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STRUCTURAL NOTES
<br />FOUNDATION
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<br />FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INVESTIGATION REPORT BY ASSOCIATED
<br />SOILS ENGINEER, INC.
<br />FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:
<br />ALLOWABLE NET BEARING = 3000 PSF (2500 PSF MAX)
<br />PASSIVE EARTH PRESSURE = 200 PSF/FT (2000 PSF MAX)
<br />COEFFICIENT OF FRICTION = 0.35
<br />MODULUS OF SUBGRADE REACTION = 100 PCI
<br />ALLOWABLE BEARING AND PASSIVE PRESSURE VALUES MAY BE INCREASED BY 1/3 FOR WIND AND
<br />SEISMIC WHEN ALTERNATIVE BASIC LOAD COMBINATIONS ARE USED. ALLOWABLE BEARING MAY BE
<br />INCREASED BY 1/3 FOR WIND AND SEISMIC. MINIMUM DEPTH OF FOOTING BELOW LOWEST ADJACENT
<br />FINAL GRADE SHALL BE 1'-6". MINIMUM WIDTH OF FOOTING SHALL BE 2'-0" FOR ISOLATED FOOTINGS
<br />AND 1'-3" FOR CONTINUOUS FOOTINGS. ALLOWABLE BEARING PRESSURE MAY BE INCREASED 300
<br />PSF PER EACH ADDITIONAL FOOT OF DEPTH AND 100 PSF PER EACH ADDITIONAL FOOT OF WIDTH TO
<br />A MAX VALUE OF 3000 PSF. FRICTIONAL RESISTANCE AND PASSIVE RESISTANCE MAY BE COMBINED
<br />PROVIDED THE PASSIVE IS REDUCED BY ONE-THIRD. TO DETERMINE COMPOSITE LATERAL
<br />RESISTANCE, WHICH MAY BE INCREASED BY 1/3 UNDER SHORT TERM, TRANSIENT WIND/SEISMIC
<br />LOADING.
<br />FOR ANY NEW FOOTINGS THAT ARE WITHIN A LATERAL DISTANCE FROM ANY EXISTING BUILDING
<br />FOOTING EQUAL TO THE DEPTH OF THE NEW FOOTING (D), THE FOLLOWING TABULATED REDUCTION
<br />FACTORS SHOULD BE APPLIED TO THE CORRESPONDING ALLOWABLE SOILS BEARING CAPACITY
<br />VALUES.
<br />CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING AND
<br />SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES
<br />INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS
<br />AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES.
<br />EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE INSPECTOR AND SOILS ENGINEER PRIOR
<br />TO PLACING THE CONCRETE AND REINFORCING. CONTRACTOR TO NOTIFY THE INSPECTOR WHEN
<br />INSPECTION OF EXCAVATION IS READY. INSPECTOR TO SUBMIT LETTER OF COMPLIANCE.
<br />ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING
<br />WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTORS
<br />SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS
<br />UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH.
<br />CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF SUCH BRACING.
<br />FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON DRAWINGS.
<br />SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE INSPECTOR OR SOILS
<br />ENGINEER, FOUNDATION ELEVATIONS/DIMENSIONS MAY NEED TO BE MODIFIED BY THE ENGINEER.
<br />FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY
<br />COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND APPROVED BY THE SOILS
<br />ENGINEER. FLOODING WILL NOT BE PERMITTED. ALL FILLS USED TO SUPPORT FOUNDATIONS SHALL
<br />BE INSPECTED BY THE SOILS ENGINEER REPRESENTATIVE PER CODE SECTION 1704.7.
<br />ALL ABANDONED FOOTINGS, UTILITIES, ETC. SHALL BE REMOVED UNLESS NOTED OTHERWISE. NEW
<br />FOOTINGS MUST EXTEND INTO UNDISTURBED SOILS OR FOUNDED ON STRUCTURALLY CERTIFIED
<br />FILL PER THE SOILS REPORT.
<br />SLABS ON GRADE SHALL BE SUPPORTED ON UNDISTURBED NATURAL EARTH MATERIALS OR
<br />PROPERLY CONTROLLED FILL MATERIALS AS PER THE RECOMMENDATIONS OF THE SOILS REPORT.
<br />REINFORCING STEEL
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<br />REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE
<br />CODE, ASTM A615, GRADE 60 UNO. DEFORMATIONS SHALL BE IN ACCORDANCE WITH
<br />ASTM A-305.
<br />BARS SHALL BE CLEAN OF RUST, GREASE, OR OTHER MATERIALS LIKELY TO IMPAIR
<br />BOND. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. PROVIDE LAPS AS PER ACI
<br />318-14 SECTION 25.5, 8" MINIMUM. WWF SHALL BE SUPPORTED ON APPROVED CHAIRS.
<br />REINFORCING BAR SPLICES SHALL BE MADE AS INDICATED ON THE DRAWINGS.
<br />MINIMUM SPLICE LENGTH FOR REINFORCING STEEL BARS IN MASONRY SHALL BE 48
<br />BAR DIAMETERS, 24" MINIMUM. MINIMUM SPLICE LENGTH FOR REINFORCING STEEL
<br />BARS IN CONCRETE SHALL BE PER ACI 318. LAP ALL HORIZONTAL BARS AT CORNERS
<br />AND INTERSECTIONS.
<br />ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL
<br />IN-PLACE INSPECTION IS MADE.
<br />WHERE WELDING OF REINFORCING IS APPROVED BY THE STRUCTURAL ENGINEER, IT
<br />SHALL BE DONE BY AWS CERTIFIED WELDERS USING E90XX OR APPROVED ELECTRODES. WELDING
<br />PROCEDURES SHALL CONFORM TO THE REQUIREMENTS OF STRUCTURAL WELDING CODE-
<br />REINFORCING STEEL", AWS-D1.4, LATEST REVISION. REINFORCING BARS TO BE WELDED SHALL
<br />CONFORM TO THE REQUIREMENTS OF ASTM A-706.
<br />BARS IN SLABS SHALL BE SECURELY SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR
<br />APPROVED METAL CHAIRS, PRIOR TO PLACING CONCRETE.
<br />REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF
<br />STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", LATEST EDITION.
<br />COMPLETE AND DETAILED REINFORCING PLACEMENT DRAWINGS SHALL BE PREPARED
<br />AND SUBMITTED TO THE ARCHITECT FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR
<br />TO FABRICATION IN ACCORDANCE WITH THE SPECIFICATIONS AND APPLICABLE CODES.
<br />THESE DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE.
<br />MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE SUBMITTED PRIOR TO PLACEMENT
<br />OF CONCRETE.
<br />CONTINUOUS INSPECTION OF CONCRETE SHALL INCLUDE INSPECTION DURING
<br />INSTALLATION OF REINFORCING STEEL. INSPECTION SHALL BE SCHEDULED SO THAT
<br />PLACEMENT OF REINFORCING STEEL, CONDUIT, SLEEVES, AND EMBEDDED ITEMS MAY BE
<br />CORRECTED PRIOR TO PLACEMENT OF OVERLYING GRIDS OR REINFORCING STEEL.
<br />ALL GRADE 60 REINFORCING STEEL SHALL BE CLEARLY MARKED TO DIFFERENTIATE
<br />THEM FROM GRADE 40 REINFORCING STEEL IF CONCURRENTLY ON SITE.
<br />CONCRETE PROTECTION FOR REINFORCEMENT
<br />THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE MINIMUM
<br />PROVIDED FOR REINFORCEMENT: COVER, IN.
<br />
<br />A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3
<br />B, CONCRETE EXPOSED TO EARTH OR WEATHER:
<br />NO. 6 THROUGH NO. 18 BAR 2
<br />NO 5 BAR, W31 OR D31 WIRE & SMALLER 1 1/2
<br />C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
<br />SLABS, WALLS, JOISTS:
<br /> NO. 14 AND NO. 18 BAR 1 1/2
<br /> NO. 11 BAR & SMALLER 3/4
<br />BEAMS, COLUMNS:
<br /> PRIMARY REINFORCEMENT TIES, STIRRUPS, SPIRALS 1 1/2
<br />ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OF THE CODE AND
<br />WITH THE PROVISIONS OF ACI 318-19.
<br />REINFORCED CONCRETE WAS DESIGNED BY THE "ULTIMATE STRENGTH DESIGN METHOD".
<br />CONCRETE MIXES SHALL BE DESIGNED BY AN APPROVED TESTING LABORATORY AND
<br />REVIEWED BY THE STRUCTURAL ENGINEER. THE COMPRESSIVE STRENGTH AND
<br />DURABILITY OF THE CONCRETE SHALL BE PROPORTIONED BASED ACI 318-19 AND CBC
<br />CHAPTER 19.
<br />SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES (UNO):
<br />PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II/V.
<br />AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND
<br />TESTS OF ASTM C-33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLY
<br />WITH PERMISSION OF THE STRUCTURAL ENGINEER.
<br />AGGREGATE FOR LIGHT WEIGHT (110PCF) CONCRETE SHALL BE EXPANDED CONFORMING
<br />TO ASTM C330 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLY WITH
<br />PERMISSION OF THE STRUCTURAL ENGINEER.
<br />CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C-94.
<br />PLACEMENT OF CONCRETE SHALL CONFORM TO CODE SECTION 1905 AND PROJECT
<br />SPECIFICATIONS. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL CONCRETE SURFACES
<br />AGAINST WHICH NEW CONCRETE IS TO BE PLACED.
<br />ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL
<br />SECURED IN POSITION PRIOR TO PLACING CONCRETE.
<br />PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE
<br />PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE
<br />IS NOT PERMITTED. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS
<br />NOT SHOWN ON THE DRAWINGS. SEE THESE DRAWINGS FOR ADDITIONAL RESTRICTIONS
<br />ON THE PLACEMENT OF OPENINGS IN SLABS AND WALLS.
<br />PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT BE EMBEDDED IN STRUCTURAL
<br />CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED BY STRUCTURAL ENGINEER. PIPES
<br />SHALL NOT DISPLACE OR INTERRUPT REINFORCING BARS, SPACE EMBEDDED PIPES AND
<br />SLEEVES AT A MINIMUM OF 3 DIAMETERS.
<br />CONCRETE
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<br /> MIN MAX MAX MAX MAX
<br />LOCATION IN STRUCTURE STRENGTH DENSITY SLUMP WATER/CEMENT AGGREGATE
<br />(PSI) (PCF) (IN) RATIO SIZE (IN)
<br />ALL CONCRETE FOOTINGS 5000 145 4 0.5 1
<br />SLAB ON GRADE, CURBS 4000 145 4 0.5 3/4
<br />LWC FILLED METAL DECK 4000 115 4 0.45 3/4
<br />CONCRETE SHEAR WALL 5000 145 4 0.5 1
<br />FLOOR AND ROOF LIVE LOADS:
<br />ROOF 20 PSF (REDUCIBLE)
<br />CLASSROOM AREA 50 PSF
<br />SNOW LOADS:
<br />SNOW LOADS ARE IN ACCORDANCE WITH SECTION 1608 OF THE CODE.
<br />GROUND SNOW LOAD, Pg = ZERO
<br />WIND LOADS:
<br />WIND LOADS ARE IN ACCORDANCE WITH SECTION 1609 OF THE CBC AND ASCE 7-16.
<br />BASIC WIND SPEED, V = 95 MPH (3-SECOND GUST)
<br />WIND EXPOSURE C
<br />WIND RISK CATEGORY = II
<br />BUILDING HEIGHT < 60 FT
<br />ENCLOSED BUILDING, GCpi = +/- 0.18
<br />EARTHQUAKE LOADS ON PRIMARY STRUCTURE:
<br />EARTHQUAKE LOADS ARE IN ACCORDANCE WITH SECTION 1613 OF THE CBC AND
<br />ASCE 7-16.
<br />SEISMIC LOADING IS PER THE EQUIVALENT LATERAL FORCE PROCEDURE IN
<br />ACCORDANCE WITH ASCE 7-16 SECTION 12.8.
<br />LOCATION: 34.18618 LAT, -118.58325 LON
<br />SS = 1.284g
<br />S1 = 0.458g
<br />Fa = 1.0
<br />Fv = 1.842
<br />SMS = 1.284g
<br />SM1 = 0.844g
<br />SDS = 0.856g
<br />SD1 = 0.562g
<br />RISK CATEGORY II
<br />SITE CLASS D
<br />SEISMIC DESIGN CATEGORY D
<br />SPECIAL RC SHEAR WALL
<br />le = 1.0
<br />R = 5
<br />Ωo = 2.5
<br />Cd = 5
<br />rho = 1.3
<br />WOOD SHEAR WALL
<br />le = 1.0
<br />R = 6.5
<br />Ωo = 3
<br />Cd = 4
<br />rho = 1.3
<br />DESIGN
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<br />5.EARTHQUAKE LOADS ON NON-STRUCTURAL COMPONENTS:
<br />EARTHQUAKE LOADS ARE IN ACCORDANCE WITH SECTION 1613 OF THE CODE.
<br />Ip = 1.0 FOR ALL NONSTRUCTURAL COMPONENTS EARTHQUAKE LOADS ON NONSTRUCTURAL
<br />COMPONENTS, SHALL BE DETERMINED IN ACCORDANCE WITH THE FOLLOWING PROCEDURE:
<br />CALCULATE Fp BASED ON ASCE 7-16 EQUATION 13.3-1
<br />THE MAXIMUM AND MINIMUM VALUES FOR Fp SHALL BE DETERMINED FROM ASCE 7-16
<br />EQUATIONS 13.3-2 AND 13.3-3, RESPECTIVELY.
<br />ALL EARTHQUAKE LOADS ON NONSTRUCTURAL COMPONENTS SHALL BE BASED ON THE
<br />VALUES OF ap AND Rp FROM ASCE 7-16 TABLES 13.5-1 AND 13.6-1.
<br />PER THE GEOTECHNICAL INVESTIGATION REPORT THE PROJECT IS LOCATED WITHIN A
<br />LIQUEFACTION HAZARD ZONE. IT IS NOT WITHIN A STATE OF CALIFORNIA ALQUIST PRIOLO
<br />EARTHQUAKE FAULT ZONE.
<br />STRUCTURAL STEEL
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<br />STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED BY AN APPROVED AND
<br />LICENSED FABRICATOR IN ACCORDANCE WITH THE AISC SPECIFICATION FOR DESIGN,
<br />FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (LATEST EDITION), AND
<br />WITH CHAPTER 22 OF THE CODE.
<br />ALL STRUCTURAL STEEL SHALL CONFORM WITH THE ASTM DESIGNATION AS INDICATED BELOW
<br />(UNO):
<br />WF SHAPES, WT SHAPES A992 OR A572, GRADE 50
<br />(MULTI CERT)
<br />PLATES, CONNECTION PLATES,A-36, UNO
<br />AND MISC, UNO.
<br />PIPE COLUMNS A-53, GRADE B
<br />TUBE SECTIONS A-500, GRADE B
<br />BOLTS A-325 / A-490, AS NOTED ON DWGS
<br />ANCHOR BOLTS IN CONCRETE/MASONRY F-1554, GRADE 36
<br />ANGLES, CHANNELS A-36
<br />THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS TO THE ARCHITECT
<br />OF ALL STEEL FOR ARCHITECTS AND STRUCTURAL ENGINEERS TO REVIEW AND APPROVAL
<br />BEFORE FABRICATION.
<br />BOLT HOLES USED IN STEEL SHALL BE 1/16" LARGER IN DIAMETER THAN NORMAL SIZE OF BOLT
<br />USED, EXCEPT AS NOTED.
<br />ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE, OR MASONRY, SPRAY
<br />ON FIREPROOFING, OR ARE ENCASED BY BUILDING FINISH, SHALL BE LEFT UNPAINTED.
<br />ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XX ELECTRODES (UNO). ALL
<br />WELDS SHALL BE IN CONFORMITY WITH THE PROJECTS SPECIFICATIONS AND FOR THE CODE
<br />FOR WELDING IN BUILDING CONSTRUCTION (AWS D1.1 LATEST REVISION) OF THE AMERICAN
<br />WELDING SOCIETY. SEE SPECIAL INSPECTIONS SECTION FOR WELDING INSPECTION
<br />REQUIREMENTS.
<br />WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE
<br />FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS
<br />SPECIFIED IN AISC MANUAL OF STEEL CONSTRUCTION 15TH EDITION, SECTION J2.4.
<br />ALL STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO THE WEATHER SHALL BE
<br />HOT DIP GALVANIZED AFTER FABRICATION, UNLESS NOTED OTHERWISE ON THE
<br />CONSTRUCTION DOCUMENTS. REFER TO ARCH DRAWINGS FOR STEEL FINISH. PROTECT FIELD
<br />WELDS EXPOSED TO THE WEATHER SHALL RECEIVE PRIME AND PAINT OR BRUSH / COLD
<br />GALVANIZING. FOR EXPOSED STRUCTURAL STEEL CALLED OUT TO RECEIVE COATINGS SEE
<br />SPECIFICATION 05 1200 SECTION 2.03J, ITEM 4 FOR PREPARATION AND PRIMING.FOR EXPOSED,
<br />GALVANIZED MISCELLANEOUS METAL CALLED OUT TO RECEIVE COATINGS, SEE SPECIFICATION
<br />09 9600 SECTION 2.5 FOR PREPARATION AND PRIMING.
<br />THE USE OF E70T-4 WELDING WIRE IS NOT PERMITTED.
<br />ALL WELD FILLER MATERIAL SPECIFIED AS "NOTCH TOUGH" SHALL HAVE A MINIMUM CHARPY-V
<br />NOTCH (CVN) VALUE OF 20 FT-LBS AT A TEMPERATURE OF -20° F.
<br />100% UT TEST FOR ALL COMPLETE PENETRATION GROOVE WELDS.
<br />DISCONTINUITIES IN WELD CREATED BY ERRORS OR BY FABRICATION OR ERECTION
<br />OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR ARC GOUGING AND FLAME CUTTING,
<br />SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER OF RECORD.
<br />WRITTEN WELDING PROCEDURE SPECIFICATIONS (WPS) PER THE RECOMMENDATIONS OF THE
<br />AMERICAN WELDING SOCIETY (AWS) SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR
<br />AND SUBMITTED FOR REVIEW TO THE ENGINEER PRIOR TO ANY WELDING OF THE STRUCTURAL
<br />STEEL. THE WELDING PROCEDURES SHALL INCLUDE ALL THE WELDED JOINTS AND
<br />CONFIGURATIONS TO BE USED ON THIS PROJECT-ONLY WPS WHICH ARE RELEVANT TO THIS
<br />PROJECT SHALL BE SUBMITTED, ALL WELDED JOINTS SHALL BE PRE-QUALIFIED PER AWS OR
<br />BE QUALIFIED BY TEST PER AWS. A PROCEDURE QUALIFICATION RECORD (PQR) SHALL BE
<br />INCLUDED WITH THE WPS IF THE WELDING PROCEDURE OR JOINT IS QUALIFIED BY TESTING.
<br />THE ELECTRODE MANUFACTURER AND PRODUCT/TRADE NAME SHALL BE IDENTIFIED IN THE
<br />WPS IN ADDITION TO THE AWS ELECTRODE CLASSIFICATION NAME. A COPY OF THE
<br />ELECTRODE MANUFACTURER'S TECHNICAL DATA SHEETS WITH THE RECOMMENDED WELDING
<br />PARAMETERS SHALL BE SUBMITTED WITH THE WPS.
<br />POWER DRIVEN FASTENERS / SHOT PINS
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<br />3.
<br />4.
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<br />7.
<br />ALL POWDER DRIVEN FASTENERS SHALL CONSIST OF HILTI 0.157 DIAM XU
<br />(ICC ESR-2269) LOW VELOCITY POWDER DRIVEN FASTENERS. INSTALLATION OF ANCHORS
<br />SHALL BE IN CONFORMANCE WITH THE ICC REPORT AND MANUFACTURER
<br />RECOMMENDATIONS.
<br />WHEN INSTALLING POWDER DRIVEN FASTENERS IN NON-PRESTRESSED REINFORCED
<br />CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE REINFORCING
<br />BARS.
<br />THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE CONTINUOUSLY DURING ANCHOR
<br />INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE,
<br />CONCRETE COMPRESSIVE STRENGTH, ANCHOR SPACING, EDGE DISTANCES, SLAB
<br />THICKNESS AND ANCHOR EMBEDMENT.
<br />POWDER DRIVEN FASTENERS ARE NOT PERMITTED FOR USE ON CONCRETE CURBS.
<br />FASTENERS MAY BE USED FOR SHEAR LOADS AND THEY MAY BE USED IN TENSION TO
<br />SUPPORT LOADS LESS THAN 100 POUNDS FOR MINOR LOADS LIKE ACOUSTICAL CEILINGS,
<br />DUCT WORK, CONDUIT, ETC.
<br />THE ALLOWABLE LOADS SHALL BE 100 POUNDS OR 80% OF ICC EVALUATION REPORT
<br />APPROVED VALUES, WHICHEVER IS LESS. QUALIFICATION FOR USE OF ALL POWER
<br />ACTUATED TOOLS MUST MEET ANSI A10.3 STANDARD AS REQUIRED BY THE
<br />MANUFACTURER AND ALL OSHA REQUIREMENTS.
<br />TESTING - THE OPERATOR, TOOL AND FASTENER SHALL BE PRE-QUALIFIED BY THE
<br />PROJECT INSPECTOR. THE INSPECTOR SHALL OBSERVE THE TESTING OF THE FIRST 10
<br />FASTENER INSTALLATIONS. A TEST "PULL-OUT" LOAD OF NOT LESS THAN TWICE THE
<br />DESIGN LOAD SHALL BE APPLIED TO THE PIN IN SUCH A MANNER AS NOT TO RESIST THE
<br />SPALLING TENDENCY OF THE CONCRETE SURROUNDING THE PIN. THEREAFTER RANDOM
<br />TESTS UNDER THE PROJECT INSPECTOR'S SUPERVISION SHALL BE MADE OF
<br />APPROXIMATELY 1 IN 10 PINS. IF ANY PIN FAILS TESTING, TEST ALL PINS OF THE SAME
<br />CATEGORY NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE PASS, THEN
<br />RESUME THE INITIAL TESTING FREQUENCY.
<br />WELDED THREADED AND HEADED STUDS
<br />1.
<br />2.
<br />3.
<br />WELDED STUDS SHALL BE "TRUE-WELD STUDS", DIVISION OF TRU-FIT SCREW
<br />CORPORATION, CLEVELAND, OHIO OR "NELSON STUD" OHIO, OR APPROVED EQUAL.
<br />WELDED STUDS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH
<br />EQUIPMENT RECOMMENDED BY MANUFACTURER OF STUDS.
<br />WELDED STUD MATERIAL, WELDING AND INSPECTION, SHALL BE IN ACCORDANCE WITH
<br />THE AWS "STRUCTURAL WELDING CODE", AWS D1.1, SECTION 7.
<br />CONSTRUCTION JOINTS
<br />1.
<br />2.
<br />3.
<br />ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CODE
<br />SECTION 1906 AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE
<br />STRUCTURAL DRAWINGS.
<br />ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS
<br />OR OTHER FOREIGN MATTER PRIOR TO PLACING THE ADJACENT CONCRETE.
<br />THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION
<br />JOINTS TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE STARTING
<br />CONSTRUCTION.
<br />GENERAL
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<br />2.
<br />3.
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<br />5.
<br />6.
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<br />THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION.
<br />THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.
<br />ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION OF ALL
<br />DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF CONSTRUCTION. ANY
<br />DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ARCHITECT PRIOR TO START OF CONSTRUCTION SO THAT A CLARIFICATION CAN BE
<br />ISSUED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR
<br />ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN
<br />EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT.
<br />NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES
<br />AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS
<br />SHOWN FOR SIMILAR WORK.
<br />ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING:
<br />2022 CALIFORNIA BUILDING CODE, VOLUME 2, REFERRED TO HERE AS "THE CODE",
<br />AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER WHICH ANY
<br />PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF
<br />INDUSTRIAL SAFETY, AND THOSE CODES & STANDARDS LISTED IN THESE NOTES AND
<br />SPECIFICATIONS.
<br />SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
<br />a. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS, EXCEPT AS NOTED
<br />b. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.
<br />c. SIZE AND LOCATION OF ALL CONCRETE CURBS, EQUIPMENT PADS, PITS, FLOOR
<br />DRAINS, SLOPES, DEPRESSED AREAS, CHANGE IN LEVEL, CHAMFERS, GROOVES,
<br />INSERTS, ETC.
<br />d. SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS EXCEPT AS SHOWN.
<br />e. FLOOR AND ROOF FINISHES.
<br />f. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:
<br />a. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL AND SLAB OPENINGS, ETC.,
<br />EXCEPT AS SHOWN OR NOTED.
<br />b. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS.
<br />c. CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL OR PLUMBING FIXTURES.
<br />d. SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES, ANCHOR BOLTS FOR
<br />MOTOR MOUNTS.
<br />THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
<br />FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE
<br />CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
<br />STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE
<br />LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
<br />OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE
<br />INSPECTION OF THE ABOVE ITEMS.
<br />OPENINGS, POCKETS, ETC., LARGER THAN 6" SHALL NOT BE PLACED IN CONCRETE
<br />SLABS, DECKS, WALLS, UNLESS SPECIALLY DETAILED ON THE STRUCTURAL DRAWINGS.
<br />NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS,
<br />POCKETS, ETC., LARGER THAN 6" NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT
<br />WHICH ARE LOCATED IN STRUCTURAL MEMBERS. FOR ANY FURTHER RESTRICTIONS ON
<br />OPENINGS IN STRUCTURAL ELEMENTS, SEE APPLICABLE SECTIONS BELOW.
<br />PIPES LARGER THAN 1-1/2" DIAMETER SHALL NOT BE EMBEDDED IN STRUCTURAL
<br />CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED.
<br />ASTM SPECIFICATIONS ON THE DRAWINGS SHALL BE OF THE LATEST REVISION.
<br />CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK
<br />OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS CESSPOOLS,
<br />CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, STRUCTURAL
<br />ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
<br />CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED ROOF OR
<br />FLOOR. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE
<br />ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN
<br />STRENGTH.
<br />1. FABRICATE AND INSTALL STEEL DECK ACCORDING TO THE FOLLOWING PROVISIONS:
<br />A. ROOF DECK: ANSI/SDI RD-2017, "STANDARDS FOR STEEL ROOF DECK."
<br />B. COMPOSITE FLOOR DECK: ANSI/SDI C-2017, "STANDARDS FOR COMPOSITE STEEL FLOOR DECK-SLAB."
<br />C. WELDING OF STEEL DECK: AWS D1.3, "STRUCTURAL WELDING CODE - SHEET STEEL."
<br />2. STEEL ROOF DECK: PROVIDE AND INSTALL ROOF AS NOTED ON THE DRAWINGS MINIMUM PROPERTIES ARE AS
<br />FOLLOWS:
<br />DECK PROFILE AND GAGE I (IN4) +S(IN3) -S(IN3)
<br />HSB-36 x 18 GA DECK 0.306 0.314 0.331
<br />HSB-36 x 16 GA DECK 0.381 0.399 0.410
<br />PLN-24 x 18 GA DECK 1.369 0.652 0.753
<br />PLN-24 x 16 GA DECK 1.706 0.837 0.914
<br />3. COMPOSITE FLOOR DECK: PROVIDE AND INSTALL ROOF AS NOTED ON THE DRAWINGS MINIMUM PROPERTIES ARE AS
<br />FOLLOWS:
<br />DECK PROFILE AND GAGE I (IN4) +S(IN3) -S(IN3)
<br />3" x 18GA DECK 1.213 0.752 0.768
<br />3" x 16GA DECK 1.516 0.968 0.966
<br />2" x 18GA DECK 0.564 0.471 0.481
<br />1 1/2" x 18GA DECK 0.381 0.399 0.410
<br />4. DESIGN OF ALL STEEL DECK SHALL BE IN ACCORDANCE WITH SECTION 2210 OF THE CODE.
<br />5. ALL STEEL DECK CLOSURES AND FLASHING SHALL CONFORM TO ASTM A653 GR 33, FY 33,000 PSI MIN.
<br />6. ACCEPTABLE STEEL DECK MANUFACTURERS ARE AS FOLLOWS:
<br />VERCO MANUFACTURING IAPMO REPORT ER-2018
<br />ASC PROFILE IAPMO REPORT ER-0161 & ER-0329
<br />7. EXAMINE SUPPORTING FRAME AND FIELD CONDITIONS FOR COMPLIANCE WITH REQUIREMENTS FOR INSTALLATION
<br />TOLERANCES AND OTHER CONDITIONS AFFECTING PERFORMANCE. PROCEED WITH INSTALLATION ONLY AFTER
<br />UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED.
<br />A. RUN UNITS CONTINUOUS OVER THREE OR MORE SPANS.
<br />B. PROVIDE 2" MINIMUM DECK BEARING AT ALL SUPPORTS.
<br />8. INSTALL DECK PANELS AND ACCESSORIES ACCORDING TO ANSI/SDI STANDARDS AND MANUFACTURER'S WRITTEN
<br />INSTRUCTIONS.
<br />9. INSTALL TEMPORARY SHORING BEFORE PLACING DECK PANELS AS REQUIRED TO MEET DEFLECTION LIMITATIONS. ALL
<br />SHORING OF STEEL DECK SHALL BE PER MANUFACTURER'S RECOMMENDATIONS.
<br />10. ALL WELDING OF STEEL DECK SHALL BE DONE BY CERTIFIED LIGHT GAGE WELDERS IN ACCORDANCE WITH AWS
<br />"STRUCTURAL WELDING CODE - SHEET STEEL", AWS D1.3, LATEST EDITION.
<br />11. UNITS SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE END OF THE UNITS AND INTERMEDIATE SUPPORTS AND
<br />TO THE STEEL SUPPORTS AT THE SIDE BOUNDARIES BY 1/2" PUDDLE WELDS AT 12" OC. SHEAR STUDS WELDED
<br />THROUGH DECK MAY BE USED IN PLACE OF 1/2" DIAMETER PUDDLE WELDS.
<br />12. SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY BUTTON PUNCHING AT 12" OC MAX OR
<br />PER SPACING INDICATED IN DECK SCHEDULE, WHICHEVER IS LESS. CONTRACTOR MAY DECREASE SPACING OF SIDE
<br />LAP ATTACHMENTS TO ACCOMMODATE CONSTRUCTION LOADING AS REQUIRED.
<br />13. PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OF ALL UNITS, AROUND COLUMNS, AND AT ALL PERIMETER
<br />LOCATIONS REQUIRING CONCRETE.
<br />14. ALL METAL DECK TO BE GALVANIZED.
<br />15. PROVIDE PERFORATIONS OR SLOTS (1.5% MAXIMUM OPEN AREA) IN ALL ROOF AND FLOOR DECKING EXCEPT AT
<br />LOCATION WHERE THE DECKING IS PROVIDING PROTECTION FROM RAIN WATER OR WHERE NOTED ON THE DRAWINGS.
<br />STEEL DECK
<br />LATERAL DISTANCE BETWEEN NEW
<br />FOOTING AND EXISTING BUILDING
<br />FOOTING EXPRESSED IN FRACTION
<br />OF THE NEW FOOTING DEPTH, D
<br />REDUCTION FACTOR TO ALLOWABLE
<br />SOILS BEARING CAPACITY a 1.0 0.75 0.5
<br />≥ 1D 1/2D 0
<br />a. INTERPOLATION MAY BE USED FOR DERIVING REDUCTION FACTOR
<br />FOR OTHER DISTANCE VALUE.
<br />3
<br />PROJECT
<br />COPYRIGHT LOC, INC
<br />ORIGINAL SHEET SIZE: 42" X 30"
<br />LOC
<br />CLIEN
<br />ARCHITEC
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<br />GENERAL
<br />NOTES
<br />FEBRUARY 13, 2025
<br />PLAN CHECK
<br />SUBMITTAL 02
<br />S0.02
<br />SANTA ANA ZOO
<br />1801 E CHESTNUT AVE, SANTA ANA, CA
<br />92701
<br />KPFF
<br />STRUCTURAL ENGINEER
<br />LOC ARCHITECTS
<br />KPFF
<br />CIVIL ENGINEER
<br />BORDER
<br />LANDSCAPE ARCHITECT
<br />ABRARI AND ASSOCIATES
<br />MEP ENGINEER
<br />ASSOCIATED SOILS ENGINEERING
<br />GEOTECHNICAL ENGINEER
<br />700 S. FLOWER, SUITE 2100
<br />LOS ANGELES, CA 90017
<br />213 372 5111
<br />Ramzi.hodali@kpff.com
<br />700 S. FLOWER, SUITE 2100
<br />LOS ANGELES, CA 90017
<br />213 372 5111
<br />Sharad.Ganju@kpff.com
<br />724 S. SPRING ST, SUITE 701
<br />LOS ANGELES, CA 90014
<br />213 372 5111
<br />Darren@border-la.com
<br />1713 S. STANDARD AVE
<br />GLENDALE, CA 91201
<br />818 956 1900
<br />Telma@abrari.com
<br />2860 WALNUT AVE.
<br />SIGNAL HILL, CA 90755
<br />562 897 2749
<br />Ted@associatedsoils.com
<br />3203 E. 4TH ST
<br />LOS ANGELES, CA 90063
<br />213 537 0480
<br />Office@loc-arch.com
<br />1801 E. CHESTNUT AVE.
<br />SANTA ANA, CA 92701
<br />714 647 6575
<br />Efisher@santa-ana.org
<br />SANTA ANA ZOO
<br />EDUCATION
<br />HUB
<br />No.Description Date
<br />3 PLAN CHECK SUBMITTAL 02 02-13-2025
<br />REGISTERED PROFESSIONAL ENGINEERRAMZI S . HODAL
<br />I
<br />STRUC T URALSTATE OF CAL IFORNIA
<br />2/13/2025
|