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<br />GENERAL STRUCTURAL NOTES
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<br />GENERAL: DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND
<br />APPLY TO SIMILAR SITUATIONS ELSEWHERE, EXCEPT AS OTHERWISE INDICATED.
<br />STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB
<br />SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING,
<br />AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR DETAILS NOT SHOWN ON
<br />STRUCTURAL DRAWINGS.
<br />CONTRACTOR SHALL LOCATE ALL BURIED UTILITIES PRIOR TO EXCAVATION FOR
<br />BUILDING FOUNDATIONS. THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF
<br />POTENTIAL CONFLICTS BETWEEN FOUNDATIONS AND BURIED UTILITIES.
<br />CODE REQUIREMENTS: THE BUILDING STRUCTURE IS DESIGNED IN ACCORDANCE
<br />WITH THE 2014 FLORIDA BUILDING CODE 5TH EDITION. FOLLOW ALL APPLICABLE
<br />PROVISIONS FOR ALL PHASES OF CONSTRUCTION.
<br />TEMPORARY CONDITIONS: PROVIDE ADEQUATE BRACING, SHORING, AND OTHER
<br />TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE WORK. THE
<br />STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY
<br />UNDER FINAL CONFIGURATION ONLY.
<br />DESIGN CRITERIA: DESIGN WAS BASED ON STRENGTH AND DEFLECTION CRITERIA
<br />OF THE 2014 FLORIDA BUILDING CODE. IN ADDITION TO THE DEAD LOADS, THE
<br />FOLLOWING LIVE LOADS WERE USED FOR DESIGN:
<br />ROOF: 20 PSF LL 30 PSF SDL
<br />WIND SPEED 140 MPH PER CHAPTER 26 ASCE 7-10
<br />108 MPH NOMINAL
<br />RISK CATEGORY II
<br />EXPOSURE C
<br />INTERNAL PRESSURE COEFF +/- 0.18 ENCLOSED
<br />OPENINGS BELOW 60 FEET SHALL BE PROTECTED FROM WIND BORNE DEBRIS PER
<br />FBC 2014 AND ASCE 7-10 REQUIREMENTS.
<br />FOUNDATIONS: FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL
<br />RECOMMENDATIONS IN THE REPORT PREPARED BY: ARDAMAN & ASSOCIATES,
<br />INC PROJECT NUMBER: 15-1702 DATED: SEPTEMBER 2, 2015 WITH AN ALLOWABLE
<br />SOIL BEARING PRESSURE FOR SHALLOW FOUNDATIONS OF 2500 PSF.
<br />CONTRACTOR SHALL FOLLOW THE RECOMMENDATIONS SPECIFIED IN THE
<br />GEOTECHNICAL REPORT INCLUDING, BUT NOT LIMITED TO, SUBGRADE
<br />PREPARATIONS AND FOUNDATION INSTALLATION. THE GEOTECHNICAL ENGINEER
<br />SHALL EXAMINE THE EXCAVATION TO VERIFY SOIL CONDITIONS AND BEARING
<br />PRESSURE PRIOR TO PLACEMENT OF CONCRETE.
<br />CONCRETE: REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO THE
<br />FBC AND ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE".
<br />CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER
<br />TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:
<br />fc ABS W/C USE
<br />3000 PSI 0.58 FOUNDATIONS/SLAB ON GRADE
<br />4000 PSI 0.44 ALL USES, U.N.O.
<br />CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. FLY ASH CONFORMING TO ASTM
<br />C618, TYPE F OR TYPE C, MAY BE USED TO REPLACE UP TO 20% OF THE CEMENT
<br />CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA.
<br />COARSE AGGREGATE SHALL CONFORM TO ASTM C33 WITH A MAXIMUM SIZE OF
<br />3/4". FINE AGGREGATE SHALL BE CLEAN, DURABLE, NATURAL SAND CONFORMING
<br />TO ASTM C33.
<br />REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615,
<br />GRADE 60, FOR DEFORMED BAR AND ASTM A185 FOR SMOOTH WELDED WIRE
<br />FABRIC (WWF), UNLESS OTHERWISE NOTED, REINFORCING STEEL TO BE WELDED
<br />SHALL CONFORM TO ASTM A706. REINFORCING STEEL SHALL BE SECURELY TIED
<br />IN PLACE WITH #16 ANNEALED IRON WIRE.
<br />REQUIRED CONCRETE COVER FOR REINFORCING STEEL (UNLESS NOTED
<br />OTHERWISE):
<br />FOOTINGS 3" BOTTOM AND SIDES, 2" TOP
<br />SLABS 3/4"
<br />COLUMNS 1-1/2" TO TIES, 2" TOP
<br />BEAMS 1-1/2" TO STIRRUPS
<br />WALLS 1-1/2"
<br />MECHANICAL ANCHORS: MECHANICAL ANCHORS SHALL HAVE THE [CC ES
<br />EVALUATION REPORT INDICATING CONFORMANCE WITH CURRENT APPLICABLE
<br />ICC ES ACCEPTANCE CRITERIA. MECHANICAL ANCHORS SHALL BE EXPANSION
<br />TYPE OR SCREW TYPE AS NOTED ON THE DRAWINGS.
<br />IDENTIFY POSITION OF REINFORCING STEEL AND OTHER EMBEDDED ITEMS PRIOR
<br />TO DRILLING HOLES FOR ANCHORS. EXERCISE CARE IN CORING OR DRILLING TO
<br />AVOID DAMAGING EXISTING REINFORCING OR EMBEDDED ITEMS. NOTIFY THE
<br />ENGINEER IF REINFORCING STEEL OR OTHER EMBEDDED ITEMS ARE
<br />ENCOUNTERED DURING DRILLING.
<br />MASONRY WALLS: MASONRY UNITS SHALL MEET ASTM C90, TYPE 2. ASSEMBLIES
<br />SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF fm= 1500. MORTAR SHALL
<br />BE TYPE "M" OR "S" AND MEET ASTM C270. GROUT SHALL BE 2000 PSI MINIMUM
<br />COMPRESSIVE STRENGTH AND MEET ASTM C476.
<br />ALL CELLS CONTAINING VERTICAL BARS, BOND BEAMS, AND ALL CELLS BELOW
<br />GRADE SHALL BE FILLED WITH GROUT. MAXIMUM HEIGHT OF GROUT POUR
<br />ALLOWED IS 4'-0" UNLESS CLEAN❑OUT OPENING IS PROVIDED AT BOTTOM OF
<br />CELLS TO BE FILLED.
<br />UNLESS NOTED OTHERWISE EIGHT INCH MASONRY WALLS SHALL BE PARTIALLY
<br />REINFORCED MASONRY WALL CONSTRUCTION WITH #5 AT 48 INCH O.C. IN GROUT
<br />FILLED CELLS. ADD (1) #5 REINFORCING BAR EACH SIDE OF OPENINGS EXCEEDING
<br />3 FEET.
<br />PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O❑WAL OR
<br />ENGINEER -APPROVED EQUAL) AT 16" O.C.
<br />TIE BEAMS: TIE BEAMS SHALL BE CONCRETE, POURED AFTER THE BLOCK WALLS
<br />BELOW ARE IN PLACE. REINFORCING SHALL BE CONTINUOUS THROUGH TIE
<br />BEAMS WITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS AND BENT BARS AT
<br />CORNERS.
<br />PRECAST CONCRETE LINTELS: UNLESS INDICATED OTHERWISE, ALL LINTELS TO
<br />BE "U" TYPE PRECAST CONCRETE UNITS EQUAL TO UNITS MANUFACTURED BY
<br />CAST❑CRETE CORP. AND PRESTRESSED (AND ADDITIONALLY REINFORCED AS
<br />REQUIRED) IN ACCORDANCE WITH CAST❑CRETE CORP. "DESIGN MANUAL", LATEST
<br />EDITION, FOR THE SPAN AND LOADING CONDITION RELATIVE TO LINTEL LOCATION.
<br />LINTEL SIZE IF NOT SHOWN ON THE PLANS SHALL BE 8F8-1 B FOR OPENINGS LESS
<br />THAN 10 FEET AND 8F16-1 B/1T FOR OPENINGS 10 FEET TO 20 FEET. PROVIDE 8"
<br />MINIMUM BEARING FOR LINTELS UNLESS NOTED OTHERWISE.
<br />STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
<br />W-SHAPES ASTM A992 GRADE 50.
<br />CHANNELS, PLATES AND ANGLES ASTM A36.
<br />RECTANGULAR AND SQUARE TUBES ASTM A500 GRADE B (Fy = 46KSI).
<br />ROUND HSS ASTM A500 GRADE B (Fy = 42KS1).
<br />PIPES ASTM A53 GRADE B (Fy = 35KSI).
<br />DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC
<br />SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL
<br />STEEL FOR BUILDINGS".
<br />BOLTS SHALL CONFORM TO THE ASTM SPECIFICATION FOR A325 OR A490, HIGH
<br />STRENGTH BOLTS.
<br />WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN
<br />BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES
<br />AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED.
<br />ANCHOR RODS: UNLESS INDICATED OTHERWISE ON THE DRAWINGS, ANCHOR
<br />RODS SHALL BE ASTM F1554 GRADE 36 AND THE SIZE SHALL BE 3/4 DIA. AND SHALL
<br />EMBED INTO THE CONCRETE FOUNDATION A DISTANCE OF V-0" WITH A HEAVY HEX
<br />NUT AT THE EMBEDDED END.
<br />STEEL JOISTS: STEEL JOISTS SHALL BE THE SIZE AND SPACING AS SHOWN ON THE
<br />STRUCTURAL DRAWINGS AND SHALL BE DESIGNED, FABRICATED, INSTALLED AND
<br />BRIDGED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE SPECIFICATIONS.
<br />ENDS OF ALL BRIDGING LINES TERMINATING AT WALLS OR BEAMS SHALL BE
<br />ANCHORED THERETO AT TOP AND BOTTOM CHORDS. THE JOIST MANUFACTURER
<br />SHALL PROVIDE DESIGN CALCULATIONS FOR UPLIFT, EITHER CONFIRMING THE SJI
<br />BRIDGING REQUIREMENT OR PROVIDING A DESIGN ADEQUATE FOR THE UPLIFT.
<br />JOIST SIZES INDICATED ON PLANS ARE FOR STANDARD UNIFORM LOADING
<br />CONDITIONS INCLUDING DEAD, LIVE, AND POSITIVE WIND PRESSURES. JOISTS
<br />SHALL BE DESIGNED FOR ALL ADDITIONAL LOADS FROM ROOF TOP MECHANICAL
<br />UNITS, SUSPENDED EQUIPMENT, SUSPENDED WALL LOADS, OR AS INDICATED ON
<br />PLANS. JOISTS SHALL BE SPECIFICALLY DESIGNED FOR WIND UPLIFT.
<br />STEEL JOISTS SHALL BE DESIGNED TO WITHSTAND THE FOLLOWING LOADS, UNLESS
<br />NOTED OTHERWISE:
<br />180 PLF DEAD LOAD
<br />120 PLF LIVE LOAD
<br />300 LB (ROOF LIVE LOAD) POINT LOAD AT ANY LOCATION ON THE TOP CHORD
<br />NEGATIVE WIND PRESSURES IN ACCORDANCE WITH COMPONENT AND CLADDING
<br />DIAGRAM USING 5 PSF DEAD LOAD FOR NET UPLIFT FORCE
<br />ANY ADDITIONAL LOADS AS INDICATED ON PLANS
<br />SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS, SIGNED AND SEALED BY
<br />A STRUCTURAL ENGINEER LICENSED IN THE STATE OF FLORIDA, SUBSTANTIATING
<br />ALL STRENGTH, BRIDGING, AND SERVICEABILITY CRITERIA.
<br />STEEL ROOF DECK: STEEL ROOF DECK SHALL BE GALVANIZED AND CONFORM TO
<br />ASTM A653, STRUCTURAL QUALITY. THE GALVANIZED COATING SHALL CONFORM TO
<br />ASTM A653 G60; OR G90 WHERE LEFT PERMANENTLY EXPOSED TO WEATHER.
<br />ATTACHMENTS, CLOSURES ETC. SHALL BE IN ACCORDANCE WITH MANUFACTURERS
<br />RECOMMENDATIONS.
<br />DECK WELDING SHALL BE 5/8" EFFECTIVE DIAMETER PUDDLE WELDS AT 12"O.C. AT
<br />TRANSVERSE AND PERIMETER SUPPORTS, 16" O.C. AT LONGITUDINAL SUPPORTS,
<br />AND MECHANICALLY FASTEN SIDE LAP CONNECTIONS USING #10 SELF TAPPING
<br />SCREW AT 16" O.C. UNLESS NOTED OTHERWISE ON THE DRAWINGS.
<br />REFERENCED SYMBOLS
<br />SYMBOL DESCRIPTION
<br />STEP IN WALL ELEVATION
<br />SECTION MARK
<br />1 SIM DETAIL SECTION NUMBER
<br />A101 ON SHEET REFERENCE
<br />STRUCTURAL MASONRY WALL
<br />STRUCTURAL ABBREVIATIONS
<br />AB
<br />ANCHOR BOLT
<br />AFF
<br />ABOVE FINISHED FLOOR
<br />ARCH
<br />ARCHITECT, (URAL), (S)
<br />BLDG
<br />BUILDING
<br />BO
<br />BOTTOM OF
<br />BOT
<br />BOTTOM
<br />BRIG
<br />BEARING
<br />CANT
<br />CANTILEVER
<br />CJ
<br />CONTROL JOINT
<br />CL
<br />CENTERLINE
<br />CLR
<br />CLEAR, (ANCE)
<br />CMU
<br />CONCRETE MASONRY UNIT
<br />COL
<br />COLUMN
<br />CONC
<br />CONCRETE
<br />CONT
<br />CONTINUOUS
<br />COORD
<br />COORDINATE
<br />DEMO
<br />DEMOLITION
<br />DET
<br />DETAIL
<br />0
<br />DIAMETER
<br />DIM
<br />DIMENSION
<br />DL
<br />DEAD LOAD
<br />DWG
<br />DRAWING
<br />EA
<br />EACH
<br />EB
<br />EMBED
<br />EF
<br />EACH FACE
<br />EJ
<br />EXPANSION JOINT
<br />ELEV
<br />ELEVATION
<br />EQ
<br />EQUAL
<br />EW
<br />EACH WAY
<br />(E)
<br />EXISTING
<br />EXP
<br />EXPANSION
<br />FND
<br />FOUNDATION
<br />FTG
<br />FOOTING
<br />GA
<br />GAGE, GAUGE
<br />HORIZ
<br />HORIZONTAL, (S)
<br />HS
<br />HEADED STUD
<br />HDR
<br />HEADER
<br />INCL
<br />INCLUDE, (ED), (ING)
<br />K
<br />KIP, (S)
<br />LL
<br />LIVE LOAD
<br />MAX
<br />MAXIMUM
<br />MIN
<br />MINIMUM
<br />(N)
<br />NEW
<br />NO
<br />NUMBER
<br />NOM
<br />NOMINAL
<br />NTS
<br />NOT TO SCALE
<br />OC
<br />ON CENTER
<br />OPP
<br />OPPOSITE HAND
<br />OWJ
<br />OPEN WEB JOIST, (S)
<br />PCF
<br />POUNDS PER CUBIC FOOT
<br />PL
<br />PLATE
<br />PLF
<br />POUNDS PER LINEAR FOOT
<br />PMT
<br />PRE ENGINEERED METAL TRUSS
<br />PWT
<br />PRE ENGINEERED WOOD TRUSS
<br />PSF
<br />POUNDS PER SQUARE FOOT
<br />PSI
<br />POUNDS PER SQUARE INCH
<br />REINF
<br />REINFORCE, (ED), (ING)
<br />REQ
<br />REQUIRED
<br />RTU
<br />ROOF TOP UNIT
<br />SF
<br />SQUARE FOOT
<br />SHT
<br />SHEET
<br />SIM
<br />SIMILAR
<br />STD
<br />STANDARD
<br />TB
<br />TIE BEAM
<br />TO
<br />TOP OF
<br />TYP
<br />TYPICAL
<br />UNO
<br />UNLESS NOTED OTHERWISE
<br />VERT
<br />VERTICAL, (S)
<br />W/O
<br />WITHOUT
<br />WWF
<br />WELDED WIRE FABRIC
<br />W/
<br />-- WITH -
<br />ALLOWABLE DESIGN WIND PRESSURE (PSF)
<br />ZONE
<br />TRIBUTARY AREA
<br />10 SF
<br />50 SF
<br />100 SF
<br />a = 4.4FT
<br />INTERIOR 1
<br />10 / -26
<br />10 / -24
<br />10 / -23
<br />009
<br />EDGE 2
<br />10 / -43
<br />10 / -32
<br />20 / -28
<br />CORNER 3
<br />10 / -43
<br />10 / -32
<br />20 / -28
<br />mi
<br />INTERIOR 4
<br />23 / -25
<br />21 / -23
<br />18 / -20
<br />a
<br />3
<br />CORNER 5
<br />23 / -31
<br />21 / -26
<br />18 / -20
<br />SELECT STRUCTURAL
<br />12573 New Brittany Blvd
<br />Fort Myers, Florida 33907
<br />Phone: (239) 210-5090
<br />info@selectstructural.com
<br />Certification Auth. 28357
<br />106 N 37TH STREET, SUITE C
<br />ROGERS, ARKANSAS 72756
<br />W W W. BATESARCH ITECTS. CO M
<br />TEL: 479.633.8165
<br />Copyright 2016 Bates & Associates, Architects
<br />E Drawings and Specifications as instruments of service are and shall
<br />remain the property of the Architect. They are not to be used on other
<br />projects or extensions to this project except by agreement In writing
<br />and with appropriate compensation to the Architect.
<br />Contractor is responsible for confirming and correlating dimensions at
<br />Job site; the Architect will not be responsible for construction means,
<br />methods, techniques, sequences or procedures, or for safety
<br />precautions and programs in connection with the project.
<br />SITE/STORE #:
<br />37745
<br />CONSTRUCTION MANAGER
<br />CREIGHTON COMMERCIAL DEVELOPMENT
<br />900 SW PINE ISLAND ROAD, SUITE 202
<br />CAPE CORAL, FL 33991
<br />TENANT
<br />7-ELEVEN INC.
<br />1722 ROUTH ST. SUITE 1000 DALLAS, TX 75201
<br />CONTACT: DANIELTUBB
<br />STRUCTURAL CONSULTANT
<br />SELECT STRUCTURAL
<br />12573 NEW BRITTANY BLVD FORT MYERS, FL 33907
<br />CONTACT: SHAWN ANDERSON
<br />MEP CONSULTANT
<br />OMNI ENGINEERS
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<br />REVISIONS
<br />NO. DATE I DESCRIPTION
<br />PROJECT NUMBER: 16018
<br />RELEASE DATE: 03/31/2016
<br />GENERAL NOTES
<br />SELECT/STRUCTURAL
<br />5 4 3 1 2 1 1
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