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GENERAL NOTES:
<br />1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE
<br />SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR
<br />TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL
<br />CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE
<br />CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR
<br />SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE ENGINEER OF RECORD
<br />PRIOR TO FABRICATION AND INSTALLATION. DETAILS OF CONSTRUCTION NOT SHOWN
<br />SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONSTRUCTION.
<br />2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE
<br />CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC DETAILS
<br />SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER THESE NOTES
<br />WHICH SHALL GOVERN OVER SPECIFICATIONS.
<br />3. REFER TO THE PROJECT SPECIFICATIONS FOR SHOP DRAWING REQUIREMENTS AND
<br />SUBMITTALS.
<br />4. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
<br />ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE
<br />OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR STRUCTURAL
<br />ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING CONDITIONS
<br />SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS ARE TO THE FACE OF
<br />STUDS, AND TO CENTERLINE OF COLUMNS UNO.
<br />5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE SEOR OF
<br />ANY CONFLICTS BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS; OR
<br />EXISTING CONDITIONS NOT SHOWN OR DIFFERENT FROM THOSE SHOWN ON
<br />DRAWINGS PRIOR TO COMMENCEMENT OF WORK. THE CONTRACTOR IS NOT TO
<br />ORDER MATERIAL OR CONSTRUCT ANY PORTION OF THE BUILDING THAT IS IN
<br />CONFLICT UNTIL THE CONFLICT IS RESOLVED WITH THE AFFECTED PARTIES.
<br />6. 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
<br />CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO
<br />BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
<br />OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR SEOR SHALL NOT INCLUDE
<br />OBSERVATION OF THE ABOVE ITEMS.
<br />7. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL
<br />DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER
<br />CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT
<br />INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING
<br />THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE
<br />SUBSTITUTED. WRITTEN APPROVAL FROM THE SEOR AND DSA SHALL BE OBTAINED
<br />PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL
<br />DOCUMENTS.
<br />8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT
<br />SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE OF
<br />CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY APPLY TO
<br />THIS PROJECT. THE ARCHITECT, SEOR AND DSA, AND THE OWNER DO NOT ACCEPT
<br />ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY WITH THESE
<br />REQUIREMENTS.
<br />9. NOT USED
<br />10. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE
<br />STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN
<br />AN UNBALANCED CONDITION.
<br />STRUCTURAL DESIGN CRITERIA:
<br />1. CODES:
<br />ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA BUILDING
<br />CODE (CBC) 2022 EDITION, INCLUDING ALL AMENDMENTS. ALL STANDARDS
<br />USED SHALL BE THE LATEST VERSION APPROVED BY THE CODE
<br />ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT ISSUANCE UNLESS
<br />SPECIFICALLY NOTED OTHERWISE.
<br />2. SEISMIC DESIGN INFORMATION:
<br />3. WIND DESIGN INFORMATION:
<br />4. LIVE LOADS
<br />RESIDENTIAL: 40 PSF
<br />ROOF: 20 PSF
<br />BASIC WIND SPEED V = 95 MPH (3 SEC GUST) EXPOSURE C
<br />I = 1.0 OCCUPANCY CAT. II SITE CLASS D
<br />(DEFAULT)
<br />SS = 1.323 S1 = 0.471 SDS = 1.508 SD1 = 0.532
<br />SEISMIC DESIGN CATEGORY = D
<br />R = 6.5 Cd = 4 Ω
<br />Kz = 0.85 Kd = 0.85
<br />AB ANCHOR BOLT
<br />ABV ABOVE
<br />ADDT'L ADDITIONAL
<br />ADJ ADJACENT
<br />AFF ABOVE FINISH FLOOR
<br />ALT ALTERNATE
<br />ARCH ARCHITECT(URAL)
<br />BLDG BUILDING
<br />BLKG BLOCKING
<br />BLW BELOW
<br />BM BEAM
<br />BN BOUNDARY NAILING
<br />B.O. BOTTOM OF
<br />BOTT BOTTOM
<br />BRG BEARING
<br />BS BOTH SIDES
<br />BTWN BETWEEN
<br />C CAMBER
<br />CIP CAST IN PLACE
<br />CJ CONTROL/
<br />CONSTRUCTION JOINT
<br />CL CENTERLINE
<br />CLR CLEAR
<br />CMU CONCRETE MASONRY
<br />UNIT
<br />COL COLUMN
<br />CONC CONCRETE
<br />CONN CONNECTION
<br />CONT CONTINUOUS
<br />CP COMPLETE
<br />PENETRATION
<br />CSK COUNTERSINK
<br />CTR(D) CENTER(ED)
<br />D BAR OR BOLT DIAMETER
<br />DBL DOUBLE
<br />DEMO DEMOLITION
<br />DET DETAIL
<br />DIA DIAMETER
<br />DIAG DIAGONAL
<br />DIM DIMENSION
<br />DO DITTO
<br />DWG DRAWING
<br />(E) EXISTING
<br />EA EACH
<br />EF EACH FACE
<br />EJ EXPANSION JOIST
<br />EMBED EMBEDMENT
<br />ELEC ELECTRICAL
<br />ELEV ELEVATION
<br />EN EDGE NAILING
<br />E.O. EDGE OF
<br />EOR ENGINEER OF RECORD
<br />EQ EQUAL
<br />EQUIP EQUIPMENT
<br />ES EACH SIDE OR EDGE
<br />SCREW
<br />EW EACH WAY
<br />EXP EXPANSION
<br />EXT EXTERIOR
<br />FIN FINISH
<br />FLR FLOOR
<br />FN FIELD NAILING
<br />FND FOUNDATION
<br />F.O. FACE OF
<br />FS FAR SIDE OR FIELD
<br />SCREW
<br />FRMG FRAMING
<br />FT FOOT OR FEET
<br />FTG FOOTING
<br />G GIRDER
<br />GA GAGE
<br />GALV GALVANIZED
<br />HAB HEADED ANCHOR BOLT
<br />HD HOLDDOWN
<br />HDR HEADER
<br />HGR HANGER
<br />HK HOOK
<br />HORIZ HORIZONTAL
<br />HP HIGH POINT
<br />HS HIGH STRENGTH
<br />HSS HOLLOW STRUCTURAL
<br />STEEL
<br />HT HEIGHT
<br />IN INCH
<br />INT INTERIOR
<br />JST JOIST
<br />KLF KIPS PER LINEAR FOOT
<br />KSL KIPS PER SQUARE FOOT
<br />KSI KIPS PER SQUARE INCH
<br />L ANGLE
<br />LFRS LATERAL FORCE
<br />RESISTING SYSTEM
<br />LLH LONG LEG HORIZONTAL
<br />LLV LONG LEG VERTICAL
<br />LP LOW POINT
<br />LWC LIGHTWEIGHT
<br />CONCRETE
<br />MAX MAXIMUM
<br />MB MACHINE BOLT
<br />MECH MECHANICAL
<br />MFR MANUFACTURER
<br />MIN MINIMUM
<br />MTL METAL
<br />(N) NEW
<br />NS NEAR SIDE OR
<br />NON-SHRINK
<br />NTS NOT TO SCALE
<br />NWC NORMAL WEIGHT
<br />CONCRETE
<br />OC ON CENTER
<br />O.F. OUTSIDE FACE
<br />OH OPPOSITE HAND
<br />OPNG OPENING
<br />PDF POWDER DRIVEN
<br />FASTENER
<br />PJ PANEL JOIST
<br />PL PLATE
<br />PLC(S) PLACE(S)
<br />PLF POUND PER LINEAR
<br />FOOT
<br />PLYWD PLYWOOD
<br />PREFAB PREFABRICATED
<br />PSF POUND PER SQUARE
<br />FOOT
<br />PSI POUND PER SQUARE
<br />INCH
<br />PT PRESSURE TREATED OR
<br />POST TENSION
<br />QTY QUANTITY
<br />RAD, R RADIUS
<br />REF REFERENCE
<br />REINF REINFORCING
<br />REQD REQUIRED
<br />SB SILL BOLT
<br />SC SAW CUT OR SLIP
<br />CRITICAL
<br />SCHED SCHEDULE
<br />SEOR STRUCTURAL ENGINEER
<br />ON RECORD
<br />SHTG SHEATHING
<br />SIM SIMILAR
<br />SMS SHEET METAL SCREW
<br />SN SILL NAIL
<br />SOG SLAB ON GRADE
<br />SQ SQUARE
<br />SS STAINLESS STEEL
<br />STD STANDARD
<br />STGRD STAGGERED
<br />STIFF STIFFENER
<br />STL STEEL
<br />STRUCT STRUCTURAL
<br />T&B TOP AND BOTTOM
<br />THK THICK
<br />T.O. TOP OF
<br />TOM TOP OF MASONRY
<br />TOS TOP OF STEEL
<br />TYP TYPICAL
<br />UNO UNLESS NOTED
<br />OTHERWISE
<br />VERT VERTICAL
<br />W/ WITH
<br />W/O WITHOUT
<br />WF WIDE FLANGE
<br />WLD WELDED
<br />WO WHERE OCCURS
<br />WP WORK POINT
<br />WT WEIGHT
<br />WWF WELDED WIRE FABRIC
<br />Ø = DIAMETER = REFERENCE ELEVATION OR WORK POINT
<br />TYPICAL ABBREVIATIONS
<br />1. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING
<br />PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENTS.
<br />2. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE
<br />SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE
<br />NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT
<br />CONDITIONS.
<br />3. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED.
<br />EXISTING CONDITIONS NOTES:
<br />1. THE ARCHITECT AND ENGINEERS ARE NOT RESPONSIBLE FOR THE LOCATIONS
<br />OF EXISTING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE
<br />DRAWINGS. THE LOCATION OF ANY EXISTING UNDERGROUND UTILITIES
<br />SHOWN ON THE DRAWINGS ARE APPROXIMATE. THE CONTRACTOR SHALL
<br />IMMEDIATELY NOTIFY THE OWNER SHOULD ANY SUCH UNIDENTIFIED
<br />CONDITIONS BE DISCOVERED.
<br />2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGES WHICH MAY
<br />RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ALL EXISTING
<br />UNDERGROUND UTILITIES.
<br />EXISTING UNDERGROUND UTILITY NOTES:
<br />1. REINFORCING GRADES FOR CONCRETE OR MASONRY:
<br />A. ALL BARS EXCEPT THOSE TO BE WELDED.............. ASTM A615, GRADE 60
<br />B. TIES AND STIRRUPS .................................................. ASTM A615, GRADE 60
<br />C. WELDED WIRE FABRIC ........................................... ASTM A185
<br />D. ALL BARS TO BE WELDED ........................................ ASTM A706, GRADE 60
<br />2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF
<br />ALL REINFORCEMENT AS FOLLOWS (UNO):
<br />PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS.
<br />WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
<br />LONGITUDINAL BARS IS ADEQUATE.
<br />3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE
<br />REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE".
<br />EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM
<br />SPACING OF 24" OC. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
<br />REINFORCING IN POSITIONS SHOWN ON THE PLANS.
<br />4. SPLICES IN CONTINUOUS REINFORCEMENT, SHALL HAVE A CLASS "B" LAP
<br />(1'-6" MIN) AND THE SPLICES IN ADJACENT BARS SHALL BE NOT LESS THAN 5'-0"
<br />APART. BARS MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP
<br />REINFORCING OF BEAMS AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE
<br />SEPARATED. WELDED WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.
<br />5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN CONCRETE
<br />SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET
<br />SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS
<br />SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
<br />6. BEND REINFORCING BARS COLD.
<br />7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.
<br />8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME
<br />GRADE, SIZE AND SPACING AS THE MAIN REINFORCING UNO.
<br />9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN
<br />THE FINAL IN PLACE INSPECTION IS MADE.
<br />10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
<br />COATED WHEN RESTING ON EXPOSED SURFACES.
<br />CONDITION COVER
<br />CONCRETE POURED AGAINST EARTH 3"
<br />CONCRETE POURED IN FORMS AND
<br />EXPOSED TO WEATHER OR EARTH
<br />- #6 BARS AND LARGER 2"
<br />- #5 BARS AND SMALLER 1 1/2"
<br />STRUCTURAL SLABS ON GRADE
<br />- FROM BOTTOM OF SLAB 2"
<br />- FROM TOP OF SLAB 1 1/2"
<br />OTHER CONCRETE NOT EXPOSED TO WEATHER
<br />OR EARTH FOR #11 BARS AND SMALLER
<br />REINFORCING STEEL NOTES:
<br />3/4"
<br />1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI
<br />318, 2019 EDITION, AND PROJECT SPECIFICATIONS.
<br />2. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN
<br />WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES,
<br />HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR
<br />TRUNKS SHALL BE OF VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF
<br />CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT NUMBER OF CHUTES
<br />OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT LEVEL AT ALL
<br />TIMES.
<br />3. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING
<br />THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN
<br />THE MORTAR MATRIX. SEE PLANS AND DETAILS FOR LOCATION AND TYPE OF
<br />CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION JOINTS
<br />NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE
<br />EOR PRIOR TO PLACING ANY CONCRETE.
<br />4. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:
<br />a. MAXIMUM DRY WEIGHT OF LIGHTWEIGHT CONCRETE SHALL BE 110 PCF,
<br />UNLESS APPROVED BY SEOR.
<br />b. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS.
<br />c. USE TYPE II/V CEMENT.
<br />5. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF THE
<br />BUILDING CODE, AND SPECIFICATIONS. ALL CONCRETE MIXES SHALL BE
<br />DESIGNED BY A RECOGNIZED TESTING LAB STAMPED AND SEALED BY A
<br />LICENSED CALIFORNIA CIVIL ENGINEER AND SUBMITTED TO THE SEOR FOR
<br />REVIEW PRIOR TO CONCRETE PLACEMENT. STRUCTURAL CONCRETE MIXES
<br />SHALL CONSIST OF 5 SACK MINIMUM UNO.
<br />6. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33
<br />(HARDROCK). AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM TO
<br />ASTM C-330.
<br />7. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE
<br />BUILDING DEPARTMENT AND THE SEOR.
<br />8. PORTLAND CEMENT SHALL BE TYPE II/V FOR ALL CONCRETE CONFORMING TO
<br />ASTM C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES OF COMPLIANCE
<br />SHALL BE SUBMITTED.
<br />9. FLY ASH OR OTHER POZZOLANS CONFORMING TO ASTM C618 CLASS N OR F
<br />MAY BE USED AS A PARTIAL SUBSTITUTION FOR PORTLAND CEMENT UP TO A
<br />MAXIMUM OF 15% TOTAL CEMENTITIOUS MATERIALS BY WEIGHT IF THE MIX
<br />DESIGN IS PROPORTIONED PER ACI 318, SECTION 5.3.
<br />10. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94.
<br />11. NOT USED.
<br />12. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY
<br />COMPRESSIVE STRENGTH OF 2 TIMES THE SUPPORTING CONCRETE
<br />STRENGTH, AND SHALL BE OF MASTERFLOW 713, FIVE STAR GROUT, SIKA
<br />GROUT 212, EMBECO 636, OR APPROVED EQUAL. FOR THICK GROUT LAYERS
<br />FOLLOW MANUFACTURER'S GUIDELINES TO ATTAIN THE REQUIRED STRENGTH,
<br />WHICH MAY INCLUDE THE ADDITION OF PEA GRAVEL.
<br />13. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER
<br />USED IN MIX SHALL BE CLEAN AND POTABLE.
<br />14. PRIOR TO ERECTING ANY ELEMENTS THAT LOAD THE FOUNDATION, CONCRETE
<br />MUST REACH AN UNCONFINED COMPRESSION STRENGTH OF 2000 PSI MINIMUM
<br />AS DETERMINED BY TESTING OR PREVIOUSLY DOCUMENTED DATA FOR THE
<br />MIX DESIGN USED UNDER SIMILAR CONDITIONS, AND MUST BE ALLOWED TO
<br />CURE FOR A MINIMUM OF 3 DAYS.
<br />15. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED
<br />FLOORING FINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT
<br />EXCEED 0.45. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE
<br />FINISHES SHALL BE COMPATIBLE WITH TILE AND ADHESIVES OR GROUTS IN
<br />ACCORDANCE WITH MANUFACTURER'S DATA AND BE APPROVED BEFORE USE.
<br />16. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST
<br />CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS OTHERWISE
<br />ACCEPTED BY SEOR.
<br />17. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, WALL OFFSETS,
<br />CHAMFERS, KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC.
<br />PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND FOOTINGS
<br />WHERE SHOWN ON THESE DRAWINGS. CORING IS NOT PERMITTED WITHOUT
<br />PRIOR APPROVAL BY THE SEOR AND DSA.
<br />18. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE
<br />FORMED WITH 3/4" CHAMFER, UNO.
<br />STRUCTURAL CONCRETE NOTES:
<br />LOCATION
<br />CONC
<br />TYPE
<br />MAX
<br />AGGR.
<br />SIZE
<br />MAX
<br />W/C
<br />RATIO
<br />MAX
<br />SLUMP
<br />FOUNDATIONS 3000 PSI NWC 1 1/2" 0.45 4"
<br />SLAB ON GRADE 3000 PSI NWC 1" 0.45 4"
<br />ALL OTHER STRUCTURAL
<br />CONCRETE NOT NOTED
<br />ABOVE
<br />3000 PSI NWC 1" 0.50 6"
<br />MIN 28-DAY
<br />COMP
<br />STRENGTH
<br />Kzt = 1
<br />Rho = 1.0
<br />INTERNAL PRESSURE COEFF. = +/- 0.18
<br />DESIGN PROCEDURE:
<br />ELFP
<br />STATEMENT OF SPECIAL INSPECTIONS:
<br />1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PROVIDE
<br />INSPECTIONS DURING CONSTRUCTION. THE SPECIAL INSPECTOR SHALL BE A
<br />QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION
<br />OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF
<br />CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.
<br />2. SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE WORK IS DONE ON THE
<br />PREMISES OF A LA APPROVED FABRICATOR REGISTERED AND APPROVED TO
<br />PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVED FABRICATORS
<br />MUST SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATIONS SUCH AS
<br />STRUCTURAL STEEL, PRECAST CONCRETE, GLUED LAMINATED TIMBER, ETC.
<br />3. ALL INSPECTIONS SHALL BE PERFORMED BY INDEPENDENT SPECIAL INSPECTORS.
<br />JOB SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT
<br />CONSTITUTE AND ARE NOT A SUBSTITUTE FOR INSPECTIONS BY A SPECIAL
<br />INSPECTOR.
<br />4. ALL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND
<br />SEOR. THE FINAL REPORTS BY THE SPECIAL INSPECTOR(S) MUST CERTIFY THAT THE
<br />ENTIRE STRUCTURAL SYSTEM COMPLIES WITH THE APPROVED PLANS AND
<br />SPECIFICATIONS.
<br />5. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO SEE THAT THESE INSPECTIONS
<br />ARE PERFORMED.
<br />6. WORK REQUIRING SPECIAL INSPECTION SHALL BE INSPECTED BY THE SPECIAL
<br />INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS PERFORMED AND AT
<br />THE COMPLETION OF WORK. CONTINUOUS INSPECTION CONSISTS OF FULL-TIME
<br />INSPECTION; PERIODIC INSPECTION CONSISTS OF PART-TIME OR INTERMITTENT
<br />INSPECTION.
<br />7. THE FOLLOWING SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE
<br />BUILDING OFFICIAL. THIS LIST IS NOT INTENDED TO BE ALL INCLUSIVE.
<br />TABLE 1705.6
<br />REQUIRED VERIFICATION AND INSPECTION OF SOILS
<br />VERIFICATION AND INSPECTION TASK
<br />CONTINUOUS
<br />DURING TASK
<br />LISTED
<br />PERIODICALLY
<br />DURING TASK
<br />LISTED
<br />1.VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS
<br />ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING
<br />CAPACITY.
<br />- X
<br />2.VERIFY EXCAVATIONS ARE EXTENDED TO PROPER
<br />DEPTH AND HAVE REACHED PROPER MATERIAL. - X
<br />3.PERFORM CLASSIFICATION AND TESTING OF
<br />COMPACTED FILL MATERIALS.- X
<br />4.
<br />VERIFY USE OF PROPER MATERIALS, DENSITIES AND
<br />LIFT THICKNESSES DURING PLACEMENT AND
<br />COMPACTION OF COMPACTED FILL.
<br />X -
<br />5.
<br />PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE
<br />SUBGRADE AND VERIFY THAT SITE HAS BEE N
<br />PREPARED PROPERLY.
<br />- X
<br />TABLE 1705.3
<br />REQUIRED VERIFICATION AND INSPECTION OF CONCRETE
<br />CONSTRUCTION
<br />VERIFICATION AND INSPECTION CONT. PERIODIC REF.
<br />STANDARD
<br />CBC
<br />REF.
<br />1.INSPECTION OF REINFORCING STEEL,
<br />INCLUDING PRESTRESSING TENDONS,
<br />AND PLACEMENT.
<br />-AIC 318: 3.5,
<br />7.1-7.7 1913.4
<br />2. INSPECTION OF REINFORCING STEEL
<br />WELDING IN ACCORDANCE WITH TABLE
<br />1704A.3, ITEM 5B.
<br />- -AWS D1.4; ACI
<br />318: 3.5.2 -
<br />3. INSPECTION OF BOLTS TO BE
<br />INSTALLED IN CONCRETE PRIOR TO
<br />AND DURING PLACEMENT OF
<br />CONCRETE WHERE ALLOWABLE LOADS
<br />HAVE BEEN INCREASED OR WHERE
<br />STRENGTH DESIGN IS USED.
<br />X -ACI 318: 8.1.3,
<br />21.2.8
<br />1911.5,
<br />1912.1
<br />4.INSPECTION OF ANCHORS INSTALLED
<br />IN HARDENED CONCRETE.-ACI 318: 3.8.6,
<br />8.1.3, 21.2.8 1912.1
<br />5.VERIFYING USE OF REQUIRED DESIGN
<br />MIX.- X ACI 318: CH 4,
<br />5.2-5.4
<br />1904.2.2,
<br />1913.2,
<br />1913.3
<br />6.AT THE TIME FRESH CONCRETE IS
<br />SAMPLED TO FABRICATE SPECIMENS
<br />FOR STRENGTH TESTS, PERFORM
<br />SLUMP AND AIR CONTENT TESTS, AND
<br />DETERMINE THE TEMPERATURE OF
<br />THE CONCRETE.
<br />X -
<br />ASTM C172
<br />ASTM C31; ACI
<br />318: 5.6, 5.8
<br />1913.10
<br />7.INSPECTION OF CONCRETE AND
<br />SHOTCRETE PLACEMENT FOR PROPER
<br />APPLICATION TECHNIQUES.
<br />X -ACI 318: 5.9,
<br />5.10
<br />1913.6,
<br />1913.7,
<br />1913.8
<br />8. INSPECTION FOR MAINTENANCE OF
<br />SPECIFIED CURING TEMPERATURE
<br />AND TECHNIQUES.
<br />-ACI 318:
<br />5.11-5.13 1913.9
<br />9.INSPECTION OF PRESTRESSED
<br />CONCRETE:X -
<br />A
<br />.
<br />APPLICATION OF PRESTRESSING
<br />FORCES.ACI 318: 18.20 -
<br />B
<br />.
<br />GROUTING OF BONDED
<br />PRESTRESSING TENDONS IN THE
<br />SEISMIC-FORECE-RESISTING
<br />SYSTEM.
<br />ACI 318: 18.18.4 -
<br />10.ERECTION OF PRECAST CONCRETE
<br />MEMBERS.-ACI 318: CH 16 -
<br />11.VERIFICATION OF IN-SITU CONCRETE
<br />STRENGTH, PRIOR TO STRESSING OF
<br />TENDONS IN POSTTENSIONED
<br />CONCRETE AND PRIOR TO REMOVAL
<br />OF SHORES AND FORMS FROM BEAMS
<br />AND STRUCTURAL SLABS.
<br />-ACI 318: 6.2 -
<br />12.INSPECT FORMWORK FOR SHAPE,
<br />LOCATION AND DIMENSIONS OF THE
<br />CONCRETE MEMBER BEING FORMED.
<br />-ACI 318: 6.1.1 -
<br />FOR SI: 1 INCH = 25.4 MM
<br />A. WHERE APPLICABLE, SEE ALSO SECTION 1705.11, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.
<br />B. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTIONS SHALL BE INCLUDED IN THE RESEARCH
<br />REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2 OR
<br />SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF THE WORK.
<br />C. INSTALLATION OFF ALL ADHESIVE ANCHORS IN THE HORIZONTAL AND UPWARDS INCLINED
<br />POSITIONS SHALL BE PERFORMED BY AN ACI/CRSI CERTIFIED ANCHOR INSTALLER.
<br />1. ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.
<br />2. DOUGLAS FIR (DF) SHALL BE GRADED BY THE WESTERN WOOD PRODUCTS
<br />ASSOCIATION GRADING RULES, AND ASTM D245.
<br />3. REDWOOD SHALL BE GRADED BY THE CALIFORNIA REDWOOD ASSOCIATION,
<br />REDWOOD INSPECTION SERVICE.
<br />4. SILL PLATES SHALL BE PRESSURE-TREATED (PT) DOUGLAS FIR #1. REDWOOD
<br />IS PERMITTED WITH SEOR APPROVAL.
<br />5. TOP PLATES, SILL PLATES, STUDS SHALL BE....................................DF #1
<br />JOISTS, RAFTERS, PURLINS, BEAMS & POSTS SHALL BE ................DF #1 (UNO)
<br />LOAD BEARING STUDS SHALL BE.........................................................DF #1
<br />6. MOISTURE CONTENT OF SAWN LUMBER SHALL NOT EXCEED 18% WHEN
<br />FRAMING STARTS OR SHEATHING IS APPLIED. ANY NONCOMPLIANT WORK
<br />SHALL BE REJECTED AND REFRAMED WITH ACCEPTABLE LUMBER.
<br />7. TIMBERS 4" NOMINAL IN THE LEAST DIMENSION SHALL NOT CONTAIN BOXED
<br />HEART.
<br />8. SILL PLATES SHALL BE PRESSURE-TREATED AND SHALL BE BOLTED TO
<br />CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 32" OC MAX, UNO WITH A
<br />BOLT BETWEEN 4" TO 12" FROM THE END OF EACH PIECE OF SILL (2 BOLTS MIN
<br />EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHERE PLATE IS
<br />CUT OUT OVER ONE-THIRD OF CROSS-SECTION.
<br />9. ANCHOR BOLTS FOR NON-STRUCTURAL WALLS SUPPORTED ON SLABS SHALL
<br />HAVE 3 1/2" EMBEDMENT (UNO) MEASURED FROM TOP OF SLAB.
<br />10. ANCHOR BOLTS FOR STRUCTURAL WALLS SHALL HAVE 12" EMBEDMENT (UNO)
<br />MEASURED FROM TOP OF SLAB.
<br />11. STUD BEARING WALLS AND PARTITIONS SHALL HAVE DOUBLE TOP PLATES
<br />LAPPED AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND
<br />LOWER MEMBERS OF DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST
<br />4'-0".
<br />12. HOLES IN WOOD AND STEEL MEMBERS FOR BOLTS SHALL BE THE NOMINAL
<br />BOLT DIAMETER PLUS 1/16".
<br />13. ALL BOLTS IN WOOD SHALL BE ASTM A307 STANDARD BOLTS, UNO. BOLTS AND
<br />SCREWS SHALL BE TIGHTENED AT TIME OF ERECTION AND RETIGHTENED
<br />BEFORE CLOSING IN OR AT THE COMPLETION OF THE JOB.
<br />14. HOLES IN WOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME
<br />DIAMETER AND DEPTH AS THE SHANK, AND FOR THE THREADED PORTION
<br />BORED WITH A BIT NOT LARGER THAN 40% TO 70% OF THE SHANK DIAMETER.
<br />15. LAG SCREWS AND SCREWS SHALL BE SCREWED AND NOT DRIVEN INTO PLACE.
<br />BOLT HOLES SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM 1/16" LARGER THAN
<br />THE BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN MAIN
<br />MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN.
<br />16. METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON
<br />STRONG TIE COMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC
<br />PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO
<br />EXCEPTIONS.
<br />17. INSTALL WINDOWS AND DOORS IN STUD WALLS AFTER DEAD LOADS ARE
<br />APPLIED, AND PROVIDE A 1/2" SHIM SPACE AT THE HEAD CONDITION.
<br />18. STEEL WASHERS SHALL BE PROVIDED UNDER HEADS AND NUTS OF ALL BOLTS
<br />AND LAG SCREWS WHICH BEAR ON WOOD. STANDARD CUT WASHERS MAY BE
<br />USED IN ALL CASES EXCEPT SILL PLATES AND WOOD LEDGERS AGAINST
<br />CONCRETE OR MASONRY. NOTE, WASHERS UNDER CARRIAGE BOLT HEADS
<br />SHALL BE LARGE ENOUGH TO ALLOW FOR SQUARE SHOULDERS.
<br />19. ONLY LOAD BEARING AND/OR SHEAR WALLS ARE SHOWN. SEE
<br />ARCHITECTURAL DRAWINGS FOR ALL OTHER PARTITIONS.
<br />20. ELEVATIONS SHOWN ON PLANS ARE FROM FINISHED FIRST FLOOR, DATUM
<br />ELEVATION = 0'-0".
<br />21. ALL EXTERIOR WALLS AND INTERIOR BEARING WALLS ARE 2x6 STUDS @ 16"OC
<br />TYPICAL, UNO.
<br />22. ALL EXTERIOR STUD WALLS SHALL BE COMPLETELY SHEATHED WITH 15/32"
<br />APA RATED SHEATHING, EXPOSURE-1 (32/16).
<br />23. INTERIOR STRUCTURAL SHEATHED WALLS ARE SHOWN ON PLANS AND SHALL
<br />HAVE 15/32" APA RATED SHEATHING EXPOSURE-1, (32/16),TYPICAL UNO.
<br />24. ALL STRUCTURAL WALL SHEATHING IS SPLICED ON 2" NOMINAL BLOCKING AT
<br />HORIZONTAL JOINTS, UNO.
<br />25. STRUCTURAL FLOOR AND ROOF SHEATHING SHALL BE AS SPECIFIED BELOW.
<br />NOTE: 1/8" GAP SHALL BE PROVIDED BETWEEN ADJACENT PANELS. PANELS
<br />WITH GRADE STAMP INDICATION "SIZED FOR SPACING" MAY BE USED TO
<br />FACILITATE THIS REQUIREMENT. SEE PLANS FOR REQUIRED BOUNDARY AND
<br />EDGE NAILING NOT LISTED BELOW. FLOOR SHEATHING SHALL BE GLUED AND
<br />NAILED PER PLAN.
<br />( * - SHEATHING @ EXTERIOR DECKS SHALL BE EXTERIOR RATED PLYWOOD.)
<br />BN=BOUNDARY NAILING
<br />EN=EDGE NAILING
<br />FN=FIELD NAILING
<br />26. SEE PLANS FOR LOCATION OF NOMINAL 2X FLAT BLOCKING AT ROOF
<br />SHEATHING PANEL JOINTS. SEE THIS SHEET FOR PLY CLIP REQUIREMENTS AT
<br />UNBLOCKED ROOF PANEL JOINTS. T&G SHEATHING IS NOT REQUIRED WHERE
<br />JOINTS ARE BLOCKED.
<br />27. (S) INDICATES METAL FRAMING CONNECTORS MANUFACTURED BY SIMPSON
<br />STRONG TIE COMPANY (CURRENT CATALOG) OR "USP" WITH EQUIVALENT ICC
<br />PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO
<br />EXCEPTIONS.
<br />ROUGH CARPENTRY/ WOOD NOTES:
<br />1705.11.2 STRUCTURAL WOOD.
<br />CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING OPERATION
<br />OF ELEMENTS OF THE SEISMIC FORCE-RESISTING SYSTEM. PERIODIC SPECIAL
<br />INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER
<br />FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE-RESISTING SYSTEM,
<br />INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES,
<br />SHEAR PANELS AND HOLD0DOWNS.
<br />WOOD LATERAL LOAD RESISTING
<br />SYSTEM SPECIAL INSPECTION:
<br />EXCEPTION:
<br />SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS
<br />AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER
<br />FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE0RESISTING SYSTEM,
<br />WHERE THE FASTENER SPACING IF THE SHEATHING IS MORE THAN 4INCHES
<br />(102MM) ON CENTER (O/C)
<br />FOUNDATION NOTES (NO SOILS REPORT):
<br />(UNLESS OTHERWISE NOTED ON PLANS)
<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
<br />AND END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD.
<br />HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED
<br />OF A DIAMETER SMALLER THAN THAT OF THE NAILS. COMMON NAILS SHALL BE
<br />USED FOR NAILING AT TYPICAL CONNECTIONS NOTED BELOW (U.N.O.). FOR ALL
<br />CONNECTIONS OTHERWISE NOTED OR DETAILED ON PLANS, COMMON NAILS SHALL
<br />BE USED (SEE SCHEDULE BELOW).
<br />NAILING SCHEDULE
<br />SHORTENED 10d COMMON NAILS MAY BE USED
<br />TO FASTEN WOOD STRUCTURAL PANELS UNO.
<br />USE THE FOLLOWING MINIMUM LENGTHS:
<br />10d x 2 1/4" FOR 15/32" OR THINNER PANELS,
<br />10d x 2 3/8" FOR 19/32" PANELS, AND FULL
<br />LENGTH FOR 5/8" OR THICKER PANELS.
<br />NAIL TYPES
<br />SIZE DIAMETER (IN) LENGTH (IN)
<br />8d 0.131 2 1/2
<br />10d 0.148 3
<br />12d 0.148 3 1/4
<br />16d 0.162 3 1/2
<br />20d 0.192 4
<br />ROOF
<br />1. BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW
<br />•EACH END, TOENAIL (4-8D BOX NAILS; OR 3-8D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />2. BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO RAFTER OR TRUSS
<br />•EACH END, TOENAIL (2-8D COMMON NAILS; OR 2-3" × 0.131" NAILS)
<br />•END NAIL (2-16D COMMON NAILS; OR 3-3" × 0.131" NAILS)
<br />3. FLAT BLOCKING TO TRUSS AND WEB FILLER
<br />•FACE NAIL (16D COMMON NAILS @ 6" O.C.; OR 3" × 0.131" NAILS @ 6" O.C.)
<br />4. CEILING JOISTS TO TOP PLATE
<br />•EACH JOIST, TOENAIL (4-8D BOX NAILS; OR 3-8D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />5. RAFTER OR ROOF TRUSS TO TOP PLATE (SEE CBC SECTION 2308.7.5, CBC TABLE 2308.7.5)
<br />•2 TOENAILS ON ONE SIDE AND 1 TOENAIL ON OPPOSITE SIDE OF RAFTER OR TRUSSC (3-10 COMMON (3" × 0.148");
<br />OR 3-16D BOX (3 1/2" × 0.135"); OR 4-10D BOX NAILS; OR 4-3" × 0.131 NAILS)
<br />6. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR ROOF RAFTER TO 2-INCH RIDGE BEAM
<br />•END NAIL (2-16D COMMON NAILS; OR 3-16D BOX (3 1/2" × 0.135"); OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />•TOENAIL (3-10D COMMON (3 1/2" × 0.148"); OR 4-16D BOX (3 1/2" × 0.135"); OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS)
<br />WALL
<br />1. STUD TO STUD (NOT AT BRACED WALL PANELS)
<br />•24" O.C. FACE NAIL (16D COMMON NAILS)
<br />•FACE NAIL (10D BOX NAILS; OR 3" × 0.131" NAILS)
<br />2. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS (AT BRACED WALL PANELS)
<br />•16" O.C. FACE NAIL (16D COMMON NAILS)
<br />•12" O.C. FACE NAIL (16D BOX NAILS; OR 3" × 0.131" NAILS)
<br />3. BUILT-UP HEADER (2" TO 2" HEADER)
<br />•16" O.C. EACH EDGE, FACE NAIL (16D COMMON NAILS)
<br />•12" O.C. EACH EDGE, FACE NAIL (16D BOX NAILS)
<br />4. CONTINUOUS HEADER TO STUD
<br />•TOENAIL (4-8D COMMON NAILS; OR 4-10D BOX NAILS; OR 5-8D BOX NAILS)
<br />5. TOP PLATE TO TOP PLATE
<br />•16" O.C. FACE NAIL (16D COMMON NAILS)
<br />•12" O.C. FACE NAIL (10D BOX NAILS; OR 3" × 0.131" NAILS)
<br />6. TOP PLATE TO TOP PLATE, AT END JOINTS
<br />•EACH SIDE OF END JOINT, FACE NAIL WITH MINIMUM 24" LAP SPLICE LENGTH EACH SIDE OF END JOINT (8-16D COMMON
<br />NAILS; OR 12-16D BOX NAILS; OR 12-10D BOX NAILS; OR 12-3" × 0.131" NAILS)
<br />7. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING (NOT AT BRACED WALL PANELS)
<br />•16" O.C. FACE NAIL (16D COMMON NAILS )
<br />•16" O.C. FACE NAIL (16D BOX NAILS; OR 3" × 0.131" NAILS)
<br />8. BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING AT BRACED WALL PANELS
<br />•16" O.C. FACE NAIL (2-16D COMMON NAILS; OR 3-16D BOX NAILS; OR 4-3" × 0.131" NAILS)
<br />9. STUD TO TOP OR BOTTOM PLATE
<br />•TOENAIL( 3-16D BOX; OR 4-8D COMMON NAILS; OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS; OR 4-8D BOX NAILS)
<br />•END NAIL (2-16D COMMON NAILS; OR 3-16D BOX; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />10. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS
<br />•FACE NAIL (2-16D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />FLOOR
<br />1. JOIST TO SILL, TOP PLATE, OR GIRDER
<br />•TOENAIL (4-8D BOX; OR 3-8D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />2. RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW
<br />•4" O.C., TOENAIL (8D BOX NAILS)
<br />•6" O.C., TOENAIL (8D COMMON NAILS; OR 10D BOX NAILS; OR 3" × 0.131" NAILS)
<br />3. 26. BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS
<br />•32" O.C., FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES (20D COMMON NAILS)
<br />•24" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES (10D BOX NAILS; OR 3" × 0.131" NAILS)
<br />•AT ENDS AND AT EACH SPLICE, FACE NAIL (2-20D COMMON NAILS; OR 3-10D BOX NAILS; OR 3-3" × 0.131" NAILS)
<br />4. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS
<br />•EACH JOIST OR RAFTER, FACE NAIL (3-16D COMMON NAILS; OR 4-16D BOX NAILS; OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS)
<br />5. JOIST TO BAND JOIST OR RIM JOIST
<br />•END NAIL (3-16D COMMON NAILS; OR 4-10D BOX NAILS; OR 4-3" × 0.131" NAILS)
<br />6. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS
<br />•EACH END, TOENAIL (2-8D COMMON NAILS; OR 2-10D BOX NAILS; OR 2-3" × 0.131" NAILS)
<br />1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM VALUES USED PER 2022 CBC.
<br />2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF
<br />ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH
<br />3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS
<br />INDICATED IN THE 2022 CBC. A GEOTECHNICAL ENGINEER SHALL OBSERVE ALL
<br />FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE.
<br />4. WHERE THE BUILDING OFFICIAL HAS REASON TO DOUBT THE CLASSIFICATION,
<br />STRENGTH OR COMPRESSIBILITY OF THE SOIL OR WHERE A LOAD-BEARING VALUE
<br />SUPERIOR TO THAT SPECIFIED IN THIS CODE IS CLAIMED, THE BULIDNG OFFICIAL
<br />SHALL BE PERMITTED TO REQUIRE THAT A GEOTECHNICAL INVESTIGATION BE
<br />CONDUCTED.
<br />5. PRESUMPTIVE LOAD-BEARING VALUES SHALL APPLY TO MATERIALS WITH SIMILAR
<br />PHYSICAL CHARACTERISTICS AND DISPOSITIONS.MUD, ORGANIC SILT, ORGANIC
<br />CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A
<br />PRESUMPTIVE LOAD-BEARING CAPACITY UNLESS DATA TO SUBSTANIATE THE USE
<br />OF SUCH A VALUE ARE SUBMITTED.
<br />5.1. EXCEPTION: A PRESUMPTIVE LOAD-BEARING CAPACITY SHALL BE PERMITTED
<br />TO BE USED WHERE THE BUILDING OFFICIAL DEEMS THE LOAD-BEARING
<br />CAPACITY OF MUD, ORGANIC SILT OR UNPREPARED FILL IS ADEQUATE FOR THE
<br />SUPPORT OF LIGHTWEIGHT OR TEMPORARY STRUCTURES.
<br />6. THE BOTTOM OF FOUNDATION SHALL BE CLEARED AND COMPACTED TO 90
<br />PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT
<br />DETERMINED IN ACCORDANCE WITH ASTM D1557.
<br />7. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.
<br />8. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND SHALL BE USED
<br />FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON FIRM UNDISTURBED SOIL
<br />OR ENGINEERED FILL, IN ACCORDANCE WITH THE CURRENT BUILDING CODE AND
<br />DETAILS SHOWN.
<br />9. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED DURING
<br />EXCAVATION AND BACKFILLING.
<br />10. ALL EXCAVATION SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.
<br />11. PRIOR TO REINFORCEMENT FOR FOUNDATIONS BEING PLACED, THE CONTRACTOR
<br />SHALL SUBMIT A REPORT INDICATES THE ITEMS 5, 6, 7, 8, 9 AND 10 ARE VERIFIED.
<br />THE REPORT SHALL ALSO STATE THAT:
<br />11.1. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE APPROVED
<br />CONSTRUCTION DOCUMENTS.
<br />11.2. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED.
<br />11.3. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE APPROVED
<br />CONSTRUCTION DOCUMENTS.
<br />PROJECT NUMBER:
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<br />E N G I N E E R S I N C
<br />2401 E Katella Ave. #430
<br />Anaheim, CA 92806
<br />Tel. 949.679.0870
<br />Fax. 949.679.9370
<br />Project No.: F482
<br />V C A
<br />C I V I LQuality
<br />Service
<br />Commitment
<br />S T R U C T U R A L DBEMBE SBE
<br />02-S001
<br />05/06/2026 Revision 23
<br />3
<br />3
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