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CONCRETE NOTES
<br />1.ALL STRUCTURAL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28
<br />DAYS SHALL BE MIN 2500 PSI, U.N.O.
<br />2.CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE
<br />REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN, PROVIDE
<br />REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY
<br />THE OWNER'S REPRESENTATIVE.
<br />3.ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM
<br />TO THE LATEST EDITION OF ACI318 "BUILDING CODE REQUIREMENTS FOR REINFORCED
<br />CONCRETE", AND THE LATEST EDITION OF ACI117 "SPECIFICATIONS FOR TOLERANCES FOR
<br />CONCRETE CONSTRUCTION AND MATERIALS".
<br />4.NO MORE THAN ONE GRADE OF CONCRETE SHALL BE ON THE JOB SITE AT ANY ONE TIME.
<br />5.CONCRETE MIXES SHALL BE PREPARED WITH TYPE II/V PORTLAND CEMENT CONFORMING
<br />TO ASTM C150.
<br />6.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 TO
<br />20% PORLAND CEMENT BY VOLUME.
<br />7.CONCRETE MIX PROPORTIONING SHALL MEET STATISTICAL STRENGTH REQUIREMENTS OF
<br />ACI 301 AND ACI 214R. MIX DESIGNS SHOWING COMPLIANCE WITH STRENGTH
<br />REQUIREMENTS TO BE SUBMITTED TO E.O.R FOR REVIEW.
<br />8.NORMAL WEIGHT CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33. LIGHT WEIGHT
<br />CONCRETE AGGREGATES SHALL CONFORM TO ASTM C330.
<br />9.CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND SHALL
<br />BE SUBMITTED TO E.O.R.
<br />10.WATER USED IN MIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
<br />11.THOROUGHLY CLEAN AND ROUGHEN ALL HARDENED CONCRETE AND MASONRY SURFACES
<br />TO RECEIVE NEW CONCRETE. INTERFACE SHALL BE ROUGHENED TO A FULL AMPLITUDE OF
<br />1/4", U.O.N.
<br />WOOD SPECIFICATIONS & NOTES
<br />1.SAWN FRAMING LUMBER - DOUGLAS FIR-LARCH U.N.O:
<br />a.BEAMS/ POST/ RAFTERS & ALL OTHER STRUCTURAL FRAMING:
<br />·2x, 4x MEMBERS: NO. 2
<br />·6x, 8x MEMBERS: NO. 1
<br />b.STUDS: USE STUD GRADE IF HEIGHT UP TO 9'-0" AND NO. 2 IF TALLER THAN 9'-0".
<br />c.PLATES AND BLOCKING: NO. 2
<br />d.ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE PRESERVATIVE
<br />TREATED.
<br />e.ALL FRAMING LUMBER SHALL HAVE 19% MAXIMUM MOISTURE CONTENT AT TIME OF
<br />INSTALLATION AND FABRICATION.
<br />2.ENGINEERED LUMBER:
<br />ALL VERSA-LAM LAMINATED VENEER LUMBER MEMBERS (LVL) SHALL BE FABRICATED AND
<br />ERECTED IN ACCORDANCE WITH ICC ES ESR-1040:
<br />a.BEAM/HEADERS WITH 1 3/4" WIDE:Fb = 2800 psi, Fv = 285 psi, E = 2.0E6 psi
<br />b.BEAM/HEADERS WITH 3 1/2" AND WIDER:Fb = 3100 psi, Fv = 285 psi, E = 2.0E6 psi
<br />c.RIMBOARD:Fb = 1750 psi, Fv = 225 psi, E = 1.3E6 psi
<br />3.DIAPHRAGM (U.N.O. ON PLAN):
<br />a.ROOF SHEATHING: INSTALL 15/32" THICK APA-RATED EXP 1 PANELS WITH A MINIMUM SPAN
<br />RATING OF 32/16. FASTEN USING 8D COMMON NAILS SPACED AT 6" O.C. AT PANEL EDGES AND
<br />BEARING SUPPORTS, AND 12" O.C. AT INTERMEDIATE FRAMING.
<br />b.FLOOR SHEATHING: INSTALL 23/32" APA-RATED STURD-I-FLOOR TONGUE-AND-GROOVE EXP 1
<br />PANELS WITH A MINIMUM SPAN RATING OF 24" O.C. SECURE WITH 10D COMMON NAILS SPACED
<br />AT 6" O.C. AT PANEL EDGES AND BEARING SUPPORTS, AND 12" O.C. AT INTERMEDIATE FRAMING.
<br />c.INSTALLATION AND USAGE REQUIREMENTS SHALL COMPLY WITH NER-108.
<br />d.ALL STRUCTURAL GRADE PANELS SHALL BE IDENTIFIED WITH A CERTIFICATION MARK FROM AN
<br />APPROVED AGENCY: APA, PFS/TECO, OR PITTSBURG.
<br />e.ADHESIVES USED FOR SECURING FLOOR SHEATHING TO FRAMING MEMBERS SHALL MEET APA
<br />SPECIFICATION AFG-01.
<br />f.ROOF DIAPHRAGM NAILING MUST BE VERIFIED PRIOR TO CONCEALMENT. PLYWOOD FACE GRAIN
<br />SHALL BE INSTALLED PERPENDICULAR TO SUPPORTS. FLOORS SHALL UTILIZE
<br />TONGUE-AND-GROOVE PANELS OR BLOCKED EDGES. PANEL SPANS SHALL BE IN ACCORDANCE
<br />WITH TABLE 2304.8(1).
<br />4.STRUCTURAL GLUED LAMINATED MEMBERS:
<br />a.ALL STRUCTURAL GLUED LAMINATED MEMBERS SHALL BE COMBINATION 24F-V4 DF/DF
<br />(24F-V8 DF/DF AT ALL CONTINUOUS OR CANTILEVER APPLICATIONS) FABRICATED AND
<br />ERECTED IN ACCORDANCE WITH ANSI/ASTM STANDARD A190.1 AND ASTM D3737.
<br />b.ADHESIVE SHALL BE EXTERIOR TYPE ADHESIVE MEETING REQUIREMENTS OF US
<br />COMMERCIAL STANDARD PS-56 AND ASTM D3737.
<br />c.THE FABRICATOR SHALL FURNISH AITC CERTIFICATES TO THE STRUCTURAL ENGINEER
<br />AND THE BUILDING INSPECTION DEPARTMENT PRIOR TO FRAMING INSPECTION.
<br />5.ALL LEDGERS SHOULD BE SPLICED WITH ST22 STRAP, U.N.O.
<br />6.THE FRAMING CONTRACTOR SHALL NOTIFY THE E.O.R. IN WRITING PRIOR TO
<br />CONSTRUCTION IF THE ROOFING DEAD LOAD EXCEEDS 10 PSF.
<br />7.STUD WALLS PERPENDICULAR TO CONCRETE OR MASONRY WALLS SHALL BE SECURED
<br />USING 5/8" DIAMETER x 8" LONG A307 ANCHOR BOLTS AT THE TOP, MID-HEIGHT, AND
<br />BOTTOM.
<br />8.INSTALL WINDOWS AND DOORS IN STUD WALLS ONLY AFTER DEAD LOADS HAVE BEEN
<br />APPLIED. PROVIDE A 1/2" SHIM GAP AT THE HEAD FOR SETTLEMENT TOLERANCE.
<br />9.ALL POSTS SHALL BE CONTINUOUS FROM FOUNDATION TO ROOF. WHERE DISCONTINUITY
<br />OCCURS AT JOIST SPACES OR ABOVE BEAMS/HEADERS TO LOWER TOP PLATES, PROVIDE
<br />SOLID BLOCKING WITH STUD POSTS.
<br />10.ALL VERTICAL PIPES PASSING THROUGH PLATES AND/OR SOLID RIM BEAMS SHALL BE
<br />DRILLED WITH CLEAN-CUT HOLES MAINTAINING A 1/16" TOLERANCE. NOTCHING OR
<br />CUTTING OF PLATES IS STRICTLY PROHIBITED.
<br />11.BLOCKING AND BRIDGING – PROVIDE AS FOLLOWS:
<br />a.INSTALL 2X SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL BEARING LOCATIONS.
<br />b.INSTALL 2X SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT SPACING NOT TO EXCEED
<br />8'-0" ON CENTER, AND NOT MORE THAN 8'-0" FROM ANY SUPPORT.
<br />c.BLOCKING MAY BE OMITTED BETWEEN CEILING JOISTS AND RAFTERS THAT ARE 2X8 OR
<br />SMALLER.
<br />2022 CBC TABLE 2304.10.2 FASTNING SCHEDULE
<br />1. JOIST TO SILL OR GIRDER
<br />2. BRIDGING TO JOIST
<br />3. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST
<br />4. WIDER THAN 1" x 6" SUBFLOOR
<br /> TO EACH JOIST
<br />5. 2" SUBFLOOR TO JOIST OR GIRDER
<br />6. SOLE PLATE TO JOIST OR BLOCKING
<br />SOLE PLATE TO JOIST OR BLOCKING
<br />AT BRACED WALL PANEL
<br />7. TOP PLATE TO STUD
<br />8. STUD TO SOLE PLATE 2x4 STUD
<br />2x6 STUD
<br />2x8 STUD
<br />9. DOUBLE STUDS
<br />6-8D
<br />4-16D
<br />8-8D
<br />6-16D
<br />11. BLOCKING BETWEEN JOIST OR RAFTERS
<br /> TO TOP PLATE
<br />12. RIM JOIST TO TOP PLATE
<br />13. TOP PLATES, LAPS AND INTERSECTIONS
<br />14. CONTINUOUS HEADER, TWO PIECES
<br />15. CEILING JOISTS TO PLATE
<br />16. CONTINUOUS HEADER TO STUD
<br />17. CEILING JOISTS, LAPS OVER PARTITIONS
<br />18. CEILING JOISTS TO PARALLEL RAFTERS
<br />19. RAFTER TO PLATE
<br />20. 1" DIAGONAL BRACE TO EACH STUD
<br /> AND PLATE
<br />21. 1" x 8" SHEATHING TO EACH BEARING
<br />22. WIDER THAN 1" x 8" SHEATHING TO
<br /> EACH BEARING
<br />24. BUILT-UP GIRDER AND BEAMS 20D AT 32" O.C.
<br />2-20D
<br />2. JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN
<br />NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.)
<br />3-8D
<br />2-8D
<br />2-8D
<br />3-8D
<br />2-16D
<br />16D (BOX) AT 16" O.C.
<br />(3) 16D (BOX) AT 16"
<br />2-16D
<br />4-8D
<br />2-16D
<br />16D (BOX) AT 24" O.C.
<br />10. DOUBLED TOP PLATES 16D (BOX) AT 16" O.C.
<br /> DOUBLE TOP PLATES 8-16D
<br />3-8D
<br />8D AT 6" O.C.
<br />2-16D
<br />16D
<br />3-8D
<br />4-8D
<br />3-16D
<br />3-16D
<br />3-8D
<br />2-8D
<br />3-8D
<br />3-8D
<br />23. BUILT-UP CORNER STUDS 16D
<br />25. 2" PLANKS 16D
<br />CONNECTION NAILING
<br />26. COLLAR TIE TO RAFTER
<br />27. JACK RAFTER TO HIP
<br />28. ROOF RAFTER TO 2-BY RIDGE BEAM
<br />29. JOIST TO BAND JOIST
<br />30. LEDGER STRIP
<br />3-10D
<br />3-10D
<br />2-16D
<br />2-16D
<br />2-16D
<br />3-16D
<br />3-16D
<br />LOCATION
<br />TOENAIL
<br />TOENAIL EA. END
<br />FACE NAIL
<br />FACE NAIL
<br />BLIND AND FACE NAIL
<br />TYPICAL FACE NAIL
<br />BRACED WALL PANELS
<br />BLIND AND FACE NAIL
<br />TOENAIL
<br />END NAIL
<br />TOENAIL
<br />END NAIL
<br />TOENAIL
<br />END NAIL
<br />FACE NAIL
<br />TYPICAL FACE NAIL
<br />TOENAIL
<br />TOENAIL
<br />24" O.C.
<br />16" O.C.
<br />AT EACH BEARING
<br />FACE NAIL
<br />FACE NAIL
<br />16" O.C. ALONG EDGE
<br />TOENAIL
<br />TOENAIL
<br />FACE NAIL
<br />FACE NAIL
<br />LAP SPLICE
<br />TOENAIL
<br />FACE NAIL
<br />FACE NAIL
<br />FACE NAIL
<br />FACE NAIL AT TOP &
<br />BOTTOM STAGGERED
<br />ON OPPOSITE SIDES
<br />FACE NAIL AT ENDS &
<br />ATEACH SPLICE
<br />TOENAIL
<br />FACE NAIL
<br />TOENAIL
<br />FACE NAIL
<br />FACE NAIL
<br />FACE NAIL
<br />NAILING & HARDWARE NOTES
<br />1.CONNECTORS FOR WOOD CONSTRUCTION NOTED ON PLANS AND DETAILS SHALL BE
<br />SIMPSON COMPANY STRONG-TIE CONNECTORS OR APPROVED EQUAL.
<br />2.ALL JOIST HANGERS SHALL BE SIMPSON U HANGER, ALL BEAM HANGERS SHALL BE
<br />SIMPSON HU HANGERS U.N.O. ON PLAN OR DETAIL. FOLLOW MANUFACTURER'S
<br />RECOMMENDATIONS FOR INSTALLATION.
<br />3.ALL MACHINE BOLTS SHALL CONFORM TO ASTM A307.
<br />4.TYPICALLY SILLS ON CONCRETE FOOTING SHALL BE ANCHORED WITH 5/8" DIAMETER X 12"
<br />MIN. LENGTH MACHINE BOLTS WITH 7" EMBEDMENT AT 72" O.C.. LOCATE BOLTS 6" MIN.
<br />AND 12" MAX. FROM EACH END OF EACH STICK. THERE SHALL BE AT LEAST 2 BOLTS IN EACH
<br />STICK.
<br />5.AT SHEAR WALLS, ANCHOR BOLT SPACING NOT OVER 48" O.C. SEE SHEAR WALL SCHEDULE
<br />FOR SPECIFIC SPACING OF ANCHOR BOLTS WHICH MAY BE NOTED AS LESS THAN 48" O.C..
<br />ANCHOR BOLTS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. x 0.229" THICK
<br />BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM
<br />INSIDE FACE OF SHEAR PANEL(S) PER DETAIL 1/SD.0.
<br />6.AT NON SHEAR WALL, ROUND WASHERS SHALL BE USED ON ALL BOLTS AND SHOULD
<br />CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø x 7/64" THICK WASHER FOR 1/2" Ø
<br />BOLT, 1 3/4" Ø x 9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø x 11/64" THICK
<br />WASHER FOR 1" Ø BOLT. U.N.O.
<br />7.AT INTERIOR NON-SHEAR WALLS, USE SIMPSON PHNW SERIES 0.145 Ø PINS WITH A
<br />PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC
<br />ESR-2138.
<br />8.WHERE NOTCHES FOR PIPES, ETC. , EXCEED 1/3 THE WIDTH OF THE SILL, PLACE A BOLT
<br />WITHIN 6" OF EACH SIDE OF NOTCH. TIEDOWN BOLTS SHALL NOT BE CONSIDERED AS SILL
<br />BOLTS.
<br />9.BOLT HOLES IN WOOD AND STEEL SHALL BE THE DIAMETER OF THE BOLT PLUS 1/16"
<br />10.FASTENERS PENETRATING PRESSURE-PRESERVATIVE TREATED AND FIRE-RETARDANT
<br />TREATED WOOD SHALL BE HOT DEPPED GALVANIZED PER ASTM A153, CLASS D.
<br />11.ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING
<br />SCHEDULE.
<br />12.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR
<br />GALVANIZED BOX.
<br />13.LAG SCREWS PER ANSI/ASME STANDARD B18.2.1 PROVIDE LEAD HOLE SAME DIAMETER
<br />AND DEPTH AS SHANK AND THEN DRILL HOLE 60%-70% OF SHANK DIAMETER FOR
<br />THREADED PORTIONS.
<br />FOUNDATION NOTES
<br />1.REFER TO NOTE #1 UNDER REINFORCED CONCRETE FOR CONCRETE STRENGTH
<br />SPECIFICATIONS.
<br />2.THE REQUIREMENTS OUTLINED IN CHAPTER 18 OF THE CBC MUST BE ADHERED TO AS THE
<br />MINIMUM STANDARD UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED IN THE
<br />DRAWINGS OR TECHNICAL SPECIFICATIONS.
<br />3.ALL CONCRETE SHALL MEET THE REQUIRED STRENGTH AND SLUMP PER STRUCTURAL
<br />DESIGN. WHEN EXPOSED TO SULFATE-CONTAINING SOLUTIONS, IT SHALL CONFORM TO
<br />ASTM C-150 TYPE V PORTLAND CEMENT AND COMPLY WITH CBC SECTION 1904 (ACI 318
<br />SECTION 19.3.2.1). AGGREGATES MUST MEET ASTM C-33 STANDARDS, AND MIXING WATER
<br />MUST BE CLEAN AND POTABLE.
<br />4.CONCRETE PLACEMENT MUST BE PERFORMED AS A CONTINUOUS OPERATION UNLESS
<br />OTHERWISE SPECIFIED. THE SLAB SURFACE SHALL BE CURED USING 'HUNTS' COMPOUND
<br />OR AN EQUIVALENT PRODUCT, OR BY OTHER METHODS IN ACCORDANCE WITH INDUSTRY
<br />BEST PRACTICES.
<br />5.CALCIUM CHLORIDE-CONTAINING ADMIXTURES SHALL NOT BE USED IN THE CONCRETE
<br />MIX.
<br />6.BEFORE PLACING CONCRETE, THE CONTRACTOR SHALL MOISTEN THE SAND/MEMBRANE
<br />UNDERLAYMENT TO ENSURE UNIFORM CURING. CONCRETE SLABS SHALL NOT BE POURED
<br />DURING OR IMMEDIATELY AFTER RAINFALL. THE SAND LAYER BENEATH VISQUEEN MUST
<br />NOT BE SATURATED AT THE TIME OF THE POUR, AND ANY STANDING WATER MUST BE
<br />REMOVED PRIOR TO PLACEMENT.
<br />7.EXCAVATED FOOTING BOTTOMS MUST BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIALS
<br />OR WATER BEFORE CONCRETE IS POURED. OVER-EXCAVATED AREAS MUST BE BACKFILLED
<br />WITH CONCRETE OR PROPERLY COMPACTED FILL. BACKFILLING SHOULD NOT OCCUR UNTIL
<br />THE SUPPORTING FOUNDATION, WALLS, AND SLAB HAVE REACHED ADEQUATE STRENGTH
<br />TO RESIST LATERAL SOIL PRESSURE.
<br />8.FOOTINGS MUST REST ON UNDISTURBED NATIVE SOIL.
<br />9.ALL EXCAVATIONS MUST BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL. HOWEVER,
<br />BACKFILL BEHIND RETAINING WALLS MUST ONLY BE PLACED AFTER THE CONCRETE OR
<br />MASONRY HAS REACHED ITS FULL DESIGN STRENGTH.
<br />10.IF NO GEOTECHNICAL REPORT IS PROVIDED, IT IS THE RESPONSIBILITY OF THE LICENSED
<br />GENERAL CONTRACTOR OR OWNER-BUILDER TO VERIFY THAT THE STRUCTURE IS ENTIRELY
<br />SITUATED ON UNDISTURBED, NON-EXPANSIVE NATIVE SOIL. IF FILL, EXPANSIVE SOIL, OR
<br />ANY SIGNS OF GEOLOGICAL INSTABILITY ARE SUSPECTED, THE GEOTECHNICAL ENGINEER
<br />AND THE ENGINEER OF RECORD MUST BE CONSULTED TO MODIFY THE DESIGN
<br />ACCORDINGLY.
<br />11.PRESATURATION REQUIREMENTS FOR SUBGRADE SOILS AND SETBACK DISTANCES FOR
<br />EXTERIOR FOOTINGS FROM DESCENDING SLOPES MUST BE FOLLOWED.
<br />12.THE FINISHED GRADE AROUND THE PERIMETER OF THE SLAB SHALL BE CONSTRUCTED TO
<br />ENSURE THAT RAIN AND IRRIGATION WATER DRAINS AWAY FROM THE STRUCTURE.
<br />13.SITE AND PAD PREPARATION, INCLUDING BUT NOT LIMITED TO GRADING, FILL
<br />COMPACTION, PRESATURATION, AND CONCRETE SLAB BASE PREPARATION, SHALL BE
<br />COMPLETED AS REQUIRED.
<br />14.FOUNDATION DRAWINGS PREPARED BY THE ENGINEER OF RECORD REFLECT STRUCTURAL
<br />REQUIREMENTS. FOR DIMENSIONS, SLOPES, RECESSES, SHELVES, PATIOS, STOOPS, AND
<br />PORCHES NOT INDICATED IN THE FOUNDATION DRAWINGS, REFER TO THE ARCHITECTURAL
<br />PLANS. THE CONTRACTOR AND ARCHITECT MUST VERIFY ALL DIMENSIONS BEFORE
<br />CONSTRUCTION TO ENSURE PROPER FIT.
<br />15.WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING SURFACE
<br />SHALL BE ROUGHENED TO A MINIMUM AMPLITUDE OF 1/4".
<br />16.GRADE BEAMS SHALL BE POURED MONOLITHICALLY ALONG THEIR ENTIRE LENGTH.
<br />17.ALUMINUM CONDUIT, SLEEVES, AND EMBEDS ARE NOT PERMITTED IN CONCRETE.
<br />18.NO PIPES OR CONDUITS SHALL PASS BENEATH ISOLATED COLUMN FOOTINGS OR
<br />CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED AND APPROVED BY THE
<br />ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL.
<br />19.ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLAB THICKNESS.
<br />THE MAXIMUM CONDUIT DIAMETER SHALL BE 1-1/4", AND CONDUITS MUST BE SPACED AT
<br />LEAST 4 INCHES APART FROM EACH OTHER AND FROM REINFORCING STEEL UNLESS
<br />OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER.
<br />20.A MINIMUM OF ONE #4 REINFORCING BAR SHALL BE PROVIDED FOR ELECTRICAL
<br />GROUNDING, WITH THE LOCATION VERIFIED WITH THE ELECTRICAL CONTRACTOR.
<br />21.ALL HOLDOWNS AND POST ANCHORS MUST BE SECURED IN PLACE PRIOR TO THE
<br />FOUNDATION INSPECTION.
<br />SHEET INDEX
<br />GENERAL NOTES & REQUIREMENTS.
<br />FOUNDATION DETAILS.
<br />S-0
<br />S-1 FRAMING PLANS.
<br />SD.0 TYPICAL DETAILS.
<br />SD.1
<br />STRUCTURAL DETAILS.SD.2
<br />GENERAL NOTES
<br />DESIGN CRITERIA
<br />BUILDING CODE
<br />A. GENERAL
<br />2022 CBC
<br />RISK CATEGORY II
<br />SOIL ENGINIEER SOILS REPORT EXEMPTIONS
<br />REPORT NUMBER PCC-06
<br />DATE 7/1/2024
<br />ALLOWABLE SOIL BEARING PRESSURE 1500 psf
<br />SITE CLASS
<br />D
<br />SHORT PERIOD SPECTRAL ACCELERATION, Ss
<br />1
<br />1ST PERIOD SPECTRAL ACCELERATION, S1
<br />D-DEFAULT
<br />SHORT PERIOD ACCELERATION PARAMETER, SDS
<br />1.334
<br />1 SECOND ACCELERATION PARAMETER, SD1
<br />0.475
<br />SEISMIC RESPONSE COEFFIECIENT, Cs
<br />1.067
<br />0.578
<br />RESPONSE MODIFICATION FACTOR, R 6.5
<br />SEISMIC DESIGN CATEGORY
<br />0.164
<br />SEISMIC IMPORTANCE FACTOR, Ie
<br />DESIGN BASE SHEAR V = 0.7CsW 0.115W
<br />B. SOIL PARAMETERS
<br />D. LATERAL DESIGN PARAMETERS
<br />DESIGN SPEED
<br />EXPOSURE CATEGORY
<br />95 mph
<br />C
<br />C. GRAVITY DESIGN PARAMETERS (psf)
<br />DEAD
<br />ROOF LIVE
<br />LIVE
<br />15
<br />20
<br />ROOF EXTERIOR WALL INTERIOR WALL
<br />17
<br />-
<br />LOAD
<br />10
<br />1.REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S
<br />INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED
<br />EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT
<br />DATE IS SHOWN.
<br />2.STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS IS FOR THE MAIN STRUCTURAL
<br />ELEMENTS. NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE
<br />REQUIREMENTS.
<br />3.DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN
<br />FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OF
<br />CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY
<br />NOTED OR SHOWN OTHERWISE. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A
<br />TYPICAL DETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE
<br />EOR TO FABRICATION AND INSTALLATION.
<br />4.DO NOT USE SCALED DIMENSIONS, USE WRITTEN DIMENSIONS. WHERE NO DIMENSION IS
<br />PROVIDE, CONSULT THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH THE
<br />WORK. FIELD MEASURE EXISTING DIMENSIONS NOT NOTED.
<br />5.OMISSIONS OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE DRAWINGS, NOTES, AND
<br />DETAILS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND RESOLVED
<br />BEFORE PROCEEDING WITH THE WORK.
<br />6.THE CONTRACTOR SHALL VERIFY THE LOCATION OF EXISTING UTILITIES BEFORE BEGINNING
<br />WORK. SPECIAL CARE SHALL BE TAKEN TO PROJECT UTILITIES THAT ARE TO REMAIN IN
<br />SERVICE DURING CONSTRUCTION.
<br />7.THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DEVIATION FROM
<br />THE CONTRACT DOCUMENTS.
<br />8.DRAWINGS AND SPECIFICATIONS REPRESENT FINISHED STRUCTURE. CONTRACTOR SHALL
<br />BE RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION, INCLUDING BUT NOT
<br />LIMITED TO SHORING AND TEMPORARY BRACING. THE CONTRACTOR SHALL TAKE ALL
<br />NECESSARY MEASURES TO INSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE
<br />AND ADJACENT TO THE SITE. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT,
<br />ENGINEER OR CONSTRUCTION MANAGER SHALL NOT RELIEVE THE CONTRACTOR OF SUCH
<br />RESPONSIBILITY.
<br />9.SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO
<br />MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED BY
<br />ARCHITECT/WATER PROOFING CONSULTANT.
<br />10.CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE STRUCTURE
<br />SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN AN UNBALANCED
<br />CONDITION.
<br />11.APPROVAL FROM THE AUTHORITY HAVING JURISDICTION MUST BE OBTAINED PRIOR TO
<br />INSTALLATION OF ITEMS REQUIRING DEFERRED SUBMITTAL.
<br />12.STRUCTURAL ELEMENTS INDICATED AS "BY OTHERS" ARE NOT INCLUDED IN THIS SCOPE OF
<br />WORK.
<br />13.THE GENERAL CONTRACTOR SHALL PROVIDE SEPARATE SUBMITTALS FOR SUCH ELEMENTS
<br />TO THE ENGINEER OF RECORD FOR REVIEW. UPON EOR ACCEPTANCE, SUBMITTALS SHALL BE
<br />FORWARDED TO THE BUILDING DEPARTMENT FOR FINAL REVIEW AND APPROVAL.
<br />WIND PARAMETERS
<br />SEISMIC PARAMETERS
<br />MAIN LATERAL RESISTING SYSTEM WOOD SHEARWALL
<br />8
<br />-
<br />CEILING
<br />10
<br />1
<br />1
<br />SPECIAL INSPECTION:
<br />INSPECTION SCHEDULE
<br />SOIL CONDITION (SOIL REPORT)
<br />POST INSTALLED ANCHORS
<br />STRUCTURAL STEEL
<br />STRUCTURAL STEEL WELDING
<br />HIGH STRENGTH BOLTING
<br />MASSONRY WORK
<br />COLD FORMED STEEL
<br />CAST IN PLACE DEEP FOUNDATION
<br />REQ'D
<br />INSPECTION ITEMS CODE REFERENCE
<br />CBC Table 1705.3.8, ICC APPROVAL
<br />CBC 1705.2
<br />CBC 1705.2
<br />CBC 1705.2
<br />CBC 1705.4
<br />CBC 1705.12.2, 1705.13.3
<br />CBC Table 1705.8
<br />CBC Table 1705.6
<br />EPOXY DOWELS ESR 4057
<br />1.SPECIAL INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH CBC CHAPTER 17.
<br />REFER TO THE INSPECTION SCHEDULE BELOW - ONLY THE MARKED ITEMS ARE REQUIRED.
<br />2.THE OWNER MUST HIRE ONE OR MORE QUALIFIED SPECIAL INSPECTORS TO OVERSEE
<br />CONSTRUCTION INSPECTIONS. THESE INSPECTORS MUST DEMONSTRATE COMPETENCY IN
<br />THEIR SPECIFIC FIELD OF INSPECTION TO THE SATISFACTION OF THE BUILDING OFFICIAL.
<br />3.WHEN WORK IS PERFORMED AT AN APPROVED AND REGISTERED FABRICATION FACILITY,
<br />SPECIAL INSPECTIONS MAY NOT BE NECESSARY. APPROVED FABRICATORS MUST PROVIDE
<br />A COMPLIANCE CERTIFICATE FOR OFFSITE FABRICATION OF STRUCTURAL COMPONENTS
<br />SUCH AS PRECAST CONCRETE, GLUED LAMINATED TIMBER, AND STRUCTURAL STEEL.
<br />4.INDEPENDENT SPECIAL INSPECTORS MUST CONDUCT ALL REQUIRED INSPECTIONS. SITE
<br />VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT REPLACE OR FULFILL
<br />THE SPECIAL INSPECTION REQUIREMENTS.
<br />5.INSPECTION REPORTS SHALL BE SUBMITTED TO BOTH THE BUILDING OFFICIAL AND THE
<br />ENGINEER OF RECORD (E.O.R.). FINAL REPORTS FROM SPECIAL INSPECTORS MUST VERIFY
<br />THAT THE STRUCTURAL SYSTEM CONFORMS TO THE APPROVED DESIGN DOCUMENTS.
<br />6.ENSURING THAT ALL REQUIRED INSPECTIONS ARE COMPLETED IS THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR.
<br />7.WORK REQUIRING SPECIAL INSPECTION MUST BE REVIEWED BY THE DESIGNATED SPECIAL
<br />INSPECTOR BOTH DURING CONSTRUCTION AND UPON COMPLETION. CONTINUOUS
<br />INSPECTION REQUIRES FULL-TIME SUPERVISION, WHEREAS PERIODIC INSPECTION IS
<br />CONDUCTED INTERMITTENTLY.
<br />8.FOR STRUCTURAL WOOD COMPONENTS, PERIODIC INSPECTIONS ARE REQUIRED FOR
<br />WOOD SHEAR WALLS, SHEAR PANELS, DIAPHRAGMS, AND THEIR FASTENING SYSTEMS,
<br />INCLUDING NAILING, BOLTING, ANCHORING, AND CONNECTIONS OF SEISMIC
<br />FORCE-RESISTING ELEMENTS SUCH AS DRAG STRUTS, BRACES, AND HOLDOWNS.
<br />EXCEPTION: SPECIAL INSPECTION IS NOT NEEDED WHEN THE SHEATHING FASTENER
<br />SPACING EXCEEDS 4 INCHES ON CENTER. INSPECTIONS MUST TAKE PLACE BEFORE THE
<br />WORK IS COVERED.
<br />9.THE SPECIAL INSPECTIONS LISTED ARE IN ADDITION TO THOSE PERFORMED BY THE
<br />BUILDING OFFICIAL. THIS LIST IS NOT EXHAUSTIVE.
<br />STRUCTURAL WOOD (NOTE #8)CBC 1705.12.1, 1705.13.2
<br />CONCRETE/SHOTCRETE WORK CBC Table 1705.3
<br />REINFORCING STEEL CBC Table 1705.2.2, 1705.3
<br />HIGH-STRENGTH NON-SHRINK GROUT CBC 1705.2, 1705.3
<br />REINFORCING STEEL NOTES
<br />1.REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 FOR ALL SIZES.
<br />2.ALL REINFORCING TO BE ACCURATELY AND SECURELY LOCATED PRIOR TO POURING
<br />CONCRETE.
<br />3.ALL HORIZONTAL REINFORCEMENT TO HAVE MATCHING DOWELS AT CORNERS OF WALLS.
<br />ALL VERTICAL REINFORCEMENT TO HAVE MATCHING DOWELS TO FOOTING, U.O.N.
<br />4.COVERAGE SHALL BE: 3" CLEAR FOR CONCRETE CAST AGAINST EARTH, 2" CLEAR FOR
<br />CONCRETE EXPOSED TO MOISTURE BUT NOT CAST AGAINST EARTH, AND 1 1/2" FOR ALL
<br />OTHER CONDITIONS. (U.N.O)
<br />GENERAL
<br />NOTES
<br />S-0
<br />DESCRIPTIONREV.DATE
<br />STAMP:
<br />SHEET TITLE:
<br />SHEET NUMBER:
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<br />PROJECT:
<br />80
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<br />2
<br />7
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<br />5
<br />1 PC1 01-17-2026
<br />ENGINEER OF RECORD:
<br />VENKATA ROHIT GRANDHI, P.E
<br />7823 Boxwood Ct,
<br />Highland, CA 92346
<br />rohith.grandi@gmail.com
<br />09/04/202012/14/202401.18.2026
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