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WD PROJ. #DRAWN BY:CHECKED DATE
<br />23411 JA EG/SH
<br />WESTGROUP DESIGNS, INC.©
<br />ISSUED FOR:
<br />REGISTRATION/SIGNATURE:
<br />SHEET TITLE:
<br />SHEET NUMBER:
<br />S1.00
<br />REVISIONS:
<br />02/19/25
<br />STRUCTURAL NOTES
<br />AND ABBREVIATIONS
<br />No.3503
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<br />BEWLEY STREET
<br />RESIDENCE
<br />ILLUMINATION
<br />FOUNDATION
<br />918 BEWLEY STREET,
<br />SANTA ANA, CA 92703
<br />LONG BEACH • SAN DIEGO
<br />Project:
<br />LONG BEACH OFFICE
<br />3900 Cover Street, Long Beach
<br />CA 90808 • 562.985.3200
<br />S T R U C T U R A L E N G I N SREE
<br />23-0221-00
<br />02/19/251 DELTA 1
<br />02/19/25CITY APPROVAL
<br />03/24/252 DELTA 2
<br />STEEL COLUMN STARTING AT THIS LEVEL. WHERE NO
<br />COLUMN TYPE IS INDICATED, COLUMN CONTINUES
<br />FROM LEVEL BELOW.W8x45
<br />HSS6
<br />x
<br />6
<br />x
<br />3
<br />/
<br />8
<br />HD1 HOLDOWN ANCHOR TYPE AS NOTEDHD9
<br />SHEAR WALL PANEL, HOLDOWN TYPE, AND
<br />MINIMUM LENGTH AT THIS LEVEL PER TYPICAL
<br />SHEAR WALL ELEVATION
<br />A
<br />10'
<br />SYMBOL DESCRIPTION
<br />PLAN SYMBOLS
<br />W12x25 BEAM SIZE AND SPAN
<br />B1 BEAM SPAN, SIZE PER SCHEDULE
<br />OPENINGS IN FLOOR OR ROOF PER ARCHITECTURAL
<br />OR MECHANICAL DRAWINGS
<br />2x12
<br />RJ1
<br />WOOD JOIST FRAMING SPAN, SIZE PER PLAN OR
<br />APPLICABLE SCHEDULE
<br />FJ1
<br />TOP OF PLYWOOD SHEATHING
<br />TOS
<br />21'-0"
<br />SEISMIC/ WIND DRAG STRAP
<br />6x6
<br />WOOD POST STARTING AT THIS LEVEL PER POST
<br />SCHEDULE
<br />WOOD HEADER, SIZE PER SCHEDULE
<br />SYMBOL DESCRIPTION
<br />PLAN SYMBOLS
<br />SYMBOLS
<br />#POUND, NUMBER, QUANTITY
<br />@ AT
<br /><LESS THAN
<br />>GREATER THAN
<br />±PLUS OR MINUS
<br />°DEGREE
<br />Ø DIAMETER
<br />ABBREVIATIONS
<br />AB ANCHOR BOLT
<br />ADDL ADDITIONAL
<br />ANCH ANCHOR, ANCHORAGE
<br />APPROX APPROXIMATE, APPROXIMATELY
<br />ARCH ARCHITECT, ARCHITECTURAL
<br />BLDG BUILDING
<br />BLKG BLOCKING, BLOCK
<br />BM BEAM
<br />BN BOUNDARY NAIL
<br />BOT BOTTOM
<br />BS BOUNDARY SCREW
<br />CALCS CALCULATIONS
<br />CANT CANTILEVER
<br />CG CENTER OF GRAVITY
<br />CIP CAST IN PLACE
<br />CL CENTERLINE
<br />CLR CLEAR, CLEARANCE
<br />CMU CONCRETE MASONRY UNIT
<br />COL COLUMN
<br />CONC CONCRETE
<br />CONN CONNECT, CONNECTION
<br />CONT CONTINUOUS
<br />CJP COMPLETE JOINT PENETRATION
<br />D PENNY (NAIL SIZE)
<br />DBL DOUBLE
<br />DET DETAIL
<br />DIA DIAMETER
<br />DIAG DIAGONAL
<br />DIM DIMENSION
<br />DIST DISTANCE
<br />DO DITTO
<br />DWG DRAWING
<br />(E)EXISTING
<br />EA EACH
<br />EF EACH FACE
<br />ELEC ELECTRICAL
<br />ELEV ELEVATION, ELEVATOR
<br />EMB EMBED, EMBEDDED, EMBEDMENT
<br />EMBED EMBED, EMBEDDED, EMBEDMENT
<br />EN EDGE NAIL
<br />EQ EQUAL
<br />EQUIP EQUIPMENT
<br />ES EDGE SCREW, EACH SIDE
<br />EW EACH WAY
<br />FDN FOUNDATION
<br />FIN FINISH
<br />FLR FLOOR
<br />FN FIELD NAIL
<br />F/O FACE OF
<br />FS FIELD SCREW
<br />FTG FOOTING
<br />GA GAUGE
<br />GALV GALVANIZE
<br />GLB GLUED-LAMINATED BEAM
<br />GR GRADE
<br />HD HOLDOWN
<br />HDR HEADER
<br />HEX HEXAGONAL
<br />HT HEIGHT
<br />HORIZ HORIZONTAL
<br />I/F INSIDE FACE
<br />INFO INFORMATION
<br />INSP INSPECTION
<br />JST JOIST
<br />JT JOINT
<br />K KIPS (1000#)
<br />KB-TZ2 HILTI KWIK BOLT TZ2 (ANCHOR)
<br />LBS POUNDS
<br />LD DEVELOPMENT LENGTH
<br />LDH HOOK DEVELOPMENT LENGTH
<br />LLH LONG LEG HORIZONTAL
<br />LLV LONG LEG VERTICAL
<br />LOCS LOCATIONS
<br />LONG LONGITUDINAL
<br />LS LAP SPLICE LENGTH
<br />LVL LAMINATED VENEER LUMBER
<br />LTWT LIGHT-WEIGHT
<br />LWT LIGHT-WEIGHT
<br />MANUF MANUFACTURER
<br />MAX MAXIMUM
<br />MECH MECHANICAL
<br />MFR MANUFACTURER
<br />MHP MHP STRUCTURAL ENGINEERS
<br />MIN MINIMUM
<br />MISC MISCELLANEOUS
<br />(N)NEW
<br />N/A NOT APPLICABLE
<br />NTS NOT TO SCALE
<br />NWT NORMAL-WEIGHT
<br />O/F OUTSIDE FACE
<br />OC ON CENTER
<br />OH OPPOSITE HAND
<br />OP OPERATING
<br />OPER OPERATING
<br />OPP OPPOSITE, OPPOSITE HAND
<br />PARA PARALLEL
<br />PERP PERPENDICULAR
<br />PL PLATE, PROPERTY LINE
<br />PLY PLYWOOD
<br />PJP PARTIAL JOINT PENETRATION
<br />PSL PARALLAM
<br />PT POST-TENSIONED (CONCRETE)
<br />PT PRESSURE-TREATED (WOOD)
<br />QTY QUANTITY
<br />R RADIUS
<br />RAD RADIUS
<br />REF REFER TO, REFERENCE
<br />REINF REINFORCING
<br />REQD REQUIRE, REQUIRED
<br />SCHED SCHEDULE
<br />SECT SECTION
<br />SEOR STRUCTURAL ENGINEER OF RECORD
<br />SHT SHEET
<br />SHTG SHEATHING
<br />SIM SIMILAR
<br />SIMP SIMPSON STRONG-TIE COMPANY
<br />SMS SHEET METAL SCREW
<br />SOG SLAB-ON-GRADE
<br />SQ SQUARE
<br />STAGG STAGGER
<br />STD STANDARD
<br />STIFF STIFFEN, STIFFENER
<br />STIRR STIRRUP
<br />STRUC STRUCTURAL
<br />SW SHEAR WALL
<br />SYM SYMMETRICAL
<br />T&B TOP & BOTTOM
<br />TBD TO BE DETERMINED
<br />THK THICK, THICKNESS
<br />THRU THROUGH
<br />TN TOE NAIL
<br />T/O TOP OF
<br />TRANS TRANSVERSE
<br />TS TUBE STEEL
<br />TYP TYPICAL
<br />UNO UNLESS NOTED OTHERWISE
<br />VERT VERTICAL
<br />VIF VERIFY IN FIELD
<br />W/WITH
<br />W/O WITHOUT
<br />WP WORK POINT
<br />WT WEIGHT
<br />STRUCTURAL STEEL SHAPES
<br />CX STANDARD CHANNEL
<br />HSS HOLLOW STRUCTURAL SECTIONS
<br />LX ANGLE
<br />MCX MISCELLANEOUS CHANNEL
<br />STD PIPE STANDARD PIPE (SCHED 40)
<br />WTX, STX STRUCTURAL TEES
<br />WX W SHAPES
<br />X-STRG EXTRA STRONG PIPE
<br />XX-STRG DBL EXTRA STRONG PIPE
<br />ABBREVIATIONS:
<br />CODES/INSTITUTIONS/ASSOCIATIONS
<br />ACI AMERICAN CONCRETE INSTITUTE
<br />AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS)
<br />AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
<br />AISI AMERICAN IRON AND STEEL INSTITUTE
<br />APA-EWA APA-ENGINEERED WOOD ASSOCIATION
<br />ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS
<br />ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
<br />AWS AMERICAN WELDING SOCIETY
<br />CBC CALIFORNIA BUILDING CODE
<br />CRSI CONCRETE REINFORCING STEEL INSTITUTE
<br />DSA DIVISION OF THE STATE ARCHITECT
<br />HCAI DEPARTMENT OF HEALTH CARE ACCESS AND INFORMATION
<br />IBC INTERNATIONAL BUILDING CODE
<br />NDS NATIONAL DESIGN SPECIFICATIONS
<br />SDI STEEL DECK INSTITUTE
<br />SJI STEEL JOIST INSTITUTE
<br />SSMA STEEL STUD MANUFACTURERS ASSOCIATION
<br />GENERAL STRUCTURAL NOTES:
<br />1.DESIGN CRITERIA: THE FOLLOWING DESIGN PARAMETERS HAVE BEEN USED IN THE DESIGN OF THE STRUCTURAL, AND
<br />WHERE APPLICABLE, NON-STRUCTURAL SYSTEMS REPRESENTED IN THESE STRUCTURAL DRAWINGS.
<br />A.CODE OF RECORD: 2022 EDITION, CALIFORNIA BUILDING CODE
<br />B.AUTHORITY HAVING JURISDICTION:CITY OF ORANGE
<br />(REFERENCE TO THE “AUTHORITY HAVING JURISDICTION” OR “GOVERNING AGENCY” THROUGHOUT THESE
<br />STRUCTURAL DRAWINGS SHALL BE CONSIDERED TO BE THE AUTHORITY LISTED ABOVE.)
<br />C.DESIGN LOADS (VERTICAL/GRAVITY):
<br />·ROOF:DL: 15 PSF LL: 20 PSF
<br />·STAIR:DL: 10 PSF LL: 60 PSF
<br />THESE LOAD VALUES REPRESENT THE ANTICIPATED DEAD LOADS AND ALLOWABLE SUPERIMPOSED LIVE LOADS
<br />FOR WHICH THE STRUCTURE HAS BEEN DESIGNED, ASSUMING THE NOTED MATERIALS STRENGTHS ARE ACHIEVED
<br />AND THE STRUCTURE HAS BEEN FULLY ERECTED AND SECURED. MINOR ADJUSTMENTS MAY HAVE BEEN USED FOR
<br />SPECIAL DESIGN CASES WHERE MORE REFINED VALUES ARE REQUIRED.
<br />D.BUILDING RISK CATEGORY:
<br />·MAIN BUILDING: II
<br />E.WIND DESIGN PARAMETERS:
<br />·ULTIMATE (LFRD) DESIGN WIND SPEED (V 3 SEC. GUST):95 MPH
<br />·WIND DIRECTIONALITY FACTOR, (KD):1.0
<br />·EXPOSURE CATEGORY:B
<br />·TOPOGRAPHIC FACTOR, (KZT):1.0
<br />·GUST EFFECT FACTOR:0.85
<br />·ENCLOSURE CLASSIFICATION:ENCLOSED
<br />·INTERNAL PRESSURE COEFFICIENT, (GCPI):+/- 0.18
<br />·ULTIMATE DESIGN WIND PRESSURE:
<br />§MWFRS: 18 PSF
<br />F.SEISMIC DESIGN PARAMETERS:
<br />·SEISMIC SITE CLASS:D (DEFAULT)
<br />·SITE COEFFICIENTS, SPECTRAL ACCELERATION PARAMETERS:
<br />§SS: 1.324
<br />§S1: 0.471
<br />·DESIGN SPECTRAL ACCELERATION PARAMETERS:
<br />§SDS: 1.059
<br />§SD1: 0.574
<br />·SEISMIC IMPORTANCE FACTOR:1.0
<br />·SEISMIC DESIGN CATEGORY:D
<br />MAIN BUILDING
<br />G.SEISMIC DESIGN PARAMETERS:
<br />·BASIC SEISMIC FORCE-RESISTING SYSTEM:LIGHT-FRAME SHEARWALLS WITH STRUCTURAL
<br />RATED PLYWOOD PANELS
<br />·RESPONSE MODIFICATION COEFFICIENT, (R):6.5
<br />·OVER-STRENGTH FACTOR, (Ω0):3
<br />·DEFLECTION AMPLIFICATION FACTOR, (CD): 4
<br />·ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE
<br />·SEISMIC BASE SHEAR COEFFICIENT, (CS, I.E. %G):0.163
<br />2.ASTM DESIGNATIONS, ICC REPORT REFERENCES, AND ALL STANDARDS AND REFERENCED DOCUMENTS SHALL REFER TO
<br />THE LATEST EDITIONS AND/OR AMENDMENTS AS ADOPTED BY THE CODE OF RECORD.
<br />3.GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE PROJECT. WHERE SPECIFIC DETAILS ARE
<br />NOT PROVIDED, THE GENERAL NOTES AND TYPICAL DETAILS SHALL GOVERN. HOWEVER, WHEN A SPECIFIC DETAIL OR
<br />NOTE HAS BEEN PROVIDED, REFERENCED OR CALLED OUT ON PLAN, THAT DETAIL OR NOTE SHALL GOVERN FOR THE
<br />SPECIFIC CASE. IN ADDITION, WHEN A DETAIL IS REFERENCED AS SIMILAR (SIM) TO A SPECIFIC DETAIL, OR WHEN IT CAN
<br />BE REASONABLY INFERRED THAT A SITUATION IS SIMILAR TO A SPECIFIC DETAIL, THAT SPECIFIC DETAIL SHALL BE
<br />ASSUMED TO APPLY UNTIL OTHERWISE DIRECTED BY THE ENGINEER OF RECORD.
<br />4.THESE STRUCTURAL DRAWINGS ARE AN INTEGRAL PART OF, AND RELIANT ON, INFORMATION CONTAINED WITHIN THE
<br />ENTIRE SET OF CONSTRUCTION DOCUMENTS PREPARED FOR THE PROJECT. AS SUCH, IT SHALL BE THE RESPONSIBILITY
<br />OF THE CONTRACTOR AND SUBCONTRACTORS TO REVIEW AND COORDINATE INFORMATION CONTAINED IN THE
<br />CIVIL/ARCH/M/E/P AND SPECIALTY CONSULTANT DRAWINGS AND SPECIFICATIONS TO ENSURE A FULL UNDERSTANDING
<br />OF THE PROJECT REQUIREMENTS. ANY OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
<br />WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT
<br />AND STRUCTURAL ENGINEER AND THE CONTRACTOR SHALL NOT PROCEED WITH THE AFFECTED WORK UNTIL
<br />CLARIFICATION AND/OR DIRECTION HAS BEEN GIVEN.
<br />5.PRIOR TO STARTING WORK ON THE PROJECT AND/OR ON A SPECIFIC AREA OF THE PROJECT, THE CONTRACTOR SHALL
<br />CHECK ALL DIMENSIONS. DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE COORDINATED FROM THE
<br />ARCHITECTURAL AND OTHER CONSULTANT DRAWINGS. WHERE DIMENSIONS DIFFER BETWEEN PLANS, THE ARCHITECT
<br />AND STRUCTURAL ENGINEER SHALL BE NOTIFIED AND THE CONTRACTOR SHALL NOT PROCEED WITH THE AFFECTED
<br />WORK UNTIL DIRECTION HAS BEEN PROVIDED. WRITTEN DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON THE
<br />PLANS.
<br />6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES. THE ARCHITECTURAL AND
<br />MEP DRAWINGS SHALL BE USED FOR THE SIZE AND LOCATION OF ALL OPENINGS (EXCEPT AS SPECIFICALLY
<br />CONTROLLED BY THE STRUCTURAL DRAWINGS), INTERIOR NON-BEARING PARTITIONS, CONCRETE CURBS, SLOPES,
<br />DEPRESSIONS, CHANGES IN LEVEL, FINISHES, CHAMFERS OR GROOVES, FLOOR AND ROOF DRAINS, INSERTS, SLEEVES,
<br />PIPES, CONDUITS AND OTHER NON-STRUCTURAL ITEMS.
<br />7.UNLESS SPECIFICALLY NOTED ON THE STRUCTURAL PLANS OR REFERENCED DETAILS, DO NOT PLACE MECHANICAL,
<br />ELECTRICAL (INCLUDING LOW-VOLTAGE AV), AND PLUMBING (MEP) SLEEVES, PIPES, INSERTS OR CONDUIT IN OR
<br />THROUGH STRUCTURAL MEMBERS, REGARDLESS OF MATERIAL, WITHOUT PRIOR APPROVAL AND DIRECTION BY THE
<br />STRUCTURAL ENGINEER. EXCEPT AS SPECIFICALLY SHOWN ON PLAN, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEAR
<br />WALL, STRUCTURAL SLAB, GRADE BEAM, BRACE, ETC.) SHALL BE CUT, DRILLED, OR NOTCHED WITHOUT PRIOR
<br />AUTHORIZATION AND DIRECTION FROM THE STRUCTURAL ENGINEER AND AUTHORITY HAVING JURISDICTION.
<br />8.ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT
<br />KNOWLEDGE BUT WITHOUT GUARANTEE OF ACCURACY. WHERE THE ACTUAL CONDITIONS VARY FROM THAT SHOWN IN
<br />THESE DRAWINGS, THEY SHALL BE REPORTED TO THE ARCHITECT AND STRUCTURAL ENGINEER SO THAT PROPER
<br />CLARIFICATION OR REVISION MAY BE MADE. THE CONTRACTOR SHALL NOT PROCEED WITH THE AFFECTED WORK UNTIL
<br />CLARIFICATION AND/OR DIRECTION HAS BEEN GIVEN.
<br />9.THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE
<br />METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS SPECIFICALLY NOTED OTHERWISE. THE CONTRACTOR SHALL
<br />SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS,
<br />TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING, AND LAY DOWN OF
<br />MATERIALS.
<br />10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DETERMINATION OF LOADS AND EVALUATION OF THE LOADING
<br />EFFECTS ON THE STRUCTURE FROM TEMPORARY CONSTRUCTION CONDITIONS, INCLUDING FROM EQUIPMENT SUCH AS
<br />SKIP LOADERS, SCISSOR LIFTS, ETC., FROM HORIZONTAL WIND AND SEISMIC FORCES IMPOSED DURING THE
<br />CONSTRUCTION SCHEDULE, ALONG THE PATH-OF-TRAVEL FOR MOVING PERMANENT EQUIPMENT TO ITS FINAL LOCATION,
<br />AND FROM TEMPORARY LOADING THAT MAY OCCUR DURING EQUIPMENT INSTALLATION. THE CONTRACTOR MAY USE THE
<br />“DESIGN LOADS” INFORMATION PROVIDED IN NOTE #1 ABOVE WHEN CONSIDERING TEMPORARY CONSTRUCTION LOADING
<br />CONDITIONS ON A COMPLETED RAISED FLOOR OR ROOF SYSTEM.
<br />11.OBSERVATION VISITS TO THE SITE BY REPRESENTATIVES OF THE STRUCTURAL ENGINEER SHALL NOT BE DEEMED TO
<br />INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR OF THE CONSTRUCTION PROCEDURES. OBSERVATION VISITS
<br />AND CONSTRUCTION SUPPORT SERVICES ARE PROVIDED BY THE STRUCTURAL ENGINEER OR HIS/HER REPRESENTATIVE
<br />SOLELY FOR THE PURPOSE OF ASSISTING THE OWNER IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH
<br />THE CONTRACT DOCUMENTS. THESE SUPPORT SERVICES SHALL NOT BE DEEMED TO PROVIDE A GUARANTEE OF THE
<br />CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUCTED AS ACCEPTANCE OR SUPERVISION OF
<br />CONSTRUCTION.
<br />12.SUBMITTALS:
<br />A.SHOP DRAWINGS AND SUBMITTALS, INCLUDING CONCRETE MIX DESIGNS, REQUIRED BY THE SPECIFICATIONS
<br />AND/OR THESE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO
<br />FABRICATION OR USE. A SCHEDULE FOR THE RELEASE OF SHOP DRAWINGS AND SUBMITTALS SHALL BE PREPARED
<br />BY THE CONTRACTOR AND SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO
<br />THE FIRST SUBMITTAL. THIS SUBMITTAL SCHEDULE SHALL PROPORTION THE NUMBER OF SHOP DRAWINGS TO BE
<br />REVIEWED IN EACH SUBMITTAL TO ALLOW SUFFICIENT TIME AS DEEMED REASONABLE IN THE PROFESSIONAL
<br />JUDGMENT OF THE ARCHITECT AND STRUCTURAL ENGINEER TO PERMIT ADEQUATE REVIEW. MHP WILL
<br />COORDINATE WITH THE ARCHITECT AND/OR CONTRACTOR TO ENSURE THAT THE SUBMITTAL SCHEDULE
<br />PRIORITIZES THE REVIEW IN A MANNER CONSISTENT WITH THE ANTICIPATED CONSTRUCTION SEQUENCE. SHOP
<br />DRAWINGS AND SUBMITTALS SHALL REFERENCE THE LATEST REVISION OF EACH STRUCTURAL DESIGN DRAWING
<br />USED FROM WHICH TO DETAIL. SHOP DRAWINGS AND/OR SUBMITTALS THAT DO NOT IDENTIFY THE LATEST REVISION
<br />OF THE STRUCTURAL DRAWINGS AND/OR DO NOT REFERENCE THE AGENCY APPROVED CONSTRUCTION
<br />DOCUMENTS SHALL BE RETURNED FOR THE DETAILER TO UPDATE AND RESUBMIT. PARTIALLY COMPLETE SHOP
<br />DRAWINGS AND SHOP DRAWINGS COMPLETED WITHOUT INCORPORATING THE INFORMATION PROVIDED IN
<br />RESPONSE TO REQUESTS FOR INFORMATION (RFI/RFC) MAY BE RETURNED (AT MHP'S SOLE DISCRETION) FOR
<br />UPDATING IF IT IS DETERMINED THAT SUCH INFORMATION WAS PROVIDED IN A TIMELY MANNER PRIOR TO THE
<br />RELEASE OF THE SHOP DRAWING SUBMITTAL. IF A SUBMITTAL MUST BE REVISED, IT SHALL IDENTIFY EACH REVISION
<br />AND/OR ADDITION TO EACH SHOP DRAWING BY CLOUDING OR OTHER MEANS.
<br />B.SUBMITTALS, INCLUDING SHOP DRAWINGS, DEFERRED APPROVAL ITEMS, AND RFI/RFCS, WILL NOT BE ACCEPTED BY
<br />MHP DIRECTLY FROM THE PROJECT SUB-CONTRACTORS. SUBMITTALS WILL BE ACCEPTED FROM THE OWNER'S
<br />AUTHORIZED CONTRACT ADMINISTRATOR (I.E. GENERAL CONTRACTOR, CONSTRUCTION MANAGER, OR ARCHITECT)
<br />ONLY AFTER THEY HAVE BEEN CONFIRMED TO COMPLY WITH CONTRACT SUBMITTAL REQUIREMENTS AND THE
<br />REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE OWNER'S AUTHORIZED CONTRACT ADMINISTRATOR SHALL
<br />COORDINATE AND VERIFY COMPLIANCE WITH THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS REGARDING
<br />DISTRIBUTION OF THE SUBMITTALS TO AND THROUGH THE ARCHITECT'S OFFICE.
<br />C.SUBMITTALS FOR DEFERRED APPROVAL ITEMS, SUCH AS (BUT NOT LIMITED TO) ELEVATORS AND CURTAIN WALLS,
<br />SHALL INCLUDE CALCULATIONS, DETAILED PLANS AND SPECIFICATIONS FOR ALL ELEMENTS OF THE DEFERRED
<br />SYSTEM INCLUDING, BUT NOT LIMITED TO, MEMBERS, SUPPORTING BRACKETS OR ATTACHMENTS, AND
<br />ANCHORAGE. DEFERRED APPROVAL ITEM SUBMITTALS SHALL BE ISSUED TO THE ARCHITECT AND STRUCTURAL
<br />ENGINEER OF RECORD FOR REVIEW AND VERIFICATION THAT THE PROPOSED SYSTEM DOES NOT NEGATIVELY
<br />IMPACT NOR SUBSTANTIALLY CHANGE THE STRUCTURAL LOADS AND SUPPORT CONDITIONS FOR WHICH THE BASE
<br />STRUCTURE WAS DESIGNED WITH ADEQUATE TIME TO ALLOW ANY REQUIRED CHANGES TO BE MADE BEFORE
<br />FORMAL SUBMITTAL TO THE GOVERNING AGENCY. FOLLOWING VERIFICATION BY THE SEOR AND ARCHITECT, THE
<br />MANUFACTURER OR CONTRACTOR SHALL SUBMIT THE CALCULATIONS, DETAILED PLANS, AND SPECIFICATIONS,
<br />STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE, TO THE GOVERNING
<br />AGENCY FOR APPROVAL. INSTALLATION OF DEFERRED ITEM ELEMENTS, SUCH AS GUIDE RAILS, MULLIONS,
<br />SUPPORTING BRACKETS, AND/OR ITEMS CONTINGENT ON THE DEFERRED SUBMITTAL SHALL NOT BE STARTED UNTIL
<br />THE DETAILED PLANS AND SPECIFICATIONS HAVE BEEN APPROVED BY THE GOVERNING AGENCY.
<br />D.WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED
<br />WITHIN THE CONSTRUCTION DOCUMENTS BY THE USE OF THE WORDS “ACCEPTED ALTERNATES”, “ALTERNATIVE
<br />PRODUCTS/SUPPLIERS”, ETC. OR “OR APPROVED EQUAL”, A FORMAL SUBSTITUTION REQUEST SHALL BE SUBMITTED
<br />BY THE GENERAL CONTRACTOR. THE FORMAL SUBSTITUTION REQUEST SHALL CLEARLY IDENTIFY THE ORIGINAL
<br />PRODUCT AND THE REQUESTED SUBSTITUTE PRODUCT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING
<br />THAT THE REQUESTED SUBSTITUTION IS “EQUAL” TO, OR BETTER THAN, THE ORIGINAL PRODUCT FOR ALL
<br />CONSIDERATIONS SUCH AS, BUT NOT NECESSARILY LIMITED TO, STRENGTH, PERFORMANCE, AND INSTALLATION
<br />VARIABLES, INCLUDING SCHEDULE. SUCH VERIFICATION SHALL BE CLEARLY OUTLINED IN THE FORMAL SUBMITTAL
<br />AS A TABULAR COMPARISON BETWEEN THE ORIGINAL PRODUCT CRITERIA AND THE REQUESTED SUBSTITUTE'S
<br />PRODUCT CRITERIA. APPROVAL OF THE SUBSTITUTION REQUEST SHALL BE OBTAINED FROM THE ARCHITECT,
<br />STRUCTURAL ENGINEER OF RECORD AND, IF NECESSARY, THE GOVERNING AGENCY, PRIOR TO FABRICATION OR
<br />INSTALLATION OF THE SUBSTITUTED MATERIAL OR PRODUCT.
<br />FOUNDATIONS:
<br />1.PRESUMPTIVE LOAD BEARING VALUES PER CBC TABLE 1806.2 WERE USED FOR THE STRUCTURAL DESIGN OF
<br />FOUNDATIONS AND EARTH RETAINING ELEMENTS CONTAINED HEREIN. IF IT IS DETERMINED THAT ANY OF THE CODE
<br />REQUIREMENTS ON WHICH THESE PRESUMPTIVE VALUES ARE BASED WILL NOT BE FOLLOWED DURING CONSTRUCTION,
<br />A FORMAL CHANGE ORDER SHALL BE PREPARED WITH ADEQUATE TIME FOR PROCESSING APPROVAL BY THE SEOR AND
<br />THE GOVERNING AGENCY. MHP, INC. ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OR ADEQUACY OF THE
<br />PRESUMPTIVE VALUES.
<br />2.THE FOLLOWING DESIGN PARAMETERS WERE USED AS THE BASIS FOR ALLOWABLE FOUNDATION LOADS AND SOIL
<br />PRESSURES:
<br />A.ALLOWABLE SOIL BEARING PRESSURES:
<br />§SPREAD/ISOLATED FOOTINGS: 1,500 PSF
<br />§CONTINUOUS FOOTINGS: 1,500 PSF
<br />§FOR LOAD COMBINATIONS INCLUDING WIND OR SEISMIC, ONE-THIRD (1/3) INCREASE IS ALLOWED.
<br />B.RETAINED EARTH PRESSURES:
<br />§EQUIVALENT FLUID PRESSURE (ACTIVE):45 PCF
<br />§EQUIVALENT FLUID PRESSURE (AT REST):45 PCF
<br />C.RESISTANCE TO SLIDING:
<br />§FRICTION COEFFICIENT:0.25 X DEAD LOAD
<br />§COHESION:130 PCF
<br />§PASSIVE PRESSURE:100 PCF
<br />§FOR LOAD COMBINATIONS INCLUDING WIND OR SEISMIC, ONE-THIRD (1/3) INCREASE ON PASSIVE PRESSURE IS
<br />ALLOWED.
<br />3.ALL SITE FILL AND BACKFILL SHALL BE COMPACTED TO 90% OF MAXIMUM DENSITY IN ACCORDANCE WITH THE PROJECT
<br />SPECIFICATIONS, IF APPLICABLE AND ASTM TEST METHOD D-1557. FLOODING IS NOT PERMITTED AND SHALL NOT BE
<br />USED FOR COMPACTION PURPOSES.
<br />4.SPECIAL INSPECTION SHALL BE PERFORMED BY A SPECIAL INSPECTOR WITH THE APPROPRIATE REGIONAL EXPERIENCE
<br />AND BACKGROUND KNOWLEDGE TO CONFIRM ADEQUATE PREPARATION AND COMPACTION OF THE UNDERLYING SOILS
<br />HAS BEEN COMPLETED. THE SPECIAL INSPECTION SHALL TAKE PLACE PRIOR TO INSTALLATION OF REINFORCING OR
<br />OTHER ELEMENTS WHICH MAKE THE EXCAVATIONS INACCESSIBLE FOR ANY CORRECTIVE WORK DEEMED NECESSARY
<br />FOR APPROVAL. A COPY OF THE INSPECTION REPORT SHALL BE SUBMITTED TO THE SEOR PRIOR TO POURING
<br />CONCRETE. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION MAY BE REQUIRED.
<br />5.WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO PLACING OF CONCRETE. CARE SHALL BE TAKEN
<br />TO AVOID DRYING OUT UNDERLYING NATURAL SOILS.
<br />6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SEQUENCING AND SHORING, ETC., NECESSARY TO SUPPORT CUT
<br />AND/OR FILL BANKS DURING EXCAVATION AND FORMING AND PLACEMENT OF CONCRETE. CARE SHALL BE TAKEN TO
<br />AVOID DISTURBING SOILS AROUND AND/OR SUPPORTING EXISTING FOUNDATIONS AND UTILITIES.
<br />7.SEE SPECIAL INSPECTION GENERAL NOTES FOR INSPECTION REQUIREMENTS.
<br />REINFORCING STEEL:
<br />1.DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL CONFORM TO STANDARDS AND
<br />RECOMMENDATIONS CONTAINED WITHIN THE CRSI “MANUAL OF STANDARD PRACTICE”. DETAILING FABRICATION AND
<br />PLACING OF WELDED WIRE REINFORCING SHALL CONFORM TO THE STANDARDS AND RECOMMENDATIONS CONTAINED
<br />WITHIN THE WRI “MANUAL OF STANDARD PRACTICE - STRUCTURAL WELDED WIRE REINFORCEMENT”.
<br />2.REINFORCING BARS (REBAR), STEEL WELDED WIRE REINFORCING (WWR), AND TIE WIRE USED TO SECURE REBAR AND
<br />WWR SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS, UNO:
<br />A.REINFORCING, (ALL BAR SIZES, UNO):ASTM A-615, GR 60
<br />B.REINFORCING BARS TO BE WELDED (ALL BAR SIZES UNO):ASTM A-706, GR 60
<br />C.WELD WIRE REINFORCING: ASTM A-1064
<br />D.TIE WIRE: ASTM A-82
<br />3.ALL REINFORCING STEEL SHALL BE BENT COLD. GRADE 60 BARS MAY ONLY BE BENT ONCE, STRAIGHTENING AND/OR
<br />RE-BENDING IS NOT ALLOWED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SEQUENCE PLACEMENT OF
<br />REINFORCING SUCH THAT INCIDENTAL BENDING DOES NOT OCCUR.
<br />4.PRIOR TO PLACING CONCRETE; REINFORCING STEEL, INCLUDING WWR, AND OTHER EMBEDDED ITEMS SHALL BE
<br />WELL-SECURED IN POSITION AND SHALL BE CLEAN OF RUST, GREASE OR OTHER MATERIAL LIKELY TO IMPAIR BOND.
<br />WHERE TWO LAYERS OF REINFORCING STEEL ARE REQUIRED (I.E. FOOTING PADS OR SLABS) PROVIDE APPROPRIATE
<br />CHAIRS TIED TO AND SUPPORTED BY LOWER MAT OF REINFORCING TO SUPPORT THE UPPER MAT OF REINFORCING.
<br />“HOOK AND PULL” METHODS SHALL NOT BE ALLOWED.
<br />5.CONCRETE PROTECTION FOR REINFORCING BARS SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BAR. MINIMUM
<br />COVER FOR CAST IN PLACE CONCRETE SHALL BE AS FOLLOWS:
<br />A.CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND:
<br />·ALL MEMBERS, ALL REINFORCEMENT: 3”
<br />B.EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />·ALL MEMBERS, #6 THROUGH #18 BARS: 2”
<br />·ALL MEMBERS, #5, W31 OR D31 WIRE AND SMALLER 1 1/2”
<br />C.NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />·SLABS, JOISTS, WALLS; #14 AND #18 BARS:1 1/2”
<br />·SLABS, JOISTS, WALLS; #11 BARS AND SMALLER: 3/4”
<br />·BEAMS, COLUMNS;
<br />PRIMARY REINF, STIRRUPS, TIES, SPIRALS AND HOOPS:1 1/2”
<br />6.MINIMUM CLEAR SPACING BETWEEN PARALLEL BARS IN A SINGLE LAYER SHALL NOT BE LESS THAN 1 1/2”, 4/3 TIMES
<br />LARGEST AGGREGATE, 1 1/2 TIMES DIAMETER OF THE LARGER BAR, WHICHEVER IS GREATER. WHERE PARALLEL
<br />REINFORCING IS PLACED IN TWO OR MORE LAYERS, BARS IN THE UPPER LAYERS SHALL BE PLACED DIRECTLY ABOVE
<br />THE BARS IN LOWER LAYERS WITH NOT LESS THAN 1” CLEAR SPACE BETWEEN LAYERS.
<br />7.DEVELOPMENT AND LAP SPLICE LENGTHS FOR REINFORCING STEEL AND WELDED WIRE REINFORCING SHALL BE AS
<br />NOTED ON PLANS AND DETAILS CONTAINED THEREIN. WHERE SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED,
<br />SPLICES SHALL BE STAGGERED A MINIMUM OF ONE (1) LAP LENGTH. WHERE SPECIFIC LAP LENGTH REQUIREMENTS ARE
<br />NOT SPECIFICALLY SHOW ON PLANS, THE FOLLOWING MINIMUM LENGTHS SHALL BE USED:
<br />A.REBAR IN CONCRETE: SEE TYPICAL DETAILS
<br />B.REBAR IN MASONRY: SEE TYPICAL DETAILS
<br />C.WWR IN CONCRETE: 1 1/2 X WIRE GRID SPACES (9” MIN)
<br />8.COMPLETE REINFORCING PLACEMENT DRAWINGS (SHOP DRAWINGS) SHALL BE PREPARED IN ACCORDANCE WITH ACI 315
<br />AND SHALL BE SUBMITTED TO THE SEOR FOR REVIEW PRIOR TO FABRICATION. APPROVED SHOP DRAWINGS SHALL BE
<br />MADE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE. SEE SUBMITTALS SECTION OF THE STRUCTURAL
<br />NOTES FOR ADDITIONAL INFORMATION AND REQUIREMENTS.
<br />9.CONTRACTOR SHALL SCHEDULE SPECIAL INSPECTIONS SO THAT BAR SIZE, SPACING, LAP SPLICE AND EMBEDMENT
<br />LENGTH OF REINFORCING BARS, AND THE LOCATION OF CONDUIT, SLEEVES AND EMBEDDED ITEMS, MAY BE CORRECTED,
<br />IF NECESSARY, PRIOR TO PLACEMENT OF OVERLYING GRIDS OF REINFORCING STEEL AND/OR PLACEMENT OF
<br />CONCRETE.
<br />CONCRETE:
<br />1.ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE (ACI), “ACI MANUAL
<br />OF CONCRETE PRACTICE” CURRENT EDITION, “SPECIFICATIONS FOR STRUCTURAL CONCRETE” (ACI 301), AND BUILDING
<br />CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318).
<br />2.WHEN SPECIFIED FOR USE, NORMAL WEIGHT (NWT) CONCRETE SHALL HAVE A DRY UNIT WEIGHT OF 150 ± 3 PCF.
<br />AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33.
<br />3.CEMENT SHALL CONFORM TO PORTLAND CEMENT ASTM C-150 (TYPE II) UNLESS NOTED OTHERWISE. WHEN USED IN THE
<br />CONCRETE MIX, FLY ASH SHALL CONFORM TO ASTM C618 CLASS F OR N.
<br />4.MIXING WATER SHALL CONFORM TO ASTM C1602.
<br />5.ADMIXTURES SHALL CONFORM TO THE FOLLOWING:
<br />A.WATER REDUCTION AND SETTING TIME MODIFICATION:ASTM C494
<br />B.PRODUCING FLOWING CONCRETE:ASTM C1017
<br />C.AIR ENTRAINMENT:ASTM C260
<br />D.INHIBITING CHLORIDE-INDUCED CORROSION:ASTM C1582
<br />6.ALL NON-SHRINK GROUT SHALL CONFORM TO ASTM C1107/C1107M AND SHALL BE PRE-MIXED COMPOUND CONSISTING OF
<br />NON-METALLIC AGGREGATE, CEMENT AND WATER-REDUCING AND PLASTICIZING AGENTS.
<br />A.MINIMUM COMPRESSIVE STRENGTH AT 48 HOURS: 2,000 PSI
<br />B.MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 7,000 PSI
<br />7.CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (F'C) AT 28 DAYS AND SHALL MEET THE
<br />OTHER REQUIREMENTS INDICATED BELOW:
<br />A.FOOTINGS:3,000 PSI, NWT, 1 1/2” AGGREGATE, 0.45 W/C
<br />B.SLABS ON GRADE:3,000 PSI, NWT, 1” AGGREGATE, 0.45 W/C
<br />C.ALL OTHER CONCRETE:3,000 PSI, NWT, 1” AGGREGATE, 0.45 W/C
<br />8.MAXIMUM SLUMP FOR CONCRETE MIXES SHALL BE 5” TYPICALLY AND 4” FOR ALL FLATWORK, WHETHER ON GRADE OR
<br />ELEVATED, EXCEPT WHEN A HIGH RANGE WATER REDUCING ADMIXTURE IS SPECIFIED FOR USE IN THE CONCRETE MIX
<br />DESIGN, SLUMP SHALL BE A MAXIMUM OF 9”.
<br />9.CONCRETE MIX DESIGN SHALL BE PREPARED BY AN APPROVED TESTING LAB AND A REGISTERED CIVIL ENGINEER AND
<br />SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW. CONCRETE MIX DESIGN SUBMITTALS
<br />SHALL BE STAMPED AND SIGNED BY THE LICENSED ENGINEER RESPONSIBLE FOR THE MIX DESIGN.
<br />10.WHEN USED, AIR ENTRAINMENT SHALL NOT BE MORE THAN 5%.
<br />11.ALL FURNISHED CONCRETE MIX DESIGNS SHALL REFLECT PROVEN CONCRETE SHRINKAGE CHARACTERISTICS OF 0.0004
<br />IN/IN (0.04%) FINAL SHRINKAGE STRAIN OR LESS AT ALL SLABS (INCLUDING TOPPING SLABS WHERE THEY OCCUR), AND
<br />0.0006 IN/IN (0.06%) FINAL SHRINKAGE STRAIN OR LESS AT OTHER CONCRETE ELEMENTS, AS DETERMINED IN
<br />ACCORDANCE WITH ASTM C157.
<br />12.CONCRETE SHALL BE CONVEYED TO FINAL LOCATION BY METHODS THAT PREVENT SEGREGATION OR LOSS OF
<br />CONSTITUENTS AND ENSURE THE REQUIRED CONCRETE QUALITY.
<br />13.WATER SHALL NOT BE ADDED TO CONCRETE AT THE SITE.
<br />14.LOCATE CONSTRUCTION AND/OR CONTROL JOINTS AS INDICATED IN CONTRACT DOCUMENTS AND/OR SUBMIT
<br />INFORMATION FOR ACCEPTANCE OF PROPOSED LOCATION AND TREATMENT OF JOINTS NOT INDICATED IN CONTRACT
<br />DOCUMENTS.
<br />15.ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED TO 1/4” AMPLITUDE, THOROUGHLY CLEANED AND ALL LAITANCE
<br />REMOVED. LONGITUDINAL KEYWAYS, 1 1/2” DEEP, SHALL BE USED WHERE INDICATED IN THE CONTRACT DOCUMENTS. ALL
<br />JOINTS SHALL BE THOROUGHLY DAMPENED, BUT WITHOUT STANDING WATER, IMMEDIATELY BEFORE PLACING NEW
<br />CONCRETE.
<br />16.THE CONTRACTOR(S) SHALL BE RESPONSIBLE FOR COORDINATING WITH ALL TRADES TO VERIFY THE LOCATION OF ALL
<br />ITEMS SUCH AS, BUT NOT LIMITED TO, SLEEVES, ANCHORS, ANCHOR BOLTS, CONDUITS, EMBED PLATES ETC. TO BE
<br />INSTALLED WITHIN CONCRETE ELEMENTS. EMBEDDED ITEMS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DRAWINGS
<br />SHALL BE LOCATED BY THE TRADES/SUB-CONTRACTORS INVOLVED, AND SHALL BE REVIEWED BY THE SEOR PRIOR TO
<br />PLACEMENT OF CONCRETE. IN COORDINATING THE LOCATION OF EMBEDDED ITEMS NOT OTHERWISE LOCATED IN THE
<br />STRUCTURAL DRAWINGS, PRIORITY SHALL BE GIVEN TO MAINTAIN SPACING AND CONTINUITY OF ALL REINFORCING.
<br />EMBEDDED ITEMS SHALL BE WELL DISTRIBUTED TO AVOID CLUSTERING IN SUCH A MANNER AS TO REQUIRE CUTTING OR
<br />RELOCATION OF REINFORCING STEEL.
<br />17.UNLESS OTHERWISE NOTED, BOLTS EMBEDDED IN CONCRETE SHALL BE ASTM F-1554 GR 36. ALL EMBEDDED ANCHOR
<br />BOLTS SHALL BE HEADED-TYPE. DO NOT USE J-TYPE BOLTS.
<br />18.UNLESS OTHERWISE NOTED, A 3/4” CHAMFER SHALL BE PROVIDED AT EXPOSED EDGES OF CONCRETE BEAMS AND
<br />COLUMNS.
<br />19.PRIOR TO PLACING CONCRETE, ALL EMBEDDED ITEMS, INCLUDING REINFORCING STEEL, SHALL BE WELL SECURED IN
<br />POSITION. CONCRETE SHALL NOT BE POURED UNTIL ALL FORMS AND REINFORCING HAVE BEEN INSPECTED, ALL
<br />PREPARATIONS FOR THE PLACEMENT HAVE BEEN COMPLETED, AND THE PREPARATIONS HAVE BEEN REVIEWED BY THE
<br />PROJECT INSPECTOR.
<br />20.ONLY ONE GRADE OF CONCRETE SHALL BE ALLOWED AT THE JOB SITE AT ANY ONE TIME.
<br />21.CONCRETE TO BE PLACED DURING COLD WEATHER SHALL COMPLY WITH ACI 306R, “GUIDE TO COLD WEATHER
<br />CONCRETING” AND ACI 306.1, “STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING”.
<br />22.CONCRETE TO BE PLACED DURING HOT WEATHER SHALL COMPLY WITH ACI 305R, “GUIDE TO HOT WEATHER
<br />CONCRETING” AND ACI 305.1, “STANDARD SPECIFICATION FOR HOT WEATHER CONCRETING”.
<br />23.CONCRETE SHALL BE MAINTAINED IN A CONTINUOUSLY MOIST CONDITION ABOVE 50F FOR A MINIMUM OF SEVEN (7) DAYS
<br />AFTER PLACEMENT. THE 7-DAY REQUIREMENT MAY BE REDUCED TO 3 DAYS FOR HIGH-EARLY-STRENGTH CONCRETE.
<br />ALTERNATE ACCELERATED CURING METHODS MAY BE APPROVED BY THE SEOR IF SATISFACTORY PERFORMANCE CAN
<br />BE ASSURED.
<br />24.THE CONTRACTOR SHALL DEVELOP A PROCEDURE AND SCHEDULE FOR REMOVAL OF SHORES AND INSTALLATION OF
<br />RE-SHORES, AS REQUIRED. NO CONSTRUCTION LOADS SHALL BE SUPPORTED ON, NOR ANY SHORING REMOVED FROM,
<br />ANY PART OF THE ELEVATED STRUCTURE UNDER CONSTRUCTION EXCEPT WHEN THE CONTRACTOR'S ANALYSIS,
<br />PROCEDURES AND SCHEDULE INDICATE THAT THE SUBJECT PART OF THE STRUCTURE HAS SUFFICIENT STRENGTH AND
<br />STIFFNESS TO SUPPORT ITS WEIGHT AND LOAD PLACED THEREON WITHOUT ADVERSE EFFECT. AT A MINIMUM, ALL
<br />ELEVATED STRUCTURAL MEMBERS SHALL BE SHORED UNTIL CONCRETE HAS REACHED DESIGN STRENGTH AND
<br />ORIGINAL SHORING OR RE-SHORING SHALL REMAIN IN PLACE FOR A MINIMUM OF 28 DAYS.
<br />25.FOOTINGS SUPPORTING BUILDING LOADS, CONSISTING OF COLUMN OR WALL SELF-WEIGHT, FORMWORK AND/OR
<br />REINFORCING STEEL, SHALL NOT BE FURTHER LOADED UNTIL THE FOOTING CONCRETE REACHES DESIGN STRENGTH
<br />AND THE CONCRETE HAS CURED FOR A MINIMUM OF 7 DAYS.
<br />26.ALL CONCRETE SHALL BE TESTED AND INSPECTED AS REQUIRED PER THE SPECIAL INSPECTION SECTION OF THESE
<br />GENERAL NOTES.
<br />STRUCTURAL AND MISCELLANEOUS STEEL:
<br />1.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (AISC 360),
<br />LATEST EDITION, AND SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS (AISC 341) LATEST EDITION.
<br />2.ALL WELDING SHALL COMPLY WITH AWS SPECIFICATION D1.1/D1.1M. WELDING ON PARTS OF THE SEISMIC FORCE
<br />RESISTING SYSTEM (SFRS) SHALL ALSO CONFORM TO AWS D1.8/D1.8M. WELDING SHALL BE PERFORMED BY WELDERS
<br />CERTIFIED FOR THE TYPE OF WELDING TO BE PERFORMED.
<br />3.WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE SUBMITTED FOR REVIEW FOR EACH WELD TYPE, WELDING
<br />PROCESS, WELDING ELECTRODE CLASSIFICATION AND/OR BASE MATERIAL (WHERE ASTM GRADE OR ALLOY VARIES)
<br />SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1/D1.1M, D1.4/D1.4M AND D1.8/D1.8M AS APPLICABLE. EACH
<br />WPS SHALL BE RECORDED ON FORMS RECOMMENDED BY THE APPLICABLE AWS STANDARD AND SHALL BE REVIEWED BY
<br />AN AWS SCWI CERTIFIED INSPECTOR AND SUBMITTED TO THE SEOR AND, IF THE PROJECT IS GOVERNED BY DSA OR
<br />OSHPD, THE INSPECTOR OF RECORD (IOR) FOR REVIEW. IF A WELD ASSEMBLY NOTED ON PLANS DOES NOT FALL WITHIN
<br />THE PREQUALIFIED CRITERIA, CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A WELDING PROCEDURE
<br />QUALIFICATION RECORD FOR THE SPECIFIED WELD AS PART OF THE WPS SUBMITTAL.
<br />4.ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS NOTED
<br />OTHERWISE):
<br />A.WIDE FLANGE SECTIONS (W,WT)ASTM A-992 FY=50KSI
<br />B.CHANNELS AND MISC SHAPES (C,MC,S,M)ASTM A-36 FY=36KSI
<br />C.ANGLES AND PLATES ASTM A-36 FY=36KSI
<br />D.PIPE (STD,X-STRG,XX-STRG)ASTM A-53 TYPE E, GR B FY=35KSI
<br />E.HSS TUBE (SQ,RECTANG)}ASTM A-500, GR C FY=50KSI
<br />SULFUR CONTENT SHALL BE LESS THAN OR EQUAL TO 0.05%
<br />F.HSS TUBE (ROUND)ASTM A-500, GR C FY=46KSI
<br />SULFUR CONTENT SHALL BE LESS THAN OR EQUAL TO 0.05%
<br />5.STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TO
<br />FABRICATION AND ERECTION, IN ACCORDANCE WITH NOTE 12 OF GENERAL STRUCTURAL NOTES.
<br />6.WHEN FABRICATING BEAMS PLACE NATURAL CAMBER UP. A TOLERANCE OF + 0, -1/4 INCH MAY BE APPLIED TO ALL
<br />SPECIFIED CAMBERS.
<br />7.AFTER FABRICATION, ALL STEEL SHALL BE CLEANED FREE OF RUST, LOOSE MILL SCALE, AND OIL.
<br />8.ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.
<br />GALVANIZING SHALL BE IN CONFORMANCE WITH ASTM A123 AND A153. REPAIR GALVANIZING AFTER WELDING SHALL BE IN
<br />ACCORDANCE WITH ASTM A780.
<br />9.HOT-DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEEL BELOW
<br />GRADE.
<br />10.SEE ARCHITECTURAL DRAWINGS FOR PAINTING OF STRUCTURAL STEEL. STRUCTURAL STEEL EMBEDDED IN CONCRETE
<br />OR MASONRY SHALL BE UNPAINTED.
<br />11.WHERE CARBON STEEL IS IN CONTACT WITH STAINLESS STEEL OR WHERE EITHER CARBON OR STAINLESS STEEL IS IN
<br />CONTACT WITH ALUMINUM, PHENOLIC SHIM OR BREAK SHALL BE INSTALLED TO SEPARATE DISSIMILAR METALS.
<br />12.BOLTS, THREADED RODS, AND WASHERS SHALL CONFORM TO THE FOLLOWING, UNO:
<br />A.MACHINE BOLTS ASTM A-307
<br />B.HIGH STRENGTH BOLTS ASTM A-325-N OR A-490
<br />C.THREADED RODS, UNO ASTM F1554 GR36
<br />D.WELDED HEADED STUDS ASTM A-108, GRADE 1010-1020
<br />E.WASHERS ASTM F-436
<br />F.WASHERS AT NON-SEISMIC/WIND-RESISTING-FRAME COLUMNS WHERE
<br />HOLES AT COLUMN BASE PLATE ARE OVER-SIZED, ONLY WHEN REQUESTED
<br />BY CONTRACTOR AND APPROVED BY SEOR:ASTM F-436 5/16” THICK
<br />G.ANCHOR BOLTS IN CONCRETE OR MASONRY ASTM F-1554, GR 36
<br />H.HIGH STRENGTH ANCHOR BOLTS IN CONCRETE STM F-1554, GR 105
<br />13.ANCHOR BOLTS SHALL BE HEADED. J-BOLTS SHALL NOT BE USED.
<br />14.BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO 3/4” DIAMETER BOLTS UNLESS SHOWN OTHERWISE.
<br />15.UNLESS NOTED OTHERWISE, BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINED AS THE
<br />TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTED CONNECTIONS
<br />SHALL BE INSTALLED "HAND TIGHT" ONLY, WITH THREADS SPOILED. THE HAND TIGHT CONDITION IS DEFINED AS THE
<br />TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE BROUGHT INTO FULL CONTACT WITH WEB OR SHEAR
<br />TAB WITH A SPUD WRENCH AND THE NUT IS THEN BACKED OFF ONE QUARTER OF A TURN. WHERE SLOTTED
<br />CONNECTIONS ARE INDICATED, THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE. BOLTS INDICATED AS
<br />SLIP-CRITICAL SHALL BE PRE-TENSIONED PER SECTION 8.2 OF SPECIFICATION FOR STRUCTURAL JOINTS USING
<br />HIGH-STRENGTH BOLTS.
<br />16.HOLES FOR BOLTED CONNECTIONS AND ANCHOR BOLTS SHALL BE AISC “STANDARD” HOLES LIMITED TO 1/16-INCH
<br />LARGER IN DIAMETER THAN NOMINAL BOLT DIAMETER FOR 7/8-INCH DIAMETER BOLTS AND SMALLER, AND 1/8-INCH
<br />LARGER IN DIAMETER THAN NOMINAL BOLT DIAMETER FOR 1-INCH AND LARGER BOLTS, UNLESS NOTED OTHERWISE.
<br />OVERSIZED AND SLOTTED HOLES REQUIRE THE APPROVAL OF THE SEOR, UNLESS SPECIFICALLY DETAILED ON THE
<br />APPROVED DRAWINGS.
<br />17.PROVIDE BEVELED WASHERS WHERE JOINT FACE SLOPE IS GREATER THAN 1:20.
<br />18.SEE CONCRETE GENERAL NOTES FOR NON-SHRINK GROUT SPECIFICATIONS.
<br />19.FLANGE STIFFENER PLATES SHALL BE ORIENTED SO THAT ROLLING DIRECTION OF PLATE IS PARALLEL WITH DIRECTION
<br />OF PRINCIPLE STRESS.
<br />20.ALL STRUCTURAL STEEL WELDING SHALL BE PERFORMED WITH E70XX ELECTRODES.
<br />21.WHERE FILLET WELD SYMBOL IS SHOWN WITHOUT INDICATION OF THROAT SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED
<br />BELOW:
<br />22.WHERE LENGTH OF WELD IS NOT INDICATED, WELD SHALL BE FULL LENGTH OF JOINT.
<br />23.ALL COMPLETE- AND PARTIAL-JOINT-PENETRATION GROOVE WELDS SHALL BE PERFORMED USING "INNERSHIELD" AND
<br />"ML-2" SEMI-AUTOMATIC EQUIPMENT.
<br />24.SEE SPECIAL INSPECTION AND TESTING NOTES FOR INSPECTION AND TESTING REQUIREMENTS.
<br />TABLE J2.4
<br />MINIMUM SIZE OF FILLET WELDS
<br />MATERIAL THICKNESS OF
<br />THINNER PART JOINED
<br />MINIMUM SIZE OF
<br />FILLET WELD
<br />TO 1/4" (6MM) INCLUSIVE 1/8" (3MM)
<br />OVER 1/4" (6MM) TO 1/2" (13MM)3/16" (5MM)
<br />OVER 1/2" (13MM) TO 3/4" (19MM)1/4" (6MM)
<br />OVER 3/4" (19MM)5/16" (8MM)
<br />No.3503
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<br />Renewal Date
<br />LICENSED ARCHITECT
<br />STATE OF C A L I FORNI
<br />A
<br />J
<br />C32284
<br />HOSHUAJAMESSMIT
<br />05/31/25
<br />03/24/25
<br />914-918 N Bewley
<br />St5/8/2025
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