|
CLADDING AND COMPONENTS PRESSURES, PSF
<br />EXPOSURE C H<30'
<br />1=1.0 V=110 0°<ROOF ANGLE<l0'
<br />ROOF
<br />WALL
<br />OVERHANGS
<br />TRIB.
<br />AREA
<br />ZONE
<br />1
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />ZONE
<br />4
<br />ZONE
<br />5
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />A<20
<br />-30,5
<br />-51.1
<br />-77.0
<br />-33.0
<br />-40.7
<br />-44.0
<br />-72.2
<br />14.0
<br />14.0
<br />14.0
<br />30.5
<br />30.5
<br />20<A<50
<br />-29.7
<br />-45.6
<br />-63.7
<br />-31.6
<br />-38.1
<br />43.1
<br />-56.7
<br />14.0
<br />14.0
<br />14.0
<br />29.1
<br />29.1
<br />50<A<100
<br />-28.7
<br />-38.5
<br />-46.3
<br />-29.8
<br />-34.4
<br />_43.1
<br />-56.7
<br />14.0
<br />14.0
<br />14.0
<br />27.3
<br />27.3
<br />100<A
<br />-27.9
<br />-39.3
<br />-39.3
<br />-28.6
<br />-31.6
<br />-41.3
<br />56.7
<br />14.0
<br />14.0
<br />14.0
<br />25.9
<br />25.9
<br />CLADDING AND COMPONENTS PRESSURES, PSF
<br />EXPOSURE C H<35'
<br />1=1.0 V=110 30°<ROOF ANGLE<45°
<br />ROOF
<br />WALL
<br />OVERHANGS
<br />TRIB.
<br />AREA
<br />ZONE
<br />1
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />ZONE
<br />4
<br />ZONE
<br />5
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />A<20
<br />-44.2
<br />-51.8
<br />-51.8
<br />-47.9
<br />-59.0
<br />-75.0
<br />-75.0
<br />40.5
<br />40.5
<br />40.5
<br />44.2
<br />44.2
<br />20<A<50
<br />-42.1
<br />-49.3
<br />-49.3
<br />-45,8
<br />-55.2
<br />-72.6
<br />-72.6
<br />39.4
<br />39.4
<br />39.4
<br />42.2
<br />42.2
<br />50<A<100
<br />-39.0
<br />-46.5
<br />-46.5
<br />-43.2
<br />-49•9
<br />-72.6
<br />-72.6
<br />37.7
<br />37.7
<br />37.7
<br />39.6
<br />39.6
<br />100<A
<br />-36.7
<br />-44.2
<br />-44.2
<br />-41.5
<br />-45.8
<br />-72.6
<br />72.6
<br />-36.7
<br />36.7
<br />36.7
<br />37.6
<br />37.6
<br />CLADDING AND COMPONENTS PRESSURES, PSF
<br />EXPOSURE C H<45'
<br />1=1.0 V=110 300<ROOF ANGLE<45°
<br />ROOF
<br />WALL
<br />OVERHANGS
<br />TRIB.
<br />AREA
<br />ZONE
<br />1
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />ZONE
<br />4
<br />ZONE
<br />5
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />A<20
<br />-46.7
<br />-54.6
<br />-54.6
<br />-50.5
<br />-62.3
<br />-79.1
<br />-79.1
<br />40.5
<br />42.7
<br />42.7
<br />46.7
<br />46.7
<br />20<A<50
<br />-42.1
<br />-52.0
<br />-52.0
<br />-48.3
<br />-58.3
<br />-76.7
<br />-76.7
<br />39.4
<br />41.6
<br />41.6
<br />44.5
<br />44.5
<br />50<A<100
<br />-39.0
<br />-49.1
<br />-49.1
<br />-45.6
<br />-52.6
<br />_76.7
<br />-76.7
<br />37,7
<br />39.8
<br />39.8
<br />41.8
<br />41.8
<br />100<A
<br />-36.7
<br />-46.7
<br />-46.7
<br />-43.8
<br />-48.3
<br />_76.7 T_
<br />-76.7
<br />36.7
<br />38.7
<br />38.7
<br />39.6
<br />39.6
<br />NET UPLIFT PRESSURES, PSF
<br />EXPOSURE C H<30
<br />1=1 V=110 00<ROOF ANGI F<50
<br />ROOF
<br />TRIB.
<br />AREA
<br />ZONE
<br />1
<br />ZONE
<br />2
<br />ZONE
<br />3
<br />JOIST
<br />-27.7 -43.6
<br />-61.7
<br />-36.3
<br />GIRDERS
<br />-24.9 -36.3
<br />PR SR
<br />SCALE: N.T.S.
<br />4
<br />ZONES
<br />SCALE: N.T.S.
<br />GENERAL
<br />A. ALL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2004 WITH 2O05 AND 2006
<br />AMENDMENTS, AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS.
<br />B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS AT
<br />THE SITE AND SHALL NOTIFY THE ARCHITECT/ENGINEER OF DISCREPANCIES BETWEEN THE ACTUAL
<br />CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE PROCEEDING WITH WORK.
<br />C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETE DESIGN
<br />OF THE STRUCTURE. THEY DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION UNLESS
<br />SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT
<br />THE WORKERS, OR OTHER PERSONS DURING CONSTRUCTION.
<br />D. OBSERVATION VISITS TO THE SITE BY FOR OR REPRESENTATIVES OF THE FOR MAY BE MADE DURING
<br />CONSTRUCTION. ANY SUPPORT SERVICES PERFORMED HEREIN SHALL BE DISTINGUSHED FROM
<br />INSPECTION AND/OR TESTING SERVICES PERFORMED BY OTHERS, AND ARE NOT TO BE CONSTRUED
<br />AS SUPERVISON AND/OR MANAGEMENT OF CONSTRUCTION.
<br />E. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL
<br />STRUCTURAL MEMBERS AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF
<br />CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT/ENGINEER OF ANY
<br />CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE
<br />DISTRESS WITHIN THE STRUCTURE.
<br />F. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS OF THE
<br />DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE GENERAL
<br />CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE SUBCONTRACTORS ARE INFORMED AND DO
<br />NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL BE AVOIDED WHEN PLACING
<br />MATERIALS ON FLOORS OR ROOFS.
<br />G. DRAWINGS ARE NOT TO BE SCALED.
<br />H. FOR ACTUAL ELEVATION OF FIRST FLOOR (REF. ELEV. 0'4" HEREIN), SEE SITE PLAN,
<br />1. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE
<br />NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO THE DETAILS PRESENTED,
<br />SIMILAR DETAILS SHALL BE USED SUBJECT TO THE REVIEW OF ENGINEER OF RECORD.
<br />J.
<br />ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED WITHOUT WRITTEN AUTHORIZATION
<br />OF THE ENGINEER. ANY UNAUTHORIZED DEVIATION FROM THE CONTRACT DOCUMENTS, AND
<br />CORRECTION THEREOF, IS THE RESPONSIBILITY OF THE CONTRACTOR. SUBSEQUENT
<br />DOCUMENTATION / REQUESTS TO BUILDING ENGINEERING OF RECORD FROM GC SHALL INCLUDE
<br />EVALUATION OF DEVIATIONS BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.
<br />K. THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN SPECIFICATIONS,
<br />STANDARDS, CODES AND DRAWINGS.
<br />L. DESIGN DATA
<br />ROOF LIVE LOADS
<br />20 PSF
<br />ROOF DEAD LOAD
<br />20 PSF MAX. (10 PSF TO BE USED FOR UPLIFT)
<br />WIND DESIGN:
<br />VELOCITY:
<br />110 MPH (ASCE 7-02)
<br />IMPORTANCE:
<br />1.00
<br />BLDG. CATEGORY:
<br />II, ENCLOSED
<br />WIND EXPOSURE:
<br />C
<br />INTERNAL PRESSURE COEFF:
<br />+l- 0.18
<br />SUBMITTALS
<br />A. SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT.
<br />CORRECTIONS OR COMMENTS MADE ON THIS REVIEW DO NOT RELIEVE THE CONTRACTOR OF
<br />RESPONSIBILITY FOR ERRORS AND OMMISIONS, AND FROM COMPLIANCE WITH THE PLANS AND
<br />SPECIFICATIONS. CORRECTIONS OR COMMENTS DO NOT AUTHORIZE AN INCREASE IN THE
<br />CONSTRUCTION BUDGET.
<br />B. APPROVAL OF SHOP DRAWINGS DOES NOT INDICATE ACCEPTANCE OF DEVIATIONS FROM CONTRACT
<br />DOCUMENTS OR PREVIOUS SHOP DRAWING REVIEW, UNLESS SPECIFICALLY NOTED THEREIN BY
<br />ENGINEER OF RECORD.
<br />C. ANY CHANGES TO THE DESIGN CONCEPT SHOWN IN CONTRACT DOCUMENTS SHALL BE SUBMITTED IN
<br />WRITING AND APPROVED BY THE ARCHITECT AND ENGINEER PRIOR TO SUBMITTING SHOP DRAWINGS.
<br />ALL SUCH CHANGES SHALL BE "BUBBLED" ON THE SHOP DRAWINGS AND REFERENCED TO THE
<br />PROPER R.F.I.
<br />D. SUBMITTALS SHALL CONFORM TO THE REQUIREMENTS OF THE CONTRACT DRAWINGS (REFERENCE
<br />ITEM C ABOVE FOR EXCEPTION). NON -CONFORMING OR NON -REVIEWED SUBMITTALS WILL BE
<br />RETURNED WITHOUT REVIEW.
<br />1. SHOP DRAWINGS SHALL BE "APPROVED", SIGNED AND DATED BY THE GENERAL CONTRACTOR
<br />PRIOR TO SUBMITTAL TO ENGINEER AND ARCHITECT OF RECORD.
<br />2. SHOP DRAWINGS SHALL NOT CONTAIN REPRODUCTIONS OF THE CONTRACT DRAWINGS.
<br />3. SUBMITTAL REQUIREMENTS:
<br />SHOP DRAWINGS / DATA TO BE SUBMITTED FOR APPROVAL 9
<br />CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL SLABS 1
<br />WALL / VENEER CONTROL JOINT LOCATIONS
<br />CONCRETE MIX DESIGNS (INDICATE INTENDED USE OF EACH)
<br />REINFORCING STEEL
<br />STRUCTURAL STEEL (INCLUDING JOIST & JOIST GIRDERS)
<br />METAL DECK
<br />SHOP DRAWINGS /DATA TO BE SUBMITTED FOR APPROVAL SUBMITTALS SHALL BE SIGNED AND
<br />SEALED BY A REGISTERED PROFESSIONAL ENGINEER LISCENCED IN THE STATE OF THE PROJECT
<br />LIGHT GAUGE FRAMING, TRUSSES AND TRUSS SYSTEMS
<br />ALUMINUM STOREFRONT SYSTEMS
<br />PRE-ENGINEERED CANOPIES, AWNINGS AND MARQUEES
<br />E. PROVIDE COPIES OF MANUFACTURERS LITERATURE FOR ALL MATERIALS AND PRODUCTS USED IN
<br />CONSTRUCTION ON THE PROJECT.
<br />FOUNDATIONS / SITE WORK
<br />A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOILS REPORT:
<br />NO REPORT PROVIDED:
<br />PRIOR TO CONSTRUCTION, CONTRACTOR SHALL RETAIN THE SERVICES
<br />OF A QUALIFIED GEOTECHNICAL ENGINEER. THE GENERAL CONTRACTOR HEREIN
<br />IS RESPONSIBLE FOR PERFORMING ALL EARTHWORK OPERATIONS IN STRICT
<br />ACCORDANCE WITH GEOTECHNICAL ENGINEERING REQUIREMENTS.
<br />IF THE FOUNDATION RECOMMENDATIONS AND/OR DESIGN VALUES DIFFER FROM THAT ASSUMED,
<br />MODIFICATIONS TO THE DRAWINGS MAY BE REQUIRED.
<br />DO NOT PLACE CONCRETE PRIOR TO GEOTECHNICAL APPROVAL,
<br />B. ALLOWABLE SOIL PRESSURE ASSUMED TO BE 2000 PSF (REF A., ABOVE). SHALLOW FOUNDATION
<br />SYSTEM IS ASSUMED TO BE ADEQUATE. ESTIMATED SETTLEMENT ASSUMED TO BE NO GREATER
<br />THAN 1" OVERALL AND �' DIFFERENTIAL SETTLEMENT. IT IS ASSUMED THAT ALL PROBLEMATIC SOILS
<br />(ORGANIC, EXPANSIVE, ETC.) WILL BE REMOVED AND REPLACED WITH SUITABLE STRUCTURAL FILL.
<br />C. ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL
<br />AREAS SHALL BE AS INDICATED BY GEOTECHNICAL ENGINEER. THE FILL SHALL BE PLACED IN LEVEL
<br />LIFTS NOT TO EXCEED 12 INCHES LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF THE
<br />SOIL'S MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SPECIFICATION D-1557.
<br />D. IN -PLACE DENSITY TESTS SHALL BE PERFORMED BY AN EXPERIENCED ENGINEERING TECHNICIAN.
<br />TESTS SHALL BE PERFORMED FOR EACH 2,000 SQUARE FEET, IN EVERY COLUMN FOOTING LOCATION
<br />AND EACH 50 FEET ALONG WALL FOOTINGS. COPIES OF THE TEST REPORTS SHALL BE FURNISHED
<br />TO THE STRUCTURAL ENGINEER.
<br />E. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE,
<br />F. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTING EQUIPMENT NEAR THE
<br />EXISTING STRUCTURE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE.
<br />G. REFER TO ARCHITECTURE DRAWINGS FOR ANY NECESSARY WATERPROOFING REQUIREMENTS.
<br />REINFORCED CONCRETE
<br />A. CONCRETE WORK SHALL CONFORM TO ACI-05 SPECIFICATIONS, CODES AND STANDARDS.
<br />B. CAST -IN -PLACE CONCRETE, UNLESS OTHERWISE NOTED (U.O.N.):
<br />PORTLAND CEMENT PER ASTM C150
<br />PROPORTIONED FOR MAX. ALLOWABLE UNIT SHRINKAGE OF 0.03%
<br />25% MAXIMUM FLYASH BY WEIGHT
<br />SLABS
<br />3000 PSI 28-DAY COMPRESSIVE STRENGTH, NORMAL WEIGHT,
<br />MAXIMUM AGGREGATE SIZE OF 1 ", 0.55 MAX. W/C, 4"-5" SLUMP
<br />FOOTINGS
<br />3000 PSI 28-DAY COMPRESSIVE STRENGTH, NORMAL WEIGHT,
<br />MAXIMUM AGGREGATE SIZE OF 1", 0.55 MAX. W/C, 3"4" SLUMP
<br />COLUMNS/BEAMS
<br />4000 PSI 28-DAY COMPRESSIVE STRENGTH, NORMAL WEIGHT,
<br />MAXIMUM AGGREGATE SIZE OF 3/4", 0.45 MAX. W/C, 4%5" SLUMP
<br />C. CONCRETE COVER OVER REINFORCEMENT:
<br />FOOTINGS
<br />3"
<br />SLABS, COLUMNS AND BEAMS EXPOSED TO EARTH OR WHEATHER
<br />2" (#6 TO #18 BARS), 1 1/2" (#3 TO #5 BARS)
<br />SLABS NOT EXPOSED TO EARTH OR WHEATHER
<br />3/4" (#3 TO #11 BARS)
<br />BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WHEATHER
<br />1 1/2" (#3 TO #18 BARS)
<br />D. REINFORCING, UNLESS OTHERWISE NOTED (U.O.N.):
<br />1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
<br />2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. WIRE FABRIC SHALL BE CONTINUOUS,
<br />LAPPED ONE CROSS WIRE SPACING PLUS 2" MINIMUM.
<br />3. WHERE CONTINUOUS REINFORCING IS SPECIFIED, SUCH REINFORCING MAY BE SPLICED
<br />WHERE APPROVED IN WRITTING BY THE ENGINEER OF RECORD.
<br />4. AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS, AND FOOTINGS, PROVIDE CORNER
<br />BARS OF SAME SIZE, QUANTITY AND SPACING AS HORIZONTAL STEEL.
<br />5. LAP SPLICES SHALL BE 48 BAR DIAMETERS, WIRED TOGETHER.
<br />E. CONTRACTOR SHALL EMPLOY A QUALIFIED TESTING LABORATORY TO PREPARE ONE SET OF FOUR
<br />TEST CYLINDERS PER DAY OR ONE SET FOR EACH 50 CUBIC YARDS POURED, MAXIMUM.
<br />LABORATORY REPORT SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER SHOWING STRENGTH
<br />OF CONCRETE AT 7 (1 CYLINDER) AND 28 (2 CYLINDERS) DAYS, FINAL CYLINDER SHALL BE HELD IN
<br />RESERVE.
<br />F. THERE SHALL BE NO HORIZONTAL JOINTS IN ANY CONCRETE POURS UNLESS SHOWN ON THE
<br />STRUCTURAL DRAWINGS. THE ENGINEER OF RECORD SHALL APPROVE ALL DEVIATIONS OR
<br />ADDITIONAL JOINTS IN WRITING.
<br />G. SAW CUT CONTROL JOINTS SHALL BE LOCATED @ 15' O.C. MAXIMUM, U.O.N. WITH LENGTH TO WIDTH
<br />RATIO NOT TO EXCEED 2:1. REFER TO SUBMITTAL REQUIREMENTS REGARDING COORDINATION OF
<br />CONSTRUCTION JOINTS. REFER TO PLANS FOR EXPANSION JOINT LOCATIONS.
<br />H. ALL EPDXY ANCHORS USED AT REINFORCED CONCRETE SHALL BE HILTI HVA, U.O.N,
<br />I. POWDER ACTUATED FASTENERS (PAFS) NOT PERMITTED AT CONCRETE.
<br />STRUCTURAL STEEL
<br />A. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO AISC SPECIFICATIONS FOR STRUCTURAL STEEL
<br />BUILDINGS - ALLOWABLE STRESS DESIGN,13TH ED.
<br />B. MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:
<br />W BEAMS ASTM A992
<br />STRUCTURAL STEEL PLATES AND SHAPES ASTM A36
<br />THREADED ROD ANCHO:7' )LTS ASTM F1554 GRADE 36
<br />OTHER ANCHOR BOLTS ASTM A307
<br />PIPE SECTIONS ASTM A53, GRADE B.
<br />TUBE SECTIONS ASTM A500, GRADE B.
<br />C. WELDING, UNLESS OTHERWISE NOTED (U.O.N.):
<br />1. ALL SHOP AND FIELD WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE,
<br />ANSI/AWS D1.1.
<br />2. ALL WELDING IN THE SHOP AND IN THE FIELD SHALL BE PERFORMED BY CERTIFIED
<br />WELDERS ONLY.
<br />3. WELDING ELECTRODES SHALL BE E70XX LOW HYDROGEN.
<br />D. CONNECTIONS, UNLESS OTHERWISE NOTED (U.O.N.):
<br />1. TIGHTEN BOLTS BY THE "SNUG -TIGHT" METHOD.
<br />2. FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIA. MIN. HIGH -STRENGTH BEARING TYPE BOLTS
<br />(A325N) WITH THREADS ASSUMED TO BE INCLUDED IN SHEAR PLANES.
<br />3. CONNECTIONS NOT FULLY DETAILED IN PLANS SHALL BE DESIGNED BY CONTRACTOR ACCORDING
<br />TO AISC STANDARDS. IF FORCES ARE NOT PRESENTED IN PLAN OR DIRECTLY IMPLIED THEREIN,
<br />CONNECTIONS SHALL BE BASED ON THE FULL CAPACITY OF THE SECTION(S) - EXCEPT THAT STEEL
<br />CONNECTIONS FOR BEAMS SIMPLY SUPPORTED AND UNIFORMLY LOADED MAY BE BASED ON 55%
<br />OF THE AISC UNIFORM 'LOAD CARRYING CAPACITY OF THE BEAMS.
<br />4. CONNECTIONS SHALL BE DOUBLE ANGLE OR STANDARD SHEAR TAB TYPE U.O.N.. SINGLE ANGLE
<br />AND EXTENDED SHEAR TAB CONNECTIONS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY i
<br />DETAILED AS SUCH HEREIN.
<br />t. 6H UF UKAVVIINUb (5tt bUISMi I f F''_",.=>) bHALL INL;L.UUt UUMh Lt It Ut I AILINU Ul- b I KUC; f UKAL 6 I ttL
<br />MEMBERS AND CONNECTIONS AS REQUIRED TO FABRICATE AND ERECT ALL STRUCTURAL STEEL
<br />FRAMING.
<br />F, GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON -SHRINK TYPE WITH A COMPRESSIVE
<br />STRENGTH OF AT LEAST 6000 PSI WHEN BEARING ON 3000 PSI CONCRETE, AND 8000 PSI WHEN
<br />BEARING ON 4000 PSI CONCRETE.
<br />G. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIP GALVANIZED OR OTHERWISE PROTECTED.
<br />H. ALL STEEL EXPOSED TO SOIL SHALL BE ENCASED IN CONCRETE OR OTHERWISE PROTECTED,
<br />COLD -FORMED STEEL FRAMING / TRUSS SYSTEMS
<br />A. ALL COLD -FORMED STEEL FRAMING SHALL CONFORM TO THE "NORTH AMERICAN SPECIFICATIONS
<br />FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS," AISI, 2001 EDITON AND 2004
<br />SUPPLEMENT.
<br />B. ALL LOAD BEARING STUDS SHALL BE "C" SHAPE EQUAL TO A MINIMUM OF 43 MIL THICK, U.O.N.
<br />C. MATERIALS, U.O.N.:
<br />54 MIL AND HEAVIER STUDS 50 KSI MIN.
<br />33, AND 43 MIL STUDS 33 KSI MIN.
<br />RUNNERS AND ACCESSORIES 33 KSI MIN.
<br />D. PROVIDE MANUFACTURERS STANDARD STEEL RUNNERS, BRIDGING, BLOCKING, BRACING, CLIPS,
<br />REINFORCEMENTS, ETC. - TEMPORARY AND PERMANENT - AS REQUIRED TO PROVIDE A COMPLETE
<br />FRAMING SYSTEM CAPABLE OF ACCOMMODATING THE LOADS PRESENTED IN THE CONSTRUCTION
<br />DOCUMENTS. ALL FIELD INSTALLED ITEMS SHALL BE PRESENT ON INSTALLATION DRAWINGS.
<br />E. ALL PARTS AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING
<br />MEETING THE REQUIREMENTS OF ASTM A525 /ASTM A653.
<br />F. FRAME BOTH SIDES OF EXPANSION JOINTS, ALLOWING FOR ADEQUATE MOVEMENT AS REQUIRED.
<br />G. FIELD SPLICES IN MATERIALS SHALL NOT BE PERMITTED EXCEPT WHERE INDICATED IN SHOP AND/OR
<br />INSTALLATION DRAWINGS AND APPROVED BY STRUCTURAL ENGINEER.
<br />H. U.O.N., ANCHORAGE OF LIGHT GAUGE FRAMING SHALL BE BY THE SPECIALITY ENGINEER. ALL
<br />ANCHORAGES TO BUILDING STRUCTURE SHALL BE ENGINEERED PARTS/ASSEMBLIES, OR
<br />ENGINEERED PRODUCTS FOR USE WITH LIGHT GAUGE METAL (OR READILY ADAPTABLE TO LIGHT
<br />GAUGE METAL). ENGINEER OF RECORD SHALL REVIEW AND APPROVE ALL ANCHORAGES.
<br />INSTALLATION DRAWINGS SHALL INDICATE ALL ANCHORAGES REQUIRED.
<br />I. DEFLECTION LIMITS, U.O.N. IN SPECIFICATIONS OR PLANS:
<br />U360, U.O.N.
<br />U480, BRICK AND MASONRY VENEER
<br />.11
<br />LIGHT GAUGE FRAMING "SYSTEMS", INCLUDING TRUSS SYSTEMS SHALL INCLUDE ALL NECESSARY
<br />PARTS AND ACCESSORIES REQUIRED TO FORM A COMPLETE "SYSTEM," INCLUDING, BUT NOT
<br />LIMITED TO BRIDGING, BRACING, CLIPS, SHEAR BLOCKING, WEB STIFFENERS, AND HARDWARE -
<br />TEMPORARY AND PERMANENT. FAILURE TO COMPLY WITH THIS REQUIREMENT WILL RESULT IN
<br />REJECTION OF SUBMITTALS WITHOUT FURTHER REVIEW.
<br />K. REFERENCE SUBMITTAL SECTION THIS SHEET.
<br />STRUCTURAL INSPECTION
<br />A. THE CONTRACTOR OR OWNER SHALL EMPLOY A QUALIFIED INDEPENDENT INSPECTION AGENCY. THIS
<br />AGENCY (REFERRED TO AS INSPECTOR HEREIN) SHALL BE RESPONSIBLE FOR VERIFYING THAT
<br />PROJECT STRUCTURAL WORK IS ACCOMPLISHED IN CONFORMANCE WITH THE CONTRACT
<br />DOCUMENTS.
<br />B. DURATION AND FREQUENCY OF JOB VISITS SHALL BE SUFFICIENT FOR THE INSPECTOR TO STATE AT
<br />THE COMPLETION OF THE PROJECT THAT THE STRUCTURAL WORK IS ACCOMPLISHED, AND ITS
<br />RELATED ELEMENTS HAVE BEEN ERECTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
<br />SPECIFIC SYSTEMS TO BE INSPECTED INCLUDE:
<br />FOUNDATION
<br />CONCRETE (COLUMNS /BEAMS)
<br />CONCRETE (GENERAL, SLAB ON GRADE)
<br />MASONRY
<br />STRUCTURAL STEEL (INCLUDING BAR JOISTS AND JOIST GIRDERS)
<br />METAL DECK (FLOOR AND ROOF)
<br />LIGHT GAUGE FRAMING (INCLUDING TRUSSES AND TRUSS SYSTEMS)
<br />C. THE FOREGOING LIST IS NOT INTENDED TO BE ALL INCLUSIVE. THE INSPECTOR SHALL USE HIS
<br />PROFESSIONAL JUDGMENT AND HIS KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE
<br />CONTRACTORS' PERFORMANCE TO DECIDE WHICH ADDITIONAL STRUCTURAL SYSTEM OR ITEMS MAY
<br />REQUIRE ATTENTION.
<br />D. THE INSPECTOR DOES NOT RELIEVE THE CONTRACTOR'S CONTRACTUAL OR STATUTORY
<br />OBLIGATIONS. THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE
<br />OFFICIAL CONTRACT DOCUMENTS. THE INSPECTOR WILL NOT REPLACE THE QUALITY CONTROL
<br />PERSONNEL OF THE CONTRACTOR.
<br />E. ALL INSPECTION REPORTS SHALL BE FORWARD BY THE INSPECTOR TO THE ENGINEER AND
<br />ARCHITECT OF RECORD.
<br />STRUCTURAL PLYWOOD / CDX. 5/8"
<br />MIN. THICKNESS
<br />-ZONES 1, 2, AND 4 (REF. S001) #10
<br />BUGLEHEAD SCREWS @ 4" O.C.
<br />EDGES AND 6" FIELD
<br />-ZONES 3, AND 5 (REF. S001) #10
<br />BUGLEHEAD SCREWS @ 4" O.C.
<br />EDGES AND 4" FIELD
<br />DENSGLASS
<br />-ZONE 4 (REF. S001) #10 MIN.
<br />WAFERHEAD SCREWS @ 4" O.C.
<br />EDGES AND 6" FIELD
<br />-ZONE 5 (REF. S001) #10 MIN.
<br />WAFERHEAD SCREWS @ 4" O.C,
<br />EDGES AND 4" FIELD
<br />LIST OF STRUCTURAL ABBREVIATIONS
<br />AB
<br />ANCHOR BOLTS
<br />T & B
<br />TOP AND BOTTOM
<br />ADDL
<br />ADDITIONAL
<br />T & G
<br />TONGUE AND
<br />ALT
<br />ALTERNATE
<br />GROOVE
<br />ANCH
<br />ANCHOR
<br />THK
<br />THICK
<br />APPROX
<br />APPROXIMATE
<br />THIRD
<br />THREAD/THREADED
<br />ARCH
<br />ARCHITECTURE/ARCHITECTURAL
<br />TB
<br />TIE BEAM
<br />BB
<br />BOND BEAM
<br />TOC
<br />TOP OF CONCRETE
<br />BLDG
<br />BUILDING
<br />TOM
<br />TOP OF MASONRY
<br />BM
<br />BEAM
<br />TOS
<br />TOP OF STEEL
<br />BO
<br />BOTTOM OF (SEE TO)
<br />TYP
<br />TYPICAL
<br />BOT / BTM
<br />BOTTOM
<br />TS
<br />TUBE STEEL
<br />BP
<br />BASE PLATE/BEARING PLATE
<br />LINO
<br />UNLESS NOTED
<br />BRG
<br />BEARING
<br />OTHERWISE
<br />BTW
<br />BETWEEN
<br />LON
<br />UNLESS OTHERWISE
<br />CANT
<br />CANTILEVER
<br />NOTED
<br />CB
<br />CONCRETE BEAM
<br />VERT
<br />VERTICAL
<br />CC
<br />CONCRETE COLUMN
<br />VIF
<br />VERIFY IN FIELD
<br />CIP
<br />CAST IN PLACE
<br />W
<br />WIDE FLANGE
<br />CJ
<br />CONSTRUCTION JOINT
<br />WB
<br />WALL BEAM (TILT)
<br />CL
<br />CENTERLINE
<br />WC
<br />WALL COLUMN (TILT)
<br />CLR
<br />CLEAR/CLEARANCE
<br />W/
<br />WITH
<br />COL
<br />COLUMN
<br />W/o
<br />WITHOUT
<br />CONC
<br />CONCRETE
<br />WD
<br />WOOD
<br />CONNX
<br />CONNECTION
<br />WGT
<br />WEIGHT
<br />CONST
<br />CONSTRUCTION
<br />WH
<br />WEEP HOLE
<br />CONT
<br />CONTINUOUS
<br />WP
<br />WORKING POINT
<br />CORR
<br />CORRUGATED
<br />WT
<br />STEEL TEE SECTION
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />WWF
<br />WELDED WIRE
<br />DIET
<br />DETAIL
<br />FABRIC
<br />DIA/DIAM
<br />DIAMETER
<br />@
<br />AT
<br />DIM
<br />DIMENSION
<br />&
<br />AND
<br />DIST
<br />DISTANCE
<br />DIN
<br />DOWN
<br />DR
<br />DRAIN
<br />DWG
<br />DRAWING
<br />DWL
<br />DOWEL
<br />EA
<br />EACH
<br />EE
<br />EACH
<br />END
<br />EF
<br />EACH
<br />FACE
<br />EJ
<br />EXPANSION JOINT
<br />EL,
<br />ELEV ELEVATION
<br />ELECT
<br />ELECTRICAL
<br />EMB
<br />EMBEDMENT
<br />ENGR
<br />ENGINEER
<br />EQ
<br />EQUAL
<br />EQUIP
<br />EQUIPMENT
<br />EQUIV
<br />EQUIVALENT
<br />ES
<br />EACH SIDE
<br />EXIST
<br />EXISTING
<br />EXP
<br />EXPANSION
<br />EXT
<br />EXTERIOR
<br />EW
<br />EACH WAY
<br />FAB
<br />FABRICATE
<br />FD
<br />FLOOR DRAIN
<br />FDN
<br />FOUNDATION
<br />FF
<br />FINISHED FLOOR
<br />FIN
<br />FINISH(ED)
<br />FLOOR.
<br />FTG
<br />FOOTING
<br />GA
<br />GAGE/GAUGE
<br />GALV, GV
<br />GALVANIZED
<br />GC
<br />GENERAL CONTRACTOR
<br />HAS
<br />HEADED ANCHOR STUD
<br />HB
<br />HIGH BEAM (MASONRY)
<br />HORIZ
<br />HORIZONTAL
<br />HSB
<br />HIGH STRENGTH BOLTS
<br />HSS
<br />HOLLOW STEEL SECTION
<br />HT
<br />HEIGHT
<br />INT
<br />INTERIOR
<br />JST
<br />JOIST
<br />JT
<br />JOINT
<br />K
<br />KIPS
<br />KO
<br />KNOCK OUT
<br />KSF
<br />KIPS PER SQUARE FOOT
<br />KSI
<br />KIPS PER SQUARE INCH
<br />L
<br />ANGLE
<br />LB
<br />LOW BEAM (MASONRY)
<br />LBS
<br />POUNDS
<br />LID
<br />DEVELOPMENT LENGTH
<br />LDH
<br />LONG DIMENSION HORIZONTAL
<br />LDV
<br />LONG DIMENSION VERTICAL
<br />LGTH
<br />LENGTH
<br />LLBB
<br />LONG LEG BACK TO BACK
<br />LLH
<br />LONG LEG HORIZONTAL
<br />LLV
<br />LONG LEG VERTICAL
<br />MAIL
<br />MATERIAL
<br />MAX
<br />MAXIMUM
<br />MB
<br />MASONRY BEAM
<br />MC
<br />MOMENTCONNECTION
<br />MC
<br />MASONRY COLUMN
<br />MCJ
<br />MASONRY CONTROL JOINT
<br />MECH
<br />MECHANICAL
<br />MEZZ
<br />MEZZANINE
<br />MFR
<br />MANUFACTURE/MANUFACTURERS
<br />MIN
<br />MINIMUM
<br />MISC
<br />MISCELLANEOUS
<br />MTL
<br />METAL
<br />NIC
<br />NOT IN CONTRACT
<br />NOM
<br />NOMINAL
<br />NTS
<br />NOT TO SCALE
<br />oC
<br />ON CENTER
<br />OPNG
<br />OPENING
<br />OPP
<br />OPPOSITE
<br />PB
<br />PARAPET BEAM (MASONRY)
<br />PCC
<br />PRECAST CONCRETE
<br />PL
<br />PLATE
<br />PLF
<br />POUNDS PER LINEAR Fool
<br />PLY
<br />PLYWOOD
<br />PREENG
<br />PRE-ENGINEERED
<br />PREFAB
<br />PREFABRICATED
<br />PRELIM
<br />PRELIMINARY
<br />PROJ
<br />PROJECTION
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />PT
<br />PRESSURE TREATED
<br />PT
<br />POST TENSIONING) (ED)
<br />PW
<br />PANEL WIDTH
<br />RAD
<br />RADIUS
<br />RB
<br />ROOF BEAM (MASONRY)
<br />RCP
<br />REINFORCED CONCRETE PIPE
<br />RD
<br />ROOF DRAIN
<br />REF
<br />REFERENCE
<br />REINF
<br />REINFORCING
<br />REQ'D
<br />REQUIRED
<br />REV
<br />REVISION
<br />RTU
<br />ROOF TOP UNIT
<br />RW
<br />RETAINING WALL
<br />SECT
<br />SECTION
<br />SCHED,SCH
<br />SCHEDULE
<br />SIM
<br />SIMILAR
<br />SP,SPC
<br />SPACE/SPACES
<br />SPECS
<br />SPECIFICATIONS
<br />SQ
<br />SQUARE
<br />SS
<br />STAINLESS STEEL
<br />STD
<br />STANDARD
<br />STL,ST
<br />STEEL
<br />STRUCT
<br />STRUCTURAL
<br />SYM
<br />SYMMETRICAL
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