|
STRUCTURAL NOTES
<br />CONTRACTOR NOTE:
<br />THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND
<br />SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH
<br />THE WORK. GUTHERMAN STRUCTURAL, INC. IS NOT RESPONSIBLE FOR THE
<br />MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY
<br />PRECAUTIONS AND PROGRAMS.
<br />CODES AND STANDARDS
<br />1. WIND LOADS AS PER:
<br />A. FLORIDA BUILDING CODE 6TH EDITION (2017) WITH AN ULTIMATE DESIGN
<br />WIND SPEED OF 139 MPH, EXPOSURE B, NOMINAL DESIGN WIND SPEED
<br />OF 107 MPH, 40.18 INTERNAL PRESSURE COEFFICIENT, AND
<br />BUILDING RISK CATEGORY 11.
<br />B. THIS BUILDING IS DESIGNED AS AN ENCLOSED BUILDING.
<br />2. SEISMIC SITE CLASS = E
<br />SEISMIC DESIGN CATEGORY = B
<br />GROUND SNOW LOAD, Pg = 0 PSF
<br />FLOOD ZONE = A
<br />3. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:
<br />A. FLORIDA BUILDING CODE 6TH EDITION (2017).
<br />B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE
<br />(ACI 318/ 2014 EDITION).
<br />C. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
<br />CONCRETE STRUCTURES (ACI 315/ LATEST EDITION).
<br />D. MANUAL OF STANDARD PRACTICE FOR WELDING REINFORCING STEEL,
<br />INSERTS & CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION.
<br />AWS. D1.4/ LATEST EDITION.
<br />E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF
<br />STRUCTURAL STEEL FOR BUILDINGS. (AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION) AISC 13TH EDITION (ASD).
<br />F. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS,
<br />ACI 301/LATEST EDITION.
<br />G. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY
<br />STRUCTURES (ACI 530, 530.1/ASCE 5, 6/TMS 402, 602/2013 EDITIONS).
<br />4. ARCHITECTURAL AND MECHANICAL DRAWINGS:
<br />A. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS
<br />AND DO NOT BY THEMSELVES PROVIDE ALL THE INFORMATION
<br />REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE
<br />GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL,
<br />MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE
<br />INFORMATION CONTAINED IN THESE DRAWINGS WITH THE STRUCTURAL
<br />DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.
<br />B. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS
<br />FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS
<br />SETTINGS, DRAINS, REGLETS, ETC.
<br />C. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE
<br />CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY SIZE
<br />OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE
<br />ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S
<br />FAILURE TO COMPLY WITH THIS REQUIREMENT.
<br />D. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY WORK.
<br />E. ALL STRUCTURES HAVE BEEN DESIGNED TO RESIST THE DESIGN
<br />LOADS LISTED ONLY AS COMPLETED STRUCTURES. THE GENERAL
<br />CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT WORK
<br />IN PROGRESS UNTIL THE STRUCTURES ARE COMPLETED. THE
<br />GENERAL CONTRACTOR SHALL ALSO INSURE THAT ITS OPERATIONS
<br />AND PROCEDURES PROVIDE NO LOADING GREATER THAN THE DESIGN
<br />LOADS LISTED ON ANY MEMBER.
<br />5. SECTIONS AND DETAILS:
<br />ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE
<br />INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS
<br />ELSEWHERE UNLESS OTHERWISE SHOWN.
<br />6. MATERIALS AND ASSEMBLY TEST AS FOLLOWS:
<br />A. EXTERIOR WINDOWS, SLIDING AND PATIO GLASS DOORS SHALL BE TESTED
<br />BY AN APPROVED INDEPENDENT TESTING LABORATORY, AND SHALL BE
<br />LABELED WITH AN APPROVED LABEL IDENTIFYING THE MANUFACTURER,
<br />PERFORMANCE CHARACTERISTICS AND APPROVED PRODUCT CERTIFICATION
<br />AGENCY, TESTING LABORATORY, EVALUATION ENTITY OR FLORIDA STATE WIDE
<br />PRODUCT APPROVAL NUMBER TO INDICATE COMPLIANCE WITH THE REQUIREMENTS
<br />OF ONE OF THE FOLLOWING SPECIFICATIONS:
<br />ANSI/AAMA/NWWDA 101/I.S. 2-97 OR TAS 202 (HVHZ SHALL COMPLY WITH
<br />TAS 202)
<br />B. EXTERIOR DOOR ASSEMBLIES SHALL BE TESTED FOR STRUCTURAL INTEGRITY
<br />IN ACCORDANCE WITH ASTM E330 AT A LOAD OF 1.5 TIMES THE REQUIRED
<br />DESIGN PRESSURE LOAD. THE LOAD SHALL BE SUSTAINED FOR 10 SECONDS
<br />WITH NO PERMANENT DEFORMATION OF ANY MAIN FRAME OR PANEL MEMBER
<br />IN EXCESS OF 0.4 PERCENT OF ITS SPAN AFTER THE LOAD IS REMOVED.
<br />HVHZ SHALL COMPLY WITH TAS 202. AFTER EACH SPECIFIED LOADING,
<br />THERE SHALL BE NO GLASS BREAKAGE, PERMANENT DAMAGE TO FASTENERS,
<br />HARDWARE PARTS, OR ANY OTHER DAMAGE, WHICH CAUSES THE DOOR TO BE
<br />INOPERABLE.
<br />C. WINDOW AND DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH
<br />THE PUBLISHED MANUFACTURER'S RECOMMENDATIONS TO ACHIEVE THE DESIGN
<br />PRESSURE SPECIFIED. SUBSTITUTE ANCHORING SYSTEM USED FOR SUBSTRATES
<br />NOT SPECIFIED BY THE FENSTRATION MANUFACTURER SHALL PROVIDE EQUAL OR
<br />GREATER ANCHORING PERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING
<br />PRACTICE.
<br />SPECIALTY ENGINEERED PRODUCTS
<br />1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION
<br />OF SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY
<br />AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL
<br />CONTRACTOR'S RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP
<br />DRAWINGS ARE SUBMITTED IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND
<br />RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEERED PRODUCTS SHALL BE
<br />DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDING UPLIFT
<br />AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR
<br />LATERAL LOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL
<br />BE, BUT ARE NOT LIMITED TO, THE FOLLOWING:
<br />A. LIGHT GAUGE METAL, INCLUDING BUT NOT LIMITED TO, SOFFITS, CLADDING,
<br />CEILINGS, ETC.
<br />B. MISCELLANEOUS METALS INCLUDING STEEL STAIRS, MECHANICAL EQUIPMENT
<br />SUPPORTS, FRAMES THAT SUPPORT MACHINES, PIPES OR OTHER STRUCTURAL
<br />METAL USED FOR SUPPORT OF MECHANICAL SYSTEMS.
<br />C. MISCELLANEOUS HANGERS, CHANDELIERS, CABINETS, METAL FRAMES, LADDERS,
<br />RIGGING, HANGING WALLS, RAILINGS, GLAZING FRAMES, CLADDING SUCH AS
<br />STONE, PRECAST, ALUMINUM, METAL PANELS, CABLE BARRIER SYSTEMS, ETC.
<br />OR ANY OTHER MISCELLANEOUS PRODUCT REQUIRED BY ANY OF THE CONSTRUCTION
<br />DOCUMENTS.
<br />D. IN ADDITION TO THE LOADS SHOWN IN THE DESIGN LOAD SCHEDULE, THE
<br />SPECIALTY ENGINEER SHALL DESIGN FOR THE WEIGHT OF ALL MECHANICAL,
<br />PLUMBING AND ELECTRICAL EQUIPMENT AND FIXTURES, AS WELL AS CHANDELIER
<br />FIXTURES, BAR CABINETS, AND ART WORK / MOBILES.
<br />GENERAL CONTRACTOR TO INCULDE IN THEIR BID THE COST OF THE ABOVE NOTED SPECIALTY
<br />ENGINEERING.
<br />ADDITIONS/RENOVATIONS
<br />1. ALL EXISTING CONDITIONS, DIMENSIONS, LOCATIONS AND ELEVATIONS OF EXISTING
<br />STRUCTURES SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE GENERAL
<br />CONTRACTOR IN THE FIELD AND COORDINATED WITH THE NEW CONSTRUCTION PRIOR
<br />TO PREPARATION OF WORKING OR SHOP DRAWINGS OR FABRICATION AND COMMENCEMENT
<br />OF ANY WORK. IF DISCREPANCIES ARE DISCOVERED BETWEEN EXISTING CONDITIONS
<br />AND CONTRACT WORK, THE GENERAL CONTRACTOR SHALL IMMEDIATELY NOTIFY THE
<br />ARCHITECT OR ENGINEER PRIOR TO PERFORMANCE OF ANY WORK.
<br />2. PRIOR TO SHOP DRAWING PREPARATION, THE GENERAL CONTRACTOR IS TO INVESTIGATE
<br />AND VERIFY ACTUAL FIELD CONDITIONS, EXPOSED OR CONCEALED AND TAKE INTO
<br />ACCOUNT ANY POSSIBLE CONSTRUCTION INTERFERENCES AND RELOCATIONS OF, BUT NOT
<br />LIMITED TO STRUCTURES, EQUIPMENT, UTILITIES, CABLES, DUCT LINES, PIPING,
<br />DRAIN LINES, ETC.
<br />3. ANY PORTION OF EXISTING STRUCTURE ADJACENT TO THE CONSTRUCTION WHICH MAY
<br />BY DISTURBED OR DAMAGED BY THE CONTRACTOR DURING CONSTRUCTION SHALL BE
<br />RESTORED BY THE CONTRACTOR TO A CONDITION AS GOOD AS BEFORE THE
<br />COMMENCEMENT OF THE WORK AT NO ADDITIONAL COSTS TO THE OWNER.
<br />4. EXISTING STRUCTURE SHALL BE PROTECTED, MAINTAINED AND SUPPORTED DURING
<br />THE CONSTRUCTION WORK.
<br />FOUNDATION
<br />1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN
<br />STRICT ACCORDANCE WITH RECOMMENDATIONS ON SOILS AND FOUNDATIONS
<br />INVESTIGATION PREPARED BY AN APPROVED TESTING LABORATORY PRIOR TO
<br />FOUNDATION WORK.
<br />2. THE BUILDING SITE SHOULD BE EXCAVATED TO THE DEPTH AND EXTENT
<br />INDICATED IN THE SOILS REPORT. ALL SUBGRADES SHALL BE APPROVED
<br />IN WRITING BY THE SOILS ENGINEER PRIOR TO BACKFILLING.
<br />3. BOTTOM OF FOOTINGS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY
<br />SUPPORTING 2000 PSF.
<br />4. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY
<br />A REGISTERED SOILS ENGINEER BEFORE COMMENCING WORK. APPROVAL
<br />IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN
<br />SPECIFIED SOIL BEARING PRESSURE.
<br />5. TOP OF ALL FOOTINGS SHALL BE V-4" BELOW TOP OF SLAB TYP. MAKE
<br />ADJUSTMENTS AS NEEDED SO TOP OF ALL EXTERIOR FOOTINGS SHALL BE
<br />MINIMUM 12-INCHES BELOW EXTERIOR FINISH GRADE.
<br />6. EXCAVATION & BACKFILL:
<br />A. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND
<br />DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO GUARD AGAINST
<br />ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES,
<br />PIPING, ETC.
<br />B. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT
<br />OR DISPLACEMENT OF EXISTING FOUNDATION OR STRUCTURES.
<br />CONCRETE
<br />1. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:
<br />A. A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
<br />B. SLUMPS SHALL BE 4-INCHES MINIMUM AND 6-INCHES MAXIMUM.
<br />C. CO, ICRETE SHALL HAVE 3 PERCENT AIR ENTRAINMENT,
<br />D. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55.
<br />E. JOBSITE WATER SHALL NOT BE ADDED,
<br />2. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI
<br />BUILDING CODE (ACI 318/ 2014 EDITION), THE ACI DETAILING MANUAL
<br />(ACI 315/ 2004 EDITION), AND THE SPECIFICATIONS FOR STRUCTURAL
<br />CONCRETE FOR BUILDINGS (ACI 301/ LATEST EDITION).
<br />3. SUBMIT ALL REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL PRIOR
<br />TO ANY FABRICATION.
<br />4. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY
<br />ACI SPECIFICATIONS.
<br />5. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A 1064, UNLESS
<br />OTHERWISE SPECIFIED. PLACE FABRIC 2" CLEAR FROM TOP OF THE SLAB IN
<br />SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT 3-0" O.C.
<br />6. LAP ALL BARS WITH CLASS B TENSION LAP SPLICE UNLESS OTHERWISE NOTED
<br />ON DRAWINGS. LAP ALL WWF A MINIMUM OF 12 INCHES (UNLESS OTHERWISE
<br />NOTED).
<br />7. REINFORCING BARS:
<br />A. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH
<br />STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615
<br />GRADE 60.
<br />B. AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL
<br />FOOTINGS, PROVIDE (145 OR MATCHING) HORIZONTAL BARS X 6-0"
<br />BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE.
<br />C. ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED
<br />HOOKS UNLESS OTHERWISE NOTED.
<br />MASONRY
<br />1. MASONRY UNITS SHALL BE LOAD BEARING ASTM C90, NORMAL WEIGHT
<br />LAID IN A FULL BED OF MORTAR IN RUNNING BOND.
<br />2. THE COMPRESSIVE STRENGTH OF MASONRY (F'M) SHALL BE 1,500 PSI
<br />AS CALCULATED IN ACCORDANCE WITH ASTM C-140.
<br />3. ALL MORTAR SHALL BE IN ACCORDANCE WITH ASTM SPECIFICATION C270
<br />HAVING A MINIMUM COMPRESSIVE STRENGTH OF (S) 1,800 PSI.
<br />4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION
<br />C476, HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI.
<br />5. ALL CONCRETE MASONRY BEARING AND SHEAR WALLS SHALL BE
<br />INSPECTED BY A CERTIFIED INSPECTION COMPANY AND CONSTRUCTED
<br />IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENT FOR MASONRY
<br />STRUCTURES" (ACI 530) AND "SPECIFICATIONS FOR
<br />MASONRY STRUCTURES" (ACI 530.1) 2013 EDITIONS.
<br />6. PROVIDE 8" X 8" MASONRY BEAM WITH 1 #5 CONT. AT EVERY WINDOW SILL.
<br />EXTEND BEAM 8" BEYOND EDGE OF OPENING.
<br />7. THE GENERAL CONTRACTOR SHALL PROVIDE AND INSTALL BRACING FOR ALL
<br />MASONRY WALLS AS REQUIRED TO ENSURE STABILITY DURING CONSTRUCTION.
<br />8. PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT
<br />REINFORCEMENT (9 GA.) AT 16" ON CENTER VERTICAL IN ALL MASONRY
<br />WALLS. PROVIDE DOVE TAIL SLOT ANCHORS AT CONCRETE COLUMNS.
<br />FOR JOINT REINFORCEMENT, WALL TIES, ANCHORS AND INSERTS, APPLY
<br />A MINIMUM COAT OF 1.5 OUNCES PER SQUARE FOOT (PSF) (458/G/M2)
<br />COMPLY WITH THE REQUIREMENTS OF ASTM A153, CLASS B.
<br />9. PROVIDE CONTROL JOINTS IN MASONRY WALLS AT A SPACING OF 30' + O.C.
<br />AND ALIGN WITH ARCHITECTURAL CONTROL JOINTS.
<br />10. THE GENERAL CONTRACTOR SHALL PROVIDE CMU LEDGERS AT ALL FOUNDATIONS
<br />WHICH RECEIVE STONE OR BRICK VENEERS, AS NEEDED TO ACCOMODATE THE
<br />WIDTH OF VENEERS SPECIFIED BY THE ARCHITECT. ATTACHMENT TO THE
<br />MAIN STRUCTURAL SHALL BE #5 DOWELS INTO THE FOOTING AT 72" O.C.
<br />OR CORRUGATED MASONRY TIES AT 16" O.C. HORIZONTAL AND VERTICAL,
<br />11. MINIMUM LAP SPLICES FOR REINFORCED CMU PER FBC 6TH EDITION (2017)
<br />SECTION 2107.2.1:
<br />BAR SIZE
<br />#4 #5 #6 #7 #8
<br />24" 30" 36" 42" 48"
<br />A. LAP SPLICES SHALL OCCUR DIRECTLY ABOVE FOOTINGS AND SLABS.
<br />NO SPLICES ARE ALLOWED AT MID -HEIGHT OF WALL.
<br />B. LAP SPLICES THAT OCCURE AT CANTILEVERED WALLS SUCH AS:
<br />PARAPETS, RETAIING WALLS, ETC. SHALL HAVE LAP SPLICE LENGTHS
<br />INCREASED BY 50% TO 72 BAR DIAMETERS.
<br />12. MASONRY LINTELS:
<br />A. A PRECAST CONCRETE LINTEL BY CASTCRETE SHALL BE PROVIDED OVER ALL
<br />MASONRY WALL OPENINGS. THE LINTEL SHALL BE FULLY GROUTED.
<br />B. LINTELS TO HAVE 4" MINIMUM BEARING AT EACH END.
<br />C. SHORE PRECAST LINTEL PER MANUFACTURE'S INSTRUCTIONS.
<br />STEEL
<br />1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE
<br />WITH THE LATEST AISC CODE. STRUCTURAL STEEL SHALL CONFORM TO:
<br />A. ASTM SPECIFICATION A 36 FOR MISCEL LANF-OUS STEEL SHAPES
<br />(ANGLES, PLATES, ETC.).
<br />B. SQUARE OR RECTANGULAR HSS SHALL CONFORM TO ASTM SPECIFICATION A
<br />500 GRADE B (FY=46 KSI).
<br />C. ALL STEEL TO HAVE A SHOP COAT OF RUST INHIBITIVE PAINT.
<br />D. DELETE PAINT ON ALL STEEL TO RECEIVE SPRAYED ON FIREPROOFING
<br />OR CONCRETE ENCASEMENT.
<br />2. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED,
<br />AS DESCRIBED IN "AMERICAN WELDING SOCIETY'S STANDARD QUALIFICATION
<br />PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE OF WORK REQUIRED.
<br />3. ALL CONNECTIONS SHALL BE BOLTED WITH 3/4" DIAMETER, A-325 HIGH
<br />STRENGTH BOLTS OR WELDED (UNLESS SHOWN OTHERWISE ON THE
<br />DRAWINGS).
<br />A. ALL CONNECTIONS TO HOLLOW STRUCTURAL SECTION (HSS) COLUMNS
<br />ARE TO BE THRU-PLATE UNLESS NOTED OTHERWISE.
<br />4. ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY
<br />SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS.
<br />5. ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES.
<br />6. SUBMIT ALL STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY
<br />FABRICATION.
<br />7. FULL DEPTH DOUBLE ANGLE END CONNECTIONS ARE TO BE USED ON ALL
<br />COMPOSITE BEAMS AND GIRDERS WITH SHEAR STUDS. CONNECTIONS ARE
<br />TO BE DESIGNED FOR 150% OF AISC TABLE VALUES.
<br />8. EQUIPMENT SUPPORTS:
<br />PROVIDE ALL SUPPORTING STEEL NOT INDICATED ON PLAN AS REQUIRED
<br />FOR THE INSTALLATION OF MECHANICAL EQUIPMENT AND MATERIALS,
<br />INCLUDING ANGLES, CHANNELS, BEAMS, HANGERS, ETC. DO NOT SUPPORT
<br />EQUIPMENT OR PIPING FROM METAL DECKING.
<br />9. DECK SUPPORTS:
<br />PROVIDE 1/4" BENT PLATES AT ALL HIPS, VALLEYS, SKEWED BEAMS AND
<br />OTHER AREAS FOR DECK SUPPORT.
<br />JOISTS
<br />1. ALL JOISTS SHALL HAVE A SHOP COAT OF RUST INHIBITIVE NON BITUMINOUS
<br />PAINT.
<br />2. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED TO THE
<br />REQUIREMENTS OF THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE
<br />FOR SERIES K JOISTS AND SERIES G JOIST GIRDERS
<br />MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE.
<br />PROVIDE BRIDGING IN ACCORDANCE WITH SJI STANDARDS UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS.
<br />DECK
<br />1. STEEL ROOF DECK SHALL BE:
<br />A. 1-1/2", 22 GA. TYPE B METAL DECK GALVANIZED AS SHOWN ON ROOF
<br />PLAN AS MANUFACTURED BY VULCRAFT/NUCOR OR APPROVED EQUAL.
<br />MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE.
<br />ROOF DECK MUST COMPLY WITH STEEL DECK INSTITUTE STANDARDS. ALL
<br />ROOF DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.
<br />2. ALL ROOF DECK TO BE DESIGNED, MANUFACTURED, AND INSTALLED IN
<br />ACCORDANCE WITH LATEST FACTORY MUTUAL STANDARDS.
<br />SHOP DRAWINGS
<br />1. THE SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE
<br />FOLLOWING:
<br />A. CONCRETE MIX DESIGNS
<br />B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC
<br />C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACCESSORIES
<br />D. STRUCTURAL STEEL
<br />E. STEEL JOISTS AND JOIST GIRDERS
<br />F. STEEL DECK
<br />GUTHERMAN STRUCTURAL INC.
<br />130 CROWN OAK CENTRE DRIVE
<br />LONGWOOD, FL 32750
<br />F. 407.701.0875
<br />uLherman
<br />STRUCTURAL
<br />U
<br />Z
<br />Z w O
<br />�A~ co
<br />t n
<br />W � u7 �
<br />a po
<br />U�cle)
<br />c0
<br />llj C/) Ww�Z
<br />4r• wp 60
<br />~QI`Q
<br />C) 7-
<br />VZUcy)C
<br />_ > U
<br />l N > LLJ
<br />IZI-
<br />N �
<br />LL
<br />11.4
<br />05-11-18
<br />O.Z• •�ZCENSF q �
<br />No. 60880
<br />STATE OF
<br />s,ANAL E�,.�`� �
<br />1►1111,1
<br />John Gutherman Jr., P.E.
<br />FL. REG. #6o88o
<br />CONTRACT DATE:
<br />BUILDING TYPE: ONE-OFF
<br />PLAN VERSION: N/A
<br />SITE NUMBER: XXXXX
<br />STORE NUMBER: XXXXXX
<br />TENANT SHELL
<br />ZEPHYRHILLS, FLORIDA
<br />STRUCTURAL
<br />NOTES
<br />PLOT DATE: 5-11-18
<br />
|