|
STRUCTURAL NOTES
<br />STRUCTURAL DESIGN CRITERIA G-10 GENERAL CONTRACTOR SHALL COORDINATE THE STRUCTURAL RC-14 PROVIDE THE FOLLOWING CONCRETE COVERAGE'S OVER REINFORCING, M-16 CMU CELLS INDICATED IN PLAN OR NOTES AS FILLED CELLS SHALL BE COLD FORMED STEEL (METAL STUDS OR TRUSSES) DEFINITIONS OF ABBREVIATIONS
<br />DRAWINGS WITH ALL OTHER DISCIPLINES. WHERE THERE ARE GROUTED SOLID WITH 3000 psi CONCRETE GROUT (8" TO 10" SLUMP).
<br />D-1 CODES: FLORIDA BUILDING CODE 2020, 7TH EDITION CONFLICTS IN INFORMATION PRESENTED IN THE DRAWINGS OR IF THE B.O. FOOTINGS & UNFORMED EDGES- 3" CLR. MS-1 ALL STUDS AND/OR JOISTS AND ACCESSORIES SHALL BE OF THE
<br />DRAWINGS ARE UNCLEAR OR INSUFFICIENT IN ANY MANNER THAT MAY BEAMS &COLUMNS (TIES)- 1 1/2' CUR. M-17 SUBMIT REBAR PLACING SHOP DRAWINGS FOR REVIEW, ALSO INCLUDE TYPE, SIZE, GAUGE AND SPACING AS SHOWN ON THE DRAWINGS OR A.B. ANCHOR BOLT MISC. MISCELLANEOUS
<br />D 2 DESIGN LOADS: INHIBIT THE CONTRACTORS UNDERSTANDING OF THE PROJECT, SUCH SLABS (TOP & BOT.-STEEL) LOCATION OF MASONRY CONTROL JOINTS. TABLES. ABV. ABOVE MPH MILES PER HOUR
<br />LIVE LOAD ROOF: 20 PSF. CONFLICTS SHALL BE BROUGHT TO THE ARCHITECT/ENGINEER'S INTERIOR- 3/4" CLR. ACI AMERICAN CONCRETE MTL METAL
<br />ATTEN ITON PRIOR TO BIDDING AND THE NECESSARY ADJUSTMENTS EXTERIOR- 1 1/2" CLR. " M-18 REINFORCING STEEL SHALL BE NEW DEFORMED BARS THAT ARE FREE MS-2 ALL STRUCTURAL MEMBERS AND CONNECTIONS SHALL BE DESIGNED IN INSTITUTE NO. NUMBER
<br />D- - 3 ULTIMATE DESIGN WIND SPEED V ult 137 MPH, 3-SEC. GUST SHALL BE MADE PER THEIR INSTRUCTIONS, CONC. WALLS- AS NOTED (1 1/2 CLR. MIN.) FROM RUST, SCALE AND OIL AND CONFORM TO ASTM A615, GRADE ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE ARCH. ARCHED OR ARCHITECT
<br />NOMINAL DESIGN WIND SPEED V asd = 107 MPH, 3-SEC. GUST 60, WITH MINIMUM YIELD STRENGTH = 60,000psL WHERE WELDING SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STRUCTURAL STEEL ASTM AMERICAN SOCIETY OF NS.&FS. NEAR SIDE AND FAR SIDE
<br />RISK CATEGORY II G-11 ONLY WRITTEN .; HANGES APPROVED BY THE ARCHITECT AND ENGINEER RC-15 SHOP DRAWINGS FOR PLACEMENT SHALL BE SUBMITTED FOR REVIEW REQUIRED ASTM A706, GRADE 60 MEMBERS, LATEST EDITION. TESTING AND MATERIALS N.T.S. NOT TO SCALE
<br />EXPOSURE C SHALL BE PERMITTED. PRIOR TO REBAR FABRICATION. Q.C. ON CENTER
<br />ENCLOSED BLDG, INTERNAL PRESSURE COEFFICIENT M-19 A MINIMUM OF (3) FILLED CELLS SHALL BE LOCATED AT MS-3 ALL FRAMING MEMBERS SHALL BE FORMED FROM CORROSION BLW. BELOW OHGD OVERHEAD GARAGE
<br />(GCpi)=+/-0,18 RC-16 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY CONCENTRATED LOADS ON TYPICAL WALLS. RESISTANT STEEL, CORRESPONDING TO THE REQUIREMENTS OF ASTM BM BEAM DOOR
<br />NET JOIST UPLIFT SHALLOW FOUNDATIONS CORE DRILLING WILL NOT BE PERMITTED. SUBMIT LOCATION AND SIZE A-446 WITH A MINIMUM YIELD STRENGTH OF 50 ksi FOR SJ AND CJ B.O. BOTTOM OF OPG. OPENING
<br />40 PSF. ZONE 3 OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO M-20 PROVIDE (3) FILLED CELLS AT ALL CORNERS AND ENDS OF WALLS. STYLE STUDS AND 33 ksi FOR CR RUNNERS. (U.S.G. OR EQUIVALENT). BOT. BOTTOM OSB ORIENTED STRAND BOARD
<br />34 PSF. ZONE 2 SF-1 PREPARATION OF SUBGRADE SHALL BE IN STRICT ACCORDANCE CASTING CONCRETE. BRG. BEARING
<br />24 PSF. ZONE 1 WITH INSTRUCTIONS OUTLINED IN THE GEOTECHNICAL REPORT M-21 LAP ALL BOND BEAMS WHERE STEPPED 2'-0'. MS-4 FASTENING OF COMPONENTS SHALL BE WITH SELF DRILLING SCREWS C.J. CONTROL JOINT P.D.F. POWER DRIVEN FASTENERS
<br />15 PSF. ZONE 1'' FROM UNIVERSAL ENGINEERING SERVICES, LIES PROJECT No. RC-17 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE OF SUFFICIENT, NUMBER AND SPACING TO DEVELOP THE FULL DESIGN CLR. CLEAR
<br />0830.190061, REPORT No. 1677966, DATED MAY 22, 2019. INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. M-22 ALL DOWELS FROM THE FOUNDATION SHALL MATCH SIZE & LOCATION CAPACITY OF THE CONNECTED MEMBERS IN ACCORDANCE WITH THE CMU CONCRETE MASONRY UNIT P.E.M.T. PRE-ENGINEERED METAL
<br />D-4 SEISMIC: ZONE 0 OF THE VERTICAL REINFORCING IN MASONRY, UNLESS NOTED MANUFACTURER'S RECOMMENDATIONS. WIRE TYING OF COMPONENTS TRUSSES
<br />SF-2 SOIL BELOW NEW FOOTERS SHALL BE CLEAN COMPACTED SAND IN RC-18 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA DIFFERENTLY. EXTEND DOWEL A MIN. OF 48 BAR DIAMETERS FROM THE SHALL NOT BE PERMITTED. COL. COLUMN P.E.W.T. PRE-ENGINEERED WOOD
<br />D 5 ALLOWABLE SOIL BEARING PRESSURE 2500 PSF ACCORDANCE WITH FBC. 1818.2 AND THE RECOMMENDATIONS OF THE IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF FOUNDATION. CONC. CONCRETE TRUSSES
<br />PROJECT SPECIFICATIONS. REINFORCING. MS-5 PROVIDE HORIZONTAL STRAP BRIDGING 1j"x20 GAUGE AT 48" O.C., CONN. CONNECTION PL PLATE
<br />D-6 WIND CODE - ASCE 7-16 M-23 EXPANSION BOLTS SHALL BE "HILTI KWIK BOLT TZ2" SUPPLEMENTED BY SOLID BRIDGING AT 8'-0" O.C. MINIMUM AND AS CONT. CONTINUOUS PSF POUNDS PER SQUARE
<br />SF-3 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS RC-19 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP OR APPROVED EQUAL MINIMUM EMBEDMENT SHALL BE 4Y4" FOR X4" RECOMMENDED BY THE MANUFACTURER. CVR. COVER FOOT
<br />D-7 COMPONENTS AND CLADDING WIND PRESSURES UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY " " " DIA. DIAMETER
<br />DIA. 4 FOR � DIA3X� .. AND FOR � DIA. INSTALLED IN PSI POUNDS PER SQUARE
<br />FOR ASD PRESSURES MULTIPLY TABLE VALUES BY 0.6 ECCENTRICITY-2'. TOLERANCE FOR MISLOCATION OF COLUMN DOWELS U.O.N. AS HORIZONTAL STEEL REFER TO TYPICAL DETAIL MS-6 SUBMIT METAL STUD AND METAL TRUSS SHOP DRAWINGS & DTL DETAIL
<br />( ) ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. DO NOT CUT INCH
<br />OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS. EXISTING REINFORCING TO INSTALL. CALCULATIONS SIGNED AND SEALED BY AN ENGINEERED REGISTERED IN DWG. DRAWING P.T. PRESSURE TREATED
<br />c RC-20 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO THE STATE OF FLORIDA.(CONNECTIONS AND STUD GAGES SHOWN TO EA. EACH
<br />SF-4 HORIZONTAL JOINTS IN FOOTINGS WLL NOT BE PERMITTED. CONCRETE PLACEMENT. M-24 ADHESIVE ANCHORS SHALL BE "HILTI HIT-HY 270" OR APPROVED BE VERIFIED BY SPECIALTY ENGINEER) E.J. EXPANSION JOINT QTY. QUANTITY
<br />EQUAL. MINIMUM EMBEDMENT SHALL BE 6)(4" FOR -Y; DIA., 5' FOR %" EL. ELEVATION REINF. REINFORCEMENT
<br />O3 33 SF-5 WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS RC-21 EXPANSION BOLTS SMALL BE "HILTI KWIK BOLT TZ2" DIA., 4Y" FOR 7 " DIA., Wr FOR %" DIA. INSTALLED IN ACCORDANCE EMBED EMBEDMENT REQ'D REQUIRED
<br />O FOOTINGS. PROVIDE A MINIMUM CONTINUOUS 2' x 4" KEY WAY OR APPROVED EQUAL. MINIMUM EMBEDMENT SHALL BE 4-" FOR X4" WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING FIELD VERIFY CONDITIONS ' EXP. EXPOSURE OR EXPANSION RMD ROOF METAL DECK
<br />4'-0" E7 - - ACROSS JOINT FOR EACH 12" OF DEPTH. DIA., 4' FOR W DIA. AND 3W FOR )r DIA. INSTALLED IN REINFORCING TO INSTALL FV-1 CONTRACTOR SHALL VERIFY CONDITIONS AND DIMENSIONS RELATIVE TO FF FINISHED FLOOR
<br />ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. . DO NOT CUT SPF SPRUCE PINE FIR
<br />- - - SF-6 CONTRACTOR TO NOTIFY ARCHITECT IF SOIL CONDITIONS ARE EXISTING REINFORCING TO INSTALLM-25 THREADED ANCHORS SHALL BE ASTM A36 OR A307 QUALITY. ALL CMU THE SAME. WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD FFE. FINISHED FLOOR STL STEEL
<br />f I UNCOVERED THAT PREVENT THE REQUIRED SOIL BEARING PRESSURE CELLS TO RECEIVE ANCHORS SHALL BE GROUTED SOLLD. NOTIFY CONDITIONS AND DATA PRESENTED IN THE DRAWINGS, SUCH ELEVATION STRUCT. STRUCTURAL
<br />I I FROM BEING OBTAINED. RC-22 DOWEL BAR SPLICERS SHALL BE A COMPLETE ASSEMBLY, INCLUDING ENGINEER PRIOR TO SUBSITUTION OF ANY BOLTS INDICATED IN THE CONDITIONS SHALL BE CALLED TO THE ARCHITECT'S ATTENTION AND FG FINISHED GRADE 1 2 _ COUPLER, FROM ATTACHMENT (WSUBMIT. SUBSTITUTE
<br />HEN REQUIRED) AND THREADED BAR DRAWINGS. THE NECESSARY ADJUSTMENTS SHALL BE MADE PER THEIR fm MASONRY COMPRESSIVE
<br />OIO (DO SF 7 COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR SUP SOUTHERN YELLOW
<br />CAPABLE OF DEVELOPING THE BAR BEING SPLICED IN ACCORDANCE INSTRUCTIONS. STRENGTH PINE
<br />INTERFACE. INDIVIDUAL FOOTINGS SHOULD BE LOWERED WITH THE WITH ACI 318 SECTION 12.14.3. M-26 USE OF POWER ACTUATATED FASTNERS NOT ALLOWED IN MASONRY FND. FOUNDATION
<br />12'-0" 12'-0' I PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. CONTINUOUS WALL FV-2 GENERAL CONTRACTOR SHALL REVIEW AND APPROVE SHOP DRAWINGS FRM FRAMING T.O. TOP OF
<br />TOP AND BOTTOM
<br />T.O.
<br />L - - J IF I FOOTINGS SHOULD BE STEPPED AS DETAILED ON DRAWINGS. RC-23 HEADED STUD ANCHORS SHALL BE ASTM A 108, GRADE S, 1010 M-27 ALL HORIZONTAL REINFORCING ABOVE AND BELOW OPENINGS IN BEFORE SUBMITTING THEM TO THE ENGINEER, OTHERWISE THEY WILL FTG. FOOTING
<br />THROUGH 1020 AS MANUFACTURED BY NELSON STUD OR APPROVED CONCRETE BLOCK WALLS SHALL EXTEND 22' MINIMUM BEYOND EACH BE REJECTED. GA GAUGE TOF TOP OF FOOTING
<br />• L - Q - SF-8 EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS EQUIVALENT. STUD WELDING SHALL CONFORM TO AWS DO JAMB. G.C. GENERAL CONTRACTOR TOS TOP OF SLAB
<br />2 WHICH DISTURBS THE COMPACTED SOIL BENEATH THE "STRUCTURAL WELDING CODE." FV-3 IF THERE ARE ANY DISCREPANCIES THE STRICTER SHALL GOVERN. H.C.A. HEADED CONCRETE TS TUBE STEEL
<br />OAL
<br />FOOTINGS/FOUNDATIONS WILL NOT BE PERMITTED. " ANCHOR U 0 N UNLECSS 0TUI7DUISE
<br />3 3O RC-24 ADHESIVE ANCHORS SHALL BE "HILTI HIT-HY 200 OR APPROVED
<br />4• SF-9 REINFORCING SHALL BE SUPPORTED ON PRECAST CONCRETE PADS, EQUAL MINIMUM EMBEDMENT SHALL BE 6W FOR -' DIA,, 5" FOR 9"
<br />�i DOWELS FOR COLUMNS AND FILLED CELLS SHALL BE SECURED IN DIA., 404" FOR V DIA., %* FOR V DIA. INSTALLED IN ACCORDANCE
<br />IN PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR SETTING WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT EXISTING
<br />COLUMN DOWELS AND ANCHOR BOLTS. REINFORCING TO INSTALL.
<br />ROOF PRESSURES IN PSF SF-10 STEPS IN WALL FOOTING SHALL NOT EXCEED A SLOPE OF (1) RC-25 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL
<br />MULTIPLY BY 0.6 FOR ASID PRESSURES VERTICAL TO (2) HORIZONTAL. VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP OF
<br />INTERIOR
<br />PERIMETER
<br />CORNER
<br />TRIBUTARY AREA
<br />1
<br />2
<br />3
<br />area - 20 SF
<br />....._. 388
<br />173
<br />57
<br />173
<br />....... -89 fl
<br />173
<br />-121.3
<br />173
<br />2D SF < area <- 50 SF
<br />-38 8
<br />16 6
<br />-63 0
<br />16 6
<br />-83._ ..............
<br />16.6
<br />109 9
<br />16.8
<br />-
<br />50 SF < area <- 100 SF
<br />38.8
<br />57:2
<br />75.7
<br />94.7
<br />16.6
<br />16.6
<br />16.6
<br />16.6
<br />100 SF < area
<br />38.8
<br />-52.7
<br />70 0
<br />-83.3
<br />16.6
<br />16_6x
<br />16.6
<br />16.6
<br />8'-0'
<br />WALL PRESSURES IN PSF
<br />MIII _nPI Y RY nE`w FCW ARn PPFfi..gIIPFC
<br />INTERIOR
<br />END
<br />TRIBUTARY AREA
<br />area <= 20 SF
<br />............_ `.1.:............._
<br />...............:.::...............
<br />38.2
<br />382
<br />20 SF < area <= 50 SF
<br />9 7
<br />47.6
<br />354
<br />384
<br />50 SF < area <= 100 SF
<br />-37 4 ..
<br />.. -43 1
<br />34.2
<br />34.2
<br />100 SF < area
<br />...... -357 ....................................
<br />-39 7
<br />32.4
<br />32 4
<br />GENERAL NOTES
<br />G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START
<br />OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR
<br />STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK.
<br />G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY
<br />CONSTRUCTION ROADS. IT IS THE CONTRACTORS RESPONSIBILITY AT
<br />ALL TIMES TO MAINTAIN WALL STABILITY DURING THE CONSTRUCTION
<br />PHASE OF THIS PROJECT.
<br />G-3 IT IS THE CONTRACTORS RESPONSIBILITY TO PROTECT EXISTING
<br />FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING
<br />CONSTRUCTION.
<br />G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE
<br />REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING
<br />FROM THE STRUCTURAL ENGINEER.
<br />G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF
<br />THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR
<br />SUPPORTED ITEMS WHICH AFFECT THE STRUCTURAL DRAWINGS.
<br />G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE
<br />TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR
<br />SITUATION ELSEWHERE ON THE PROJECT EXCEPT WHERE A SEPARATE
<br />DETAIL IS SHOWN.
<br />G-7 IF SPECIFIC INFORMATION IS MISSING OR IF THERE ARE ANY
<br />DISCREPANCIES BETWEEN THE STRUCTURAL DRAWINGS, :.RCHITECTURAL
<br />DRAWINGS, STRUCTURAL DETAILS, STRUCTURAL NOTES, THE PROJECT
<br />SPECIFICATIONS, OR APPLICABLE CODES THE CONTRACTOR SHALL USE
<br />A SIMILAR DETAIL AND/OR THE MORE COSTLY ITEM OF CONFLICT.
<br />THE CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE
<br />ARCHITECT.
<br />G-8 PHOTOGRAPHIC REPRODUCTIONS OF THE STRUCTURAL DRAWINGS FOR
<br />SHOP DRAWINGS SHALL NOT BE PERMITTED.
<br />G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT
<br />DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR
<br />RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO
<br />SUBMITTING SHOP DRAWINGS TO ARCHITECT FOR REVIEW.
<br />NONCOMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN REJECTION
<br />OF SUBMITTAL.
<br />CONCRETE TO 6'-0" FOR #57 AGGREGATE AND 8'-0' FOR #8
<br />SF-11 CAUTION SHALL BE USED WHEN OPERATING VIBRATORY COMPACTION AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID
<br />EQUIPMENT NEAR EXISTING STRUCTURES TO AVOID THE RISK OF
<br />Q SEGREGATION OF CONCRETE DURING PLACEMENT.
<br />DAMAGING THE EXISTING STRUCTURE.
<br />RC-26 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO
<br />SF-12 ALL BACKFILL COMPACTION WORK ADJACENT TO RETAINING WALLS, ACI 318, SECTION 6.3.
<br />FOUNDATION WALLS ETC. SHALL USE LIGHT DUTY HAND OPERATED
<br />TAMPERS WITHIN 3'-O" DISTANCE FROM THE WALL RC-27 SLABS AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL
<br />PLANE. ALL REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL
<br />SF-13 AT EXTERIOR CMU FOUNDATION WALLS, WHEN THE HEIGHT BETWEEN CONSTRUCTION JOINTS.
<br />1 •
<br />STRUCTURAL STEEL
<br />S-1 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM
<br />TO THE AISC "STEEL CONSTRUCTION MANUAL", 15TH EDITION AND THE
<br />AISC 360-1.6 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS'
<br />S-2 STEEL DESIGNATIONS:
<br />WIDE FLANGES - ASTM A992 Fy=50k.s.i
<br />ALL OTHER HOT -ROLLED SHAPES AND PLATES - ASTM A36
<br />Fy=36k.s. i
<br />PIPE COLUMNS - ASTM A53, GRADE B Fy=35k.s.i
<br />STRUCTURAL TUBING - ASTM 1085, Fy=50k.s.i
<br />S-3 ALL HIGH -STRENGTH BOLTS SHALL MEET THE REQUIREMENTS OF THE
<br />"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490
<br />BOLTS."
<br />S-4 UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE 3/4" DIAMETER
<br />HORIZ. HORIZONTAL ... NnTGn
<br />SPECIALITY ENGINEERING REQUIREMENTS:
<br />SE-1 ALL GUARDRAILS, HANDRAILS OR MISC. STEEL, FOR EXAMPLE SHIPS
<br />LADDER SHALL BE DESIGNED BY THE FABRICATORS SPECIALITY
<br />ENGINEER. THIS INCLUDES MISCELLANEOUS SUPPORTS AND
<br />CONNECTIONS. SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW AND
<br />MUST BE SIGNED AND SEALED BY A STRUCTURAL ENGINEER.
<br />SE-2 ALL LIGHT GAUGE FRAMING SHALL BE DESIGNED BY A SPECIALITY
<br />ENGINEER AND SHALL INCLUDE FRAME, COVERING, AND CONNECTIONS.
<br />SHOP DRAWINGS SHALL BE , SUBMITTED FOR REVIEW AND MUST BE
<br />SIGNED AND SEALED BY A STRUCTURAL ENGINEER REGISTERED IN THE
<br />SAME STATE AS THE PROJECT LOCATION.
<br />SE-3 ALUMINUM CANOPIES SHALL BE DESIGNED BY THE FABRICATORS
<br />SPECIALITY ENGINEER AND SHALL INCLUDE FOUNDATIONS, COLUMNS,
<br />FRAMES, DECKING AND CONNECTIONS. SHOP DRAWINGS SHALL BE
<br />SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY A
<br />TOP OF SLAB AND FINISH GRADE IS GREATER THAN 3 -0 FOR A A-325 AND SHALL BE BEARING TYPE CONNECIIONS. IF A CERTAIN
<br />LENGTH OF 6'-0" OR MORE, CONTRACTOR SHALL PROVIDE TEMPORARY RC-28 PROVIDE (2) #5 BARS WITH 2'-0' PROJECTION ON ALL SIDES OF ALL SITUATION IS NOT DETAILED USE A SIMIALAR DETAIL CONNECTIONS STRUCTURAL ENGINEER REGISTERED IN THE SAME STATE AS THE
<br />RRAC[NA OF WA[ I unlTil 14 nAYS MINIMUM AFTFR RI AR 14 INRTAI I Fn- OPENINGS OR RE-ENTRANT CORNERS IN CONCRETE SHALL GENERALLY FOLLOW THE TYPES SHOWN IN AISC MANUAL OF PROJECT LOCATION. DESIGN LOADING(S) SHALL CONFORM TO ALL
<br />REINFORCED CONCRETE
<br />RC-1 ALL CONCRETE DESIGN PLACEMENT SHALL BE IN STRICT ACCORDANCE
<br />WITH THE ACI "BUILDING CODE REQUIREMENTS FOR STRUCTURAL
<br />CONCRETE," ACI 318-14.
<br />RC-2 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS.
<br />ALL CONCRETE TYPE I PORTLAND CEMENT. (ASTM C 150) 3000 psi.
<br />TYP COMPRESSIVE STRENGTH AT 28 DAYS (U.O.N.). 4000 psi. FOR
<br />TILT -UP WALLS
<br />SLUMP:
<br />FOOTINGS 4"
<br />COLUMNS 4' +/- 1"
<br />SLABS 4' +/- 1"
<br />TIE BMS & TIE COL'S 4' +/- 1"
<br />WATER: POTABLE
<br />CHLORIDE: NONE
<br />RC-3 PROVIDE NORMAL WEIGHT AGGREGATES IN COMPLIANCE WITH THE
<br />REQUIREMENTS OF ASTM C33.
<br />RC-4 FLYASH WHEN USED, SHALL BE LIMITED TO 20% OF THE CEMENTITIOUS
<br />MATERIAL.
<br />RC-5 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH
<br />RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO BE
<br />4" I.D.
<br />RC-6 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE
<br />PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS BEYOND
<br />THAT NOTED ABOVE.
<br />RC-7 CHAMFER ALL EDGES OF EXPOSED CONCRETE X4" UNLESS NOTED
<br />OTHERWISE.
<br />RC-5 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND
<br />INSTALLED IN ACCORDANCE WITH ACI 318-14 AND ACI DETAILING
<br />MANUAL, ACI 315.
<br />RC-9 REINFORCING STEEL SHALL BE NEW DEFORMED BARS THAT ARE FREE
<br />FROM RUST, SCALE AND OIL AND CONFORM TO ASTM A615, GRADE
<br />60, WITH MINIMUM YIELD STRENGTH = 60,000psi. WHERE WELDING
<br />REQUIRED ASTM A706, GRADE 60
<br />RC-1U ALL SLABS ON GRADE SHALL BE REINFORCED WITH WELDED WIRE
<br />FABRIC AS SHOWN IN THE DRAWINGS.
<br />RC-11 WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185.
<br />RC-12 LAP CONT. BOTTOM STEEL OVER SUPPORT AND CONT. TOP STEEL AT
<br />MID SPAN UNLESS OTHERWISE SPECIFIED. MIN. LENGTH OF LAPPED
<br />SPLICES SHALL BE AS FOLLOWS UNLESS NOTED. STAGGER SPLICES SO
<br />THAT NO TWO ADJACENT BARS ARE SPLICED IN THE SAME LOCATION
<br />UNLESS SHOWN OTHERWISE. WELDED WIRE FABRIC SHALL BE LAPPED
<br />ONE FULL MESH AT THE SIDES AND ONE FULL MESH PLUS 2" AT THE
<br />ENDS. MAKE ALL BARS CONTINUOUS AROUND CORNERS OF PROVIDE
<br />CORNER BARS OF EQUAL SIZE AND SPACING.
<br />BAR SIZE: SPLICE SIZE:
<br />#3 16"
<br />#4 22"
<br />#5 27"
<br />#6 35"
<br />RC-13 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 DEGREE
<br />HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE.
<br />AM SONRY
<br />M-1
<br />M-2
<br />M-3
<br />M-4
<br />M-5
<br />M-6
<br />M-7
<br />M-8
<br />M-9
<br />M-10
<br />ME
<br />M-12
<br />M-13
<br />M-14
<br />M-15
<br />MASONRY CONSTRUCTION SHALL CONFORM "BUILDING CODE
<br />REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES" (TM'S
<br />402/602-16) EXCEPT AS AMENDED BELOW.
<br />CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND
<br />SPECIFICATIONS FOR REFERENCE AT THE JOBSITE.
<br />STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE.
<br />ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE PLACEMENT
<br />OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY.
<br />USE TYPE "S' MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF
<br />1800psi. IN ACCORDANCE WITH ASTM C270
<br />MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE N WITH A
<br />MINIMUM COMPRESSIVE STRENGTH OF 1900psi ON NET SECTION TO
<br />PROVIDE NET AREA COMPRESSIVE STRENGTH OF MASONRY (F'm) OF
<br />1500psi., LAID IN RUNNING BOND.
<br />PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN ADDITION, PROVIDE
<br />FILLED CELLS W/ (1) #6 MIN. VERTICAL ADJACENT TO ALL OPENINGS,
<br />AND AT ANCHORAGE OF CONNECTIONS.
<br />PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH
<br />VERTICAL REINFORCING.
<br />REINFORCING FOR FILLED CELLS SHALL CONFORM TO ASTM A615,
<br />GRADE 60. PROVIDE THE FOLLOWING LAP SPLICES FOR REINFORCING.
<br />BAR SIZE: SPLICE SIZE:
<br />#4 24"
<br />#5 30"
<br />#6 36"
<br />ALL FILLED CELLS AND COLUMNS SHALL BE POURED AT LEAST TWO
<br />(2) HOURS PRIOR TO POURING BEAMS AND LINTELS.
<br />REINFORCING WALL WITH LADDER TYPE REINFORCEMENT
<br />('DUR-O-WALL" OR EQUAL) IN BED JOINTS AT 16' O.C. FOR RUNNING
<br />BOND MEASURED VERTICALLY. LAP SPLICE ALL HORIZONTAL WALL
<br />REINFORCING 6', PROVIDE PREFABRICATED "TEE" OR CORNER SECTIONS
<br />AT ALL INTERSECTING WALLS.
<br />UTILIZE LOW LIFT GROUTING TECHNIQUE FOR CONSTRUCTION OF ALL
<br />MASONRY WALLS. PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED
<br />CELLS WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN HEIGHT.
<br />CONCRETE FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT
<br />USING A "PENCIL" TYPE VIBRATOR.
<br />THE TYPICAL LINTELS OVER OPENINGS IN THE WALL SHALL HAVE (2)
<br />#5 BARS FOR 2 COURSES ABOVE OPENING FILLED SOLID UNLESS
<br />NOTED OTHERWISE PROVIDE THE FOLLOWING LINTELS OVER ALL
<br />MASONRY WALL OPENINGS.
<br />-PROVIDE MINIMUM END BEARING OF 8". CUT OUT BOTTOM OF
<br />LINTEL AT END TO ALLOW CONTINUATION OF FILLED CELL
<br />REINFORCING.
<br />PROVIDE (1) 15 CONTINUOUS HORIZONTAL IN KNOCK -OUT BLOCK
<br />BELOW ALL WINDOW SILLS, UNLESS NOTED OTHERWISE.
<br />PROVIDE VERTICAL REINFORCEMENT IN 3000psi GROUT FILLED CMU'
<br />CELL FROM FOOTING TO BEAM AT TOP OF WALL AS FOLLOWS:
<br />(1) #6 VERTICAL AT 2'-0" O.C.
<br />2 #5 HORIZONTAL BAR AT 8'-0' O.C.
<br />HORIZONTAL JOINT REINFORCEMENT 16" O.C.
<br />STEEL CONSTRUCTION.
<br />S-5 USE MIN. 3/4' A-325F BOLTS WITH CLASS A CONTACT SURFACE FOR
<br />SUP CRITICAL CONNECTIONS AS DESIGNATED ON PLANS BY A-325
<br />S.C.
<br />S-6 ALL BOLTS CAST IN CONCRETE SHALL BE ASTM F1554 -
<br />GRADE 36
<br />S-7 ALL SHOP AND FIELD WELDING SHALL BE DONE BY CURRENTLY
<br />CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1-04 "STRUCTURAL
<br />WELDING CODE -STEEL' AND PROOF OF WELDER CERTIFCATION SHALL
<br />BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
<br />S-8 ALL WELDS ARE TO CONFORM TO RISC STANDARDS AND LOAD
<br />TABLES. USE E70XX ELECTRODES FOR ALL WELDING UNLESS NOTED
<br />OTHERWISE GRIND SMOOTH ALL EXPOSED WELDS,
<br />S-9 SUBMIT STRUCTURAL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO
<br />FABRICATION. CLEARLY SHOW ALL PIECE MARKS, CONNECTIONS AND
<br />ERECTION DRAWINGS. ANY SPLICES NOT SHOWN ON CONTRACT
<br />DRAWINGS ARE TO BE CLEARLY NOTED FOR APPROVAL.
<br />S-10 DO NOT WELD TO EMBEDS UNTIL CONCRETE HAS CURED AT LEAST 72
<br />HOURS. USE APPROPRIATE WELDING PROCESSES TO LIMIT HEAT
<br />BUILDUP IN EMBED TO AVOID PLATE EXPANSION AND CRACKING OF
<br />CONCRETE
<br />S-11 WELDED CONNECTIONS SHALL DEVELOP THE FULL SHEAR AND/OR
<br />MOMENT CAPACITY OF THE MEMBERS CONNECTED. AS PER AISC
<br />S-12 ALL BOLTED STEEL CONNECTIONS ARE TO BE STANDARD AISC BOLTED
<br />CONNECTIONS AS PER THE AISC MANUAL AND SHALL BE CAPABLE OF
<br />SUPPORTING MAXIMUM ALLOWABLE UNIFORM BEAM LOADS, AS
<br />DETERMINED FROM THE TABLES OF UNIFROM LOAD CONSTANTS OF THE
<br />AISC MANUAL ALL BOLTS SHALL BE STRENGTH ASTM A325.
<br />ROOF METAL DECK
<br />RD-1 PROVIDE WIDE RIB PAINTED, METAL DECK WITH THE FOLLOWING MINIMUM
<br />PROPERTIES:
<br />1 1/2" MIN. DEPTH
<br />22 GAUGE
<br />Ip MIN. = 0.155 INr In MIN. = 0.183 IN 4 �FT
<br />Sp MIN. = 0.186 IN /FT Sn MIN. = 0.193 IN /FT
<br />Fy 33 ksi
<br />RD-2 PROVIDE A 36/5 WELDING PATTERN WITH W DIA. PUDDLE WELDS AND
<br />(5) SIDELAP FASTENERS (#10 TEK SCREWS) PER SPAN. PROVIDE
<br />PUDDLE WELDS AT 6' O.C. ALONG EDGES.
<br />RD-3 METAL DECK SHALL BE CONTINUOUS FOR A MINIMUM OF THREE
<br />SPANS.
<br />RD-4 ALL ROOF OPENINGS GREATER THAN 12"X12" SHALL BE FRAMED WITH
<br />STEEL ANGLES COORDINATE WITH ROOF PLAN SEE DETAIL:
<br />REQUIREMENTS OF THE BUILDING CODE (SEE GENERAL NOTES FOR
<br />APPLICABLE BUILDING CODE).
<br />H.S. HEADED STUD
<br />IN
<br />INCH(ES)
<br />INT.
<br />INTERIOR
<br />VERT.
<br />VERTICAL
<br />J.B.
<br />JOIST BEARING
<br />W/
<br />W/C
<br />NTH
<br />WATER CEMENT
<br />J.G.
<br />JOIST GIRDER
<br />yyyyF
<br />WELDED WIRE FABRIC
<br />JST.
<br />JOIST
<br />JT.
<br />JOINT
<br />L
<br />ANGLE
<br />MAX.
<br />MAXIMUM
<br />M/C
<br />MOISTURE CONTENT
<br />M.C.J.
<br />MASONRY CONTROL JOINT
<br />MFR.
<br />MANUFACTURER
<br />MIN.
<br />MINIMUM
<br />SPECIAL INSPECTION
<br />SI-1 THE CONTRACTOR OR OWNER SHALL EMPLOY A QUALIFIED
<br />INDEPENDENT INSPECTION AGENCY. THIS AGENCY (REFERRED TO AS
<br />INSPECTOR HEREIN) SHALL BE RESPONSIBLE FOR VERIFYING THAT
<br />PROJECT STRUCTURAL WORK IS ACCOMPLISHED IN CONFORMANCE WITH
<br />THE CONTRACT DOCUMENTS.
<br />SI-2 DURATION AND FREQUENCY OF JOB VISITS SHALL BE SUFFICIENT FOR
<br />THE INSPECTOR TO STATE AT THE COMPLETION OF THE PROJECT
<br />THAT THE STRUCTURAL WORK IS ACCOMPLISHED, AND ITS RELATED
<br />ELEMENTS HAVE BEEN ERECTED IN ACCORDANCE WITH THE CONTRACT
<br />DOCUMENTS. SPECIFIC SYSTEMS TO BE INSPECTED INCLUDE:
<br />CONCRETE (FOUNDATION, COLUMNS & BEAMS)
<br />CONCRETE (SLAB ON GRADE)
<br />MASONRY
<br />STRUCTURAL STEEL' (INCLUDING BAR JOISTS AND JOIST GIRDERS)
<br />METAL DECK
<br />LIGHT GAUGE FRAMING
<br />SI-3 THE FOREGOING LIST IS NOT INTENDED TO BE ALL INCLUSIVE. THE
<br />INSPECTOR SHALL USE HIS PROFESSIONAL JUDGMENT AND HIS
<br />KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTORS'
<br />PERFORMANCE TO DECIDE WHICH ADDITIONAL STRUCTURAL SYSTEM OR
<br />ITEMS MAY REQUIRE ATTENTION.
<br />SI-4 THE INSPECTOR DOES NOT RELIEVE THE CONTRACTOR'S CONTRACTUAL
<br />OR STATUTORY OBLIGATIONS. THE CONTRACTOR HAS THE SOLE
<br />RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT
<br />DOCUMENTS. THE INSPECTOR WILL NOT REPLACE THE QUALITY
<br />CONTROL PERSONNEL OF THE CONTRACTOR.
<br />SI-5 ALL INSPECTION REPORTS SHALL BE FORWARD BY THE INSPECTOR TO
<br />THE ENGINEER AND ARCHITECT OF RECORD.
<br />SUBMITTALS
<br />SB-1 CONCRETE MIX DESIGNS
<br />SB-2 REBAR PLACEMENT SHOP DRAWINGS WITH FOUNDATIONS, BEAMS AND
<br />WALLS
<br />SB-3 SHOP DRAWINGS FOR STEEL STRUCTURE (STEEL JOIST, BEAMS, ETC.)
<br />SB-4 CALCULATIONS AND SHOP DRAWINGS FOR ALL EXTERIOR LIGHT GAUGE
<br />FRAMING
<br />SB-5 CALCULATIONS AND SHOP DRAWINGS FOR ALUMINUM CANOPIES
<br />iff ��=7
<br />BOWEN ENGINEERING
<br />CORPORATION
<br />1528 VASSAR STREET
<br />ORLANDO, FL 32804
<br />EB 5026
<br />BEC PROJECT No. 2022.050
<br />W a
<br />Associates, Inc. AA26001933
<br />Architecture • Planning Interior Design
<br />1.4125 N' W. 30th Ave. Suite 303
<br />Miami Lakes, Fl. 33016
<br />T. 786-235-9097
<br />F. 305-362-4420
<br />dtiinfo@dtiarchitect.com
<br />www.dtiarchitect.coni
<br />H, MA rT�f'.
<br />�� �'••� G E N S'•.yF ��i
<br />No.54831
<br />*: Z*
<br />S :
<br />LU
<br />000• STATE OF 0 ki ft
<br />,,�I�►W *% O R -.�• �• , i a
<br />I
<br />Revisions: -1 I
<br />U
<br />Z
<br />0� �M
<br />�00
<br />(� Q Z o
<br />00C 30LL
<br />UQ �acn
<br />>M
<br />W
<br />LIB N
<br />0
<br />a
<br />Job Number:
<br />22008.01
<br />File name:
<br />Issued Date:
<br />07-25-22
<br />Drawn by:
<br />G K
<br />Checked by:
<br />WM
<br />11 SHEET NAME 1
<br />STRUCTURAL
<br />NOTES
<br />SHEET NUMBER
<br />s-o.01
<br />
|