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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 />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 V, U.N.O.
<br />REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE STEEL)
<br />AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN SLAB ON
<br />GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE PLANS.
<br />THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c:
<br />a. ALL LOCATIONS, U.N.O: MIN 4000 PSI, (W/C = 0.45) SPECIAL INSPECTION IS
<br />REQUIRED WHEN f'c > 4000 PSI.
<br />b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY
<br /> WEIGHT: 4500 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 />THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS
<br />INDICATED IN THE GEOTECHNICAL REPORT. THE GEOTECHNICAL ENGINEER SHALL
<br />OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE OR STEEL.
<br />WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION
<br />IS AS FOLLOWS:
<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 />1
<br />1.
<br />2.
<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 />REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318,
<br />AND CRSI'S MANUAL OF STANDARD PRACTICE.
<br />WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL BE
<br />SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH
<br />FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.
<br />1.
<br />PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION
<br />INSPECTION, THE GEOTECHNICAL ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN
<br />WRITING THAT:
<br />a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE REPORT.
<br />b. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED
<br />c. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE REPORT.
<br />ALL GRADE BEAMS SHALL BE POURED MONOLITHICALLY FOR THEIR ENTIRE
<br />LENGTH.
<br />PROJECT DESIGN CRITERIA
<br />BUILDING CODE 2022 CBC
<br />OCCUPANCY CATEGORY II
<br />GEOTECHNICAL ENGINIEER GEOTECHNICAL INVESTIGATION
<br />REPORT NUMBER 23-310
<br />DATE DECEMBER 21, 2023
<br />ALLOWABLE SOIL BEARING PRESSURE 2100 PSF
<br />SITE CLASS
<br />D
<br />SHORT PERIOD SPECTRAL ACCELERATION, S
<br />1
<br />1ST PERIOD SPECTRAL ACCELERATION, S
<br />D-Default
<br />SHORT PERIOD ACCELERATION PARAMETER, S
<br />1.305
<br />1 SECOND ACCELERATION PARAMETER, S
<br />0.465
<br />SEISMIC RESPONSE COEFFIECIENT, C
<br />1.044
<br />0.569
<br />RESPONSE MODIFICATION FACTOR, R 6.5
<br />0.161
<br />SEISMIC DESIGN CATEGORY
<br />PLYWOOD SHEAR WALL
<br />SEISMIC IMPORTANCE FACTOR, I
<br />LATERAL FORCE RESISTING SYSTEM
<br />GEOTECHNICAL PARAMETERS
<br />SEISMIC DESIGN PARAMETERS
<br />S
<br />DS
<br />D1
<br />S
<br />WIND DESIGN PARAMETERS
<br />BASIC DESIGN WIND SPEED
<br />EXPOSURE
<br />E
<br />95 MPH
<br />C
<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 />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 />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 />E.Q. EQUAL
<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 STRUCTURAL ENGINEER OF RECORD FOR
<br />CLARIFICATIONS.
<br />THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL,
<br />PLUMPING, 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 />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 /> CONDITION COVER
<br />A.CAST AGAINST AND PERMANENTLY EXPOSED
<br /> TO EARTH 3"
<br />B.EXPOSED TO EARTH OR WEATHER
<br /> (INCLUDING SLABS ON GRADE)
<br /> #6 AND LARGER 2"
<br /> #5 AND SMALLER 1 1/2"
<br />C.NOT EXPOSED TO WEATHER OR
<br /> IN CONTACT WITH SOIL:
<br />1.STRUCTURAL SLABS, WALLS w/
<br /> #11 BARS AND SMALLER 3/4"
<br /> #14 BARS AND LARGER 1 1/2"
<br /> 2. BEAMS, COLULMNS 1 1/2"
<br />DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE
<br />AND SPACING AS THE MAIN REINFORCING, UNO.
<br />CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC COATED
<br />WHEN RESTING ON EXPOSED SURFACES.
<br />1.
<br />2.
<br />3.
<br />4.
<br />11.
<br />12.
<br />SEE ARCHITECTURAL PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS,
<br />DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ON
<br />THE STRUCTURAL PLANS.
<br />ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL BUT NOT
<br />BEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY ATTAINS ITS FULL DESIGN
<br />STRENGTH.
<br />FOOTINGS SHALL BEAR ON NATIVE SOIL OR ENGINEERED FILL AS DIRECTED BY THE
<br />GEOTECHNICAL REPORT.
<br />THE GEOTECHNICAL INVESTIGATION REPORT AND ITS RECOMMENDATIONS SHALL BE
<br />FOLLOWED AND SHALL BE CONSIDERED MINIMUM REQUIREMENTS UNLESS MORE
<br />STRINGENT REQUIREMENTS ARE PRESENTED IN THE SPECIFICATIONS OR ON THE
<br />DRAWINGS.
<br />REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR
<br />TO PLACING CONCRETE.
<br />WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING
<br />CONCRETE SHALL BE ROUGHENED TO A MINIMUM 1/4" AMPLITUDE.
<br />ALUMINUM CONDUIT, ALUMINUM SLEEVES AND ALUMINUM EMBEDS ARE NOT PERMITTED
<br />IN CONCRETE.
<br />ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLAB
<br />THICKNESS. THE MAXIMUM SIZE OF CONDUITS SHALL BE 1 1/4" DIAMETER AND SHALL BE
<br />SPACED NO CLOSER (TO EACH OTHER OR REINFORCING STEEL) THAN 4 INCHES UNLESS
<br />PRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER.
<br />2.
<br />3.
<br />4.
<br />5.
<br />6.
<br />7.
<br />8.
<br />9.
<br />10.
<br />11.
<br />ALL HOLDOWNS AND POST ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION
<br />INSPECTION.
<br />12.
<br />13.
<br />9.
<br />106Ceiling
<br />DESIGN CRITERIA
<br />COEFFICIENT OF FRICTION -
<br />EQUIVALENT LATERAL FORCE PROCEDUREANALYSIS PROCEDURE
<br />0.112WDESIGN BASE SHEAR, V
<br />WIND IMPORTANCE FACTOR, I 1.0
<br />ANALYSIS PROCEDURE
<br />W
<br />ENCLOSED SYSTEM/ANALYTICAL ALL HEIGHT
<br />DESIGN METHODOLOGY
<br />GENERAL NOTES
<br />CONCRETE
<br />TYPICAL ABBREVIATIONS
<br />FOUNDATION
<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 />REINFORCING STEEL
<br />LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE
<br />PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED.
<br />5.
<br />MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC APPROVAL
<br />AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.
<br />6.
<br />ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY BARS
<br />IN A MANNER THAT MAY DAMAGE REINFORCING.
<br />7.
<br />REINFORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON CENTER
<br />SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING CONSTRUCTION SHALL BE
<br />FORWARDED TO THE ENGINEER FOR REVIEW AND APPROVAL.
<br />8.
<br />TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE 6x6-W1.4xW1.4
<br />WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB OVER THE TOP OF THE
<br />FLUTE OF THE METAL DECK.
<br />9.
<br />ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF
<br />CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED
<br />ITEMS SHALL BE PERFORMED DURING THE PLACEMENT OF CONCRETE.
<br />10.
<br />12.
<br />NAILING SCHEDULE, CONT.
<br />SHEET INDEX
<br />SHEET NO.SHEET TITLE
<br />S-0.10 GENERAL NOTES & REQUIREMENTS
<br />S-0.11
<br />S-1.0 FOUNDATION & ROOF FRAMING PLAN
<br />SD1.0 FOUNDATION DETAILS
<br />SD2.0 STRUCTURAL DETAILS
<br />S-0.20 TYPICAL DETAILS
<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 />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 />(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 />FLOOR
<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 />3-8d COMMON FACE NAIL
<br />24. 2" SUBFLOOR TO JOIST OR
<br />GIRDER.2-16d COMMON FACE NAIL
<br />25. 2" PLANKS (PLANK &
<br />BEAM-FLOOR & ROOF).
<br />AT EACH BEARING,
<br />FACE NAIL.
<br />26. BAND OR RIM JOIST TO JOIST.3-16d COMMON END NAIL
<br />27. BUILT-UP GIRDERS AND BEAMS,
<br />2-INCH LUMBER LAYERS.
<br />10d COMMON
<br />24" O.C. FACE
<br />NAIL AT TOP AND
<br />BOTTOM
<br />STAGGERED ON
<br />OPPSITE SIDES.
<br />AND:
<br /> 3-10d COMMON
<br />FACE NAIL AT
<br />ENDS AND AT
<br />EACH SPLICE.
<br />28. LEDGER STRIP SUPPORTING
<br />JOISTS OR RAFTERS.
<br />3-16d COMMON END NAIL
<br />29. BRIDGING OR BLOCKING
<br />TO JOIST.
<br />2-8d COMMON EACH END, TOE
<br />NAIL
<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 />2-16d COMMON
<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 72" 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 />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 19/32
<br />PERFORMANCE CATEGORY 20" 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 FASTNERS 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 NOMIAL 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 CONRETE 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. PENETRACTION 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 />WOOD FRAMING, CONT.
<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 EOR 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 />SDS SCREWS SPECIFIED ON PLANS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE
<br />WITH ICC ESR-2236. ALTERNATES MAYBE USED ONLY WITH PRIOR APPROVAL BY EOR.
<br />19.
<br />1. BLOCKING BETWEEN CEILING
<br />JOISTS OR RAFTERS TO TOP PLATE
<br />2. CEILING JOISTS TO 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 PLATE
<br />7. ROOF RAFTER 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 2308.7.3.1
<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)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)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
<br />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.FACE NAIL
<br />19. 1"x 6" SHEATHING TO EACH
<br />BEARING.2-8d COMMON FACE NAIL
<br />18. 1" BRACE TO EACH STUD
<br />AND PLATE.2-8d COMMON FACE NAIL
<br />17. TOP PLATES, LAPS AT CORNERS
<br />AND INTERSECTIONS.2-16d COMMON FACE NAIL
<br />16. TOP OR BOTTOM PLATE TO
<br />STUD.4-8d COMMON
<br />NAILING SCHEDULE
<br />END NAIL
<br />2-8d COMMON
<br />16" o.c. FACE NAIL
<br />16" o.c. FACE NAIL
<br />REDUNDANCY FACTOR, 1.3
<br />GENERAL NOTES & REQUIREMENTS
<br />MAX.
<br />STUD
<br />HEIGHT SPACING
<br />(FEET)(INCHES)
<br />USE THIS SPAN TABLE FOR STUD SPACING (U.N.O. ON PLANS):20.
<br />ONE
<br />FLOOF
<br />ONLY
<br />(INCHES)
<br />TWO
<br />FLOOF
<br />ROOF &
<br />CLN'G
<br />(INCHES)
<br />ONE
<br />FLOOF
<br />ROOF &
<br />CLN'G
<br />ROOF &
<br />CLN'G
<br />ONLY
<br />(INCHES)(INCHES)
<br />STUD
<br />HEIGHT
<br />STUD
<br />SIZE
<br />24
<br />MAXIMUM SPACING WHEN
<br />SUPPORTING
<br />NON-BEARING
<br />WALLSBEARING WALLS
<br />SIZE, HEIGHT AND SPACING OF WOOD STUDS
<br />24
<br />24
<br />-
<br />-
<br />14
<br />14
<br />20
<br />-
<br />-
<br />24
<br />24
<br />24
<br />-
<br />-
<br />NOT
<br />ALLOWED
<br />16
<br />16
<br />16
<br />24
<br />16
<br />24
<br />24
<br />-
<br />-
<br />24
<br />24
<br />24
<br />-
<br />-
<br />10
<br />10
<br />2x4
<br />10
<br />10
<br />10
<br />3x4
<br />2x6
<br />2-2x4
<br />2-2x6
<br />- NO MULTIPLES OF
<br /> 2X4"S ARE ALLOWED TO
<br /> SPAN MORE THAN 14'-0".
<br /> BEARING WALLS
<br /> EXCEEDING 10'-0" MUST
<br /> BE DESIGNED
<br /> CASE BY CASE.
<br />* SHALL NOT BE USED IN EXTERIOR WALLS.
<br />* REFER TO PLANS FOR STUD HEIGHTS EXEEDING
<br />THIS TABLE.
<br />FOR INTERIOR NON-SHEAR WALLS USE SIMPSON 0.157"Ø SERIES PDPAWL SHOT PINS
<br />WITH A PENETRATION OF 3/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE
<br />WITH ICC ESR-2138.
<br />ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO THE
<br />CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
<br />S-0.12 SOIL REPORT
<br />S-0.13 SOIL REPORT
<br />S-0.14 SOIL REPORT
<br />54312
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<br />
<br />SHEET NO.:
<br />PROJECT MANAGER:
<br />P.P.
<br />DATE:
<br />JOB NO.: 231014
<br />12/27/2023
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<br />1402 W 10th St & Unit #2 -
<br />101117923-245/8/2024
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