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8 I 7
<br />GENERAL NOTES:
<br />1. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION WITH THE
<br />DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES AND THE SHOP DRAWINGS. THE
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE LOCATION AND INSTALLA77ON OF ALL
<br />SLEEVES, INSERTS, HANGERS OR OTHER ITEMS TO BE PLACED IN THE STRUCTURAL WORK.
<br />Z. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR TO THE START OF
<br />WORK. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENT70H OF THE ENGINEER.
<br />3. THE STRUCTURE IS DESIGNED TO BE STABLE AND SELF SUPPORTING AT THE COMPLE77ON OF
<br />CONSTRUCTION. TEMPORARY BRACES, GUYS, TIE- DOWNS, SHORING, ETC. DURING CONSTRUCTION
<br />SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
<br />4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION PROCEDURES, SEQUENCING AND FOR
<br />COMPLYING WITH ALL APPLICABLE SAFETY REGULA77ONS DURING THE WORK.
<br />D 5. UNDERGROUND UTILITIES HAVE BEEN LOCATED TO THE EXTENT KNOWN. THE CONTRACTOR SHALL
<br />PROCEED WITH CAUTION DURING EXCAVATION ACTIVITIES.
<br />6. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO
<br />FABRICATION. THE CONTRACTOR SHALL STAMP ALL DRAWINGS INDICATING THAT THE CONTRACTOR
<br />HAS REVIEWED THE DRAWINGS FOR CONTRACT COMPLIANCE PRIOR TO SUBMITTAL TO THE ENGINEER.
<br />SHOP DRAWINGS SUBMITTED WITHOUT THE CONTRACTORS STAMP MAY BE CAUSE FOR REJECTION. THE
<br />ENGINEER'S REVIEW IS FOR GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS AND DOES NOT
<br />IMPLY CORRECTNESS OF DIMENSIONS OR DETAILS. THE ENGINEER'S REVIEW DOES NOT RELIEVE THE
<br />CONTRACTOR FROM THE REQUIREMENTS OF THE CONTRACT DOCUMENTS AND SPECIFICATIONS. THE
<br />CONTRACTOR REMAINS SOLEY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE
<br />PREPARATION OF SHOP DRA WINGS.
<br />7. TWO SETS OF HARD COPIES OR ONE ELECTRONIC COPY OF SHOP DRAWINGS SHALL BE SUBMITTED TO
<br />THE ENGINEER. ONE COPY SHALL BE RETAINED BY THE ENGINEER AND ONE COPY WILL BE RETUNED
<br />TO THE CONTRACTOR
<br />8. THE CONTRACTOR SHALL HAVE AND FOLLOW A COPY OF THE OWNERS STANDARD SPECIFICATIONS FOR
<br />MATERIAL, WORKMANSHIP AND CONSTRUCTION PROCEDURES NOT COVERED IN THESE NOTES
<br />STRUCTURAL DESIGN CRITERIA NOTES:
<br />1. THE DESIGN CODES AND CRITERIA ARE AS FOLLOWS:
<br />BUILDING CODE:
<br />CONCRETE:
<br />STRUCTURAL STEEL:
<br />COLD FORMED METAL:
<br />FOUNDATIONS:
<br />2. MINIMUM ROOF LIVE LOADS SHALL BE 20 PSF.
<br />CONCRETE NOTES:
<br />1. ALL CONCRETE MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITIONS OF ACI
<br />318 AND ACI 301.
<br />2 ALL CONCRETE SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:
<br />A. MINIMUM COMPRESSIVE STRENGTH: 4000 PSI 0 28 DAYS
<br />B. CEMENT ASTM C150 TYPE It
<br />C. AGGREGATE: ASTM C33 OR C330
<br />D. MAXIMUM AGGREGATE SIZE: 1 INCH
<br />E. MAXIMUM WATER- CEMENT RATIO: 0.45
<br />F. SLUMP: 2 TO 4 INCHES
<br />G. AIR ENTRAINMENT ASTM C260, 4 TO 6 PERCENT
<br />H. WATER REDUCING ADMIXTURE: ASTM C494
<br />1. ADMIXTURES SHALL BE USED IN ACCORDANCE WITH AG AND 714E MANUFACTURERS
<br />RECOMMENDATIONS.
<br />2. ONE -HALF OF THE AIR ENTRAINMENT MAY BE USED FOR CONCRETE THAT IS NOT
<br />EXPOSED TO FREEZING TEMPERATURES
<br />J. NO AIR ENTRAINMENT TO BE USED FOR CONCRETE TO RECEIVE A SMOOTH STEEL
<br />TROWL FINISH
<br />4. USE OF CALCIUM CHLORIDE, CHLORIDE IONS OR OTHER SALTS IS NOT PERMITTED.
<br />3. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED BARS REINFORCING
<br />BARS TO BE WELDED SHALL BE ASTM A706, GRADE 60, DEFORMED BARS
<br />4. ALL ANCHOR BOLTS SHALL BE GALVANINIZED AND CONFORM TO ASTM F1554 GRADE 36,
<br />COMPLETE WITH HEX NUT AND FLAT WASHER.
<br />5. GROUT SHALL BE A NON- SHRINK, NON- METALLIC TYPE WITH A MINIMUM COMPRESSIVE STRENGTH
<br />OF 7000 PSI AT 28 DAYS.
<br />6. PROVIDE ALL NECESSARY CHAIRS, CHAIR BARS, SPACERS, ETC WIRED SECURELY TO HOLD
<br />REINFORCEMENT IN POSITION. THESE ACCESSORIES SHALL BE PLASTIC BOOTED WHERE CONCRETE
<br />IS TO BE EXPOSED TO WEATHER OR MOISTURE.
<br />Z CONCRETE COVER TO REINFORCING STEEL SHALL CONFORM TO ACI 318 AS FOLLOWS:
<br />FLORIDA 2007, IBC 2006, ASCE 7 -05
<br />A. CONCRETE CAST AGAINST EARTH:
<br />PERCENT FINER BY WEIGHT
<br />3"
<br />AO -318
<br />3 INCH
<br />90 - 100
<br />1/4 INCH
<br />AISC, ASO, 13th EDITION
<br />B. CONCRETE EXPOSED TO EARTH
<br />13 THRU 15:
<br />IY2"
<br />AISI
<br />OR WEATHER:
<br />16 THRU 1 11:
<br />2
<br />PER SOILS REPORT
<br />51
<br />64
<br />82
<br />100
<br />C. CONCRETE NOT EXPOSED TO WEATHER
<br />SLABS/WALLS:
<br />J/'
<br />23
<br />OR PLACED IN CONTACT WITH GROUND:
<br />BEAMS /COLUMNS:
<br />1Y2'
<br />3. WIND LOAD CRITERIA SHALL BE AS FOLLOWS:
<br />C BASIC WIND SPEED: 110 MPH
<br />BUILDING CLASSIFICATION: 11
<br />EXPOSURE CATEGORY B
<br />WALL COMPONENTS & CLADDING WIND PRESSURE p: 135 PSF
<br />ROOF COMPONENTS & CLADDING WIND PRESSURE p: 145 PSF
<br />it
<br />4. THE LATERAL LOAD RESISTING SYSTEM OF THIS BUILDING CONSISTS OF THE FOLLOWING:
<br />NORTH -SOUTH DIRECTION: BRACED FRAME
<br />EAST WEST DIRECTION: BRACED FRAME
<br />FOUNDATION NOTES
<br />1. DESIGN OF FOUNDATIONS IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 9000 POUNDS
<br />PER SQUARE FOOT.
<br />2. ALL DELETERIOUS MATERIALS FOUND WITHIN THE LIMITS OF THE STRUCTURE, AS DETERMINED BY THE
<br />TESTING AGENCY, SHALL BE REMOVED AND REPLACED WITH COMPACTED SELECT FILL
<br />3. NO FOUNDATIONS SHALL BE PLACED IN WATER.
<br />4. SELECT FILL AND BACKFILL MATERIAL SHALL BE PLACED IN MAXIMUM 8' LIFTS. EACH LIFT SHALL BE
<br />COMPACTED TO 959 OF THE MAXIMUM DRY DENSITY PER ASTM D -1557, MODIFIED PROCTOR TEST.
<br />5. SELECT FILL AND BACKFILL MATERIAL SHALL BE SCREENED OR CRUSHED GRAVEL OF HARD DURABLE
<br />PARTICLES FREE FROM VEGETABLE MATTER, LUMPS, BALLS OF CLAY AND OTHER DELETERIOUS
<br />SUBSTANCES SELECT FILL SHALL CONFORM TO THE FOLLOWING GRADATION REQUIREMENTS:
<br />SELECT FILL - GRADATION REQUIREMENTS
<br />SIEVE SIZE
<br />PERCENT FINER BY WEIGHT
<br />4 INCH
<br />100
<br />3 INCH
<br />90 - 100
<br />1/4 INCH
<br />25 - 90
<br />No.. 40
<br />0 - 30
<br />No. 200
<br />0 - 5
<br />6. ON SITE MATERIALS GENERATED DURING EXCAVATION MAY BE USED AS BACKFILL MATERIAL PLACED
<br />ADJACENT TO FOUNDATION WALLS PROVIDED IT MEETS THE GRADATION REQUIREMENTS FOR SELECT FILL
<br />7. CONCRETE FOR FOUNOA71ONS SHALL COMPLY WITH THE CONCRETE NOTES.
<br />8. THE CONTRACTOR SHALL SUBMIT THE FOLLOWING INFORMATION TO THE STRUCTURAL ENGINEER OF
<br />RECORD FOR REVIEW
<br />8, REINFORCING BARS SHALL BE PLACED IN ACCORDANCE WITH THE LATEST EDITION OF THE CRSI
<br />'RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS".
<br />9. ALL LAP SPLICES SHALL BE ACI CLASS B SPLICES. THE FOLLOWING TABLES ARE BASED ON
<br />NORMAL WEIGHT CONCRETE WITH BARS 4 BAR DIAMETERS OR MORE APART AND CONCRETE COVER
<br />EQUAL TO 2 BAR DIAMETERS OR MORE TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE
<br />THAN 12 INCHES OF CONCRETE PLACED BELOW THE REINFORCEMENT.
<br />4000 PSI CONCRETE fy = 60,000 PSI
<br />BAR SIZE
<br />13
<br />14
<br />15
<br />J6
<br />17
<br />0
<br />19
<br />110
<br />ill
<br />LAP (IN) - TOP BARS
<br />18
<br />24
<br />30
<br />36
<br />42
<br />51
<br />64
<br />82
<br />100
<br />LAP (IN) - OTHER BARS
<br />16
<br />19
<br />23
<br />1 28
<br />33
<br />39
<br />50
<br />63
<br />77
<br />10. NO WELDING OF REINFORCING STEEL WILL BE ALLOWED EXCEPT AS INDICATED ON THE DRAWINGS.
<br />11. PROVIDE TWO 15 BARS ON ALL SIDES OF ALL OPENINGS IN WALLS AND SLABS. BARS TO
<br />EXTEND 24" BEYOND EDGE OF OPENING.
<br />12. ALL OUTSIDE CONCRETE WEARING SURFACES SHALL RECEIVE A STEEL TROWEL AND A MEDIUM
<br />BROOM FINISH PERPENDICULAR TO THE TRAFFIC FLOW.
<br />13. ALL INSIDE CONCRETE WEARING SURFACES SHALL RECEIVE A SMOOTH STEEL TROWEL FINISH.
<br />14. PROVIDE A Y4" CHAMFER TO ALL EXPOSED CONCRETE EDGES.
<br />15. WET CURE ALL CONCRETE SLABS FOR A MINIMUM OF 3 DAYS.
<br />16. NO TRUCK OR FORK TRUCK TRAFFIC SHALL BE ALLOWED ON NEW CONCRETE FLOORS FOR A
<br />MINIMUM OF 14 DAYS.
<br />17. CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL FLOOR DRAINS, CONDUITS, PIPING, SLEEVES,
<br />INSERTS, GROUNDS, ETC WITH CONCRETE CONSTRUCTION.
<br />18. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING INFORMATION TO THE STRUCTURAL ENGINEER
<br />OF RECORD FOR REVIEW
<br />A. CONCRETE MIX DESIGNS INCLUDING ALL PROPOSED ADMIXTURES WITH THEIR DOSAGE RATES
<br />AND PAST COMPRESSION TEST RESULTS SHOWING THAT THE PROPOSED MIX MEETS OR
<br />EXCEEDS THE PROJECT REQUIREMENTS.
<br />B. SHOP DRAWINGS SHOWING ALL REINFORCEMENT AND EMBEDMENT LOCATIONS AND DETAILS.
<br />C. 7 DAY AND 28 DAY CYLINDER COMPRESSION TEST RESULTS. TESTING SHALL BE
<br />ACCOMPLISHED ACCORDING TO ACI-301.
<br />D. PROPOSED LOCATION OF ALL CONSTRUCTION AND CONTROL JOINTS NOT SHOM ON THE
<br />PLANS PRIOR TO THE START OF CONSTRUCTION.
<br />5 1 4 I 3
<br />STRUCTURAL STEEL NOTES
<br />1. ALL STRUCTURAL STEEL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE AMERICAN INSTITUTE
<br />OF STEEL CONSTRUCTION'S 'SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS' AND THE "AISC CODE
<br />OF STANDARD PRACTICE'
<br />2. WELDING SHALL BE IN ACCORDANCE WITH AWS 01.1, LATEST EDITION. WELDING ELECTRODES SHALL
<br />BE E70XX
<br />J. ALL STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO THE FOLLOWING.
<br />W AND WT SHAPES ASTM A992
<br />S SHAPES, CHANNEL, ANGLE & PLATE ASTM A36
<br />HOLLOW STRUCTURAL SEC17ONS ASTM A500, GRADE B
<br />PIPES ASTM A53, GRADE B
<br />4. BOLTED CONNECTIONS SHALL BE MADE WITH MINIMUM Y4 DIAMETER ASTM A325N HIGH STRENGTH
<br />GALVANIZED BOLTS
<br />5. SHOP CONNECTIONS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS SHALL BE BOLTED UNLESS
<br />NOTED OTHERWISE
<br />6. THE DESIGN OF CONNECTIONS NOT %OWN ON THE DRAWINGS SHALL BE BY THE FABRICATOR. IF
<br />BEAM REACTIONS ARE NOT SHOWN ON THE PLANS, THE CONNECTIONS SHALL BE DESIGNED FOR 50%
<br />OF THE TOTAL UNIFORM LOAD CAPACITY FOR THE MEMBER BASED ON ALLOWABLE STRESS DESIGN.
<br />IF AXIAL LOADS ARE NOT SHOWN ON THE PLANS FOR BRACING MEMBERS, THE END CONNECTIONS
<br />SHALL BE DESIGNED FOR 307. OF THE YIELD STRENGTH TIMES THE CROSS SECTIONAL AREA OF THE
<br />MEMBER. A MINIMUM OF 2 BOLTS SHALL BE USED FOR ANGLE MEMBERS AND 4 BOLTS SHALL BE
<br />USED FOR WT MEMBERS.
<br />7. ANGLES USED FOR CONNECTIONS SHALL BE A MINIMUM OF %s" THICK. MINIMUM GUSSET PLATE
<br />THICKNESS SHALL BE W
<br />8. ALL BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS PER CONNECTION. HOLES FOR BOLTED
<br />CONNECTIONS SHALL BE DRILLED OR PUNCHED. SLOTTED HOLES SHALL BE PROVIDED WITH SMOOTH
<br />EDGES. BURNING OF HOLES IN THE FIELD IS NOT PERMITTED.
<br />9. WORK POINTS FOR VERTICAL BRACING SHALL INTERSECT AT THE CENTERLINES OF THE BEAMS AND
<br />COLUMNS UNLESS OTHERWISE NOTED.
<br />10. STEEL BEAMS AND COLUMNS SHALL BE CUT FROM FULL LENGTH STOCK. UNAUTHORIZED SPLICES
<br />WILL BE CAUSE FOR REJECTION.
<br />11. ALL STRUCTURAL STEEL SHALL BE PAINTED AS FOLLOWS FOR NON - CORROSIVE INDUSTRIAL
<br />ENVIRONMENTS:
<br />A. ALL STEEL SURFACES SHALL BE PREPARED BY ABRASIVE BLAST CLEANING IN ACCORDANCE
<br />WITH THE STEEL STRUCTURES PAINTING COUNCIL GUIDE SSPC -SP6.
<br />B. WITHIN 8 HOURS OF CLEANING, SPRAY APPLY 1 COAT OF PRIMER, TNEMEC OMNITHANE TO
<br />ACHEIVE A DRY FILM THICKNESS OF 3.0 MILS.
<br />C. TOP COAT SHALL BE TNEMEC 27W13 TYPDXY TO ACHEIVE A DRY FILM THICKNESS OF 6.0 -
<br />8.0 MILS
<br />D. FIELD TOUCH UP ALL ABRASIONS, BURNS AND OTHER SIMILAR DEFECTS IN THE PAINT.
<br />E COLOR SHALL BE SELECTED BY THE OWNER.
<br />12 FIELD PAINT ALL NEW AND EXISTING STRUCTURAL STEEL AT FIELD WELD LOCATIONS AND WHERE THE
<br />SHOP APPLIED COATING IS DAMAGED AS FOLLOWS
<br />A. ALL STEEL SURFACES SHALL BE PREPARED BY POWER TOOL CLEANING TO BARE METAL IN
<br />ACCORDANCE WITH THE STEEL STRUCTURES PAINTING COUNCIL GUIDE SSPC -SP11.
<br />B. PRIMER AND FINISH COAT SHALL BE AS SPECIFIED ABOVE.
<br />13 TRENCH DRAINS SHALL BE 12 GAGE STAINLESS STEEL WITH 1" FIBERGLASS GRATING COVERS AS
<br />MANUFACTURED BY TUFCO INDUSTRIAL OR APPROVED EQUAL
<br />14. METAL SIDING SHALL BE 26 GAGE STEEL BUTLERIB 11 AS MANUFACTURED BY BUTLER BUILDING
<br />PRODUCTS OR APPROVED EQUAL COLOR SHALL BE SELECTED BY THE OWNER.
<br />15. METAL ROOFING SHALL BE 26 GAGE STEEL BUTLERIB 9 AS MANUFACTURED BY BUTLER BUILDING
<br />PRODUCTS OR APPROVED EQUAL COLOR SHALL BE WHITE
<br />16. ALL GROUT UNDER COLUMN BASE PLATES AND BEAM BEARING PLATES SHALL BE NON - SHRINK,
<br />NON - METALLIC, 7000 PSI MINIMUM COMPRESSIVE STRENGTH GROUT.
<br />17. THE CONTRACTOR SHALL SUBMIT THE FOLLOWING INFORMATION TO THE STRUCTURAL ENGINEER OF
<br />RECORD FOR REVIEW:
<br />A. SHOP DRAWINGS SHOWING LOCATIONS, DIMENSIONS AND ALL CONNEC71ON DETAILS FOR
<br />STRUCTURAL STEEL WORK.
<br />B. CONNECTION CALCULATIONS INDICATING CONNECTION CAPAC117ES FOR ALL BRACING AND
<br />BEAM CONNECTIONS STAMPED BY ENGINEER.
<br />z i i
<br />A. GRADA OF MATERIAL TO BE USED AS SELECT FILL.
<br />B. COMPACTION TEST RESULTS UNDER PAVEMENTS, SLABS ON GRADE AND FOUNDATIONS.
<br />A
<br />O v,G
<br />* No. 62181
<br />jam
<br />=� W=
<br />a ►W
<br />ST"-M °F MOHLIN COMPANY
<br />CONSULTING ENGINEERS
<br />f4 146 Main Street, Suite 300
<br />Saco, Maine 04072
<br />/ y 1 (207) 283 -9151
<br />1 2010 - 2491 -S -000 10 -249.1
<br />41Hutch�sOriva I Portiand hlaineo4102 NWNA- ZEPHYRHILLS FLORIDA PLANT PROCESS SYSTEMS
<br />0 ISSUED FOR CONSTRUCTION PDR 01/20/11 �� EQUIPMENT I P M EN T LAYOU T
<br />800. 428.4262I,kx^s.Mwoaardcurtan.com 4330 20th STREET Q AREA #11A
<br />B ISSUED FOR BID PDR 12/24/10 OD` co►�aiTr,nT suirs ZEPHYRHILLS, FL 33542 STRUCTURAL NOTES
<br />A ISSUED FOR CLIENT REVIEW PDR 12/13/10 &CURRAN NORTH AMERICA TM In cantakA on this document is the ads property of MINA SIZE SHEE No.: REV N0
<br />CORPORATE E"EERM OFFM ad my not be oop4d or dadosad to athrs uniees authorized by NwLk c
<br />REV. REVISION DESCRIPTION DRN. REV. DATE REV. REVISION DESCRIPTION DRN. REV. DATE REV. REVISION DESCRIPTION DRN. REV. DATE ORAL PDR �, NO,: t �" � 7 509 140 °A , 12/6/10 ° ` S. LOLLING �` AS NOTED D WF 3 - S - 0 0 0 O
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