|
I I I I __ I I I - I I I I i I , I I I I - I __ I I'lif 13 11 11"w1wq I
<br />STRUCTURAL NOTES
<br />ELECTRONIC VERSIONS OF STRUCTURAL DRAWINGS ARE THE SOLE, COPYRIGHTED PROPERTY OF KARINS ENGINEERING (KARINS). ELECTRONIC VERSIONS SHALL
<br />NOT BE TRANSFERRED OR SHARED WITHOUT THE EXPRESS, WRITTEN PERMISSION OF KARINS.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE
<br />DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.
<br />DIMENSIONS AND EXISTING CONDITIONS THROUGHOUT THE PROJECT SHALL BE FIELD VERIFIED. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ENGINEER OF RECORD BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK.
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO
<br />DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND IT'S COMPONENTS DURING ERECTION. THIS INCLUDES THE
<br />ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS.
<br />UNLESS CLEARLY SHOWN ON THE STRUCTURAL DRAWINGS, NO PEN ETRATIONS/CON DU ITS SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT A PRIOR
<br />WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO IDENTIFY SUCH
<br />PEN ETRATIONS/CON DUITS BASED ON INFORMATION PROVIDED BY ALL SUBCONTRACTORS AND TO SUBMIT DETAILED AND DIMENSIONED FLOOR PLANS TO THE
<br />STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO IMPLEMENTATION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY LABOR AND
<br />MATERIALS ASSOCIATED WITH ADDITIONAL REINFORCEMENT OF STRUCTURAL MEMBERS RESULTING FROM INTRODUCTION OF SUCH PENETRATIONS/CONDUITS.
<br />PROPOSED CHANGES AND REQUEST FOR INFORMATION OR SUBSTITUTION SHALL BE SUBMITTED TO THE ARCHITECT OF RECORD. ARCHITECT OF RECORD SHALL
<br />REVIEW AND APPROVE PROPOSAL OR REQUEST PRIOR TO SUBMITTING TO ENGINEER OF RECORD. ENGINEER OF RECORD SHALL REVIEW AND RETURN TO
<br />ARCHITECT BEFORE CHANGES IN -FIELD PROCEED.
<br />EXISTING STRUCTURE:
<br />WORK SHOWN ON THESE PLANS ASSUMES THAT THE ORIGINAL CONSTRUCTION WAS PERFORMED IN ACCORDANCE WITH THE ABOVE ORIGINAL DRAWINGS INCLUDING
<br />(BUT NOT LIMITED TO) DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS, DETAILS, ETC. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />THE CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.
<br />ADDITIONAL PLANS REFERENCE SHEETS AO.1-A4.2 DATED 2-8-96 & A5.1 DATED 2-21-96 WALTER H CHANCEY & ASSOCIATES, PA TAMPA, FL.
<br />DESIGN LOADS:
<br />THE STRUCTURAL SYSTEM FOR BUILDING DEPICTED HEREIN HAS BEEN DESIGNED ACCORDING TO THE FLORIDA BUILDING CODE 7TH EDITION (20220); EXISTING
<br />BUILDING: ALTERATION - LEVEL 2.
<br />THE STRUCTURE HAS BEEN DESIGNED TO RESIST THE FOLLOWING SUPERIMPOSED LOADS:
<br />ROOF:
<br />LIVE LOAD . 20 psf
<br />DEAD LOAD: 25 psf (AREAS WITH NEW ROOF CONSTRUCTION ONLY)
<br />DEAD LOAD: 25 psf (AREAS WITH EXISTING ROOF CONSTRUCTION/MULTIPLE LAYERED ROOFS)
<br />CEILING:
<br />DEAD LOAD: 10 psf
<br />WIND:
<br />ASCE 7-16: ULTIMATE DESIGN WIND SPEED 140 MPH 3-SEC. GUST, NOMINAL DESIGN WIND SPEED 108 MPH 3-SEC. GUST, RISK CATEGORY 11, EXPOSURE
<br />CATEGORY B, ENCLOSED BUILDING. DEAD LOAD AVAILABLE TO RESIST UPLIFT - 5 psf. GCpi = ±0.18.
<br />A CONTINUOUS LOAD PATH BETWEEN FOUNDATIONS, COLUMNS, BEAMS, WALLS AND ROOFS ARE INTENDED BY THESE DRAWINGS AND SHALL BE FIELD VERIFIED.
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE
<br />RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL
<br />SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE
<br />RETURNED UNCHECKED. SHOP DRAWING SUBMITTALS SHALL INCLUDE FOUR SETS. ONE SET OF PRINTS WILL BE RETAINED BY THE ENGINEER, ONE BY THE
<br />ARCHITECT, ONE BY THE LOCAL BUILDING DEPARTMENT (WHERE REQUIRED) AND THE CONTRACTOR SHALL MAKE COPIES FROM THE FOURTH SET AS REQUIRED
<br />FOR DISTRIBUTION. ADDITIONAL COPIES REQUIRED FOR DISTRIBUTION (IF ANY) SHALL BE MADE FROM THE CONTRACTORS SET. IN ALL INSTANCES, THE CONTRACT
<br />DOCUMENTS SHALL GOVERN OVER THE SHOP DRAWINGS, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER OF RECORD.
<br />SPECIALTY ENGINEERED MATERIALS (IE. ROOF TRUSS SYSTEMS, ETC.) SHALL BE SUPPLIED ONLY BY FIRMS HAVING LOCAL REPRESENTATION, AND STAFFED WITH
<br />A STRUCTURAL ENGINEER HAVING A MINIMUM OF 3 YEARS DESIGN EXPERIENCE IN THE DESIGN AND CONSTRUCTION OF THE SPECIALTY ENGINEERED SYSTEM.
<br />DEFERRED SUBMITTALS:
<br />DEFERRED SUBMITTALS, AS FOLLOWS, SHALL BE REVIEWED BY THE E.O.R. AND FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL PRIOR TO FABRICATION
<br />PER FBC 107.3.4.1:
<br />WOOD ROOF TRUSSES
<br />SHALLOW FOUNDATIONS:
<br />FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF ON COMPACTED FILL. BEFORE CONSTRUCTION COMMENCES, ALLOWABLE
<br />SOIL BEARING CAPACITY AND COMPACTION OF BUILDING PAD SHALL BE VERIFIED BY AN INDEPENDENT GEOTECHNICAL CONSULTANT. BUILDING PAD SHALL BE
<br />COMPACTED TO 95% MODIFIED PROCTOR DENSITY DETERMINED IN ACCORDANCE WITH ASTM D-1557.
<br />FORM WORK AND SHORING (CONCRETE SLABS AND BEAMS):
<br />SHORING AND RESHORING PLAN SHALL BE SUBMITTED BEARING THE SIGNATURE AND IMPRESSED SEAL OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER.
<br />RESHORING SHALL INCLUDE A MINIMUM OF 3 STORIES OF SHORING AND (/OR) RESHORING SHALL BE USED WHICH SHALL CONSIST OF ONE COMPLETE SET OF
<br />VERTICAL SHORES AND TWO SETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50% OF A COMPLETE SET. DESIGN, ERECTION AND REMOVAL OF ALL FORM
<br />WORK, SHORES AND RESHORES SHALL MEET REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301. RESHORING SHALL BE PLACED IMMEDIATELY UPON
<br />STRIPPING OF FORMS.
<br />NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-THIRDS OF THE 28 DAY DESIGN STRENGTH.
<br />CONCRETE REINFORCING:
<br />SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND
<br />PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. SHOP DRAWINGS DEPICTING QUANTITY, LAP SPLICE TABLES COMPLYING WITH CURRENT ACI, AND
<br />INTENDED PLACEMENT LOCATION OF REINFORCING STEEL SHALL BE SUBMITTED PRIOR TO COMMENCEMENT OF FABRICATION. ALL LAP SPLICES SHALL BE CLASS B
<br />U.N.O. REFER TO CURRENT ACI FOR COVER REQUIREMENTS.
<br />WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL PLACING DETAILS
<br />OF ACI STANDARDS AND SPECIFICATIONS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES.
<br />CONCRETE:
<br />CONCRETE SHALL BE AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS AS LISTED BELOW WITH A PLASTIC AND WORKABLE MIX:
<br />3000 psi FOR FOUNDATIONS AND SLABS ON GRADE.
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC. MAXIMUM TIME ALLOWED FROM
<br />THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN IT'S FINAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS.
<br />CONCRETE TICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED. CONCRETE SHALL BE DISCARDED IF THE FOREGOING ELAPSED TIME IS EXCEEDED.
<br />THE ON -SITE REPRESENTATIVE OF THE TESTING LAB SHALL NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NOTED NONCOMPLIANCE WITH
<br />THE ABOVE.
<br />SLABS SHALL BE MOIST CURED OR CURED USING A DISSIPATING CURING COMPOUND MEETING ASTM STANDARD C309 TYPE 1 AND SHALL HAVE A FUGITIVE DYE.
<br />THE COMPOUND SHALL BE PLACED AS SOON AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER HAS LEFT THE UNFINISHED CONCRETE. ALL
<br />SCUFFED OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMIXTURES MAY BE
<br />USED ONLY WITH THE APPROVAL OF THE ENGINEER. PREPARATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
<br />WEATHER RESISTANCE:
<br />WHEREVER CONCRETE SLABS (OR OTHER FLAT SURFACES) OF THE REINFORCED CONCRETE FLATPLATE ARE TO REMAIN EXPOSED TO THE WEATHER THROUGHOUT
<br />THE LIFE OF THE BUILDING, THE TOP SURFACE OF THE CONCRETE SHALL BE TREATED WITH A POLYURETHANE ELASTOMERIC MEMBRANE SYSTEM, SUCH AS
<br />MASTERSEAL TRAFFIC 1500 OR OTHER ENGINEER APPROVED WEATHER RESISTANT SYSTEM. APPLICATION AND SURFACE PREPARATION SHALL BE IN ACCORDANCE
<br />WITH MANUFACTURER'S SPECIFICATIONS.
<br />CONCRETE TESTING:
<br />AN INDEPENDENT TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS ON CAST IN PLACE CONCRETE:
<br />A. ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE."
<br />B. ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS."
<br />A SEPARATE TEST SHALL BE CONDUCTED FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED PER DAY. REQUIRED CYLINDER(S)
<br />QUANTITIES AND TEST AGE AS FOLLOWS:
<br />ONE AT SEVEN DAYS
<br />TWO AT TWENTY-EIGHT DAYS
<br />ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE DIRECTION OF THE ENGINEER, IF REQUIRED. IF 28 DAY STRENGTH IS ACHIEVED, THE ADDITIONAL
<br />CYLINDER(s) MAY BE DISCARDED.
<br />MACHINE AND LAO BOLTS:
<br />MACHINE AND LAG BOLTS SHALL BE ASTM A307 HOT DIP GALVANIZED WITH GALVANIZED WASHERS.
<br />CHEMICAL ANCHORS:
<br />ALL CHEMICAL ANCHORS SHALL BE SUBMITTED FOR ENGINEER APPROVAL PRIOR TO INSTALLATION. CHEMICAL ANCHORS SHALL BE SUBMITTED
<br />FOR EACH USE AND CONDITION.
<br />EPDXY:
<br />ANCHORING ADHESIVE SHALL BE A TWO COMPONENT 100% SOLIDS EPDXY BASED SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD
<br />CARTRIDGE AND DISPENSED THROUGH A STATIC -MIXING NOZZLE SUPPLIED BY THE MANUFACTURER. EPDXY SHALL MEET THE MINIMUM
<br />REQUIREMENTS OF ASTM C-881 SPECIFICATIONS FOR TYPE IF II, IV AND V, GRADE 3, CLASS B AND C AND MUST DEVELOP A MINIMUM
<br />12,650 psi COMPRESSIVE YIELD STRENGTH AFTER 7 DAYS CURE. EPDXY MUST HAVE A HEAT DEFLECTION TEMPERATURE OF A MINIMUM 136*F
<br />(58-C).
<br />1 . SIMPSON "SET-XP" HIGH STRENGTH EPDXY OR EQUIVALENT.
<br />2. DRILL HOLE V DIAMETER OVER REBAR SIZE TO DEPTHS SHOWN PER DRAWINGS.
<br />3. REMOVE DUST FROM HOLE WITH OIL -FREE COMPRESSED AIR. CLEAN WITH NYLON BRUSH AND BLOW OUT REMAINING DUST.
<br />4. FILL HOLE 1/2-2/3 FULL, STARTING FROM THE BOTTOM OF THE HOLE TO PREVENT AIR POCKETS. WITHDRAW NOZZLE AS HOLE
<br />FILLS UP.
<br />5. REBAR TO BE CLEAN AND OIL FREE. INSERT REBAR, TURNING SLOWLY UNTIL REBAR CONTACTS BOTTOM OF HOLE. DO NOT
<br />DISTURB DURING CURE TIME.
<br />6. REFER TO MANUFACTURER'S SPECIFICATIONS FOR ADDITIONAL INFORMATION.
<br />WOOD:
<br />STRUCTURAL WOOD COMPONENTS (BEAMS, JOISTS, RAFTERS, SHEAR/BEARING WALLS, ETC.) SHALL BE CONSTRUCTED OF MINIMUM NO. 2
<br />GRADE SOUTHERN PINE ACCORDING TO AF&PA NDS. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS
<br />SHOWN ON THE DRAWINGS, SHALL BE PROTECTED OR PRESERVATIVE TREATED. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED
<br />OTHERWISE.
<br />ENGINEERED WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY SUPPLIER'S SPECIALTY ENGINEER TO CONFIGURATION AND LOAD -CARRYING
<br />CAPACITY SHOWN ON DRAWINGS AND IN SPECIFICATIONS. TRUSS MFR. TO COORDINATE WITH MECHANICAL / ARCHITECTURAL DRAWINGS FOR
<br />LOCATIONS, SIZES AND WEIGHTS OF MECHANICAL UNITS TO BE INCORPORATED IN DESIGN OF FLOOR AND ROOF TRUSSES. ALTERNATE TRUSS
<br />LAYOUTS ARE ACCEPTABLE ONLY AS A CHANGE ORDER WHICH WILL INCLUDE ENGINEERING CHARGES FOR REDESIGN OF THE STRUCTURE AND
<br />FOUNDATION BY THE ENGINEER OF RECORD. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION AND BEFORE CONSTRUCTION OF
<br />THE FOUNDATION. SHOP DRAWINGS SHALL SHOW AND SPECIFY ALL CONNECTOR TYPES UTILIZED WITHIN TRUSSES, AS WELL AS CONNECTORS
<br />UTILIZED IN ALL OTHER CONNECTIONS AND ATTACHMENTS BETWEEN TRUSSES OR COMPONENTS SUPPLIED AS PART OF THE ENGINEERED
<br />TRUSS SYSTEM. AN ERECTION DRAWING SHALL BE INCLUDED, IDENTIFYING ALL TRUSS SYSTEM COMPONENTS, AS WELL AS ALL PERMANENT
<br />BRACING REQUIRED FOR TRUSS DESIGN. ENGINEER OF RECORD MUST REVIEW / APPROVE ALL TRUSS LAYOUTS BEFORE FOUNDATION IN
<br />CONSTRUCTED.
<br />ENGINEERED SHOP DRAWINGS SHALL BEAR THE SIGNATURE AND SEAL OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER AS THE
<br />SPECIALTY ENGINEER. THE FOLLOWING LOAD DURATION FACTORS SHALL BE USED:
<br />DEAD LOAD 0.90
<br />DEAD LOAD + FLOOR LIVE LOAD 1.00
<br />DEAD LOAD + ROOF LIVE LOAD 1.25
<br />DEAD LOAD + WIND LOAD 1.60
<br />PLYWOOD WALL AND ROOF SHEATHING ARE DESIGNED AS DIAPHRAGMS AND SHALL COMPLY WITH APPLICABLE PROVISIONS OF THE FLORIDA
<br />BUILDING CODE. UNLESS SHOWN OTHERWISE, SPAN RATED PANELS SHALL BE FASTENED TO SUPPORTING FRAMING AS FOLLOWS:
<br />ALL PANELS: 8d RING SHANK NAILS AT 6" O.C. 0 EDGES & INTERIOR AND 4" O.C. 0 CORNERS.
<br />INSTALL h- DIA. HEADED ANCHOR RODS OR ENGINEER APPROVED CONCRETE SCREW ANCHORS THROUGH BOTTOM PLATE TO SUPPORTING
<br />CONC. 0 32" O.C. WITH 6" MIN. EMBED. & 3" WASHERS.
<br />ROOF SHEATHING SHALL BE BLOCKED AT RIDGE AND NAILED WITH 8d RING SHANK NAILS.
<br />MANUFACTURED WOOD STRUCTURAL COMPONENTS (LVL):
<br />MEMBERS DESIGNATED 'LVL' (E.G., 1-Y4"x 9Y4" LVL) SHALL BE LAMINATED VENEER LUMBER AS MANUFACTURED BY TRUS-JOIST CORPORATION
<br />(MICROLLAM), ALPINE ENGINEERED PRODUCTS (ASI TIMBERMAX-LVL), OR ENGINEER APPROVED SUBSTITUTION. Fb = 2600 psi, E
<br />1,900,000 psi, Fv = 285 psi.
<br />MANUFACTURED WOOD STRUCTURAL COMPONENTS (PSL):
<br />MEMBERS DESIGNATED 'PSL' (E.G., 3Y2% V�") SHALL BE PARALLEL STRAND LUMBER AS MANUFACTURED BY WEYERHAEUSER NR (TRUS JOIST
<br />PARALLAM PSQ, OR ENGINEER APPROVED SUBSTITUTION. Fb = 2400 psi, E = 1,800,000 psi, Fv = 190 psi.
<br />CONNECTORS:
<br />CONNECTOR MODEL NUMBERS SHOWN ARE Strong -tie CONNECTORS AS MANUFACTURED BY SIMPSON Strong -tie Company, U.N.O., AND
<br />SHALL BE INSTALLED ACCORDING TO THE MANUFACTURER's DIRECTIONS TO RESIST THE SPECIFIED LOADS.
<br />UNLESS NOTED OTHERWISE FOR EACH CONDITION, ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL HAVE MINIMUM
<br />CORROSION RESISTANCE OF Z-MAX (OR EQUIVALENT) OR HOT DIP GALVANIZATION WITH HOT DIP GALVANIZED FASTENERS. ALL EXPOSED
<br />CONNECTORS AND FASTENERS SHALL HAVE MINIMUM CORROSION RESISTANCE OF STAINLESS STEEL TYPE 316.
<br />MASONRY WALLS:
<br />MASONRY UNITS SHALL MEET ASTM C-90 FOR HOLLOW LOAD BEARING TYPE MASONRY WITH UNIT STRENGTH OF 1900 PSI ON THE NET
<br />AREA (F'M = 1500 PSI). COURSING SHALL BE RUNNING BOND, U.N.O. MORTAR SHALL BE TYPE I'M' OR -S- AND MEET ASTM C-270 WITH
<br />MINIMUM COMPRESSION STRENGTH OF 1800 PSI FOR TYPE "S" OR 2500 PSI FOR TYPE "M". GROUT SHALL BE 2500 PSI MINIMUM
<br />COMPRESSIVE STRENGTH AND MEET ASTM C-1019. PROVIDE HOOKED DOWELS IN FOOTINGS FOR ALL VERTICAL REINFORCING ABOVE. LAP
<br />SPLICES SHALL BE MINIMUM 48 BAR DIAMETERS, U.N.O.
<br />REINFORCED VERTICAL CELLS AS SHOWN ON PLANS SHALL BE GROUT FILLED WITH (1) #5 REINFORCING BAR VERTICAL, EXCEPT AS NOTED.
<br />VERTICAL REINFORCEMENT SHALL BE PROVIDED AT CORNERS, INTERSECTIONS, WITHIN 16 IN. OF EACH SIDE OF OPENINGS, WITHIN 8 IN. OF
<br />EACH SIDE OF MOVEMENT JOINTS, WITHIN 8 IN. OF THE ENDS OF THE WALLS AND AT A MAXIMUM SPACING OF 4 FEET ON CENTER
<br />INCLUDING BELOW & ABOVE WALL OPENINGS UNLESS NOTED OTHERWISE ON PLAN OR IN DETAILS. REINFORCEMENT ADJACENT TO OPENINGS
<br />NEED NOT BE PROVIDED FOR OPENINGS SMALLER THAN 16 IN. IN EITHER THE HORIZONTAL OR VERTICAL DIRECTION, UNLESS THE SPACING
<br />OF DISTRIBUTED REINFORCEMENT IS INTERRUPTED BY SUCH OPENINGS. HORIZONTAL JOINT REINFORCEMENT SHALL CONSIST OF AT LEAST
<br />TWO WIRES OF W1.7 SPACED NOT MORE THAN 16 IN. HORIZONTAL REINFORCEMENT SHALL ALSO BE PROVIDED AT THE BOTTOM AND TOP OF
<br />WALL OPENINGS AND SHALL EXTEND NOT LESS THAN 24 IN. NOR LESS THAN 48 BAR DIAMETERS PAST THE OPENING; CONTINUOUSLY AT
<br />STRUCTURALLY CONNECTED ROOF AND FLOOR LEVELS; AND WITHIN 16 IN. OF THE TOP OF WALLS. DOWELS SHALL BE USED TO PROVIDE
<br />CONTINUITY INTO THE STRUCTURE ABOVE AND/OR BELOW, UNLESS NOTED OTHERWISE. USE METAL LATH, MORTAR OR SPECIAL UNITS TO
<br />CONFINE CONCRETE AND GROUT TO AREAS REQUIRED.
<br />5101 STRUCTURAL STEEL:
<br />STRUCTURAL STEEL: SHALL CONFORM TO THE "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR
<br />BUILDINGS" BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. ALL W-SECTIONS SHALL CONFORM TO ASTM A992; ALL HSS
<br />SECTIONS SHALL CONFORM TO ASTM A500 GRADE B; ALL OTHER STRUCTURAL SHAPES AND PLATES SHALL CONFORM TO ASTM A36. ALL
<br />SHOP CONNECTIONS TO BE WELDED (UTILIZING E70XX ELECTRODES) AND FIELD CONNECTIONS TO BE BOLTED, UNLESS OTHERWISE NOTED
<br />ON STRUCTURAL DRAWINGS. STEEL TO RECEIVE ONE SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE
<br />GALVANIZING OR SLIP CRITICAL CONNECTIONS ARE INDICATED ON THE DRAWINGS.
<br />(STEEL TO BE HOT DIP GALVANIZED FOLLOWING FABRICATION AND INSTALLATION, APPLY ONE FIELD TOUCH-UP COAT OF APPROVED PAINT.)
<br />ALL BOLTED CONNECTIONS SHALL CONSIST OF MINIMUM 3/4- DIAMETER ASTM A325 HIGH STRENGTH BOLTS. BEAM CONNECTIONS SHALL BE
<br />DESIGNED BY THE FABRICATOR FOR THE REACTIONS SHOWN ON THE PLANS. IF NOT SHOWN, THE FABRICATOR SHALL DESIGN THE BEAM
<br />CONNECTIONS TO SUPPORT AN END REACTION OF W/2 KIPS FROM THE TABLES IN PART 3 "MAXIMUM TOTAL UNIFORM LOADS (ASD) IN KIPS
<br />FOR BEAMS LATERALLY SUPPORTED" OF THE MANUAL OF STEEL CONSTRUCTION (LATEST EDITION), BUT CONNECTIONS SHALL NOT HAVE LESS
<br />THAN (2) ROWS OF BOLTS. ANCHOR RODS SHALL CONFORM TO ASTM F1554 GR. 36 OR A36 (THREADED ROD) MINIMUM.
<br />HOLLOW STRUCTURAL SECTIONS: HSS COLUMNS SHALL HAVE BASE AND CAP PLATES AS IDENTIFIED ON PLAN. BASE PLATES SHALL BE
<br />ANCHORED USING FOUR 3/4-0 HEADED ANCHOR RODS CAST IN THE FOUNDATION OR SUPPORTING STRUCTURAL ELEMENT. LEVELING NUTS
<br />SHALL BE UTILIZED, WITH THE VOID BENEATH THE BASE PLATE FILLED WITH NON -SHRINK, NON-FERROUS GROUT.
<br />(WELDING SECTION DELETED AND ADDED AS STAND ALONE SECTION)
<br />Sill WELDING:
<br />WELDING SHALL BE DONE BY WELDERS WITH CURRENT CERTIFICATION USING ASTM E70 SERIES ELECTRODE FOR SHOP WELDING A36 STEEL,
<br />AND E70 SERIES LOW HYDROGEN ELECTRODES FOR ALL WELDING OF HIGH STRENGTH STEELS AND FOR FIELD WELDING.
<br />WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS. THE FABRICATOR's SHOP DRAWINGS SHALL REFLECT
<br />WELDS IN ACCORDANCE WITH A.W.S. REQUIREMENTS.
<br />FULL PENETRATION GROOVE WELDS SHALL BE INSPECTED BY ULTRASONIC TESTING. ALL OTHER WELDS SHALL BE VISUALLY INSPECTED WITH
<br />25% ULTRASONIC TESTED UNLESS NOTED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
<br />UNLESS NOTED OTHERWISE ON THE DRAWINGS, GROOVE WELDS SHALL BE FULL PENETRATION.
<br />PROVIDE FILLET WELDS AT CONTACT POINTS BETWEEN STEEL MEMBERS SUFFICIENT TO DEVELOP THE ALLOWABLE TENSILE STRENGTH OF THE
<br />SMALLER MEMBER AT THE JOINT UNLESS DETAILED OTHERWISE ON THE DRAWINGS.
<br />COMPONENT & CLADDING ULTIM4TE WIND PRESSUFJES
<br />1
<br />(PER ASCE 7-16)
<br />ULTIMATE WIND SPEED- Viih
<br />140niph
<br />NOMINALWIND SPEED. -Vasd--
<br />108 mph
<br />HEIGHT, h =24 ft
<br />a= 5 ft
<br />EXPOSURECATEGORY:
<br />B
<br />RISK CATEGORY-
<br />11
<br />PARAPET HEI(jfff�
<br />I
<br />5 ft
<br />ENCLOSED BUILDfNCi GCpi=
<br />+,/-0.18
<br />DIREcTiONA LITY FACTOR, Kd
<br />1.00
<br />ROOF SLOPE - 0.25/12
<br />COMPONENT LOCATION
<br />POSITIVE PRESStRIES (psi)
<br />NEGATIVE PRESSURES (psf)
<br />EFFECTIVE AREA, Ac
<br />10 ft2
<br />20 W
<br />50 W
<br />100 ft2
<br />10 ft2
<br />20 112
<br />50 f12
<br />100 tJ2
<br />ZONE 1: FIRST INTERIOR FROM EDGES
<br />16.9
<br />16.0
<br />16.0
<br />16.0
<br />-66.1
<br />-61.7
<br />-56.0
<br />-51.6
<br />ZONE V: SECOND INTERIOR FROM EDGES
<br />16.9
<br />16.0
<br />16,0
<br />16.0
<br />-38.0
<br />-38.0
<br />-38.0
<br />-38.0
<br />ZONE 2: WITHIN,, 0-6hH DI STANCE FROM
<br />38.0
<br />36.3
<br />34.1
<br />32.4
<br />-87.2
<br />-81.6
<br />-74.2
<br />-68.6
<br />;14
<br />EDGES
<br />0
<br />0
<br />ZONE 3: WITHIN,, 0.2hH DISTANCE FROM
<br />38.0
<br />36.3
<br />34.1
<br />32.4
<br />-87.2
<br />-81.6
<br />-74.2
<br />-68.6
<br />0�
<br />EDGES AT CORNERS
<br />ZONE 2 AT O\1RHANGS
<br />N/A
<br />N/A
<br />N/A
<br />N/A
<br />-80.9
<br />-73.4
<br />-63.5
<br />-56.0
<br />ZONE 3 AT OVERHANGS
<br />NI/A
<br />N/A
<br />N/A
<br />N/A
<br />-80.9
<br />-73.4
<br />-63.5
<br />-56.0
<br />ZONE 4: INTERIOR
<br />38.0
<br />36.3
<br />34.1
<br />32.4
<br />-41.1
<br />-39.4
<br />- 3 7.21
<br />-35.5
<br />ZONE 5: CORNER
<br />38.0
<br />36.3
<br />34.1
<br />32.4
<br />-50.6
<br />-47.3
<br />- 42. 8
<br />-39.4
<br />CASE A CASE B
<br />CASE A
<br />CASE B
<br />ZONE 2: EDGE ZONE 4: INTERIOR
<br />112.5
<br />105.2
<br />95.6
<br />88.3
<br />-66.4
<br />-63.1
<br />-58.6
<br />-55.3
<br />ZONE 3: CORNER ZONE 5: CORNER
<br />112.5
<br />105.2
<br />95.6
<br />88.3
<br />-75.9
<br />-70.9
<br />-64.2
<br />-59.2
<br />NOTES:
<br />1) " Ae" INDICATES EFFECTR7E AREA A S DEFINED BY SECTION 26.2 OF A SCE T
<br />2) PRESSURE VALUES IN ABOI�l TABLE A RE BA SED ON THE PARAMETERS LISTED AT THE TOP OF THE TABLE.
<br />3) GLAZED OPENINGS SHALL BE PROTECTED IN ACCORDANCE'w-ITH SECTION 26.10.3 OF ASCE 7.
<br />4) PRESSURES IN ABOVE TABLE ARE ULTIMATE VALUES. FOR ALLOWABLE STRES S DESIGN. OR FOR TESTING BA SED ON NOMINAL PR IEISURES,
<br />TA BLE VALUES ARE PERN11TTED TO BE MULTIPLIED BY 0.60.
<br />5) WHERE WIND LOADS ARE COMBINED WITH OTHER LOADS PER A SCE-7 LOAD COMBINATIONS- PRESSURRS IN A 1301�,`E TA BLE ARE PERNIITTED
<br />TO BE MULTIPLIED BY 0.85.
<br />5401 COLD -FORMED STEEL (CFS):
<br />SHALL BE DESIGNED BY THE FRAMING SUPPLIER'S SPECIALTY ENGINEER. ENGINEERED SHOP DRAWINGS &
<br />CALCULATIONS SHALL BE SUBMITTED AND BEAR THE SIGNATURE AND SEAL OF AN ENGINEER REGISTERED WITHIN THE 0. 11 0.611
<br />JURISDICTION OF THE PROJECT. FABRICATION AND ERECTION: ALL STRUCTURAL AND NON-STRUCTURAL STEEL 30
<br />FRAMING, SHALL BE IN ACCORDANCE WITH THE STANDARD FOR COLD -FORMED STEEL FRAMING - GENERAL L
<br />PROVISIONS, AMERICAN IRON AND STEEL INSTITUTE (AISI-GENERAL) AND AISI-NASPEC. THE QUALITY ASSURANCE,
<br />INSTALLATION AND TESTING OF COLD -FORMED STEEL SHALL BE IN ACCORDANCE WITH THE STANDARD FOR
<br />COLD -FORMED STEEL FRAMING, AMERICAN IRON AND STEEL INSTITUTE (AISI), SUBJECT TO THE LIMITATIONS THEREIN.
<br />THE BUILDING CONTRACTOR SHALL BE RESPONSIBLE FOR THE ERECTION AND SAFE STABILITY OF THE FRAME UNTIL
<br />THE STRUCTURAL SYSTEM IS COMPLETE AND CAPABLE OF RESISTING ALL DESIGN FORCES. ANY ALTERATIONS OR I I _'-, I
<br />MODIFICATIONS FROM THE DRAWINGS SHALL NOT BE MADE WITHOUT REVIEW AND WRITTEN APPROVAL BY THE
<br />ENGINEER OF RECORD AND SPECIALTY ENGINEER.
<br />I Ir I g) I I
<br />ASSEMBLY & INSTALLATION: ALL FRAMING MEMBERS SHALL BE CUT SQUARELY OR AT AN ANGLE AS REQUIRED TO
<br />FIT SQUARELY AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED.
<br />JOINING OF STRUCTURAL MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS OR WELDING. WIRE TYING OF
<br />FRAMING MEMBERS IN STRUCTURAL APPLICATIONS SHALL NOT BE PERMITTED. ATTACHMENT OF COLLATERAL
<br />MATERIALS TO STEEL MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS OR HARDENED SCREW SHANK NAILS.
<br />L_ -1
<br />METAL LATH MAY ALSO BE CONNECTED TO STEEL BY STAPLES OR OTHER FASTENERS, IF APPROVED BY LOCAL
<br />BUILDING CODE. STUDS SHALL SIT SQUARELY IN THE TOP AND BOTTOM RUNNER TRACK WITH FIRM ABUTMENT
<br />L_
<br />AGAINST TRACK WEBS. STUDS SHALL BE ALIGNED OR PLUMBED AND SECURELY FASTENED TO THE FLANGES OF
<br />LL A
<br />BOTH TOP AND BOTTOM RUNNER TRACK. AT ALL CUTS, STEEL SHALL BE PROTECTED. THE DRAWINGS ARE INTENDED
<br />:3
<br />TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTLY DIAGRAMMATIC. THEY
<br />ARE NOT INTENDED TO BE SCALED FOR ROUGH MEASUREMENTS. ALL DETAILS AND SECTIONS SHOWN ON THE
<br />DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION
<br />Gable. Sawtooth atid
<br />ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. THE CONTRACTOR, AND ALL
<br />SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, CONDITIONS AND DIMENSIONS AT THE JOB SITE AND
<br />Multispan Gable 6 7 degrees &
<br />ON THE DRAWINGS. THEY SHALL REPORT ANY ERRORS OR INCONSISTENCIES OF THE ABOVE TO THE ENGINEER
<br />BEFORE COMMENCING WORK. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL HAVE A WORK LAYOUT FROM
<br />Monoslope 5 3 degrees
<br />ESTABLISHED REFERENCED POINTS AND BE RESPONSIBLE FOR ALL LINES, ELEVATIONS AND MEASUREMENTS IN
<br />h :5 60' & alt design h<90'
<br />CONNECTION WITH THEIR WORK. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, SPECIFICATIONS OR
<br />OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING OF SUCH OMISSIONS OR ERRORS
<br />PRIOR TO PROCEEDING WITH ANY WORK WHICH APPEARS IN QUESTION. IN THE EVENT OF THE FABRICATOR AND/OR
<br />CONTRACTOR's FAILING TO GIVE SUCH NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY SUCH
<br />Vi
<br />WIND PRESSURE SCHEME
<br />ERRORS OR OMISSIONS AND THE COST OF RECTIFYING THE SAME.
<br />sc,
<br />ALE: N.T.S.
<br />IN ORDER TO ACHIEVE PROPER FASTENING OF SHEATHING TO EXTERIOR COLD -FORMED FRAMING, ADD 2"X 2"X
<br />33MIL ANGLE AT EDGES. ATTACH ANGLE TO EACH FRAMING MEMBER WITH (2) #12 SCREWS.
<br />FASTENERS:
<br />UNLESS NOTED OTHERWISE ALL POWDER ACTUATED FASTENERS (PAF) SHALL BE 0.145- DIAMETER KNURLED U.N.O.
<br />PAF AND SELF DRILLING METAL SCREWS (SDS) SHALL HAVE A MIN. 1- CENTER TO CENTER SPACING & 1/2"
<br />MINIMUM EDGE DISTANCE WHEN FASTENING METAL TO METAL. ALL PAF SHALL PENETRATE STEEL MEMBERS BY 1/4".
<br />BRIDGING:
<br />ALL STUDS OVER 8 FEET IN LENGTH REQUIRE A BRIDGE BAR AT MID -HEIGHT OR AT 6 FEET O.C. WHICHEVER IS
<br />LESS. INSTALL WITH BRIDGE CLIP USING #8 SCREWS PER MANUFACTURER'S WRITTEN SPECIFICATIONS.
<br />ENGINEERED SHOP DRAWINGS & CALCULATIONS SHALL BE SUBMITTED AND BEAR THE SIGNATURE AND SEAL OF A
<br />FLORIDA REGISTERED PROFESSIONAL ENGINEER.
<br />SHEETINDEX
<br />SO.1 GENERAL NOTES
<br />S1.0 FLOOR PLANS / DETAILS
<br />21 DS-0798
<br />Jerome J. DiMercurio
<br />,#IF KARINS
<br />,,,,,r 2 5 2021 ENSINEERING
<br />FL PE # 54446 FL. Cert. of Auth. # 8371
<br />1626 Ringling Boulevard, Suite 400
<br />Sarasota, FL 34236
<br />(941) 927-85251 Fax (941) 927-8075
<br />Jerome J. DiMercurio, PE
<br />FL . Registration # 54446
<br />SEAL
<br />* , , I'll"t
<br />D1 'if 10
<br />0
<br />FF. 41t
<br />No. 54
<br />FIC:
<br />021 :41
<br />S 0
<br />40t- 411,
<br />40
<br />1*
<br />10� 0 R I
<br />10
<br />Z
<br />0
<br />Uj
<br />0
<br />a
<br />LU
<br />z
<br />U
<br />U
<br />,�f
<br />U <
<br />INFO
<br />LO
<br />C)
<br />00
<br />C)
<br />co
<br />ce) C3
<br />cl)
<br />Lf)
<br />ce) Lc)
<br />.5 in
<br />_j C?
<br />C?
<br />LL r-
<br />A
<br />cr)
<br /><c,
<br />c,f
<br />CL C;
<br />04
<br />ce) M 6
<br />E �
<br />M 00
<br />>0 2
<br />0
<br />E
<br />�__ X
<br />c", X
<br />0,
<br />a)
<br />- c c')
<br />:3 LL
<br />c
<br />_j LL
<br />U_
<br />c�
<br />0
<br />(D 00
<br />> V)
<br />t-
<br />U,)
<br />< "
<br />= 91
<br />C,
<br />00 C'�
<br />0
<br />00
<br />qt
<br />C-4
<br />I
<br />4) a) c�
<br />> > (:>
<br />L V
<br />2 U J 2 L0
<br />r- c)
<br />1� c)
<br />co 00
<br />E C'4 -6
<br />0) LO 0)
<br />M (D M
<br />W 04
<br />0 ce) a)
<br />ca In CO
<br />F_
<br />w
<br />W
<br />0
<br />0
<br />C)
<br />141
<br />SEAL
<br />CLIENT
<br />CONSULTANT
<br />U)
<br />z
<br />(D
<br />r
<br />PROJECT
<br />U)
<br />z
<br />0
<br />CN
<br />co
<br />M
<br />_j
<br />U_
<br />wlL
<br />a-
<br />w
<br />N
<br />X
<br />l'-
<br />LO
<br />cl)
<br />L0
<br />"It
<br />00
<br />cf)
<br />@ CHANCEY DESIGN PARTNERSHIP
<br />THI� DRAWING AND ALL GRAPHIC AND MITTEN MATERIAL CONTAINED HEREIN CONSTITUTES ORIGINA!
<br />AND UNPUBLISHED WORKAND IS NOT TO BE COPIED. DISTRIBUTED, OR USED IN vVHoLE MIN PART.
<br />IMTHO T EXPRESSED. VVRITTENPERWSION OF CHANCEY DESIGN PA TNERSHIP.THISDRAVANGIS
<br />PROTECTED UNDER THE "ARCHITECTURAL WORKS COPYRIGHT PROTECTION ACT OF IM,'
<br />PROJECT# �
<br />21-DS-0798
<br />PROJ. ISSUED
<br />00/00/2021
<br />DATE PRINTED
<br />08/02/2021
<br />NO.
<br />DATE
<br />DESCRIPTION
<br />GENERALNOTES
<br />SHEET TITLE
<br />S0.1
<br />
|