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REINFORCING BAR
<br />1.REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 WITH BAR MARKS LEGIBLY ROLLED INTO THE SURFACE INDICATION SIZE,
<br />TYPE OF STEEL, AND YIELD STRENGTH DESIGNATION:
<br />a.#3 BARS AND SMALLER GRADE 40 OR GRADE 60
<br />b.#4 BARS AND LARGER GRADE 60
<br />c.ALL BARS TO BE WELDED GRADE A706
<br />2.REINFORCING SHALL HAVE A MINIMUM LAP IN CONFORMANCE WITH DETAILS AND SPECIFICATIONS SHOWN ON THESE DRAWINGS. STAGGER
<br />SPLICES WHENEVER POSSIBLE. VERTICAL WALL REINFORCING BARS SHALL EITHER EXTEND INTO FOOTINGS OR LAP SPLICED WITH
<br />FOOTING DOWELS OF THE SAME SIZE BARS.
<br />3.BENDING OF REINFORCING SHALL BE IN CONFORMANCE WITH DETAILS AND SPECIFICATIONS SHOWN ON THESE DRAWINGS. FIELD BENDING
<br />OF BARS THAT ARE IN PLACE IS NOT PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER.
<br />4.ALL BARS SHALL BE FREE OF LOOSE AND FLAKY RUST AND SCALE, GREASE, OR OTHER MATERIALS WHICH MIGHT AFFECT OR IMPAIR BOND.
<br />5.WELDED WIRE MESH (WWF) SHALL CONFORM TO ASTM A1064, EXCEPT AT SLABS ON GRADE WHICH MAY BE GR40. USE 6x6 W10/10 AND LAP
<br />12" MIN. U.O.N.
<br />WOOD
<br />1.ALL WOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2022 CRC CHAPTER 1 - 9 AND 2018 NDS (NATIONAL DESIGN
<br />SPECIFICATION).
<br />2.ALL SOLID SAWN STRUCTURAL LUMBER SHALL CONFORM TO THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION.
<br />LUMBER SHALL BE DOUGLAS FIR WITH GRADE AS FOLLOWS:
<br />a.JOISTS:NO. 2, 2" TO 4" THICK
<br />b.BEAMS & HEADERS:NO. 1
<br />c.POSTS:NO. 1, POST & TIMBERS
<br />d.STUDS:CONSTRUCTION
<br />e.PRESSURE TREATED:NO. 2
<br />3.TRUS JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER. ALL CUTTING, NOTCHING AND DRILLING OF TRUS JOISTS MAY BE DONE ONLY
<br />IN ACCORDANCE WITH THE DETAILS PROVIDED BY THE MANUFACTURER.
<br />4.ALL PARALLAM (PSL), MICROLAM (LVL), AND TIMBERSTRAND (LSL) MEMBER CALLOUTS REFER TO PRODUCTS OF WEYERHAEUSER. CUTTING,
<br />NOTCHING OR DRILLING OF MEMBERS MAY BE DONE ONLY WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. GRADE SHALL BE AS
<br />FOLLOWS:
<br />a.2.2E PARALLAM (PSL): Fb=2,900 PSI; Fv= 290 PSI; E= 2,200,000 PSI
<br />b.2.0E MICROLAM (LVL):Fb=2,600 PSI; Fv= 285 PSI; E= 2,000,000 PSI
<br />c.1.55E TIMBERSTRAND (LSL): Fb=2,325 PSI; Fv= 310 PSI; E= 1,550,000 PSI
<br />5.ALL STRUCTURAL LUMBER SHALL HAVE THE FOLLOWING MAXIMUM MOISTURE CONTENT (MC): MC LESS THAN OR EQUAL TO 19% AT TIME OF
<br />INSTALLATION.
<br />6.ALL NAILS USED IN TIMBER-TO-TIMBER CONNECTIONS SHALL BE COMMON NAILS AND NAILING SHALL CONFORM TO THE APPLICABLE
<br />BUILDING CODES. ALL NAILS CONNECTING PRE-MANUFACTURED METAL ITEMS (CONNECTORS, HANGERS, STRAPS, ETC) TO TIMBER SHALL
<br />CONFORM TO THE MANUFACTURER'S CATALOGUE AND APPLICABLE ICC REPORTS.
<br />7.ALL STUD WALLS SHALL HAVE FIRE BLOCKING AT 10'-0"o.c. MAXIMUM.
<br />8.WHERE WOOD IS IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO WEATHER, PRESSURE-TREATED ("P.T.") DOUGLAS FIR SHALL
<br />BE USED UNLESS NOTED OTHERWISE. WEATHER RESISTANT SPECIES SUCH AS REDWOOD, CEDAR, OR WOLMANIZED WOOD MAY BE USED
<br />WHERE SPECIFIED IN THE DRAWINGS OR APPROVED BY THE ENGINEER.
<br />9.UNLESS NOTED OTHERWISE, ALL SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE BOLTED WITH 5 8"Ø F1554 ANCHOR
<br />BOLTS WITH 7" MINUMUM EMBEDMENT AND 3"x3"x.229" PLATE WASHERS AT 4'-0"o.c. PLATE WASHER SHALL EXTEND TO WITHIN 1 2" OF PLATE
<br />ON SHEATHED SIDE. SEE SHEAR WALL SCHEDULE FOR ADDITIONAL ANCHOR BOLT SPACING AND PLATE WASHER REQUIREMENTS.
<br />10.ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE FACE OF WOOD MEMBERS SHALL BE PROVIDED WITH WASHERS. NO UPSET
<br />THREADS ARE ALLOWED.
<br />11.PROVIDE MULTIPLE STUDS FOR SOLID BEARING AT THE ENDS OF MISCELLANEOUS BEAMS OR GIRDER TRUSSES WHERE POSTS ARE NOT
<br />SHOWN.
<br />12.PROVIDE DOUBLE FLOOR JOISTS UNDER PARALLEL PARTITIONS.
<br />13.PROVIDE SOLID BLOCK AT BEARING WALLS, UNDER PERPENDICULAR PARTITIONS AND ELSEWHERE AS REQUIRED PER NDS SECTION 4.4.1.
<br />PROVIDE FULL DEPTH BLOCKING AT ENDS AND AT 8'-0"o.c. MAXIMUM SPACING.
<br />14.FACE NAIL TWO PIECE BUILT-UP BEAMS WITH 16d AT 12"o.c. AT TOP AND BOTTOM TO ALTERNATE SIDES OF BEAM. PROVIDE ADDITIONAL
<br />ROW OF NAILING AT ALL BEAMS GREATER THAN 12" DEEP.
<br />15.PREDRILL ALL HOLES FOR 20d AND LARGER NAILS, SPIKES AND LAG BOLTS. LEAD HOLES FOR LAGS SHALL BE AS FOLLOWS:
<br />a.SHANK PORTION:SAME DIAMETER AND LENGTH AS SHANK.
<br />b.THREADED PORTION:60% TO 75% OF THE DIAMETER OF THE THREAD AND THE SAME
<br />LENGTH AS THREAD.
<br />17.PROVIDE FULL DEPTH SOLID BLOCKING AT A MAXIMUM OF 8'-0"o.c. FOR 2x10 MEMBERS AND LARGER (CONTACT METAL BRIDGING OR EQUAL
<br />MAY BE USED) WHERE SHEATHING OR GYPSUM BOARD IS NOT APPLIED TO TOP AND BOTTOM OF JOISTS FOR ENTIRE LENGTH PER NDS
<br />SECTION 4.4.1.
<br />18.ALL PREMANUFACTURED METAL ITEMS (CONNECTORS, HANGERS, STRAPS, ETC.) SHALL BE BY SIMPSON STRONG TIE COMPANY, INC.
<br />UNLESS NOTED OTHERWISE. SEE NOTE AND ABOVE CONCERNING NAILING.
<br />19.RETIGHTEN ALL BOLTS BEFORE CLOSING IN.
<br />20.FASTENERS & CONNECTORS EXPOSED TO WEATHER SHALL BE STAINLESS STEEL, HOT-DIPPED GALVANIZED PER ASTM A153 - CLASS C OR
<br />ASTM A123, OR SIMPSON'S "ZMAX" OR DOUBLE-BARRIER/QUIK GUARD COATING.
<br />21.FASTENERS & CONNECTORS IN CONTACT WITH WOOD TREATED WITH AMMONIA OR ACZA (CHEMONITE) OR OTHER CHEMICALS w/ CHEMICAL
<br />RETENTION > AWPA UC4A SHALL BE STAINLESS STEEL. FASTENERS & CONNECTORS IN CONTACT WITH OTHER PRESSURE-PRESERVATIVE
<br />TREATED WOOD SHALL BE STAINLESS STEEL, HOT-DIPPED GALVANIZED PER ASTM A153 - CLASS D OR ASTM A123, OR SIMPSON'S "ZMAX" OR
<br />DOUBLE-BARRIER/QUIK GUARD COATING.
<br />22.ALL STUDS SHALL BE ONE PIECE BETWEEN FLOORS AND FROM FLOOR TO ROOF, UNLESS NOTED OTHERWISE. ALIGN CENTERLINE OF
<br />STUDS WITH CENTERLINE OF FLOOR JOISTS. ALIGN CENTERLINE OF STUDS FOR FULL HEIGHT OF STRUCTURAL TYPICAL.
<br />23.ALL POSTS SHALL BE FULL HEIGHT FROM FOUNDATION TO ROOF, UNLESS NOTED OTHERWISE. WHERE POSTS ARE DISCONTINUOUS AT
<br />JOIST SPACE AND OR FROM TOP OF BEAM OR HEADERS TO LOWER TOP PLATE, BLOCK THIS SPACE WITH STUD POST.
<br />SHEATHING
<br />1.ALL SHEATHING TO BE ORIENTED STRAND BOARD (OSB) OR PLYWOOD STAMPED BY THE AMERICAN PLYWOOD ASSOCIATION (APA) AND
<br />SHALL CONFORM TO THE U.S. PRODUCT STANDARD (PS 1) WITH EXTERIOR GLUE. SEE PLANS FOR THICKNESS AND NAILING PATTERN AT
<br />FLOOR AND ROOF SHEATHING. (MINIMUM SHEET SIZE 24"). SHEATHING SHALL BE DOUGLAS FIR AND AS FOLLOWS (U.O.N.):
<br />·5 8" APA RATED 32/16, EXPOSURE 1*
<br />·3 4" APA RATED 48/24, T&G, EXPOSURE 1**
<br />·1 2" APA RATED 32/16, EXPOSURE 1
<br />* PROVIDE PLY CLIPS BETWEEN JOISTS WHERE EDGES ARE NOT BLOCKED.
<br />** CONTRACTOR MAY OMIT T&G WHERE EDGES ARE BLOCKED
<br />2.ALL EXTERIOR WALLS NOT NOTED AS SHEAR WALLS SHALL BE SHEATHED WITH SHEATHING AND CONSTRUCTED AS A TYPE-6 SHEAR WALL,
<br />INCLUDING ABOVE AND BELOW ALL WALL OPENINGS, AND GABLED WALLS.
<br />3.GLUE FLOOR SHEATHING TO JOISTS WITH A CONTINUOUS BEAD OF CONSTRUCTION GRADE ADHESIVE (ASTM D3498) AND NAIL WITHIN 10
<br />MINUTES OF GLUEING.
<br />4.SHEATHING SHEETS AT FLOORS AND ROOFS SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO JOISTS AND RAFTERS AND EDGES
<br />SHALL HAVE A STAGGERED LAYOUT.
<br />5.SHEATHING SHEETS ON WALLS SHALL BE LAID WITH LONG DIMENSION VERTICAL. BLOCK ALL PANEL EDGES. PROVIDE 3x (OR 4x) MEMBERS
<br />(OR DOUBLE 2x TOP PLATE) AT ALL SHEATHING EDGES FOR SHEAR WALL WHERE NAILING IS EQUAL OR LESS THAN 4”o.c.
<br />6.SHEATHING SHALL ABUT ALONG THE CENTERLINE OF FRAMING MEMBERS WITH NAILING NOT LESS THAN 3/8" FROM
<br />EDGE OF SHEETS AND FRAMING.
<br />7.SHEAR WALLS SHALL RUN AND BE CONNECTED TO UNDERSIDE OF ROOF OR FLOOR SHEATHING WITH APPROVED
<br />BLOCKING AS REQUIRED AND SHALL CONNECT WITH FLOOR OR FOUNDATION BELOW.
<br />8.WHERE SHEAR WALL CONNECTIONS ARE NOT SPECIFICALLY DETAILED ON THESE DRAWINGS, CONSTRUCTION
<br />DETAILS SHALL BE PER TYPICAL DETAILS AND SHEAR WALL SCHEDULE.
<br />EPOXY ADHESIVE ANCHORS:
<br />1.EPOXY ADHESIVE SHALL BE ONE OF THE FOLLOWING:
<br />a.SIMPSON SET-3G ADHESIVE (ICC-ES REPORT ESR-4507
<br />b.EQUIVALENT ALTERNATES WILL BE CONSIDERED UPON REQUEST AND SUBMISSION OF MANUFACTURER'S SPECIFICATIONS AND
<br />ICC-ES REPORT.
<br />2.INSTALLATION OF EPOXY ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS SHALL BE
<br />PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND
<br />PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR EQUIVALENT. THE
<br />ACCEPTABILITY OF CERTIFICATION OTHER THAN ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION SHALL BE APPROVED BY THE
<br />ENGINEER OF RECORD.
<br />3.INSTALLATION REQUIREMENTS: INSTALL ADHESIVE AND ANCHORS PER MANUFACTURER'S SPECIFICATIONS. CONTRACTOR SHALL HAVE
<br />MANUFACTURER'S PRODUCT INSTALLATION LITERATURE AND PRODUCT EVALUATION REPORT ON SITE FOR REFERENCE DURING
<br />INSTALLATION.
<br />a.ANCHORS SHALL BE INSTALLED IN CONCRETE THAT HAS A MINIMUM AGE OF 21 DAYS PER ACI D5.5.2.
<br />b.HOLE PREPARATION: HOLES SHALL BE DRILLED, BLOWN OUT, AND BRUSHED PER MANUFACTURER'S SPECIFICATIONS.
<br />c.CARTRIDGE PREPARATION: EPOXY ADHESIVE SHALL BE MIXED AND DISPENSED PER MANUFACTURER'S SPECIFICATIONS.
<br />4.VISUAL PERIODIC SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION, AND SHALL BE PERFORMED IN ACCORDANCE WITH THE
<br />MANUFACTURER'S SPECIFICATIONS AND ICC-ES REPORT.
<br />a.THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE TO VERIFY THE INITIAL INSTALLATIONS OF EACH TYPE AND SIZE OF ANCHOR BY
<br />CONSTRUCTION PERSONNEL. SUBSEQUENT INSTALLATIONS OF THE SAME TYPE AND SIZE BY THE SAME CONSTRUCTION
<br />PERSONNEL ARE PERMITTED TO BE PERFORMED IN THE ABSENCE OF THE SPECIAL INSPECTOR.
<br />b.ANY CHANGE IN THE PRODUCT OR PERSONNEL MUST REQUIRE AN INITIAL INSPECTION. FOR ONGOING INSTALLATION OVER AN
<br />EXTENDED PERIOD, THE SPECIAL INSPECTOR MUST MAKE REGULAR INSPECTIONS AT INTERVALS DETERMINED BY THE ENGINEER
<br />OF RECORD.
<br />c.IF THE CONTRACTOR FAILS TO ENSURE VISUAL PERIODIC SPECIAL INSPECTION IS ADEQUATELY PERFORMED, OR THE LOCAL
<br />BUILDING AUTHORITY SPECIFICALLY REQUIRES TESTING, CONTACT THE ENGINEER FOR PROOF LOADING REQUIREMENTS.
<br />5.QUALITY CONTROL REQUIREMENTS:
<br />a.SHEAR ANCHORS: 25% OF ANCHORS RESISTING SHEAR FORCES ONLY, SUCH AS SILL PLATE OR LEDGER ANCHORS, SHALL BE
<br />TORQUE TESTED TO THE VALUES LISTED BELOW.
<br />b.TENSION ANCHORS: 5% (BUT NOT LESS THAN TWO) OF ANCHORS RESISTING TENSION FORCES, SUCH AS HOLDOWN ANCHORS,
<br />SHALL BE SUBJECT TO DIRECT TENSION TESTS PER THE TYPICAL "HOLDOWN TO EXISTING CONCRETE" DETAILS. AN ADDITIONAL
<br />20% (BUT NOT LESS THAN THREE) SHALL BE TORQUE TESTED TO THE VALUES LISTED BELOW.
<br />c.TORQUE TESTING REQUIREMENTS: TEST ANCHORS USING A TORQUE CALIBRATED WRENCH TO THE FOLLOWING MINIMUM TORQUE
<br />VALUES:
<br />ANCHOR TORQUE
<br />1 2"Ø 40 FT-LBS.
<br />5 8"Ø 50 FT-LBS.
<br />3 4"Ø 60 FT-LBS.
<br />7 8"Ø 70 FT-LBS.
<br />1"Ø 80 FT-LBS.
<br />DEMOLITION AND SHORING WORKS
<br />1.ALL DESIGN AND DETAILING FOR TEMPORARY SHORING CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE,
<br />2022 EDITION. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE
<br />STATE OF CALIFORNIA, AND SHALL BE SUBMITTED TO THE LOCAL DEPARTMENT OF BUILDING INSPECTION FOR APPROVAL UPON REQUEST.
<br />STRUCTURAL TESTS AND SPECIAL INSPECTIONS
<br />1.STRUCTURAL TESTS AND CONTINUOUS OR PERIODIC SPECIAL INSPECTIONS, AS REQUIRED BY THE 2022 CALIFORNIA BUILDING CODE (CBC)
<br />CHAPTER 17, SHALL BE PERFORMED BY THE OWNER'S TESTING AND INSPECTION AGENCY, INCLUDING THE FOLLOWING:
<br />a.EPOXY ADHESIVE ANCHORS: VISUAL INSPECTION OF EPOXY ADHESIVE ANCHORS POST-INSTALLED IN HARDENED CONCRETE OR
<br />MASONRY PER MANUFACTURER'S SPECIFICATION AND PRODUCT EVALUATION REPORT. SHEAR (TORQUE) TESTS AND DIRECT
<br />TENSION (PULL) TESTS PER THE GENERAL NOTES.
<br />GENERAL NOTES
<br />1.ALL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE 2022 CRC
<br />2.ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS
<br />ELSEWHERE, UNLESS NOTED OTHERWISE. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES AND
<br />TYPICAL DETAILS.
<br />3.ALL OMISSIONS AND CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR ARCHITECTURAL SPECIFICATIONS
<br />(WHERE APPLICABLE) SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY OF THE
<br />WORK INVOLVED.
<br />4.AT ALL TIMES THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE INCLUDING
<br />SAFETY OF THE PERSONS AND PROPERTY, AND FOR ALL NECESSARY INDEPENDENT ENGINEERING REVIEWS OF THESE CONDITIONS. THE
<br />ARCHITECT'S OR ENGINEER'S JOB SITE REVIEW IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY
<br />MEASURES.
<br />5.DURING AND AFTER CONSTRUCTION, BUILDER AND/OR OWNER SHALL KEEP LOADS ON STRUCTURE WITHIN THE LIMITS OF DESIGN LOADS.
<br />6.IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THE STRUCTURAL DRAWINGS.
<br />8.NO OPENINGS, CHASES, NOTCHES, ETC. SHALL BE PLACED IN COLUMNS, JOISTS, BEAMS, BEARING WALLS, AND SHEAR WALLS UNLESS
<br />SPECIFICALLY NOTED ON THESE DRAWINGS. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS
<br />SHOW SUCH OPENINGS.
<br />9.CONTRACTOR SHALL COORDINATE ALL STRUCTURAL FRAMING WITH MECHANICAL, PLUMBING AND ELECTRICAL INFRASTRUCTURE,
<br />INCLUDING, BUT NOT LIMITED TO, RECESSED AND SEMI-RECESSED LIGHTING, MECHANICAL DUCTS AND PIPING, FIRE SPRINKLER PIPE AND
<br />HEADS AND PLUMBING DRAINS, WASTE AND SUPPLY LINES.
<br />10.ALL ASTM DESIGNATIONS SHALL BE AS AMENDED TO DATE UNLESS NOTED OTHERWISE.
<br />DESIGN CRITERIA
<br />1.DEAD LOADS:
<br />a.ROOF (SLOPED) = 18 PSF
<br />b.CEILING LOAD = 6 PSF
<br />c.SOLAR = 5 PSF
<br />d.WALL (EXTERIOR) = 20 PSF
<br />e.WALL (INTERIOR) = 10 PSF
<br />f.FLOOR = 15 PSF
<br />2.LIVE LOADS:
<br />a.ROOF =20 PSF
<br />b.ATTIC =10 PSF
<br />c.FLOOR =40 PSF
<br />3.SEISMIC DESIGN PARAMETERS:
<br />a.IMPORTANCE FACTOR I = 1.0
<br />b.RISK CATEGORY II
<br />c.SITE CLASS D
<br />d.SEISMIC DESIGN CATEGORY D
<br />DESIGN BASE SHEAR: V = Cs*W AT STRENGTH LEVEL
<br />(W = EFFECTIVE SEISMIC WEIGHT)
<br />e.WOOD SHEAR WALLS Cs = 0.165
<br />RESPONSE MODIFICATION FACTOR R = 6.5
<br />4.WIND DESIGN PARAMETERS:
<br />a.BASIC WIND SPEED 95mph
<br />b.RISK CATEGORY II
<br />c.EXPOSURE CATEGORY B
<br />d.WIND PRESSURES (STRENGTH LEVEL):
<br />·MAIN WIND FORCE RESISTING SYSTEM: 16.7 PSF
<br />5.FOUNDATION DESIGN PARAMETERS:
<br />a.SPREAD FOOTING PARAMETERS
<br />·ALLOWABLE SOIL PRESSURE:
<br />DEAD LOADS:1,500 PSF
<br />DEAD PLUS LIVE LOADS:1,500 PSF
<br />DEAD PLUS LIVE PLUS SEISMIC:2,000 PSF
<br />·PASSIVE PRESSURE 250 PCF
<br />·COEFFICIENT OF FRICTION 0.30
<br />FOUNDATION
<br />1.INSTALLATION OF THE FOUNDATION FOOTINGS OR PIERS WITH RESPECT TO THE DEPTH BELOW FINISHED OR NATURAL GRADE SHALL BE
<br />AT A MINIMUM ACCORDING TO THE FOUNDATION DETAILS ON THESE PLANS. FIELD DISCOVERED CONDITIONS MAY NECESSITATE DEEPER
<br />FOUNDATIONS.
<br />2.EXCEPT WHERE OTHERWISE SHOWN, EXCAVATIONS SHALL BE MADE AS NEAR AS POSSIBLE TO THE NEAT LINES REQUIRED BY THE SIZE
<br />AND SHAPE OF THE STRUCTURE.
<br />3.ALL WATER, SOIL, AND OTHER DEBRIS SHALL BE REMOVED FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING OF CONCRETE.
<br />4.ALL BACKFILL WITH ENGINEERED FILLS SHALL BE COMPACTED TO 95% RELATIVE DENSITY, UNLESS OTHERWISE SPECIFIED IN THE
<br />GEOTECHNICAL REPORT.
<br />CONCRETE
<br />1.ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH CRC CHAPTER 4 AND ACI 318-14, BUILDING CODE REQUIREMENTS FOR
<br />STRUCTURAL CONCRETE.
<br />2.ALL CONCRETE SHALL HAVE A MAXIMUM WATER-CEMENT RATIO OF 0.48 FOR FOUNDATIONS AND ALL STRUCTURAL ELEMENTS AND 0.45 FOR
<br />SLABS, 4"±1" SLUMP, AND SHALL OBTAIN A 28 DAY MINIMUM COMPRESSIVE STRENGTH AS FOLLOWS:
<br />a.FOOTINGS AND SLAB-ON-GRADE 2,500 PSI
<br />b.MISCELLANEOUS, CURBS, HOUSEKEEPING PADS ETC.2,500 PSI
<br />c.NON-STRUCTURAL CONCRETE TOPPING SLAB 2,000 PSI
<br />3.ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, NOT WEIGHING LESS THAN 145 PCF, UNLESS OTHERWISE NOTED.
<br />4.CEMENT SHALL CONFORM TO ASTM C150, TYPE II (OR ENGINEERED MAXIMUM DESIGN TO STRENGTH). REPLACE A MINIMUM OF 25% AND A
<br />MAXIMUM OF 50% OF CEMENT CONTENT WITH FLYASH CONFORMING TO ASTM C618 CLASS C OR F, OR GROUND GRANULATED BLAST
<br />FURNACE SLAG CONFORMING TO ASTM C989, CLASS 100 OR 120.
<br />5.HARD ROCK AGGREGATES SHALL CONFORM TO ASTM C33. NOMINAL MAXIMUM SIZE OF AGGREGATE SHALL NOT EXCEED 1 1/2 INCHES FOR
<br />FOUNDATION CONCRETE AND 1 INCH FOR STRUCTURAL CONCRETE ABOVE THE FOUNDATION. SEE ALSO THE REQUIREMENTS IN ACI
<br />STANDARD SPECIFICATIONS. NOMINAL MAXIMUM SIZE SHALL ALSO BE SELECTED SUCH THAT WORKABILITY AND PLACEABILITY OF
<br />CONCRETE ARE FACILITATED.
<br />6.ALL ALTERNATE CONCRETE MIX DESIGN AND TEST STRENGTHS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL
<br />PRIOR TO CONSTRUCTION.
<br />7.CONCRETE COVER AT REINFORCING SHALL BE AS FOLLOWS:
<br />a.CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" CLEAR
<br />b.EXPOSED TO EARTH OR WEATHER BUT CAST AGAINST FORMS 2" CLEAR
<br />c.SLABS REBAR AT CENTER OF SLAB
<br />d.BARS PARALLEL TO COLD JOINTS 2" CLEAR
<br />e.NOT EXPOSED TO WEATHER OR EARTH SLABS, WALLS, JOISTS 3 4" CLEAR
<br />f.NOT EXPOSED TO WEATHER OR EARTH BEAMS AND COLUMN 11 2" CLEAR
<br />8.ALL REINFORCING STEEL, DOWELS, ANCHOR BOLTS, PIPE SLEEVES AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO
<br />PLACING OF CONCRETE. “WET SETTING” WILL NOT BE ALLOWED.
<br />9.DO NOT PLACE CONCRETE WHILE RAIN IS FALLING UNLESS ADEQUATE PROTECTION IS PROVIDED. DO NOT ALLOW RAIN WATER TO
<br />INCREASE WATER-CEMENT RATIO IN CONCRETE OR DAMAGE THE SURFACE OF THE CONCRETE.
<br />10.MAXIMUM VERTICAL DROP OF CONCRETE SHALL BE NO MORE THAN 2'-0" FROM END OF PLACEMENT DEVICE TO PLACEMENT SURFACE.
<br />11.THE SURFACE OF ALL CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING THE ENTIRE SURFACE AND EXPOSING
<br />CLEAN AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX.
<br />12.EPOXY ADHESIVE WILL BE USED AT ALL LOCATIONS WHERE EITHER THREADED STEEL ROD OR REBAR IS BEING EMBEDDED INTO EXISTING
<br />HARDENED CONCRETE OR MASONRY, U.O.N..
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<br />DESIGNED PLANS, DOCUMENTS, AND SPECIFICATIONS REPRESENTED
<br />WITHIN THESE DRAWINGS ARE PROPERTIES OF DELLA STRUCTURAL
<br />AND WERE DEVELOPED FOR USE IN CONNECTION WITH EACH
<br />INDIVIDUAL PROJECT. NONE OF THESE PLANS AND IDEAS SHALL BE
<br />USED, DUPLICATED, DISCLOSED, IN PART OR IN WHOLE, WITHOUT
<br />WRITTEN CONSENT OF DELLA STRUCTURAL.
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<br />SHEET TITLE
<br />DATEPROJECT STATUS
<br />ENGINEER OF RECORD
<br />DECEMBER 2025PERMIT SUBMITTAL
<br />MARCH 2025PLAN CHECK 1
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<br />Exp. 06-30-26
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<br />2
<br />.
<br />0
<br />7
<br />3
<br />5
<br />S100
<br />GENERAL NOTES
|