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<br />GENERAL NOTES:
<br />1. CONTRACTOR IS RESPONSIBLE FOR AND SHALL VERIFY AND
<br />COORDINATE ALL DIMENSIONS AND DETAILS BEFORE PROCEEDING WITH
<br />WORK. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
<br />ATTENTION OF THE ARCHITECT AND ENGINEERS.
<br />2. DETAILS SHOWN IN ANY SECTION APPLY TO ALL SIMILAR SECTIONS AND
<br />CONDITIONS UNLESS NOTED OTHERWISE.
<br />3. CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT ALL WORK
<br />IN PROGRESS UNTIL THE BUILDING IS COMPLETED.
<br />4. ALL STRUCTURAL ITEMS FOR THIS PROJECT HAVE BEEN DESIGNED IN
<br />ACCORDANCE WITH APPROPRIATE PROVISIONS OF EACH OF THE
<br />FOLLOWING:
<br />A. THE FLORIDA BUILDING CODE, (SEVENTH EDITION) 2020.
<br />B. CI STANDARD 318-14 BUILDING CODE REQUIREMENTS FOR
<br />REINFORCED CONCRETE.
<br />C. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS
<br />402-16).
<br />D. AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION
<br />OF STRUCTURAL STEEL FOR BUILDINGS" 360-16.
<br />E. NDS FOR WOOD CONSTRUCTION WITH 2O18 NDS SUPPLEMENT.
<br />F. ASCE 7-16 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
<br />STRUCTURES".
<br />5. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE
<br />SPECIFICATIONS AND THE ARCHITECTURAL AND MECHANICAL DRAWINGS.
<br />IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE
<br />CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE ARCHITECT PRIOR TO
<br />PERFORMING WORK. IN CASE OF CONFLICT THE MOST STRINGENT
<br />CONDITION SHALL APPLY.
<br />6. ALL DIMENSIONS MUST BE COORDINATED WITH ARCHITECTURAL
<br />DRAWINGS AND WITH EQUIPMENT MANUFACTURER (I.E. WINDOW, DOOR,
<br />AIR HANDLER, ETC.). CONTRACTOR MUST OBTAIN AN ARCHITECTURAL
<br />DIRECTIVE IN CASE OF ANY CONFLICT. REFER TO ARCHITECTURAL
<br />DRAWINGS FOR DIMENSIONS NOT SHOWN IN STRUCTURAL DRAWINGS.
<br />7. ROOFTOP EQUIPMENT ANCHORAGE & OUTDOOR RACK MOUNTED
<br />EQUIPMENT ANCHORAGE. ALL ROOF TOP EQUIPMENT CURBS, ROOF TOP
<br />MECHANICAL EQUIPMENT, EQUIPMENT TIE DOWNS, AND CONNECTIONS
<br />OF ALL EQUIPMENT TO OUTDOOR RACKS OR BUILDING STRUCTURE FOR
<br />WIND LOADING ARE TO BE DESIGNED AND ENGINEERED BY A
<br />REGISTERED SPECIALTY ENGINEER RETAINED BY THE MECHANICAL
<br />EQUIPMENT SUPPLIER. SIGNED AND SEALED DRAWINGS AND
<br />CALCULATIONS ARE TO BE SUBMITTED TO THE ENGINEER OF RECORD
<br />FOR REVIEW AND APPROVAL. THE EQUIPMENT MANUFACTURER SHALL
<br />PROVIDE THE ATTACHMENT OF THE UNIT TO THE STRUCTURE AND
<br />SUBMIT TO THE ENGINEER LOADS, LOCATIONS, AND METHODS OF
<br />ATTACHMENT. THE STRUCTURAL ENGINEER WILL MAKE PROVISIONS IN
<br />THE DESIGN OF THE PRIMARY STRUCTURAL FRAME TO ACCOMMODATE
<br />THE LOADS AND ATTACHMENTS SUBMITTED BY THE MANUFACTURER.
<br />CONCRETE AND REINFORCING:
<br />1. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST ACI "BUILDING CODE
<br />REQUIREMENTS FOR REINFORCED CONCRETE, ACI-318".
<br />2. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTHS AS
<br />INDICATED BELOW:
<br />CONCRETE MAX WATER TYPE
<br />STRENGTH CEMENT RATIO AGGREGATE LOCATION USED
<br />5000 PSI 0.42 STONE CONCRETE U.N.O.
<br />4000 PSI 0.45 STONE FOUNDATIONS
<br />3000 PSI 0.52 STONE SLAB ON GRADE
<br />3. ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, NEW BILLET STEEL,
<br />DEFORMED BARS, CONFORMING TO ASTM A-615, GRADE 60. ALL BARS SHALL BE
<br />SECURELY SUPPORTED AND WIRED IN PLACE. PRIOR TO POURING CONCRETE.
<br />ALL REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A-706.
<br />4. ALL WELDED WIRE FABRIC (W.W.F.) IN FLAT SHEETS ONLY AND SHALL CONFORM
<br />TO ASTM A-185.
<br />5. UNLESS NOTED, ALL BARS MARKED CONTINUOUS SHALL BE SPLICED AT ALL LAP
<br />POINTS AND CORNERS AND DEVELOPED AT NON -CONTINUOUS ENDS AS PER
<br />TYPICAL DETAILS. SPLICE CONTINUOUS TOP BARS AT CENTER BETWEEN
<br />SUPPORTS AND SPLICE CONTINUOUS BOTTOM BARS AT SUPPORTS.
<br />6. CONCRETE COVER FOR REINFORCING BARS SHOWN IN TYPICAL DETAILS.
<br />7. UNLESS NOTED, TEMPERATURE REINFORCING (ASTM A-615-60) TO BE 0.0018 X
<br />CONCRETE AREA.
<br />8. PROVIDE #4 @ 12" O.C., WITH STANDARD HOOK, TOP BARS IN ALL SLABS AT
<br />DISCONTINUOUS ENDS UNLESS OTHERWISE NOTED ON PLANS. LENGTH OF
<br />BARS 1/4 OF SPAN, MINIMUM 3'-0". UNLESS OTHERWISE NOTED PROVIDE #4 @ 12"
<br />O.0 IN ALL CANTILEVERS. BAR LENGTH SHALL BE CANTILEVER SPAN PLUS 10'-0"
<br />PLUS STANDARD HOOK AT CANTILEVER ENDS.
<br />9. WHERE PIPE SLEEVES (UP TO 2" IN DIAMETER) PASS THROUGH CONCRETE
<br />BEAMS, PROVIDE ADDITIONAL STIRRUP EACH SIDE OF SLEEVE, SLEEVES FOR
<br />PIPES 2" IN DIAMETER OR LARGER MUST BE STEEL OR CAST IRON, AND THE
<br />LOCATION MUST BE APPROVED BY THE STRUCTURAL ENGINEER.
<br />10. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED JUST BEFORE
<br />PLACING NEW CONCRETE IN ACCORDANCE WITH THE BUILDING CODE.
<br />11. FOR CHAMFER OF EXPOSED CORNERS OF BEAMS AND/OR COLUMNS, SEE
<br />ARCHITECTURAL DRAWINGS.
<br />12. CONTRACTOR SHALL COORDINATE PLACEMENT OF, OR BOX OUT FOR, ALL PIPE
<br />SLEEVES, OPENINGS, ETC, REQUIRED FOR VARIOUS TRADES.
<br />13. CONTRACTOR SHALL COORDINATE AND NOTIFY OTHER TRADES IN SUFFICIENT
<br />TIME TO ALLOW THEM TO SET ANCHORS, INSERTS, BOLTS, HANGERS, ETC., AS
<br />REQUIRED FOR THEIR USE.
<br />14. SEE ARCHITECTURAL DRAWINGS FOR DETAILS OF FLASHING REGLETS, FASCIA
<br />DETAILS, ETC.
<br />15. UNDER NO CIRCUMSTANCES SHALL CONCRETE BE PUMPED THROUGH
<br />ALUMINUM PIPES. CONCRETE SHALL NOT BE PLACED IN CONTACT WITH
<br />ALUMINUM, ALUMINUM MIXING DRUMS, TRUCK MIXERS, BUGGIES, CHUTES,
<br />CONVEYORS, TREMIE PIPES, AND OTHER EQUIPMENT MADE OF ALUMINUM
<br />SHALL NOT BE USED ON THIS PROJECT.
<br />16. SLUMPS OF OVER 4 INCHES WILL NOT BE PERMITTED UNLESS THE HRWR
<br />ADMIXTURE (SUPER PLASTICIZER) IS USED. MAXIMUM SLUMP IS THEN 8 INCHES
<br />UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
<br />17. NO ADMIXTURE SHALL BE USED IN CONCRETE EXCEPT WITH THE PERMISSION
<br />OF THE ENGINEERS AND AFTER LABORATORY DESIGN MIX APPROVAL. ALL
<br />ADMIXTURES SHALL CONTAIN NO MORE CHLORIDE IONS THAN ARE PRESENT IN
<br />MUNICIPAL DRINKING WATER.
<br />18. WATER REDUCING ADMIXTURE SHALL CONFORM TO THE ASTM C-494, TYPE A,
<br />AND SHALL BE USED IN ALL CONCRETE.
<br />19. AIR ENTRAINING ADMIXTURE,SHALL CONFORM TO ASTM C260. AIR CONTENT OF
<br />CONCRETE SHALL BE USED AS FOLLOWS:
<br />A. FOR CONCRETE EXPOSED TO SOIL AND/OR WEATHER, 5%.
<br />B. FOR INTERIOR WALLS, COLUMNS, AND SLABS, 3%.
<br />20. FLY ASH - ASTMC618, TYPE, C OR TYPE F SHOULD BE USED BUT NOT TO EXCEED
<br />20% CEMENTITIOUS CONTENT.
<br />21. ALL EXPOSED CONCRETE SHALL RECEIVE A CURING COMPOUND. THE CURING
<br />COMPOUND SHALL CONFORM TO ASTM C309 AND SHALL HAVE 30% SOLIDS
<br />MINIMUM. WATER/BLANKET CURING AS PER ACI RECOMMENDATION MAY BE
<br />USED AS ALTERNATE.
<br />GENERAL STRUCTURAL NOTES
<br />FOUNDATION NOTES:
<br />1. FOUNDATIONS FOR THIS PROJECT HAVE BEEN DESIGNED ASSUMING THE
<br />SOIL IS SUITABLE TO SUPPORT 2000 PSF SPREAD FOOTINGS WITH
<br />SETTLEMENT NOT TO EXCEED 1/8". CONTRACTOR MUST CONTACT A
<br />GEOTECHNICAL ENGINEER TO DO A SOIL EXPLORATION WHICH MUST
<br />INCLUDE BORINGS AT A MINIMUM RATE OF ONE FOR EVERY 3000 SQUARE
<br />FOOT OF BUILDING BUT NOT LESS THAN TWO BORINGS. THE BORINGS
<br />MINIMUM DEPTH SHOULD BE TWENTY FIVE FEET (25'-01 OR TWICE THE
<br />LARGEST DIMENSION OF THE LARGEST FOUNDATION WHICH EVER IS
<br />GREATER. THESE REQUIREMENTS MAYBE MODIFIED AT THE DISCRETION OF
<br />THE GEOTECHNICAL ENGINEER. A REPORT SIGNED AND SEALED BY A
<br />PROFESSIONAL GEOTECHNICAL ENGINEER MUST BE SUBMITTED TO MCE
<br />PRIOR TO ANY FOUNDATION WORK.
<br />2. FILL AND SUBGRADE PREPARATION SHALL BE AS NEEDED TO OBTAIN THE
<br />SAFE BEARING PRESSURE INDICATED ON NOTE 1. ALL ORGANICS AND
<br />UNSUITABLE SOIL SHOULD BE REMOVED AND A MINIMUM OF 98% MUST BE
<br />OBTAIN UNLESS GEOTECHNICAL ENGINEER RECOMMENDATIONS ALLOW A
<br />LOWER PERCENT OF COMPACTION,
<br />3. ALL COLUMN AND WALL FOOTINGS SHALL BE CENTERED UNDER COLUMN
<br />AND WALL CENTERLINES UNLESS OTHERWISE NOTED.
<br />4. BACKFILLING AGAINST FOUNDATION WALLS SHALL BE DONE CAREFULLY
<br />WITH SMALL COMPACTION EQUIPMENT, AFTER SLABS ON GROUND ARE IN
<br />PLACE AND CONCRETE HAS SET. NO TRUCKS, BULLDOZERS, ETC. SHALL BE
<br />ALLOWED CLOSER THAN U-0" TO ANY FOUNDATION WALL. ANY WALL 3'-0"
<br />OR HIGHER MUST BE BRACED DURING THE CONSTRUCTION PROCESS.
<br />5. NO FOUNDATIONS SHALL BE PLACED ABOVE 1 VERTICAL ON 2 HORIZONTAL
<br />SLOPES EXTENDED FROM THE CLOSEST EDGE OF ANY UNDISTURBED SOIL
<br />OR OTHER FOUNDATION STRUCTURE. BOTTOM OF FOOTINGS SHALL NOT
<br />BE LESS THAN V-0" BELOW EXISTING GRADE (U.N.O.).
<br />6. FOR FOUNDATIONS SIZE AND REINFORCING SEE SCHEDULE.
<br />7. CONTRACTOR SHALL TREAT SOIL BENEATH BUILDING FOR TERMITES.
<br />MASONRY:
<br />1. DESIGN AND CONSTRUCTION SHALL CONFORM TO BUILDING CODE
<br />REQUIREMENTS FOR MASONRY STRUCTURES (ASCE 7-16) / TMS 402-16.
<br />2. MINIMUM NET COMPRESSIVE STRENGTH OF BLOCK ASSEMBLY SHALL
<br />BE 2000 P.S.I. (fm) MORTAR FOR MASONRY SHALL BE TYPE "S" OR "M".
<br />3. FOR ALL EXTERIOR AND INTERIOR BEARING, BED JOINTS ARE TO
<br />0
<br />COVER 100 /o OF THE MASONRY SURFACES AND ALL HEAD JOINTS ARE
<br />TO COVER 100% OF THE PROJECTED AREA OF THE FACE SHELLS.
<br />4. FILL ALL CELLS AS REQUIRED WITH 3000 P.S.I. GROUT. SLUMP SHALL BE
<br />8 TO 11 INCHES. SUBMIT DESIGN MIX FOR APPROVAL.
<br />5. MINIMUM HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE HOT DIP
<br />GALVANIZED TRUSS OR LADDER TYPE JOINT REINFORCING AT 16" O.C.,
<br />PROVIDE MANUFACTURE "T' AND "L" SHAPES FOR INTERSECTIONS AND
<br />CORNERS, (MINIMUM LAP 8").
<br />6. MINIMUM VERTICAL REINFORCING SHALL BE (1)-#5 @ 48" OR (1)-#4 @ 32"
<br />O.C., (U.N.O.).
<br />7. PROVIDE ADDITIONAL VERTICAL REINFORCING BAR AT EVERY CORNER,
<br />INTERSECTION, CONTROL JOINT, AND OPENING EDGES (U.N.O.).
<br />8. MINIMUM SPLICE FOR VERTICAL REINFORCING IS SHOWN IN DETAIL
<br />4-023, SPLICE FOR HORIZONTAL JOINT REINFORCING = 12".
<br />9. WALLS ARE DESIGNED TO BE BRACED BY FLOOR OR ROOF MEMBERS,
<br />CONTRACTOR SHALL PROVIDE TEMPORARY BRACING DURING
<br />CONSTRUCTION.
<br />10. ALL CELLS BELOW FIRST FLOOR FINISHED ELEVATION MUST BE FULLY
<br />GROUT FILLED.
<br />11. ALL KNOCK OUT BLOCK HORIZONTAL BARS SHALL HAVE CORNER BARS
<br />AT ALL CORNERS AND WALL INTERSECTIONS. SIZE AND NUMBER OF
<br />CORNER BARS SHALL BE SAME AS HORIZONTAL BARS.
<br />12. ALL INTERSECTING WALLS AND CORNER WALLS SHALL BE LAID IN AN
<br />OVERLAPPING MASONRY BONDING PATTERN, WITH ALTERNATE UNITS
<br />HAVING A BEARING OF NOT LESS THAN 3 INCHES ON UNIT BELOW.
<br />PRECAST CONCRETE FRAMING NOTES:
<br />1. 8" PRECAST PLANK SUPPORTED ON CAST IN PLACE CONCRETE BEAMS.
<br />2. SEE DRAWING S301 TO S403 FOR DETAILS AND SECTIONS.
<br />3. FOR ROOF DRAIN LOCATION, SEE ARCHITECTURAL AND MECHANICAL
<br />DRAWINGS. R.D. SHALL BE INDICATED ON SHOP DRAWINGS AND THEIR
<br />LOCATION APPROVED BY STRUCTURAL ENGINEER.
<br />4. PRECAST SCHEDULE:
<br />MIN. 28 DAYS STRENGTH (PSI) COARSE AGGREGATE
<br />PLANK 5,000 STONE
<br />5. ALL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE, NEW BILLET STEEL,
<br />DEFORMED BARS, CONFORMING TO ASTM A-615, GRADE 60. ALL REINFORCING
<br />BARS TO BE WELDED SHALL BE DEFORMED BARS CONFORMING TO ASTM A706,
<br />GRADE 60. WELDING OF REBARS SHALL BE IN ACCORDANCE WITH AWS D12.1
<br />"REINFORCING STEEL WELDING CODE". ALL BARS SHALL BE SECURELY
<br />SUPPORTED AND WIRED IN PLACE PRIOR TO POURING CONCRETE.
<br />6. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF ALL PRECAST
<br />COMPONENTS FOR REVIEW BY THE STRUCTURAL ENGINEER BEFORE
<br />PRODUCTION. DRAWINGS SHALL BE SIGNED AND SEALED BY FLORIDA P.E.
<br />7. THE CONTRACTOR SHALL CHECK ARCHITECTURAL, MECHANICAL AND
<br />ELECTRICAL PLANS TO VERIFY SIZES AND LOCATIONS OF ALL OPENINGS,
<br />REVEAL, DRIPS, BLACKOUTS, INSERTS, ETC. CAST INTO PRECAST MEMBERS.
<br />8. THE ERECTION WORK AND STRUCTURAL STABILITY DURING THE
<br />CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
<br />9. PRECASTER SHALL MAINTAIN FIRE RATING AS INDICATED IN CONSTRUCTION
<br />TYPE ON THE ARCHITECTURAL DRAWINGS. THIS SHALL BE MAINTAINTED AT
<br />ALL PANEL JOINTS, CONNECTIONS, SUPPORTS, AND RELATED ELEMENTS.
<br />STEEL ROOF DECK:
<br />1. STEEL ROOF DECK SHALL BE A MINIMUM OF 1-1/2" - 20 GAUGE WIDE RIB
<br />FOR SPANS UP TO 6'-0" OR 3" TYPE N - 20 GAUGE FOR SPANS UP TO
<br />12'-0". THE SIZE, TYPE AND GAUGE INDICATED ABOVE SHOULD BE USED
<br />UNLESS A DIFFERENT ONE IS INDICATED IN THE ROOF FRAMING NOTES
<br />OF THE ROOF PLAN DRAWING.
<br />2. ALL STEEL ROOF DECK SHALL BE GALVANIZED G90 AS PER ASTM
<br />SPECIFICATIONS.
<br />3. ALL STEEL ROOF DECK SHALL BE CAPABLE OF SUPPORTING ALL
<br />CONSTRUCTION LOADS.
<br />4. ALL STEEL ROOF DECK SHALL BE CONTINUOUS OVER FOUR OR MORE
<br />STRUCTURAL SUPPORTS (I.E. DECK SHOULD BE DETAILED FOR A THREE
<br />SPAN CONDITION.)
<br />5. STEEL ROOF DECK SHALL HAVE NESTING SIDE LAPS (ATTACHED BY
<br />MECHANICAL MEANS). PROVIDE FASTENER LAYOUT AS PER TYPICAL
<br />DETAIL 5-305.
<br />6. IF DECK IS CUT IN SINGLE SPAN CONDITION, EACH END OF SUCH
<br />SECTIONS SHALL BE WELDED TO ITS SUPPORT THROUGH WELDING
<br />WASHERS IN THE BOTTOM OF EACH RIB.
<br />7. IN AREAS WHERE THE DECK IS CUT AS PER NOTE 6, THE GAUGE OF THE
<br />SINGLE SPAN DECK SHALL BE ADJUSTED UPWARDS AS REQUIRED BY
<br />THE ENGINEER TO SUPPORT THE LOADS.
<br />8. ANY ELECTRICAL WORK WEIGHING MORE THAN 5 PSF OR 50 LBS
<br />CONCENTRATED SHALL BE HUNG FROM STEEL BEAMSMOISTS ONLY.
<br />FOR HANGERS, SEE SPECIFICATIONS. ALL MECHANICAL WORK AND
<br />PIPING SHALL BE HUNG FROM STEEL BEAMS/JOISTS.
<br />9. METAL DECK CONTRACTOR TO PROVIDE 18 GAUGE RIDGE PLATE,
<br />VALLEY PLATE, EDGE STRIP, ETC., AS REQUIRED.
<br />10. STEEL ROOF DECK SHALL BE WELDED AT ENDS AND ALL INTERMEDIATE
<br />SUPPORTING MEMBERS WITH 5/8" DIAMETER PUDDLE WELDS OR
<br />ELONGATED WELDS OF EQUAL STRENGTH SPACED PER SPECIFICATIONS
<br />IN THE BOTTOM OF THE RIB ACROSS THE WIDTH OF THE DECK UNIT.
<br />11. CUT OUT METAL DECK WHERE BOLT PROJECTIONS INTERFERE WITH
<br />METAL DECK.
<br />12. DIRECTION OF METAL DECK SHOWN THUS P_ ON PLAN.
<br />STRUCTURAL STEEL:
<br />1. ALL STRUCTURAL STEEL WORK SHALL BE FABRICATED AND ERECTED IN
<br />ACCORDANCE WITH THE LATEST A.I.S.C. SPECIFICATIONS.
<br />2. STRUCTURAL STEEL SHALL CONFORM TO:
<br />WIDE FLANGE (WF)
<br />ASTM A992 (50 KSI)
<br />SHAPES (L,T,C,PL)
<br />ASTM A36
<br />STRUCTURAL TUBE (HSS)
<br />ASTM A500 (46 KSI)
<br />STEEL PIPE (HSS)
<br />ASTM A500 (42 KSI)
<br />ANCHOR BOLTS
<br />ASTM F1554 (50 KSI)
<br />FRAMING BOLTS
<br />ASTM A325 OR A490
<br />SHEAR STUDS
<br />ASTM A108
<br />WELDING ELECTRODES
<br />E70XX
<br />3. SHOP CONNECTIONS MAY BE WELDED OR HIGH STRENGTH BOLTED. ALL
<br />BOLTS SHALL BE 3/4" DIAMETER MINIMUM. ALL CONNECTIONS SHALL
<br />CONFORM TO THE TYPICAL CONNECTION DETAILS SHOWN ON THE PLANS
<br />UNLESS SPECIFICALLY APPROVED BY THE ENGINEER.
<br />4. ALL FIELD CONNECTIONS SHALL BE BOLTED WITH HIGH STRENGTH BOLTS,
<br />SLIP -CRITICAL (FRICTION) TYPE EXCEPT WHERE SLOTTED HOLES ARE
<br />SPECIFIED OR WHERE MOVEMENT OF THE CONNECTED MEMBERS IS
<br />EXPECTED. IN THESE CASES PROVIDE OVERSIZED WASHER, HAND
<br />TIGHTEN BOLTS, AND TACK WELD WASHER TO NUT TO VERIFY ASSEMBLY
<br />IS HELD TOGETHER.
<br />5. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY
<br />CODE, ANS01.1, ALL WELDING SHALL BE PERFORMED USING E70XX U.N.O.
<br />6. CUTS, HOLES, COPINGS, ETC. REQUIRED IN STRUCTURAL STEEL MEMBERS
<br />FOR THE WORK OF OTHER TRADES SHALL BE SHOWN IN THE STRUCTURAL
<br />STEEL SHOP DRAWINGS AND SHALL BE MADE IN THE SHOP. HOLES SHALL
<br />BE REINFORCED AS REQUIRED BY THE ENGINEER.
<br />7. BURNING OF HOLES, CUTS, ETC. IN STRUCTURAL STEEL MEMBERS IN THE
<br />FIELD WILL NOT BE PERMITTED, EXCEPT WITH THE SPECIFIC APPROVAL OF
<br />THE ENGINEER.
<br />8. LL STEEL MEMBERS EXPOSED TO THE EXTERIOR/WEATHER (SUCH AS
<br />LINTELS, DOOR JAMBS, ETC.) OR PERMANENTLY IN UNCONDITIONED SPACE
<br />SHALL BE HOT DIPPED GALVANIZED.
<br />9. FOR MISCELLANEOUS STEEL, SEE ARCHITECTURAL DRAWINGS.
<br />10. ANY STEEL MEMBERS REQUIRED BY THE ELECTRICAL OR MECHANICAL
<br />TRADES FOR THE SUPPORT OF THEIR EQUIPMENT, WHICH ARE NOT
<br />SHOWN ONARCHITECTURAL OR STRUCTURAL DRAWINGS SHALL BE
<br />PROVIDED BY THE TRADE REQUIRING SUCH SUPPORT.
<br />11. SEE SPECIFICATIONS FOR PAINTING OF STRUCTURAL STEEL. ALL
<br />FABRICATION AND ERECTION MARKS SHALL BE COVERED DURING FIELD
<br />TOUCH-UP PAINTING.
<br />12. WHEN STEEL MEMBERS ARE WELDED TO EMBED PLATES IN CONCRETE,
<br />WELDING PROCESS SHOULD BE PERFORMED IN SUCH WAY THAT EMBED
<br />PLATE DOES NOT OVERHEAT AND EXPAND. SUCH EXPANSION WILL CRACK
<br />THE CONCRETE SURROUNDING THE EMBED PLATE AND MAY WEAKEN THE
<br />STRUCTURAL CAPACITY OF THE CONNECTION. WE RECOMMEND TO
<br />PROVIDE SEVERAL SINGLE PASSES TO BUILT UP THE WELD SIZE REQUIRE
<br />WITH COOLING OFF PERIODS TO AVOID THE EMBED PLATE EXPANSION.
<br />UNDER NO CIRCUMSTANCES PROVIDE MORE THAN 6" OF 1/4" WELD
<br />WITHOUT ALLOWING A COOLING OFF PERIOD.
<br />13. EXPOSED ENDS OF STRUCTURAL TUBES OR PIPES SHALL BE CAPPED WITH
<br />A MINIMUM 1/4" PLATE U.N.O.
<br />POST -INSTALLED ANCHORS
<br />1. POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON
<br />THE CONSTRUCTION DOCUMENTS. SPECIAL INSPECTIONS ARE
<br />REQUIRED PER THE PROVISIONS SET FORTH BELOW. CONTRACTOR TO
<br />CONTACT MANUFACTURER'S REPRESENTATIVE FOR PROPER PRODUCT
<br />INSTALLATION TRAINING ON INITIAL ANCHORS.
<br />2. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE
<br />SPECIFIED BELOW, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE
<br />ENGINEER -OF -RECORD ALONG WITH CALCULATIONS THAT ARE
<br />PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE
<br />CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED
<br />PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT
<br />PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING
<br />THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS
<br />REQUIRED BY THE BUILDING CODE.
<br />3. EXPANSION ANCHORS SHALL BE STUD TYPE WITH A SINGLE PIECE OF
<br />THREE SECTION WEDGE AND ZINC PLATED IN ACCORDANCE WITH ASTM
<br />B633. THE ANCHORS SHALL MEET FEDERAL SPECIFICATION FF-S-325,
<br />GROUP II, TYPE 4, CLASS I FOR CONCRETE EXPANSION ANCHORS.
<br />ANCHORS SHALL BE HILTI KWIK BOLT 3 AS SUPPLIED BY HILTI INC. TULSA
<br />OKLAHOMA. ANCHORS SHALL BE INSTALLED IN HOLES DRILLED WITH
<br />HILTI CARBIDE TIPPED DRILL BITS OR MATCHED TOLERANCE DIAMOND
<br />CORE BITS. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
<br />MANUFACTURE'S RECOMMENDATIONS.
<br />4. INJECTED ADHESIVE ANCHORS SHALL BE USED FOR INSTALLATION OF
<br />THREADED RODS. ADHESIVE SHALL BE FURNISHED IN A SIDE BY SIDE
<br />REFILL PACK WHICH KEEP COMPONENT A AND B SEPARATE. INJECTION
<br />ADHESIVE SHALL BE HILTI HIT HY 200 AS SUPPLIED BY HILTI INC. TULSA
<br />OKLAHOMA. ANCHOR RODS MEET ASTM F1554 (36 KSI). NUTS AND
<br />WASHERS SHALL BE FURNISHED TO MEET THE REQUIREMENTS OF AN
<br />ASTM F1554 (36 KSI) STEEL ROD.
<br />SHOP DRAWINGS:
<br />1. NO STRUCTURAL DRAWINGS SHALL BE REPRODUCED FOR USE AS SHOP
<br />DRAWINGS.
<br />2. ALL DIMENSIONAL COORDINATION SHALL BE DONE BY THE CONTRACTOR
<br />AND/OR HIS DETAILER.
<br />3. DETAILER SHALL CHECK ALL ARCHITECTURAL AND MECHANICAL
<br />DRAWINGS FOR ALL ATTACHMENTS, CLIPS, OPENINGS, OR DUCT WORK
<br />AFFECTING STRUCTURAL MEMBERS. ALL ITEMS SHALL BE SHOWN ON
<br />SHOP DRAWINGS.
<br />4. ALL SHOP DRAWINGS SHALL BE SUBMITTED ELECTRONICALLY IN PDF
<br />FORMAT. DISTRIBUTION AS PER ARCHITECT INSTRUCTIONS.
<br />5. PROVIDE SUFFICIENT SPACE ON SHOP DRAWINGS NEAR TITLE BOX (ABOUT
<br />40 SQUARE INCHES) FOR STAMPS AND ENGINEERS COMMENTS.
<br />6. THE SHOP DRAWINGS SHALL BEAR INITIALS OF DETAILER'S CHECKER AND
<br />CONTRACTOR PRIOR TO SUBMISSION.
<br />7. COMPLETED ERECTION PLANS SHALL BE SUBMITTED PRIOR TO OR IN
<br />CONJUNCTION WITH DETAIL DRAWINGS. BUT IN NO CASE SHALL DETAIL
<br />DRAWINGS BE SUBMITTED PRIOR TO ERECTION PLANS.
<br />8. DETAILER SHALL SUBMIT AN INDEX OF THE DETAIL DRAWINGS WITH EACH
<br />SHOP DRAWING SUBMITTAL.
<br />9. SHOP DRAWINGS NOT COMPLYING WITH ALL THE ABOVE ITEMS SHALL BE
<br />RETURNED FOR CORRECTIONS WITHOUT PROCESSING.
<br />10. RESUBMITTED SHOP DRAWINGS SHALL HAVE THE FOLLOWING CHANGES
<br />INCORPORATED: FIRST RESUBMISSION TO HAVE LETTER "A" ADDED TO
<br />DRAWING
<br />A. NUMBER AND ANY CHANGES MARKED ON THE DRAWING MARKED 1 AT
<br />EACH ITEM CHANGED. ALL ITEMS TO BE NOTED IN REVISION BOX.
<br />B. SUBSEQUENT RESUBMISSION SHALL BEAR CHANGES "B" AND 2 AND 3
<br />ETC. AS IN 11A.
<br />11. CONTRACTOR SHALL HAVE SHOP DRAWINGS WHICH HAVE BEEN
<br />SATISFACTORILY REVIEWED BY THE ARCHITECT AND/OR ENGINEER AND
<br />CONFIRMED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
<br />12. DETAILER SHALL USE THE SAME STRUCTURAL ELEMENTS NUMBERS IN HIS
<br />DETAILS AS THOSE SHOWN ON CONTRACT DRAWINGS.
<br />13. SHOP DRAWINGS FOR ALL STRUCTURAL ELEMENTS SHOULD BE
<br />SUBMITTED TO MCE WITH A MINIMUM TIME TO BE REVIEWED OF 10
<br />WORKING DAYS. IN CASE OF A LARGE SUBMITTAL OR MORE THAN ONE
<br />SUBMITTAL FOR THE SAME PROJECT, AN ADDITIONAL WORKING DAY IS
<br />REQUIRED FOR EVERY 5 DRAWINGS/SHEETS OVER 30 DRAWINGS/SHEETS.
<br />THE TIME INDICATED ABOVE IS FOR MCE REVIEW ONLY, CONTRACTOR
<br />MUST INCLUDE ENOUGH TIME FOR DELIVERY, ARCHITECTURAL REVIEW,
<br />AND OWNERS REVIEW AND WORK THIS TIME IN THE PROJECT SCHEDULE
<br />AS NEEDED.
<br />14. THERE SHALL BE NO DEVIATION FROM THESE CONSTRUCTION
<br />DOCUMENTS. IF ANY CHANGES ARE PROPOSED BY THE CONTRACTOR OR
<br />THE PROVIDER OF THE SHOP DRAWINGS THEY SHOULD BE CLEARLY
<br />INDICATED, SIGNED AND SEALED DRAWINGS AND CALCULATIONS BY A
<br />FLORIDA PROFESSIONAL ENGINEER MUST BE PROVIDED. ANY CHANGES
<br />WITHOUT PROPER DOCUMENTATION INDICATED ABOVE WILL RESULT IN
<br />SOME REVISIONS BY THE ENGINEER OF RECORD AND/OR ARCHITECT. THE
<br />COST FOR THESE REVISIONS INCLUDING ENGINEER AND ARCHITECTURAL
<br />FEES SHALL BE PAID BY THE CONTRACTOR.
<br />DELEGATED DESIGN
<br />1. SELECT SCOPE ITEMS IN THE PROJECT ARE CUSTOM DESIGNED AND
<br />ENGINEERED, THE ENGINEERING RESPONSIBILITY IS DELEGATED TO
<br />THE CONTRACTOR AND RELATED SUBCONTRACTORS.
<br />2. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS
<br />AND CALCULATIONS FOR SUCH ELEMENTS DESIGNATED TO BE
<br />DESIGNED BY A DELEGATED ENGINEER.
<br />3. DELEGATED ENGINEERING WILL ADDRESS ALL LOADING
<br />REQUIREMENTS INCLUDING WIND PRESSURES IN ACCORDANCE
<br />WITH THE LATEST FLORIDA BUILDING CODE. REFER TO THE
<br />COMPONENTS AND CLADDING PRESSURES PROVIDED FOR DESIGN
<br />PRESSURES ELEMENTS SHALL BE IN CONFORMANCE WITH.
<br />4. DELEGATED ENGINEERED DRAWINGS SHALL DEFINE MATERIAL
<br />THICKNESS, SIZING, CONNECTIONS, ETC. OF THE SUBMITTED
<br />SYSTEM.
<br />5. DELEGATED ENGINEERED DRAWINGS AND CALCULATIONS WILL BE
<br />REVIEWED AS PART OF THE SUBMITTAL PROCESS.
<br />6. BUILDING COMPONENTS THAT ARE NOT SPECIFIED AS DELEGATED
<br />TO OTHER ENGINEERS SHALL BE SUBMITTED WITH APPROPRIATE
<br />FLORIDA PRODUCT APPROVAL INFORMATION IN THE SUBMITTAL.
<br />WHERE A FLORIDA PRODUCT APPROVAL DOES NOT EXIST FOR A
<br />COMPONENT REQUIRING APPROVAL, THE DESIGN SHALL BE
<br />DELEGATED TO AN ENGINEER ON THE CONTRACTOR'S TEAM.
<br />STRUCTURAL SHEET INDEX
<br />Sheet
<br />Number
<br />Sheet Name
<br />S101
<br />GENERAL STRUCTURAL NOTES
<br />S102
<br />WIND DESIGN DATA AND LOAD SCHEDULE
<br />S201
<br />FOUNDATION PLAN
<br />S202
<br />SLAB ON GRADE PLAN
<br />S203
<br />2ND FLOOR FRAMING PLAN
<br />S204
<br />3RD FLOOR FRAMING PLAN
<br />S205
<br />ROOF FRAMING PLAN
<br />S301
<br />TYPICAL DETAILS
<br />S302
<br />TYPICAL DETAILS
<br />S303
<br />TYPICAL DETAILS
<br />S304
<br />TYPICAL DETAILS
<br />S305
<br />TYPICAL DETAILS
<br />S306
<br />TYPICAL DETAILS
<br />S401
<br />SECTIONS AND DETAILS
<br />S402
<br />SECTIONS AND DETAILS
<br />S403
<br />SECTIONS AND DETAILS
<br />S404
<br />SECTIONS AND DETAILS
<br />TO THE BEST OF OUR KNOWLEDGE INFORMATION AND BELIEF, THESE
<br />STRUCTURAL PLANS CONFORM TO AND SATISFY, THE FLORIDA BUILDING
<br />CODE 2020 (SEVENTH EDITION), ACI 318-14 AND LOCAL CODES AS APPLICABLE
<br />MASTER
<br />CONSULTING
<br />ail ENGINEERS, INC.
<br />STRUCTURAL CONSULTANTS
<br />5523 WEST CYPRESS ST., STE.200
<br />TAMPA, FLORIDA 33607-1735
<br />P 1813.287.3600 F 1813.287.3622
<br />www.mcengineers.com
<br />THIS DRAWING AND ALL INFORMATION CONTAINED HEREIN IS THE SOLE PROPERTY
<br />OF MASTER CONSULTING ENGINEERS, INC. AND MAY NOT BE REPRODUCED,
<br />COPIED, ALTERED OR USED IN ANY WAY WITHOUT THE EXPRESS WRITTEN
<br />AUTHORIZATION FROM MASTER CONSULTING ENGINEERS, INC.
<br />CA: 8426 PROJ NO. 2049-022
<br />© COPYRIGHT 2016
<br />Furr,
<br />Wegman &
<br />Banks
<br />Architects, P.A. AR0006480
<br />625 EAST ORANGE ST.
<br />LAKELAND, FL 33801
<br />E-MAIL: INFO@F W BARCH ITECTS.COM
<br />WW W. FW BARC H ITECTS.COM
<br />PH. 863.688.1211
<br />®COPYRIGHT 2021
<br />FURR, WEGMAN &BANKS ARCHITECTS, PA
<br />THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE SOLE
<br />PROPERTY OF FURR, WEGMAN & BANKS ARCHITECTS, PA.
<br />NO REPRODUCTION, REVISION OR REUSE Of THIS DRAWING IS
<br />AUTHORIIED WITHOUTSPECIFIC WRITTEN PERMISSION.
<br />ALL RIGHTS RESERVED.
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<br />JOB NUMBER:
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