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GEHERALHOTES:
<br />A. GENERAL BUILDING INFORMATION
<br />1. ZONING: M-2
<br />DESCRIPTION: APPROXIMATELY 2,000 SF, TYPE I-N CONSTRUCTION, SPRINKLERED
<br />OCCUPANCY: S-3
<br />EXITS: ONE REQUIRED, TWO FURNISHED
<br />B. CODE REQUIREMENTS:
<br />1. ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS
<br />OF THE UNIFORM BUILDING CODE (UBC), 1994 EDITION.
<br />2. SOILS: SOILS ARE SILTY SANDS PER ORIGINAL SOIL BORINGS PERFORMED IN
<br />1958. ALLOWABLE SOIL DESGIN VALUES PER UBC TABLE 18-1-A:
<br />ALLOWABLE SOIL BEARING PRESSURE 1,500 PSF
<br />ALLOWABLE SOIL FRICTION 0.25
<br />ALLOWABLE PASSIVE PRESSURE 150 PCIF
<br />RETAINING WALLS (EQUIV. FLUID PRESS.) 50 PCF (RESTRAINED)
<br />C. DESIGN LOADS:
<br />1. DEAD LOAD WEIGHT OF ALL MATERIALS AND EQUIPMENT
<br />ROOF SNOW LL 25 PSF
<br />RAMP AND FLOOR LL 100 PSF
<br />SEISMIC ZONE 3, 1 = 1.0, C = 2.75, Rw = 6
<br />WIND 80 MPH, EXPOSURE C
<br />D. INSPECTION:
<br />1. PERFORM SPECIAL INSPECTION, PER UBC SECTIONS 1701 AND 1703, AS
<br />REQUIRED BY THE CITY OF EVERETT. ALL SOIL COMPACTION SHALL BE
<br />SUPERVISED BY AN APPROVED TESTING LAB OR GEOTECHNICAL ENGINEER
<br />AND SHALL BE TESTED PRIOR TO PLACEMENT OF REINFORCING STEEL.
<br />E. EXISTING CONDITIONS:
<br />1. CONTRACTOR SHALL VERIFY ALL ELEVATIONS, DIMENSIONS, AND EXISTING
<br />CONDITIONS IN THE FIELD BEFORE PROCEEDING. DIMENSIONS NOTED AS
<br />PLUS OR MINUS (±) INDICATE UNVERIFIED DIMENSIONS AND ARE
<br />APPROXIMATE. NOTIFY THE ENGINEER IMMEDIATELY OF CONFLICTS OR
<br />EXCESSIVE VARIATIONS FROM INDICATED DIMENSIONS.
<br />2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE
<br />COMMENCING ANY DEMOLITION. CONTRACTOR SHALL PROVIDE ADEQUATE
<br />SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING
<br />CONSTRUCTION AND SOIL EXCAVATIONS, AS REQUIRED, AND IN A MANNER
<br />SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING
<br />SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN
<br />COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIALS HAVE
<br />ACHIEVED DESIGN STRENGTH.
<br />3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND
<br />THE METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO
<br />PERFORM THE WORK.
<br />F. CONCRETE:
<br />1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF' CHAPTER 19
<br />(ACI 318-95) OF THE UNIFORM BUILDING CODE EXCEPT AS MODIFIED BY
<br />THESE NOTES. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD
<br />28-DAY CYLINDER TESTS, UNLESS APPROVED OTHERWISE. CONCRETE
<br />MIXES SHALL HAVE A 28 DAY STRENGTH, ft = 4,000 PSI. THE MIX DESIGN
<br />SHALL BE IN CONFORMANCE WITH UBC 1905.
<br />2. ADMIXTURES: WATER -REDUCING ADMIXTURES MAY BE INCORPORATED IN
<br />CONCRETE MIX DESIGNS, BUT SHALL CONFORM TO ASTM C494, AND BE
<br />USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
<br />RECOMMENDATIONS. COC12 OR OTHER WATER-SOLUBLE CHLORIDE
<br />ADMIXTURES SHALL NOT BE USED.
<br />3. WATER/CEMENT RATIO: WATER/CEMENT RATIO SHALL BE MEASURED BY
<br />WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTITIOUS MATERIAL.
<br />WATER/CEMENT RATIO SHALL BE DETERMINED BY THE SUPPLIER BASED ON
<br />STRENGTH REQUIREMENTS.
<br />4. SLUMP: FIELD MEASURE SLUMP SHALL CONFORM TO THE SUBMITTED
<br />CONCRETE MIX DESIGN, TOLERANCE OF SLUMP SHALL CONFORM TO ASTM
<br />C94.
<br />5. AIR CONTENT: AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260
<br />SHALL BE USED IN ALL CONCRETE MIXES FOR WORK WHICH IS EXPOSED TO
<br />WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5% ± 1 % BY VOLUME.
<br />THE AMOUNT OF ENTRAINED AIR SHALL BE MEASURED IN THE FIELD AT THE
<br />DISCHARGE END OF THE PLACING HOSE.
<br />6. CURING: IF THE AIR TEMPERATURE WILL EXCEED 75' F. WITHIN 48
<br />HOURS OF PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE
<br />CONCRETE FOR A PERIOD OF 36 HOURS AF7ER FINISHING CONCRETE
<br />SURFACES.
<br />G. REINFORCING STEEL MATERIALS.-
<br />1 DEFORMED BARS ASTM A615, GRADE 60
<br />SMOOTH WELDED WIRE FABRIC (WWF) ASTM Al 85 (Fy = 65 KSI)
<br />2. REINFORCING SHALL BE SUPPORTED AS SPECIFIED BY THE CRSI MANUAL OF
<br />STANDARD PRACTICE, MSP-1. REINFORCING STEEL SHALL BE DETAILED IN
<br />ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING
<br />REINFORCED CONCRETE STRUCTURES," ACI 315.
<br />3. LAP ALL REINFORCING BARS AS NOTED ON THE DRAWINGS. MECHANICAL
<br />OR WELDED BUTT SPLICES SHALL BE USED SUBJECT TO ENGINEER'S
<br />APPROVAL. MECHANICAL SPLICES CALLED OUT ON THE PLANS SHALL
<br />DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE SPLICED BARS IN
<br />BOTH TENSION AND COMPRESSION.
<br />H. REINFORCED HOLLOW CONCRETE MASONRY:
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<br />1. HOLLOW CONCRETE UNITS SHALL BE MEDIUM WEIGHT GRADE N-1 PER UBC
<br />w IN 5100
<br />STANDARD 21-4, fm = 2,000 PSI. MORTAR SHALL BE TYPE S. GROUT SHALL BE
<br />COURSE TYPE WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28
<br />DAYS. ALL METHODS AND MATERIAL SHALL CONFORM TO CHAPTER 21 OF
<br />THE UBC. CONSTRUCTION SHALL BE PER UBC SECTION 2104 WITH GROUTING
<br />PER TABLE 21-C. THE THICKNESS OF THE GROUT BETWEEN BLOCK UNITS
<br />AND REINFORCING STEEL SHALL NOT BE LESS THAN 1/2� BETWEEN PARALLEL
<br />REINFORCING BARS NOT LESS THAN 314. IF WORK IS STOPPED ONE (1) HOUR
<br />OR LONGER, PROVIDE HORIZONTAL CONSTRUCTION JOINTS BY STOPPING THE
<br />GROUT 1 11Z' BELOW THE TOP OF THE BLOCK. SEE DRAWINGS FOR REINFORCEMENT
<br />REQUIREMENTS. SPECIAL INSPECTION IS REQUIRED.
<br />2. VERTICAL CONTROL JOINTS SHALL BE PROVIDED IN MASONRY WALLS AS.,
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<br />NOTED IN THE STRUCTURAL DRAWINGS WITH A MAXIMUM SPACING OF 45 -0
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<br />STEEL MATERIALS:
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<br />1. STRUCTURAL STEEL ASTIM A36
<br />STRUCTURAL TUBES ASTM A500, GRADE B
<br />STEEL PIPE ASTM A53, GRADE 8
<br />STRUCTLIRAL BOLTS ASTM A325-N
<br />ANCHOR BOLTS ASTM A307 (UNLESS NOTED OTHERWISE)
<br />THREADED RODS ASTM A36M
<br />WELDING ELECTRODES E70XX
<br />HEADED SHEAR STUDS ASTM A108
<br />J. STRUCTURAL STEEL:
<br />1. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO
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<br />THE REQUIREMENTS OF CHAPTER 22 OF THE UNIFORM BUILDING CODE.
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<br />2. BOLTED CONNECTIONS ARE TO BE OF HIGH STRENGTH ASTM A325 BOLTS AS SHOWN
<br />UNLESS NOTED OTHERWISE. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL
<br />BEAM CONNECTIONS. CONNECTIONS ARE TO BE AS SHOWN ON THESE DRAWINGS.
<br />3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND
<br />JOINT PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION
<br />ANGLES, LIFT HOLES AND OTHER AIDS, WELDING PROCEDURES, R--_QUIRED
<br />ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS,
<br />COPES, SURFACE ROUGHNESS VALUES, AND TAPERS OF UNEQUAL PARTS,
<br />4. NON -SHRINK GROUT: BASE PLATE GROUT SHALL BE NON -SHRINK TYPE
<br />0 1 FIRE L
<br />WITH MINIMUM f'c = 8,000 PSI.
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<br />5. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS,
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<br />AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING L70XX
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<br />ELECTRODES. ONLY PREQUALIFIED WELDS (AS DERNED BY AWS) SHALL BE USED.
<br />K. METAL DECK:
<br />48" STL WATI
<br />1 STEEL DECK SHALL CONFORM TO ASTM A446. GRADE A MINIMUM AND HAVE
<br />A MINIMUM Fy = 38 KSI. THE GALVANIZED COATING SHALL CONFORM TO
<br />ASTM A525j G60, OR G90 WHERE LEFT PERMANENTLY EXPOSED.
<br />2. MINIMUM DECK GAGES ARE SHOWN ON PLANS AND ARE BASED ON 3-SPAN,
<br />UNSHORED CONDITIONS. HEAVIER DECK GAGES MAY BE REQUIRED FOR
<br />CONDITIONS OTHER THAN THESE, DEPENDING ON MANUFACTURER. SUBMIT
<br />A CURRENT ICBO REPORT FOR APPROVAL PRIOR TO SHOP DETAILING.
<br />3. DECK WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "SPECIFICATION
<br />FOR WELDING SHEET STEEL IN STRUCTURES." WELDERS SHALL BE
<br />QUALIFIED BY WABO LIGHT GAUGE CERTIFICATION.
<br />4. CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALL
<br />MISCELLANEOUS GAGE METAL SHAPES NECESSARY TO COMPLETE THE
<br />WORK, INCLUDING DECK SUPPORT AND DIAPHRAGM SHEAR TRANSFER. THE
<br />MINIMUM END LAP SHALL BE f CENTERED OVER SUPPORTS. THE MINIMUM
<br />BEARING REQUIRED SHALL BE 2".
<br />5. THE STEEL ROOF DECK SHALL BE BHP STEEL BUILDING PRODUCTS TYPE B-36 ROOF
<br />DECK WITH RIBS AT 6!' (NOMINAL) ON CENTER OF THE SIZE AND GAGE SHOWN ON
<br />THE PLANS OR APPROVED EQUAL. ROOF DECK FASTENING SHALL BE AS SHOWN ON
<br />2
<br />THE PLANS.
<br />6. SUSPENDED CEILINGS, LIGHT FIXTURES. DUCTS, OR OTHER UTILITIES SHALL
<br />1.
<br />NOT BE SUPPORTED BY THE STEEL DECK.
<br />7. HOLES OR COMBINATIONS OF HOLES IN NONCOMPOSITE ROOF DECK, WHICH
<br />2.
<br />CUT TWO WEBS WHICH ARE CLOSER THAN 2'-Cr O.C. IN ANY DECK SPAN.
<br />REQUIRE DIRECTION FROM THE ENGINEER AND MAY REQUIRE DECK
<br />3.
<br />REINFORCEMENT.
<br />L. OPEN WEB STEEL JOISTS:
<br />1. JOISTS SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND
<br />SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE.
<br />5.
<br />JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH THE UBC AND LOADS
<br />DESCRIBED HEREIN. IN ADDITION, THEY SHALL BE ANALYZED FOR SNOW
<br />DRIFTING REQUIREMENTS PER 1994 UBC APPENDIX, CHAPTER 16, DIVISION 1,
<br />6.
<br />SNOW LOAD DESIGN.
<br />2. JOISTS SHALL BE SUPPLIED WITH THE PROPER BRACING AND BRIDGING TO
<br />7.
<br />PROVIDE LATERAL STABILITY OF ALL JOISTS. THE NET UPLIFT USED IN
<br />DESIGN SHALL BE 15 PSF, PERPENDICULAR TO THE ROOF SURFACE.
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<br />M. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS:
<br />1. ALL SHEAR STUDS SHALL BE 3/4- DIAMETER HEADED STUDS. STUD
<br />LENGTHS AFTER WELD SHALL BE AS SHOWN ON THE DRAWINGS.
<br />DEFORMED BAR ANCHORS SHALL BE OF THE SIZE AND LENGTH SHOWN ON
<br />THE DRAWINGS. ALL STUDS AND DEFORMED BAR ANCHORS SHALL BE
<br />AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH EQUIPMENT
<br />RECOMMENDED BY MANUFACTURER.
<br />N. EXPANSION BOLTS:
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<br />Plan Check No: B 56172 SEPA
<br />Ap3licat.Date: 08 11�97
<br />ob Address: 2660 EDERAL AVE
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<br />WHERE INDICATED OR MAY BE ALLOWED IN OTHER AREAS WHEN 1. EXPANSION BOLTS SHALL BE ICBO APPROVED AND INSTALLED PER THE 0 *0 ots.
<br />MANUFACTURER'S RECOMMENDATIONS. BOLT SPACING AND EMBEDMENTS 'I SHEET NO.
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<br />SPECIFIED, BOLTS MAY BE INSTALLED WITHOUT SPECIAL INSPECTION.
<br />5. REINFORCING STEEL SHALL HAVE MINIMUM COVER AS SHOWN ON THE
<br />Ln DRAWINGS. EXPANSION BOLTS IN CONCRETE SHALL BE WEDGE -TYPE ANCHORS, UNLESS VIELOW
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