br />750 <br />PSI <br />525 <br />PSI <br />285 <br />PSI <br />285 <br />PSI <br />225 <br />PSI <br />2150 <br />PSI <br />2150 <br />PSI <br />1100 <br />PSI <br />2.0E6 <br />PSI <br />3000 <br />PSI <br />2500 <br />PSI <br />(MIN) <br />SPEC CAMBER CONDITION <br />LVL <br />LVL <br />LVL <br />24F-V4 <br />24F-V8 <br />2400 PSI 1850 PSI <br />Fb <br />@ BOT @ TOP <br />Fb Fv <br />(MIN) <br />E <br />(MIN) <br />265 PSI <br />2.0E6 <br />PSI <br />1.3E6 <br />PSI <br />1.8E6 PSI1600' RADIUS, <br />UNO SINGLE SPAN <br />2400 PSI 2400 PSI 265 PSI 1.8E6 PSI1600' RADIUS, <br />UNO ALL OTHERS <br />NAIL SIZE <br />8d COMMON <br />10d COMMON <br />16d COMMON <br />0.131"2 1/2" <br />0.148" <br />0.162" <br />3" <br />3 1/2" <br />SPECIFICATION <br />SAWN LUMBER1. <br />STRUCTURAL COMPOSITE LUMBER2. <br />GLUED LAMINATED LUMBER3. <br />750 <br />PSI <br />3000 <br />PSI <br />SHANK DIAMETER LENGTH <br />ROOF <br />FLOOR <br />SHEATHING <br />APA RATED SHEATHING 15/32 <br />PERFORMANCE CATEGORY 32/16 <br />EXPOSURE 1 <br />NAILING <br />8d's @ 6" B.N. <br />8d's @ 6" E.N. <br />8d's @ 12" F.N. <br />APA RATED STURD-I-FLOOR 23/32 <br />PERFORMANCE CATEGORY 24" OC <br />EXPOSURE 1 <br />10d's @ 6" B.N. <br />10d's @ 6" E.N. <br />10d's @ 12" F.N. <br />USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING <br />ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. <br />AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTENERS CAN BE USED: <br />GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE <br />SCREWS (ICC-ER-1472) <br />FOR SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALLED WITH PLATE <br />WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF <br />PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL. <br />ALL METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE <br />COMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC PUBLISHED VALUES AND <br />SHALL BE INSTALLED PER SPECIFICATIONS, NO EXCEPTIONS. <br />1. <br />2. <br />3. <br />4. <br />SILL PLATE SHALL BE PRESSURE-TREATED AND UNDER SHEAR WALLS OF UP TO 4'-0" IN <br />LENGTH MUST BE CONTINUOUS. <br />6. <br />7. <br />8. <br />10. <br />STUD BEARING WALLS AND PARTITIONS SHALL HAVE HAVE DOUBLE TOP PLATES LAPPED <br />AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND LOWER MEMBERS OF <br />DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST 4'-0". <br />HOLES IN WOOD MEMBERS FOR BOLTS SHALL BE THE NOMINAL BOLT DIAMETER PLUS 1/16". <br />LAG SCREWS SHALL BE TURNED, NOT DRIVEN, INTO PRE DRILLED HOLES. HOLES IN <br />WOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME DIAMETER AND DEPTH AS <br />THE SHANK, AND FOR THE THREADED PORTION BORED WITH A BIT NOT LARGER THAN <br />40% TO 70% OF THE SHANK DIAMETER. <br />I-JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER OR EQUIVALENT APPROVED ICC <br />MANUFACTURED PRODUCT. <br />9. <br />WOOD COLUMNS SHALL HAVE SOLID VERTICAL BLOCKING THROUGH THE FLOORS TO THE <br />SUPPORT BELOW. <br />FOR WALLS 10'-0" AND GREATER PROVIDE BLOCKING AT MID-HEIGHT FOR CONSTRUCTION <br />STABILITY. <br />ALL WALLS SHALL HAVE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE, UNO. <br />ALL EXTERIOR LUMBER AND ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY, OR <br />EXPOSED TO THE EXTERIOR SHALL BE TREATED LUMBER. <br />DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN <br />THE DETAILS. <br />PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND SOLID BLOCKING BENEATH <br />ALL WALLS PERPENDICULAR TO JOISTS. <br />WOOD NAILERS: UNO. ON PLANS AND DETAILS, WHERE WOOD MEMBERS ARE TO BE <br />CONNECTED TO STEEL ELEMENTS, OR WHERE WOOD NAILERS CONNECTED TO STEEL <br />MEMBERS ARE NEEDED FOR PROPER INSTALLATION OF FINISH MATERIALS, AS A MINIMUM <br />PROVIDE WOOD NAILERS AS SPECIFIED BELOW WITH 5/8"Ø WELDED THREADED STUDS @ <br />24" O.C.: <br />A. WOOD NAILERS NEEDED ONLY FOR INSTALLATION OF FINISH MATERIAL: 2X <br />WOOD NAILERS, COUNTERSINKING OF THREADED STUDS BOLT IS ACCEPTABLE IF NEEDED <br />FOR FLUSH INSTALLATION OF FINISH MATERIAL. <br />B. WOOD NAILERS NEEDED TO SUPPORT OTHER WOOD ELEMENTS: 2X OR 3X WOOD <br />NAILERS WITH OR WITHOUT COUNTERSINKING OF THREADED STUDS BOLT RESPECTIVELY. <br />1. <br />2. <br />3. <br />4. <br />5. <br />6. <br />7. <br />8. <br />9. <br />12. <br />10. <br />13. <br />14. <br />WOOD SCREWS SHALL BE TURNED, NOT DRIVEN, INTO LEAD HOLES. SOAP OR OTHER <br />LUBRICANTS SHALL BE PERMITTED AS NEEDED TO FACILITATE THE INSERTION AND <br />PREVENT DAMAGE OF THE WOOD SCREW. LEAD SCREWS SHALL BE ABOUT 7/8 THE <br />DIAMETER OF THE SCREW. THE MINIMUM PENETRATION OF WOOD SCREWS SHALL BE 10 <br />TIMES THE SCREW DIAMETER OR 1.5", WHICHEVER IS GREATER. PENETRATION IS <br />MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. <br />15. <br />11. <br />16. <br />17. <br />NAILING & HARDWARE <br />WOOD FRAMING <br />WOOD <br />(MIN)(MIN)(MIN)(MIN)(MIN) <br />ALL WOOD CONSTRUCTION CONNECTORS SHOWN ON THE PLANS OR DETAILS SHALL BE <br />SIMPSON STRONG-TIE OR EQUIVALENT, U.N.O. ALL CONNECTORS SHALL BE INSTALLED <br />PER MANUFACTURER'S RECOMMENDATIONS IN CONJUNCTION WITH APPROVED ICC <br />REPORTS. NOTIFY E.O.R FOR ANY POTENTIAL SUBSTITUTION PRIOR TO COMMENCING <br />WORK. <br />18. <br />- ALL SHEATHING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALL <br />BE C-D OR C-C SHEATHING CONFORMING TO CBC 2303.1.5. <br />1. BLOCKING BETWEEN CEILING <br />JOISTS OR RAFTERS TO TOP PLATE <br />2. CEILING JOISTS TO TOP PLATE <br />3. CEILING JOIST NOT ATTACHED TO <br />PARALLEL RAFTER, LAPS OVER <br />PARTITION <br />4. CEILING JOIST ATTACHED TO <br />PARALLEL RAFTER <br />5. COLLAR TIE TO RAFTER, FACE NAIL <br /> OR 1 1/4"X20 GA.RIDGE <br /> STRAP TO RAFTER <br />6. RAFTER OR ROOF TRUSS <br />TO TOP PLATE <br />7. ROOF RAFTERS TO RIDGE, VALLEY <br />OR HIP RAFTERS OR ROOF RAFTER <br />TO MINIMUM 2" RIDGE BEAM <br />3-8d COMMON <br />3-16d COMMON <br />PER TABLE 2308.11.3.1 <br />DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE <br /> OF FASTENER <br />TOE NAIL <br />FACE NAIL <br />FACE NAIL <br />EACH RAFTER <br />(2) TOE NAILS ON <br />ONE SIDE AND (1) <br />TOE NAIL ON OPP. <br />SIDE OF EACH <br />RAFTER OR TRUSS <br />3-8d COMMON PER JOIST, <br />TOE NAIL <br />3-10d COMMON <br />FACE NAIL <br />3-10d COMMON <br />3-10d COMMON TOE NAIL <br />SPACING AND <br />LOCATION <br />ROOF <br />WALL <br />8. STUD TO STUD(NOT AT BRACED <br /> WALL PANELS) <br />16d COMMON 24" o.c. FACE NAIL <br />9. STUD TO STUD AND ABUTTING <br />STUDS AT INTERSECTING WALL <br />CORNERS ( AT BRACED WALL PANELS) <br />16" o.c. FACE NAIL16d COMMON <br />10. BUILT-UP HEADER( 2" TO 2" <br />HEADER WITH 1/2" SPACER) <br />16d COMMON 16" o.c. FACE NAIL <br />11. CONTINUOUS HEADER TO STUD 4-8d COMMON TOE NAIL <br />12. TOP PLATE TO TOP PLATE 16d COMMON 16" o.c. FACE NAIL <br />13. DOUBLE TOP PLATE SPLICE 8-16d COMMON FACE NAIL ON EA. <br />SIDE OF END JOINT <br />(MINIMUM 24" LAP <br />SPLICE LENGTH EA. <br />SIDE OF END JOINT) <br />14. BOTTOM PLATE TO JOIST, RIM <br />JOIST,BAND JOIST OR BLOCKING(NOT <br />AT BRACED WALL PANELS) <br />16d COMMON <br />15. BOTTOM PLATE TO JOIST, RIM <br />JOIST,BAND JOIST OR BLOCKING(AT <br />BRACED WALL PANELS) <br />2-16d COMMON <br />20. 1"x8" AND WIDER SHEATHING TO <br />EACH BEARING. <br />FACE NAIL <br />19. 1"x 6" SHEATHING TO EACH <br />BEARING. <br />2-8d COMMON FACE NAIL <br />18. 1" BRACE TO EACH STUD <br />AND PLATE. <br />2-8d COMMON FACE NAIL <br />17. TOP PLATES, LAPS AT CORNERS <br />AND INTERSECTIONS. <br />2-16d COMMON FACE NAIL <br />16. TOP OR BOTTOM PLATE TO <br />STUD. <br />2-16d COMMON <br />NAILING SCHEDULE <br />END NAIL <br />3-8d COMMON <br />16" o.c. FACE NAIL <br />16" o.c. FACE NAIL <br />21. JOIST TO SILL, TOP PLATE OR <br />GIRDER. <br />3-8d COMMON TOE NAIL <br />22. RIM JOIST, BAND JOIST OR <br />BLOCKING TO SILL OR TOP PLATE <br />8d COMMON 6" o.c. TOE NAIL <br />23. 1"x6" SUBFLOOR OR LESS TO <br />EACH JOIST. <br />2-8d COMMON FACE NAIL <br />24. 2" SUBFLOOR TO JOIST OR <br />GIRDER.2-16d COMMON BLIND AND <br />FACE NAIL <br />25. 2" PLANKS (PLANK & <br />BEAM-FLOOR & ROOF). <br />AT EACH BEARING, <br />FACE NAIL. <br />26. BUILT-UP GIRDERS AND BEAMS, <br />2-INCH LUMBER LAYERS. <br />20d COMMON <br />32" O.C. FACE <br />NAIL AT TOP AND <br />BOTTOM <br />STAGGERED ON <br />OPPOSITE SIDES. <br />AND: <br /> 2-20d COMMON <br />FACE NAIL AT <br />ENDS AND AT <br />EACH SPLICE. <br />27. LEDGER STRIP SUPPORTING <br />JOISTS OR RAFTERS.3-16d COMMON <br />EACH JOIST OR <br />RAFTER, <br />FACE NAIL <br />29. BRIDGING OR BLOCKING <br />TO JOIST. <br />2-8d COMMON EACH END, TOE <br />NAIL <br />2-16d COMMON <br />28. BAND OR RIM JOIST TO JOIST.3-16d COMMON END NAIL <br />PROJECT DESIGN CRITERIA <br />BUILDING CODE 2025 CBC <br />OCCUPANCY CATEGORY III <br />GEOTECHNICAL ENGINIEER ASSUMED - CH. 18 MINIMUMS <br />REPORT NUMBER N/A <br />DATE N/A <br />ALLOWABLE SOIL BEARING PRESSURE 1500 PSF <br />GEOTECHNICAL PARAMETERS <br />VERTICAL (GRAVITY) DESIGN PARAMETERS: (PSF) <br />(LIVE LOADS ARE REDUCIBLE, U.N.O.) <br />Dead Roof live Snow Live <br />20 20 -Roof <br />COEFFICIENT OF FRICTION - <br />CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF <br />ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. <br />PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O. <br />THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c=3000 <br />a. ALL LOCATIONS, U.N.O: MIN 3000 PSI, (W/C = 0.45) SPECIAL INSPECTION IS <br />REQUIRED WHEN f'c > 2500 PSI. <br />b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY <br /> WEIGHT: 4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED. <br />c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY <br /> WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED. <br />1. <br />AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW <br />SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE FOR LIGHTWEIGHT <br />CONCRETE SHALL CONFORM TO ASTM C-330. <br />DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN <br />MIXING CONCRETE SHALL CONFORM WITH ASTM C1602. <br />CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOT <br />VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UP <br />TO 20% PORTLAND CEMENT BY VOLUME. <br />CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND <br />SHALL BE SUBMITTED TO E.O.R. FOR REVIEW. <br />ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS SHALL BE <br />WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. <br />2. <br />3. <br />4. <br />5. <br />6. <br />7. <br />8. <br />9. <br />CONCRETE <br />TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH <br />ASTM C94. <br />10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI 305R <br />AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING. <br />11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF CURING <br />HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB CURING, <br />CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF CURING <br />COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY WORK. <br />MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE BEEN <br />ADDED IN THE MIX DESIGN TO IMPROVE FLOWABILITY/WORKABILITY. THE SLUMP LIMIT <br />SHALL BE BASED ON ADMIXTURE MANUFACTURER'S RECOMMENDATIONS. <br />12. <br />FASTENING SCHEDULE :(AS PER AISI LATEST EDITION ) <br />CONNECTION NUMBER AND SIZE <br />OF FASTENERS <br />SPACING OF FASTENERS <br />FLOOR JOIST TO TRACK OF AN <br />INTERIOR LOAD BEARING WALL. <br />FLOOR JOIST TO TRACK AT END OF <br />JOIST <br />SUBFLOOR SHEATHING TO FLOOR <br />JOIST <br />2-#10 SCREWS EACH JOIST <br />2-#10 SCREWS ONE PER FLANGE OR TWO <br />PER BEARING STIFFENER <br />#10 SCREWS2 <br />1 <br />6" ON CENTER ON EDGES <br />AND 10" ON CENTER AT <br />INTERMEDIATE SUPPORTS <br />STUD TO TOP OR BOTTOM TRACK 2-#10 SCREWS <br />EACH END OF STUD, <br />ONE PER FLANGE <br />STRUCTURAL SHEATHING( ORIENTED <br />STRAND BOARD OR PLYWOOD) <br />TO FRAMING <br />6" ON EDGES & 12" ON <br /> INTERMEDIATE SUPPORTS#10 SCREWS2 <br />1/2" GYPSUM WALL BOARD TO <br />FRAMING #10 SCREWS 12" O.C. <br />CEILING JOIST TO TOP TRACK OF LOAD <br />BEARING WALL.2-#10 SCREWS EACH JOIST <br />ROOF SHEATHING( ORIENTED STRAND <br />BOARD OR PLYWOOD) TO RAFTERS #10 SCREWS <br />6" ON CENTER ON EDGES <br />AND 12" ON CENTER AT <br />INTERIOR SUPPORTS <br />RAFTER/TRUSS TO BEARING WALL 2-#10 SCREWS EACH RAFTER/TRUSSES <br />3 <br />GABLE END TRUSS/RAFTERS TO <br />ENDWALL TOP TRACK #10 SCREWS 12" O.C. <br />RAFTER TO CEILING JOIST OR <br />RIDGE MEMBER MIN. #10 SCREWS SEE NOTE NO.4 <br />NOTES: <br /> 1. SCREW SIZES SHOWN ARE MINIMUM. UNLESS OTHERWISE NOTED. <br /> 2. HEAD STYLE SHALL BE BUGLE-HEAD, FLAT HEAD OR SIMILAR HEAD WITH MINIMUM <br /> HEAD DIAMETER OF 0.29" <br /> 3. SCREWS SHALL BE APPLIED THROUGH THE FLANGE OF THE RAFTER/TRUSS OR CEILING <br /> JOIST OR A 16 GAUGE CLIP ANGLE SHALL BE USED WITH 2 #10 SCREWS IN EACH LEG. <br /> 4. NUMBER OF SCREWS REQUIRED AT EACH LEG OF CLIP ANGLE FOR RAFTER TO RIDGE <br /> MEMBER CONNECTION <br />(See Table footnotes in Next column) <br />FOUNDATION TRACK <br />3. <br />4. <br />5. <br />14. <br />13. <br />6. <br />7. <br />8. <br />9. <br />10. <br />FLOOR SLAB SHALL BE POURED LEVEL TO 1/8" IN 10'. <br />12. <br />15. <br />11. <br />ADMIXTURES IN CONCRETE MIX. CONTAINING CALCIUM CHLORIDES SHALL NOT BE USED. <br />16. <br />18. <br />17. <br />19. <br />a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED. <br />b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED. <br />c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED. <br />d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED. <br />FOR INTERIOR NON-SHEAR WALLS USE SIMPSON PDPA SERIES 0.157"Ø PINS WITH A <br />PENETRATION OF 1 1/4" INTO SLAB AT 24" O.C. TO BE INSTALLED IN ACCORDANCE WITH <br />ICC ESR-2138. ACTUAL SLAB THICKNESS TO BE MINIMUM 4". ALL INTERIOR SHEAR <br />WALLS TO HAVE A.BS. PER FOUNDATION PLAN. <br />ALL HOLDOWNS AND POST ANCHORS TO BE INSTALLED ACCORDING TO MOST CURRENT <br />SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF ICC-ER REPORTS & <br />SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DIMENSIONS ARE NOT <br />FURNISHED TO SIMPSON HOLDOWNS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR'S <br />SUPERINTENDENT, THE FRAMING CONTRACTOR AND THE CONCRETE CONTRACTOR TO <br />LOCATE THESE ANCHORS IN THE EXACT LOCATION. REFER TO DETAILS FOR PROPER <br />INSTALLATION. <br />MIN. CONCRETE WIDTH TO BE 8" FOR RECEIVING PA, HPA & STHD'S. VERIFY LOCATIONS <br />OF HOLDOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO ASSURE ACCURATE <br />INSTALLATION. <br />PROVIDE #3 X 24" DOWEL AT 24" O.C. AND 12" FROM THE CORNER AT ALL CONCRETE <br />STOOPS AND PORCHES. <br />PROVIDE MIN. (1) #4 REINFORCING FOR ELECTRICAL GROUND, LOCATION TO BE VERIFIED <br />WITH THE ELECTRICAL CONTRACTOR. <br />VERIFY MIN. FOUNDATION DEPTH, WIDTH, REINFORCING STEEL AND ADDITIONAL <br />EXPANSIVE SOIL REQUIREMENTS WITH VALID SOILS REPORT AND IF MORE STRINGENT, <br />THEY SHALL SUPERSEDE THE ABOVE MINIMUM REQUIREMENTS. SEE NOTE #8 UNDER <br />REINFORCED CONCRETE FOR CONCRETE STRENGTH. <br />PLACEMENT SHALL BE IN ONE CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED. <br />SLAB SURFACE SHALL BE CURED WITH 'HUNTS' COMPOUND OR EQUAL OR CURED WITH <br />OTHER METHODS IN ACCORDANCE WITH GOOD CONSTRUCTION PRACTICE AT <br />CONTRACTOR'S OPTION. <br />CONTRACTOR SHALL DAMPEN SLAB UNDERLAYMENT OF SAND/MEMBRANE JUST PRIOR TO <br />CONCRETE PLACEMENT TO ASSIST UNIFORM CONCRETE CURING. SLABS MUST NOT BE <br />POURED DURING OR IMMEDIATELY AFTER RAINSTORMS. THE SPECIFIED SAND OVER <br />VISQUEEN SHOULD NOT BE SATURATED AT THE TIME OF THE CONCRETE POUR. ANY FREE <br />WATER TRAPPED IN THE SAND LAYER MUST BE REMOVED PRIOR TO THE CONCRETE <br />POUR.THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE LEVEL, CLEAN AND FREE OF LOOSE <br />MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION SHALL BE FILLED <br />WITH CONCRETE OR PROPERLY COMPACTED FILL THAT HAS BEEN TESTED AND APPROVED <br />BY THE SOILS ENGINEER. BACKFILL SHALL NOT BE PLACED UNTIL SUPPORTING <br />FOUNDATIONS, WALLS AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT <br />LATERAL SOIL PRESSURE. <br />CONCRETE PLACEMENT SHALL BE MONOLITHIC IN ONE CONTINUOUS OPERATION <br />UNIFORMLY PLACED AND MUST BE VIBRATED AND WELL CONSOLIDATED UNLESS SHOWN <br />OTHERWISE ON PLANS. DUAL POUR IS DEFINED BY ACI AS TO WHEN 1ST. & 2ND. POUR <br />CAN NOT BE VIBRATED TOGETHER. <br />FINISH GRADE AROUND THE PERIMETER OF SLAB SHALL BE CONSTRUCTED SUCH THAT <br />RAIN AND IRRIGATION WATER IS DRAINED AWAY FROM THE SLAB. <br />FOUNDATION DRAWINGS PREPARED BY E.O.R. REFLECT THE STRUCTURAL REQUIREMENTS. <br />REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS, DEPRESSIONS, SLOPE, SHELVES, <br />PATIOS, STOOPS AND PORCHES NOT SHOWN IN FOUNDATION DRAWINGS. ACCURACY OF <br />THE DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL BE REVIEWED BY THE <br />ARCHITECT AND THE CONTRACTOR PRIOR TO CONSTRUCTION. <br />WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION <br />IS AS FOLLOWS: <br />NO PIPES OR CONDUITS SHALL EXTEND UNDER ISOLATED COLUMN FOOTING OR UNDER <br />CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE <br />ARCHITECT, STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL. <br />3a. <br />ALL CONTINUOUS FOOTINGS TO HAVE 5/8"DIA. X MIN. 12" ANCHOR BOLTS, MIN. 7" <br />EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. UNLESS NOTED OTHERWISE ON <br />PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY AND MIN. 9 3/8" FROM <br />THE END OF THE BOTTOM TRACK. MIN. (2) A.BS. PER BOTTOM TRACK/SHEAR PANEL. <br />BOTTOM TRACK UNDER SHEAR WALLS OF UP TO 8'-0" IN LENGTH MUST BE CONTINUOUS. <br />SEE NOTE 2 FOR BOTTOM TRACK FASTENERS AT INTERIOR NON-SHEAR WALLS. <br />ANCHOR BOLTS AT SHEAR WALLS SHALL BE INSTALLED WITH PLATE WASHERS OF <br />SIMPSON BP5/8-3 OR BPS5/8-3 BETWEEN TRACK AND NUT. ANCHOR BLOTS SHALL <br />HAVE A MINIMUM 1 3/4" EDGE DISTANCE FROM CONCRETE STEM WALL/FOUNDATION <br />FACE AS SHOWN BELOW. <br />TYPICAL BP INSTALLED WITH A BOTTOM TRACK ANCHOR BOLT <br />7" <br /> <br />M <br />I <br />N <br />I <br />M <br />U <br />M <br /> <br />E <br />M <br />B <br />E <br />D <br />M <br />E <br />N <br />T <br />SIMPSON BP/BPS <br />1 3/4" Min <br />FOOTINGS SHALL BEAR ON NATIVE SOIL <br />THE CBC CHAPTER 18 SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUM <br />REQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN THE <br />SPECIFICATIONS OR ON THE DRAWINGS. <br />1. <br />2. <br />TYPICAL UNBLOCKED DIAPHRAGM, UNO ON PLANS18. <br />ROOF <br />FLOOR <br />SHEATHING <br />APA RATED SHEATHING 15/32 <br />PERFORMANCE CATEGORY 32/16 <br />EXPOSURE 1 <br />NAILING <br />#10 SCREW @ 6" B.N. <br />#10 SCREW @ 6" E.N. <br />#10 SCREW @ 12" F.N. <br />APA RATED STURD-I-FLOOR 19/32 <br />PERFORMANCE CATEGORY 20" OC <br />EXPOSURE 1 <br />#10 SCREW @ 6" B.N. <br />#10 SCREW @ 6" E.N. <br />#10 SCREW @ 12" F.N. <br />- ALL SHEATHING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALL <br />BE C-D OR C-C SHEATHING CONFORMING TO CBC 2303.1.5. <br />- ALL FASTENERS SHALL BE #10 X2" LONG FLAT-HEAD SELF DRILLING SELF TAPPING <br />SCREWS WITH MIN. HEAD DIAMETER OF 0.333 IN. <br />COLD FORMED METAL FRAMING <br />10.PROVIDE MINIMUM YIELD STRESS, FY , OF 50 KSI FOR 16 GAUGE (54 MIL) AND THICKER <br />AND 33 KSI FOR 18 GAUGE (43 MIL) AND THINNER. <br />11.COLD-FORMED STEEL JOISTS SHALL HAVE PUNCHED ENLARGED SERVICE HOLES WITH <br />STIFFENED FLANGES. <br />12.EXTERIOR WALL STUDS SHALL BE 600S162-43 (18 GAUGE) @24" O.C. AND SATISFYING <br />THE REQUIREMENTS OF LOAD BEARING STUD WALLS PER TABLE OF NOTE 13 BELOW <br />(WHICHEVER IS GREATER).UNLESS NOTED OTHERWISE ON PLANS. WALLS SHALL BE <br />PROVIDED WITH MANUFACTURER'S STANDARD BRIDGING ( EITHER WELDED 2 1/2"X18 <br />GAUGE STUD OR CLIPPED COLD-ROLLED CHANNEL 1 1/2"X16" GAUGE). PROVIDE <br />BRIDGING AT 4'-0" O.C. MAXIMUM FOR LOAD BEARING WALLS AND EXTERIOR WALLS. <br />13. <br />EXCEPTION: WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE OF <br />WALL STUDS, BRIDGING IS ALLOWED TO BE OMITTED <br />14.ALL KNEE WALL STUDS OVER THE FOOTING STEMS SHALL BE 600S162-54 <br />(16 GAUGE) @ 24" O.C. UON. <br />ACCEPTABLE COLD-FORMED METAL FRAMING MANUFACTURERS <br />MANUFACTURER <br />CEMCO <br />DIETRICH METAL FRAMING <br />SCAFCO CORP. <br />UNITED METAL PRODUCT, INC. <br />ICC-ES NUMBER <br />ESR-4943P <br />ESR-4943P <br />ESR-4943P <br />ESR-4943P <br />LARR NUMBER <br />RR24923 <br />RR25132 <br />SHOP DRAWINGS: WHERE IS PROPOSED TO DIFFER FROM DETAILS SHOWN, SUBMIT <br />SHOP DRAWINGS. SHOW METHOD OF STUD ATTACHMENT TO FLOOR AND CEILING <br />TRACKS, ATTACHMENT OF TRACKS, CONSTRUCTION OVER AND AROUND DOORS AND <br />OTHER OPENINGS, AT CORNERS, CEILING DETAILS, AND OTHER SIGNIFICANT FEATURES. <br />FRAMING AT DOOR JAMBS AND OPENINGS: PROVIDE SINGLE 18 GAUGE STUD OR <br />DOUBLE 20 GAUGE STUDS AT DOOR JAMBS AND CASED OPENINGS, AND OTHER <br />LOCATIONS INDICATED. <br />CROSS-BRACING: UNLESS INDICATED ON DRAWINGS, CROSS-BRACING AT DOUBLE <br />STUD WALLS AND PARTITION SHALL NOT BE USED TO LIMIT DEFLECTION UNLESS <br />ACOUSTICAL PERFORMANCE OF WALL OR PARTITION IS NOT DEGRADED. <br />TRACKS, SILLS AND HEADERS: UNPUNCHED CHANNELS SIZED FOR STUD FLANGES, <br />GAUGE THE SAME AS STUDS UNLESS OTHERWISE NOTED. SLOTTED HEAD TRACKS AT <br />STUDS TO STRUCTURE ABOVE. <br />METAL FRAMING FINISH: ALUMINUM-ZINC CORROSION RESISTANT COATING, ASTM A792 <br />OR HOT DIPPED GALVANIZED ASTM A525 G60. <br />SCREWS: AS RECOMMENDED OR REQUIRED BY MANUFACTURER, SELF-FILLING, <br />SELF-TAPPING IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. <br />MANUFACTURER'S PROPRIETARY TYPE " SSCJ" C-SHAPED STEEL JOISTS OF THE SIZE <br />INDICATED ON WITH <br />EXTRA-LARGE TRAPEZOID-SHAPED SERVICE HOLES WITH FY=33 KSI FOR 18 GAUGE AND <br />50 KSI FOR 16, <br />14 AND 12 GAUGE. <br />PROVIDE JOIST BRIDGING/BLOCKING @ 8'-0" O.C. MAXIMUM. <br />STUDS AND JOISTS INSTALLATION: INSTALL STUDS AND JOISTS AT 24 INCHES ON <br />CENTER TYPICALLY, UNLESS OTHERWISE INDICATED. DO NOT SPLICE STUDS AND <br />JOISTS. PROVIDE STUDS NOT MORE THAN 2 INCHES FROM EACH CORNER OF WALL OR <br />ABUTTING CONSTRUCTION. <br />SECURE STUDS TO TOP AND BOTTOM TRACKS WITH 2-#10 SCREWS PER LOCATION. <br />BACKING PLATES: 16 GAUGE GALVANIZED SHEET METAL COVERING FULL WIDTH OF <br />STUD SPACING BY 4 INCH WIDE MINIMUM. INSTALL STUD TRACK OR SHEET METAL <br />BACKING AS INDICATED AND AS NECESSARY TO SUPPORT ALL PRODUCTS ATTACHED TO <br />WALL OR CEILING AFTER COMPLETION OF FINISH SURFACE, INCLUDING TOILET AND BATH <br />ACCESSORIES, PLUMBING AND ELECTRICAL FIXTURE, ELECTRICAL PANELS, TOILET <br />PARTITIONS, CASEWORK, HARDWARE, HANDRAILS AND TRIM. <br />TRACK INSTALLATION: PLACE AND ALIGN TRACKS IN CONFIGURATIONS SHOWN. SECURE <br />TOP, BOTTOM AND SIDE TRACKS AT MAXIMUM 24 INCHES ON CENTER TO STRUCTURE <br />USING FASTENERS AS DETAILED. PROVIDE FOR DEFLECTION AT TOP TRACK OF <br />PARTITION FRAMING ABUTTING STEEL FLOOR OR ROOF DECK, AS INDICATED ON THE <br />DRAWINGS. <br />COORDINATION: COORDINATE ERECTION OF STUDS AND JOISTS WITH INSTALLATION OF <br />SERVICE UTILITIES TO MINIMIZE DISCONTINUITY IN FARMING. ALIGN STUD WEB <br />OPENINGS. COORDINATE WITH INSTALLATION OF BUCKS, ANCHORS, BACKING, <br />BLOCKING, PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS TO PROVIDE <br />NECESSARY CLEARANCES AND SUPPORTS. COORDINATE WITH REQUIREMENTS FOR <br />DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. <br />CLEARANCES: MAINTAIN CLEARANCE UNDER BUILDING STRUCTURAL MEMBERS TO <br />AVOID DEFLECTION TRANSFER TO NON-LOAD BEARING FRAMING. <br />OPENINGS AND RECESSES: PROVIDE FRAMED OPENINGS FOR ALL RECESSED AND <br />BUILT-IN COMPONENTS. COORDINATE INSTALLATION OF FRAMING WITH REQUIREMENTS <br />FOR DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. <br />BRACING INSTALLATION: INSTALL BRACING AT STUDS AND JOISTS TO MAKE RIGID. <br />INSTALL INTERLOCKING BRIDGING MEMBER THROUGH STUD WEB OPENINGS AT STUDS <br />7-1/2 FEET IN LENGTH OR GREATER. <br />COLD FORMED METAL FRAMING GENERAL 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 />13. <br />15. <br />16. <br />14. <br />1.ALL COLD-FORMED METAL FRAMING SHALL CONFIRM TO AISI STANDARD S100-16 <br />"NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL <br />STRUCTURAL MEMBERS''. <br />2.SHALL MEET ALL THE REQUIREMENT AISI 2022 LATEST EDITION. <br />3.CONTRACTOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL <br />FABRICATION AND ERECTION COMPLYING WITH THE PERTINENT CODES AND <br />REGULATIONS OF GOVERMENT AGENCIES HAVING JURISDICTION. <br />4.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS WEB <br />STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER <br />ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS <br />RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS USED. <br />5.FASTENING OF COMPONENTS SHALL BE WITH ICC APPROVED SELF-DRILLING SCREWS <br />OR WELDING, SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE <br />STRENGTH OF THE CONNECTION ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED <br />UP WITH A ZIN-RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP <br />WITH PAINT. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. <br />6.UNIFORM AND LEVEL JOIST BEARING SHALL BE PROVIDES AT FOUNDATION WALLS BY <br />MEANS OF SHIMS AND/OR NON-SETTING GROUT. <br />7.ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO AISI "SPECIFICATION FOR THE <br />DESIGN OF COLD FORMED STEEL'', LATEST EDITION. <br />8.ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS IN FULL COMPLIANCE WITH AWS <br />D1.3 <br />9.UNLESS NOTED OTHERWISE ON THE DRAWINGS, SCREWS SHALL BE #10-16 SELF <br />DRILLING, SELF TAPPING HEX HEAD SCREWS WITH HEAD DIAMETER OF 0.333 IN. <br />ALL WALL STUD FRAMING SHALL SATISFY THE REQUIREMENTS OF TABLE BELOW. <br />PROVIDE BRIDGING AT 4'-0" O.C. MAXIMUM FOR LOAD BEARING WALLS. WHERE FULL <br />HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE OF WALL STUDS, BRIDGING <br />IS ALLOWED TO BE OMITTED. <br />STUD SIZE <br />MAXIMUM SPACING WHEN SUPPORTING <br />ONE FLOOR <br />ROOF & <br />CL'G <br />TWO FLOOR <br />ROOF & <br />CL'G <br />STUD <br />HEIGHT <br />BEARING WALLS <br />(inches) <br />600S162-54 <br />24 <br />600S162-43 <br />362S162-43 24 <br />24 -- <br />(feet) <br />9 <br />NON-BEARING WALLS <br />STUD <br />HEIGHT <br />(inches) <br />24 <br />(feet) <br />16'-0" <br />9 <br />9 24 24 24 <br />MAXIMUM SPACING <br />(inches)(inches) <br />ROOF & <br />CL'G ONLY <br />24 <br />-- <br />2424'-0" <br />2426'-0" <br />362S162-54 24 249 2416'-0"24 <br />17.IN-LINE FRAMING: EACH JOIST, RAFTER, TRUSS, AND STRUCTURAL WALL STUD (ABOVE <br />OR BENEATH) SHALL BE ALIGNED VERTICALLY ACCORDING TO LIMIT OF AISI-S200 . <br />THE ALIGNMENT TOLERANCE IS NOT REQUIRED WHERE LOAD DISTRIBUTION MEMEBER IS <br />SPECIFIED IN PLAN DRAWINGS OR DETAILS. <br />SHEET INDEX <br />SHEET NO.SHEET TITLE <br />S-0.10 GENERAL NOTES & REQUIREMENTS <br />S-1.0 FOUNDATION AND FRAMING PLAN <br />S-0.20 TYPICAL COLD FORM DETAILS <br />SD1.0 STRUCTURAL DETAILS <br />S-0.11 GENERAL NOTES & REQUIREMENTS <br />A <br />SHEET NO.: <br />PROJECT MANAGER: <br />S.W. <br />DATE: <br />JOB NO.: 25263 <br />04/07/2026 <br />Pr <br />o <br />j <br />e <br />c <br />t <br /> <br />A <br />d <br />d <br />r <br />e <br />s <br />s <br />: <br />TE <br />N <br />A <br />N <br />T <br /> <br />I <br />M <br />P <br />R <br />O <br />V <br />E <br />M <br />E <br />N <br />T <br /> <br />( <br />P <br />H <br />A <br />S <br />E <br /> <br />3 <br />) <br />29 <br />0 <br />9 <br /> <br />D <br />A <br />I <br />M <br />L <br />E <br />R <br /> <br />S <br />T <br />R <br />E <br />E <br />T <br /> <br />S <br />A <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 />5 <br />Pr <br />o <br />j <br />e <br />c <br />t <br /> <br />N <br />a <br />m <br />e <br />: <br />543A2 <br />R <br />E <br /> <br />V <br /> <br />I <br /> <br />S <br /> <br />I <br /> <br />O <br /> <br />N <br />DA <br />T <br />E <br /> <br /> <br /> <br />DE <br />S <br />C <br />R <br />I <br />P <br />T <br />I <br />O <br />N <br />6 <br />Core Structure, Inc. <br />From The Ground Up <br />STAMPED 04/01/2026 <br />201 E Sandpointe Ave. <br />Suite #400 <br />Santa Ana, CA 92707 <br />Phone: 949-954-7244 <br />info@corestructure.com <br />04 <br />/ <br />0 <br />1 <br />/ <br />2 <br />0 <br />2 <br />6 <br />PL <br />A <br />N <br /> <br />C <br />H <br />E <br />C <br />K <br /> <br />C <br />O <br />R <br />R <br />E <br />C <br />T <br />I <br />O <br />N <br />S <br />GE <br />N <br />E <br />R <br />A <br />L <br /> <br />N <br />O <br />T <br />E <br />S <br /> <br />& <br />RE <br />Q <br />U <br />I <br />R <br />E <br />M <br />E <br />N <br />T <br />S <br />S-0.10