1 FLEET LANDING Coleman Bldg Reno COMM21-0042 _STRU permit set_1SHEET PRINTED ON:FILE PATH:DATE:
1414 UNDERWOOD AVE. WAUWATOSA, WI 53213 414.431.3131 TEL 414.431.0531 FAX WWW.AGARCH.COM
AG PROJECT NUMBER:
SHEET INDEX
OWNER
DEVELOPMENT CONSULTANT
Clark Advisory Services
1015 Atlantic Boulevard
Atlantic Beach, FL 32233
904.834.9373
407.235.8053 (C)
One Fleet Landing Boulevard
Atlantic Beach, FL 32233
Fleet Landing
FOOD SERVICE CONSULTANT
Scopos Hospitality Group
300 West Chestnut Street, Suite 201
Ephrata, PA 17522
717.733.5810
INTERIOR DESIGN
Studio 121 Inc.
2305 Kline Ave Suite 100
Nashville, TN 37211
615.469.4121
615.469.6121 (fax)
STRUCTURAL CONSULTANT
McVeigh & Mangum
Engineering, Inc
9133 RG Skinner Pkwy
Jacksonville, FL 62256
904.438.5200
MEP CONSULTANT
Professional Engineering
Consultants
303 South Topeka
Wichita, KS 67202
(316) 206-1456
PERMIT SET
7/29/2021 4:05:24 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvtAtlantic Beach, Florida
Coleman Remodel
16 APRIL 2021
200801
STRUCTURAL
S000 COVER SHEET
S001 DESIGN CRITERIA & GENERAL NOTES
S100 FOUNDATION PLAN
S101 2ND FLOOR FRAMING PLAN
S102 ROOF FRAMING PLAN
S201 SPORTS BAR, DUMB WAITER, AND STAIR SECTIONS
S301 HOOD, STATUE SUPPORT AND ELEVATOR LOBBY SECTIONS
METAL DECK S/S SD
STEEL JOIST CALCULATIONS S/S SD
STRUCTURAL STEEL CONNECTIONS S/S SD
STRUCTURAL STEEL S/S SD
CONCRETE MIX DESIGNS S/S SD
CONCRETE EMBED LAYOUT S/S SD
CONCRETE CONSTRUCTION JOINT LAYOUT S/S SD
CONCRETE REINFORCING LAYOUT S/S SD
PRE-ENGINEERED METAL STAIRS AND LANDINGS S/S SD
MISC STEEL FABRICATIONS S/S SD
EXTERIOR CLADDING (CURTAINWALLS)S/S SD
STEEL JOIST DRAWINGS S/S SD
N
GENERAL SYMBOLS
PLAN, SECTION OR DETAIL NO
SHEET NUMBER
KEYED NOTE TO PLAN
NORTH ARROW
1
S
STRUCTURAL ABBREVIATIONS
1
GA
GALV
GB
GC
GT
HGT
HORIZ
HSA
HT
IF
INFO
INT
JNT
JST
LB
LG
LLH
LLV
LSH
LSV
MANUF
MAT'L
MAX
MECH
MIN
MISC
NIC
NO or No
NS
NTS
OC
OD
OF
O/O
OPNG
OPP
PEMB
PERP
PL
PNL
PREFAB
PSF
PSI
PT
QTY
R or RAD
RD
REF
REINF
REQ
REQ'D
RET
REV
GAGE
GALVANIZED
GRADE BEAM
GENERAL CONTRACTOR
GIRDER TRUSS
HEIGHT
HORIZONTAL
HEADED STUD ANCHOR
HIP TRUSS
INSIDE FACE
INFORMATION
INTERIOR
JOINT
JOIST
POUND
LONG
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONG SIDE HORIZONTAL
LONG SIDE VERTICAL
MANUFACTURER
MATERIAL
MAXIMUM
MECHANICAL
MINIMUM
MISCELLANEOUS
NOT IN CONTRACT
NUMBER
NEAR SIDE
NOT TO SCALE
ON CENTER
OUTSIDE DIAMETER
OUTSIDE FACE
OUT TO OUT
OPENING
OPPOSITE
PRE-ENGINEERED METAL
BUILDING
PERPENDICULAR
PLATE
PANEL
PREFABRICATED
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
POST TENSIONED
QUANTITY
RADIUS
ROUND
REFERENCE
REINFORCE(MENT)
REQUIRE
REQUIRED
RETAINING
REVISION
#
Ø
□
&
@
ALUM
AR
ARCH
ASSY
B/
BETWN
BLDG
BM
BOT
BPL
BRG
C TO C
CANT
CFS
CJ
CL
CLR
CMU
COL
CONC
CONN
CONST
CONT
CONTR
CTR
CTRD
DBA
DEFL
DET
DIA
DIAG
DIFF
DIM
DO
DWG
EA
EF
EJ
EL
ELEC
ELEV
ENGR
EOD
EOR
EOS
EQ
EQUIP
EXIST
EXP
EXT
EW
FB
FD
FDN
FF
FLR
FS
FTG
NUMBER OR POUND
ROUND OR DIAMETER
SQUARE
AND
AT
ALUMINUM
ANCHOR ROD
ARCHITECTURE
ASSEMBLY
BOTTOM OF
BETWEEN
BUILDING
BEAM
BOTTOM
BASE PLATE
BEARING
CENTER TO CENTER
CANTILEVER
COLD FORMED STEEL
CONSTRUCTION JOINT
CENTER LINE
CLEAR
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONSTRUCTION
CONTINUOUS
CONTRACTION
CENTER
CENTERED
DEFORMED BAR ANCHOR
DEFLECTION
DETAIL
DIAMETER
DIAGONAL
DIFFERENT
DIMENSION
DITTO
DRAWING
EACH
EACH FACE
EXPANSION JOINT
ELEVATION
ELECTRICAL
ELEVATOR
ENGINEER
EDGE OF DECK
ENGINEER OF RECORD
EDGE OF SLAB
EQUAL
EQUIPMENT
EXISTING
EXPANSION
EXTERIOR
EACH WAY
FLAT BAR
FLOOR DRAIN
FOUNDATION
FINISH FLOOR
FLOOR
FAR SIDE
FOOTING
SECT
SCHED
SIM
SOG
SP
SPA
SPEC
SQ
STD
STIFF
STL
STR
STRUCT
SYM
SYP
T&B
T/
T/U PANEL
TE
THK
THRD
TRANSV
TS
TYP
UON
VER
VERT
WA
w/ or W/
w/o
WP
WS
WWF
SECTION
SCHEDULE
SIMILAR
SLAB ON GRADE
SPRUCE PINE
SPACE
SPECIFICATION
SQUARE
STANDARD
STIFFENER
STEEL
STRAIGHT
STRUCTURAL
SYMMETRICAL
SOUTHERN YELLOW PINE
TOP & BOTTOM
TOP OF
TILT-UP PANEL
THICKENED EDGE
THICK
THREADED
TRANSVERSE
THICKENED SLAB
TYPICAL
UNLESS OTHERWISE NOTED
VERIFY
VERTICAL
WHERE APPLICABLE
WITH
WITHOUT
WORK POINT
WATERSTOP
WELDED WIRE FABRIC
FOUNDATION TYPE
REVISION NUMBER
FOOTING STEP
1
GENERAL NOTES
STEEL
ALL BOLTS SHALL BE SNUG TIGHT (AS DEFINED BY AISC) UON.
UNLESS OTHERWISE NOTED, BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL BE
AS SHOWN IN DETAIL 1/S301.
BEAM REACTIONS AND CONNECTIONS THAT FALL OUTSIDE OF THE LIMITS OF THE DETAILS
NOTED ABOVE SHALL BE DESIGNED BY THE SPECIALTY ENGINEER LICENSED IN THE STATE OF
THE PROJECT AND SHALL BE SUBMITTED AS SIGNED AND SEALED SHOP DRAWINGS AND
CALCULATIONS FOR APPROVAL.
MINIMUM SIZE OF ALL FILLET WELDS SHALL CONFORM TO SECTION J2 AISC SPECIFICATIONS
EVEN THOUGH SHOWN OTHERWISE ON ARCHITECTURAL, MECHANICAL, OR STRUCTURAL
DRAWINGS.
ALL WELDS ALONG THE LENGTH OF MEMBERS INDICATED ON ARCHITECTURAL OR
STRUCTURAL DRAWINGS, BUT NOT SIZED, SHALL BE A MINIMUM OF:
PROVIDE ANGLE SUPPORT (USE L2-1/2x2-1/2x1/4) ALONG FACE OF STEEL COLUMNS WHERE
METAL DECK OR GRATING SPANS INTO IT.
NON-COMPOSITE STEEL FLOOR DECK SHALL BE ATTACHED WITH 5/8" DIA PUDDLE WELDS (USE
WELD WASHERS WHEN DECK IS LESS THAN 22 GA). WELD SIDELAPS EA SIDE @ EA BEAM OR
JOIST. PROVIDE WELDS AT 18" AT END LAPS. PROVIDE PERIMETER WELDS AT 18" MAX.
3/16 2-12
3/16 2-12
DESIGN CRITERIA
OPEN WEB STEEL JOIST (DESIGN PER CURRENT EDITION SJI WITH AN ALLOWABLE TENSILE
STRESS OF 30,000 PSI)
STRUCTURAL STEEL (DESIGN PER CURRENT EDITION AISC), UNLESS OTHERWISE
NOTED (UON) MATERIALS SHALL BE AS FOLLOWS:
DESIGN PER 2020 FLORIDA BUILDING CODE, UNLESS OTHERWISE NOTED.
ALL REINFORCING STEEL ASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE
DRAWINGS TO BE WELDED SHALL BE ASTM A706 AND WELDING SHALL BE IN ACCORDANCE
WITH AWS D1.4.
130 MPH
101 MPH
40 FT
II
C
ENCLOSED
± 0.18
0.85
PER CODE
FASTENERS
EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2,
DEWALT POWER-STUD+ SD1 OR APPROVED EQUAL, UON. EMBEDMENT DEPTH INTO
CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 7 TIMES THE BOLT DIAMETER,
UON. CLEAN HOLE AND INSTALL IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED
INSTALLATION INSTRUCTIONS.
SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD, DEWALT
SCREW-BOLT+ OR APPROVED EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED
MASONRY SHALL BE AT LEAST 9 TIMES THE BOLT DIAMETER, UON. CLEAN HOLE AND INSTALL
IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.
POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157" DIAMETER HILTI X-U, SIMPSON STRONG-
TIE PDPA, DEWALT CSI PIN OR EQUAL, UON. EMBED MIN 1-1/4" INTO CONCRETE AND CMU, UON.
DO NOT PLACE WITHIN 1" OF CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE
STRUCTURAL STEEL.
ADHESIVE ANCHORING (EPOXY):
• ADHESIVE ANCHORING FOR CONCRETE SHALL BE HILTI RE-500 V3 CARTRIDGE SYSTEM,
SIMPSON STRONG-TIE SET-3G, DEWALT PURE 110+ (OR EQUIVLANT ACRYLIC AC200+, HY
200, OR ATXP) OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST 12
TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN
RECOMMENDED BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER
MANUFACTURER'S RECOMMENDATIONS BY BRUSHING OUT WITH WIRE BOTTLE BRUSH
AND BLOWN OUT WITH AIR USING A COMPRESSOR WITH A FUNCTIONAL OIL TRAP (EXCEPT
WHERE PERMITTED WHEN USING A DUST EXTRACTION SYSTEM IN ACCORDANCE WITH
MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS).
• ADHESIVE ANCHORING FOR MASONRY SHALL BE HILTI HIT-HY 70 OR HY 270 CARTRIDGE
SYSTEM, SIMPSON STRONG-TIE SET-XP, DEWALT AC100+ OR APPROVED EQUAL, UON.
EMBEDMENT DEPTH INTO SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES THE
INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED
BY MANUFACTURER. HOLES SHALL NOT BE PLACED WITHIN 1" OF A VERTICAL MORTAR
JOINT. CLEAN HOLE IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS.
• GENERAL - ANCHORS SHALL MEET THE REQUIREMENTS OF ACI 355.4. INSTALLATION SHALL
BE IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND
PERFORMED BY AN INSTALLER TRAINED BY THE MANUFACTURER. INSTALLATION OF
ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY, WHICH SUPPORT SUSTAINED
TENSION LOADS SHALL BE PERFORMED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER IN
ACCORDANCE WITH ACI318 AND CONTINUOUSLY INSPECTED PER ACI318. PROOF OF
CURRENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL.
• CAPACITIES - UON, DESIGN BOND STRENGTH OF ANCHORS HAVE BEEN BASED ON
CRACKED CONCRETE, ACI 355.4 TEMPERATURE CATEGORY B, AND INSTALLATIONS INTO
DRY HOLES DRILLED WITH A ROTARY IMPACT DRILL OR ROCK DRILL INTO CONCRETE THAT
HAS CURED AT LEAST 21 DAYS AND HAS A CONCRETE TEMPERATURE OF AT LEAST 50
DEGREES F AT TIME OF ANCHOR INSTALLATION.
SPECIFICATIONS
CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS
FOR STRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY
THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND
PAY AN INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING.
ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF
AISC "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AISC "CODE OF STANDARD
PRACTICE FOR STEEL BUILDINGS AND BRIDGES", AND AWS D1.1" "STRUCTURAL WELDING
CODE", EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.
PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF
INSPECTION.
BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH
RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL
JOINTS USING ASTM A325 OR A490 BOLTS".
STEEL JOIST AND JOIST GIRDERS WORK SHALL CONFORM TO THE REQUIREMENTS OF THE
LATEST EDITIONS OF THE STEEL JOIST INSTITUTE (SJI) "STANDARD SPECIFICATIONS FOR OPEN
WEB STEEL JOISTS, K-SERIES" AND "STANDARD SPECIFICATIONS FOR JOIST GIRDERS".
BOLTED AND WELDED CONNECTIONS: THE CONTRACTOR SHALL EMPLOY AND PAY AN
INDEPENDENT TESTING LABORATORY TO INSURE THAT ALL FASTENERS AND WELDS ARE
INSTALLED IN ACCORDANCE WITH THE SPECIFICATIONS. A VISUAL INSPECTION SHALL BE
MADE OF ALL WELDED AND BOLTED CONNECTIONS. IN ADDITION, A MINIMUM OF 10% OF ALL
HIGH STRENGTH BOLTS SHALL BE CHECKED FOR PROPER TENSION AND A MINIMUM OF 10%
OF ALL FULL PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING. ADDITIONAL
BOLTS AND WELDS MAY BE TESTED AT THE OPTION OF THE TESTING LAB REPRESENTATIVE.
DEFECTIVE BOLTS OR WELDS SHALL BE REMOVED AND REPLACED AT NO ADDITIONAL COST
TO THE OWNER.
GALVANIZING: CONFORM TO ASTM STANDARDS A 123, A 386, AND A 153 AS APPLICABLE
WHEREVER SURFACES ARE INDICATED OR SPECIFIED TO BE GALVANIZED. GALVANIZE AFTER
FABRICATION UNLESS OTHERWISE INDICATED OR SPECIFIED. REPAIR ALL GALVANIZED
COATINGS THAT BECOME DAMAGED IN HANDLING, TRANSPORTING, WELDING, OR BOLTING.
MAKE THE REPAIRS BY APPLICATION OF A GALVANIZING REPAIR PAINT CONFORMING TO ASTM
A 780. CLEAN ALL AREAS THAT ARE TO BE REPAIRED; REMOVE SLAG FROM WELDS. APPLY
REPAIR PAINT TO COLD SURFACES.
METAL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE
STEEL DECK INSTITUTE (SDI) SPECIFICATIONS AND COMMENTARY FOR STEEL ROOF DECK",
"SDI SPECIFICATIONS AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK", "SDI
SPECIFICATIONS AND COMMENTARY FOR NON-COMPOSITE FLOOR DECK", AND "SDI CODE OF
RECOMMENDED STANDARD PRACTICE FOR COMPOSITE DECK, FORM DECK AND ROOF DECK
CONSTRUCTION".
A GEOTECHNICAL ENGINEER SHALL BE EMPLOYED TO CONFIRM BEARING PRESSURE STATED
PRIOR TO CONSTRUCTION. THE ENGINEER SHALL DEVELOP & ENSURE IMPLEMENTATION OF A
SITE PREPARATION PROGRAM AS HE DEEMS NECESSARY TO ACHIEVE THE STATED BEARING
PRESSURE.
FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN COMPLIANCE WITH APPLICABLE
REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION.
ASTM A1064
SUPPLEMENTARY NOTES
PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID
EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING
CONSTRUCTION. THE STRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL
STRUCTURAL ELEMENTS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS.
MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF ITS EMPLOYEES SHALL NOT HAVE
CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
PROCEDURES OR SEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY
OTHER PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY
OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
VISUAL OBSERVATIONS OF THE STRUCTURAL SYSTEM BY MCVEIGH & MANGUM ENGINEERING
FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS DOES NOT
INCLUDE OR WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE
INTERNATIONAL BUILDING CODE.
VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR EMBEDS,
OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.
ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND
PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE
PROCEEDING WITH STRUCTURAL WORK AFFECTED.
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS OF EXISTING
STRUCTURE AND SITES THAT ARE AFFECTED BY NEW WORK BEFORE PROCEEDING WITH
FABRICATION AND CONSTRUCTION.
ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR
THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.
SHOP DRAWINGS AND SUBMITTALS
SHOP DRAWING SUBMITTALS ARE ONLY REVIEWED FOR GENERAL CONFORMANCE WITH THE
INFORMATION SHOWN ON THE CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR
MUST REVIEW AND APPROVE THE SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL TO THE
ARCHITECT. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTOR'S SHOP DRAWING
STAMP SHALL BE RETURNED WITHOUT REVIEW. ANY REQUESTED CHANGES TO THE
CONTRACT DOCUMENTS SHALL BE COMMUNICATED IN WRITING PRIOR TO SUBMITTING THE
SHOP DRAWINGS AND CLOUDED ON THE SHOP DRAWINGS.
SHOP DRAWINGS MUST BE SUBMITTED FOR ENGINEER'S REVIEW OF THE FOLLOWING ITEMS:
(S/S = SIGNED & SEALED SHOP DRAWING WITH CALCS, SD = SHOP DRAWING FOR REVIEW
ONLY)
COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT
DESIGNED BY THE DESIGN TEAM OF RECORD AND NOT SPECIFIED ON THE PROJECT
CONSTRUCTION DOCUMENTS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE OF THE PROJECT AND SHALL BE AVAILABLE AT THE JOB SITE
DURING TIMES OF INSPECTION.
SOME STRUCTURAL SYSTEMS ARE DEFINED AS VENDOR-DESIGNED COMPONENTS PER THE
STRUCTURAL DOCUMENTS. THESE ELEMENTS OF THE DESIGN ARE DEFERRED SUBMITTAL
COMPONENTS AND HAVE NOT BEEN PERMITTED UNDER THE BASE BUILDING APPLICATION.
VENDOR-DESIGNED COMPONENT SHOP DRAWINGS SHALL BE APPROVED BY THE COMPONENT
DESIGNER ENGINEER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS
IMPOSED ON THE BASE STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE
CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON
ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE
AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. THE CONTRACTOR SHALL
SUBMIT THE STAMPED COMPONENT SYSTEM DOCUMENTS TO THE BUILDING OFFICIAL FOR
APPROVAL.
WIRE SPACING PLUS 6"
40 BAR DIAMETERS
WELDED WIRE FABRIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
REINFORCING BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
LIVE LOADS:
ROOFS AND CANOPIES (REDUCIBLE) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
STAIRS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FLOORS (REDUCIBLE). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WIND LOADS:
ULTIMATE WIND SPEED: (ASCE 7-16) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
NOMINAL WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
MEAN ROOF HEIGHT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
RISK CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WIND EXPOSURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
ENCLOSURE CLASSIFICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
INTERNAL PRESSURE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
DIRECTIONALITY FACTOR (Kd) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SHAPE FACTORS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
W-SHAPES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
OTHER SHAPES & PLATES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
HSS SQUARE & RECTANGULAR SHAPES . . . . . . . . . . . . . . . . . . .
HSS ROUND SHAPES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
STEEL PIPES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WELDING ELECTRODES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
HIGH-STRENGTH BOLTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
ANCHOR RODS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WELDED STUDS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
DEFORMED BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WELDABLE BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
PAINT & PROTECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
GROUT - NONMETALLIC, SHRINKAGE-RESISTANT . . . . . . . . . . . . . . . . . . . . . . . . . . .
ASTM A992, Fy=50 KSI
ASTM A36, Fy=36 KSI
ASTM A500 GRADE B, Fy=46 KSI
ASTM A500 GRADE B, Fy=42 KSI
ASTM A53 GRADE B, Fy=35 KSI
AWS A5.1 OR A5.5 SERIES E70
MIN 3/4Ø ASTM A325
GRADE 36 ASTM F1554
ASTM A108
ASTM A496
ASTM A706
SSPC PAINT 25
ASTM C1107
20 PSF
100 PSF
100 PSF
20 PSF
20 PSF
DEAD LOADS:
FLOOR (SUPERIMPOSED) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
ROOF . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
THIS BUILDING IS LOCATED IN THE WIND BORNE DEBRIS REGION.
IMPACT RESISTANT GLAZING IS REQUIRED.
F'C= 3000 PSI
F'C= 3000 PSI
F'C= 3000 PSI
CONCRETE (DESIGN PER CURRENT EDITION ACI 318):
SLAB ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
ALL OTHER CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WELDED WIRE FABRIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SLABS ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FOUNDATION
IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL,
THE ENGINEER SHALL BE NOTIFIED.
3"
2" FROM TOP
CONCRETE
UNLESS OTHERWISE NOTED (UON) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING
SHALL BE AS FOLLOWS:
ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES
IN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE AND ACI 318 DURING
THE PLACING OF THE CONCRETE.
UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS
FOLLOWS:
ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, UNLESS OTHERWISE
NOTED.
DOWELS FROM FOUNDATIONS OR SLABS TO WALLS SHALL MATCH WALL REINFORCING,
UNLESS OTHERWISE NOTED. DOWELS SHALL BE PLACED BEFORE CONCRETE IS POURED.
THEY SHALL NOT BE PUSHED INTO THE CONCRETE.
SOIL BEARING (ASSUMED) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2000 PSF
4.25 IN/HR
N/A
RAIN:
RAIN INTENSITY, i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
RAIN LOAD, R (MAXIMUM LOAD AT PRIMARY DRAIN) . . . . . . . . . . . . . . . . . . . . . . . . . . .
5
55
5
4
4
3
a
a
a
a
3
3
3
1
2e
2e
2r
2e
1
2e
1
2r
1
2r
2e
2e
2r 2r 1 2e12e
3 3
33
1
1 aaa
aaa a a
2eo 2eo
3o3o2eo
ROOF PLAN (GENERIC BUILDING SHOWN)
WALLS (GENERIC BUILDING SHOWN)
a=12'-6"
+ 29.2
- 56.8
- 69.8
- 89.2
+ 69.8
+ 69.1
- 86.5
- 106.0
-99.8
+ 33.8
- 56.8
- 76.0
- 99.0
- 76.0
- 69.1
- 88.3
- 111.3
- 111.3
+ 18.4
- 45.3
- 55.3
- 66.6
- 55.3
- 76.8
- 82.4
- 93.6
-72.9
+ 18.4
- 45.3
- 49.1
- 56.8
- 49.1
- 76.8
- 80.6
- 88.3
- 61.4
500 SF200 SF
200 SF
100 SF10 SF
10 SF 20 SF
POSITIVE ALL ZONES
NEGATIVE 1
NEGATIVE 2e
NEGATIVE 2r
NEGATIVE 3
OVERHANG 1
OVERHANG 2e
OVERHANG 2r
OVERHANG 3
POSITIVE ZONES 4 & 5
NEGATIVE 4
NEGATIVE 5
ZONE
COMPONENT & CLADDING DESIGN
WIND PRESSURES (PSF)
ROOF
WALL
NOTES:
1. TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF)
TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY AREAS,
LINEARLY INTERPOLATE BETWEEN VALUES SHOWN ABOVE.
2. POSITIVE PRESSURES ACT TOWARD THE BUILDING.
NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING.
3. SEE DIAGRAMS FOR LOCATION OF ZONES.
4. PRESSURES SHOWN ARE ULTIMATE PRESSURES.
MULTIPLY VALUES BY 0.6 FOR NOMINAL PRESSURES.
+ 45.3
- 49.1
- 60.6
+ 38.5
- 42.3
- 47.1
+ 36.5
- 40.3
- 43.0
+ 33.8
- 37.6
- 37.6
100 SFZONE
DATE
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHITECTURE, INC. AND SHALL
NOT BE COPIED IN ANY FORM OR MANNER WITHOUT
WRITTEN AUTHORIZATION OF ITS DESIGNER/CREATOR
SHEET NO.
PROJECT
SHEET PRINTED ON:FILE PATH:REVISIONS
9133 R.G. Skinner Parkway
Jacksonville, Florida 32256
Ph: (904) 483-5200
email: mail@McVeighMangum.com
E N G I N E E R I N G · I N C
www.McVeighMangum.com
Atlanta · Charlotte · Jacksonville · Raleigh
CA 6330
Eng. of Record:License No.:7/29/2021 4:05:24 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvt16 APRIL 2021
200801
S001DESIGN CRITERIA & GENERAL NOTES Atlantic BeachFleet LandingColeman RemodelFloridaDesigner
80678Timothy R. Moore
NO. DATE DESCRIPTION
1 2 3 4 5 6
A
B
C
D
E
F
PRE-ENGINEERED STEEL
MONUMENTAL STAIR
EXIST COL
TO REMAIN
EXIST 2'-0"x1'-0"
FTG TO REMAIN
REMOVE EXIST WALL &
COL TO 8" BELOW SLAB
& PATCH EXIST SLAB
PER DETAIL 10/S201
EXIST 3'-0"x1'-0" FTG
REMOVE EXISTING, SLOPING SLAB AND REPLACE w/ 4" CONCRETE
SLAB ON GRADE w/ WWF 6x6 -W1.4xW1.4 ON VAPOR RETARDER AND
COMPACTED FILL. T/SLAB EL TO MATCH EXISTING BUILDING SLAB.
SEE NOTE 5
SLOPE,
SEE ARCH
EXIST STEEL COLUMN ON ISOLATED
SPREAD FOOTING TO REMAIN,
(TYP 2 PLACES)
EXIST 12" CMU COL ON THICKENED SLAB FTG
TO REMAIN, TYP WHERE SHOWN. SEE DETAIL
3/S201 FOR PARTIAL FTG REMOVAL DETAIL
EXIST SLAB AND
THICKENED EDGE
3
S201
____2
S201
____SLAB JOINTS
SEE 1/S201, TYP1/S201
10/S201
FOUNDATION PLAN NOTES:
1) ELEVATIONS ARE BASED ON T/SLAB DATUM EL 0'-0".
2) FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S001.
3) TOP OF FOOTINGS EL = MATCH EXISTING.
4) FOR DIMENSIONS, SECTIONS & ELEVATIONS NOT SHOWN, SEE ARCH.
5) DENOTES SUPPORT POST FOR PRE-ENGINEERED STAIR. COORDINATE
LOCATIONS w/ ARCH AND STAIR MANUF. FOR FOOTING REQUIREMENTS,
SEE DETAIL 8/S201.
DATE
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHITECTURE, INC. AND SHALL
NOT BE COPIED IN ANY FORM OR MANNER WITHOUT
WRITTEN AUTHORIZATION OF ITS DESIGNER/CREATOR
SHEET NO.
PROJECT
SHEET PRINTED ON:FILE PATH:REVISIONS
9133 R.G. Skinner Parkway
Jacksonville, Florida 32256
Ph: (904) 483-5200
email: mail@McVeighMangum.com
E N G I N E E R I N G · I N C
www.McVeighMangum.com
Atlanta · Charlotte · Jacksonville · Raleigh
CA 6330
Eng. of Record:License No.:7/29/2021 4:05:26 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvt16 APRIL 2021
200801
S100FOUNDATION PLAN Atlantic BeachFleet LandingColeman RemodelFloridaDesigner
80678Timothy R. Moore
SCALE: 1/8" = 1'-0"S100
1 FOUNDATION PLAN
NO. DATE DESCRIPTION
EXIST W21x50EXIST W21x50EXIST W18x35EXIST W24x68EXIST W24x68EXIST W21x62EXIST W24x68EXIST W24x68EXIST W24x68EXIST W24x68(E) W24x162EXIST W12x22EXIST W12x22EXIST W12x19EXIST W12x22
EXIST W24x68EXIST W24x68EXIST W18x40EXIST W16x26
EXISTEXIST W16x26EXIST W21x62EXIST W21x57EXIST W18x35EXIST W21x44EXIST W18x35EXIST W21x62EXIST W12x14 EXIST W12x14
(E) W16x31EXIST W12x19 EXIST W12x19EXIST W12x19EXIST W12x19EXIST W12x19
EXIST W21x44
1 2 3 4 5 6 7
A
B
C
D
E
F W10x22EXISTW10x22EXIST W18x40EXIST W16x26
8 EQ SPACES16K3EXISTEXISTW16x26W16x26EXISTW10x22EXIST
EXIST
W8x10
W8x10
C10x25
C8x11.5
C8x11.5
W8x21
14'-0"
ATTACH NEW JOISTS TO EXIST
CONC BEAM w/ STEEL PLATE
ATTACHED w/ EPOXY ANCHORS &
STEEL ANGLE SEAT FOR JOIST
ATTACH NEW JOISTS TO EXIST
CONC BEAM w/ STEEL PLATE
ATTACHED w/ EPOXY ANCHORS
& STEEL ANGLE SEAT FOR JOIST
EXIST BEAM WILL REQUIRE
FLANGE REINFORCEMENT BY
WELDING CONTINUOUS PLATES
ON TO THEM TO CARRY THE
ADDED LOAD OF THE STAIR,
SEE DETAIL 5/S201.
CHANNEL FRAMING SHOWN IS TO
BE WELDED TO EXIST JOISTS.
SHORE UP JOISTS BEFORE CUTTING
THEM AND WELDING THE FRAMING,
SEE SECTION 9/S201.EXIST STEEL FLOOR JOISTS (TYP UON)EXIST W12x22 EXIST W16x26 EXIST W12x22 EXIST W12x22 EXIST W12x22 EXIST W21x50EXIST W21x50EXIST W21x50EXIST W18x405/S201
EXIST 2-2x12
EXIST 2-2x12 EXIST 2-2x12
EXIST 2-2x12
EXIST 2-2x12 EXIST 2-2x12
@ 2'-0" OC
EXIST WOOD ROOF TRUSSES
EXIST WOOD ROOF
TRUSSES @ 2'-0" OC
EXIST WOOD ROOF
TRUSSES @ 2'-0" OC
4
S201
____
7
S201
____6
S201
____EXIST W18x35L6x6x5/16 EXIST W21x623" CONC SLAB ON
9/16" 28GA METAL
FORM DECK
9
S201
____
3" CONC SLAB
ON 9/16" 28GA
METAL FORM DECK
2
S301
____
3
S301
____
9/S201
PRE-ENGINEERED STEEL
MONUMENTAL STAIR
4
S301
____
5
S301
____
C8x11.5 (LO)
W8x21
W8x21
C5x6.7 (HI)
C5x6.7
C5x6.7 (HI)
PROVIDE NEW, FIELD
WELDED SHEAR TAB IN
EXISTING BEAM WEB FOR
NEW BEAM ATTACHMENT
PER DETAIL 1/S301 (TYP)
4
S201
____
13
S201
____
FLOOR FRAMING PLAN NOTES:
1) ELEVATIONS ARE BASED ON T/SLAB DATUM EL 0'-0".
2) TOP OF STEEL (T/STL) ELEVATION, SEE SECTIONS.
3) FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S001.
4) FOR BEAM TO BEAM & BEAM TO COLUMN CONNECTIONS, SEE DETAIL 1/S301.
5) SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, SECTIONS & ELEVATIONS
NOT SHOWN.
1/S301
DATE
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHITECTURE, INC. AND SHALL
NOT BE COPIED IN ANY FORM OR MANNER WITHOUT
WRITTEN AUTHORIZATION OF ITS DESIGNER/CREATOR
SHEET NO.
PROJECT
SHEET PRINTED ON:FILE PATH:REVISIONS
9133 R.G. Skinner Parkway
Jacksonville, Florida 32256
Ph: (904) 483-5200
email: mail@McVeighMangum.com
E N G I N E E R I N G · I N C
www.McVeighMangum.com
Atlanta · Charlotte · Jacksonville · Raleigh
CA 6330
Eng. of Record:License No.:7/29/2021 4:05:29 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvt16 APRIL 2021
200801
S1012ND FLOOR FRAMING PLAN Atlantic BeachFleet LandingColeman RemodelFloridaDesigner
80678Timothy R. Moore
SCALE: 1/8" = 1'-0"S101
1 2ND FLOOR FRAMING PLAN
NO. DATE DESCRIPTION
1 2 3 4 5 6 7
A
B
C
D
E
F EXIST W12x22EXIST W12x19EXIST W12x19 EXIST W12x22 EXIST W12x22 EXIST W12x22 EXIST W12x19 EXIST W12x19EXIST W12x19GIRDER TRUSSGIRDER TRUSSGIRDER TRUSSGIRDER TRUSS EXIST W16x31 GIRDER TRUSS
GIRDER TRUSSEXIST TIMBER EXIST TIMBER
EXIST TIMBEREXIST TIMBEREXIST TIMBEREXIST TIMBERGIRDER TRUSSGIRDER TRUSSEXIST TIMBEREXIST TIMBERGIRDER TRUSSEXIST TIMBERGIRDER TRUSSGIRDER TRUSSGIRDER TRUSS
EXIST TIMBER EXIST TIMBER EXIST TIMBER
ROOF TRUSSES @ 2'-0" OC
EXISTING PRE-ENGINEERED WOOD ROOF TRUSSES @ 2'-0" OCEXISTING PRE-ENGINEERED WOODGIRDER TRUSSEXIST TIMBERGIRDER TRUSS
EXIST TIMBER
EXIST W16x31EXIST W16x31EXIST W16x31
____________
S102
2W12x19W12x14W12x14W12x14W12x19HOOD OVER EXHIBITION KITCHEN, SEE
ARCH AND MECH. COORD T/STEEL
FRAMING EL w/ ARCH & HOOD
REQUIREMENTS. SEE SECTION 7/S301.
____________
S102
4____________
S102
3
9"9"6"W12x19
W12x14W12x14W12x14 BEAMS TO BE CENTERED ON
HOOD CONNECTIONS BELOW.
CONTRACTOR COORDINATE w/
EQUIPMENT PURCHACED
8
S301
____
7
S301
____
6
S301
____
6
S301
____
SIM
PROVIDE NEW, FIELD WELDED
SHEAR TAB IN EXISTING BEAM WEB
FOR NEW BEAM ATTACHMENT PER
DETAIL 1/S301 (TYP)
____________
S301
9
____________
S301
9
OPP
4x12 WOOD BEAM
4x12 WOOD BEAM
BEAMS BETWEEN ROOF TRUSSES TO
SUPPORT OP WALL TRACK BELOW,
SEE NOTE 6
W12x19EXIST
EXISTEXISTW8x10W8x1011
S201
____
11
S201
____
FOR DUCT AND SCREEN
SUPPORT UNDER TRUSSES,
SEE DETAIL 11/S301
3 4
C
D EXIST W12x16 EXIST W12x16EXIST W12x16EXIST W12x16
PROVIDE STEEL TO SUPPORT
500# POINT LOAD FROM HUNG
SCULPTURE
W10x12
10
S301
____
1/S301
ROOF FRAMING PLAN NOTES:
1. ELEVATIONS ARE BASED ON TOP OF SLAB ON GRADE DATUM 0'-0".
2. TOP OF STEEL (T/STL) ELEVATION, SEE SECTIONS.
3. FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S001.
4. FOR BEAM TO BEAM & BEAM TO COLUMN CONNECTION, SEE DETAIL 1/S301.
5. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, SECTIONS, AND
ELEVATIONS NOT SHOWN.
6. ATTACH EACH END OF BEAM TO EXISTING GIRDER TRUSS W/ SIMPSON
HU46 HANGER W/ 6-10d INTO BEAM AND 12-16d INTO GIRDER TRUSS
BOTTOM CHORD. PROVIDE 45º SKEWED HANGER AT ONE END. IF
ATTACHMENT POINT IS NOT WITHIN 6" OF A TRUSS WEB CONNECTION
POINT, PROVIDE THE REQUIREMENTS OF DETAIL 12/S201.12/S201
2 3
C
D
4 5
C
D
DATE
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHITECTURE, INC. AND SHALL
NOT BE COPIED IN ANY FORM OR MANNER WITHOUT
WRITTEN AUTHORIZATION OF ITS DESIGNER/CREATOR
SHEET NO.
PROJECT
SHEET PRINTED ON:FILE PATH:REVISIONS
9133 R.G. Skinner Parkway
Jacksonville, Florida 32256
Ph: (904) 483-5200
email: mail@McVeighMangum.com
E N G I N E E R I N G · I N C
www.McVeighMangum.com
Atlanta · Charlotte · Jacksonville · Raleigh
CA 6330
Eng. of Record:License No.:7/29/2021 4:05:32 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvt16 APRIL 2021
200801
S102ROOF FRAMING PLAN Atlantic BeachFleet LandingColeman RemodelFloridaDesigner
80678Timothy R. Moore
SCALE: 1/8" = 1'-0"S102
1 ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"S102
2 HIGH ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"S102
3 MEZZ FRAMING PLAN
SCALE: 1/8" = 1'-0"S102
4 MEZZ FRAMING PLAN
NO. DATE DESCRIPTION
CONT PL 1/2"x1-3/4"
REINFORCEMENT STRIP
EXIST W18 BEAM,
SEE PLAN
CONT PL 1/2"x1-3/4"
REINFORCEMENT STRIP
3/16 2@12
4" @ EACH END
3/16 2@12
4" @ EACH END
EXIST SLAB AND
EDGE ANGLE
EXIST STEEL BEAM, SEE
PLAN. SEE DETAIL 5/S201
FOR REINFORCEMENTS
STEEL BEAM,
SEE PLAN
PERPINDICULAR
STEEL FRAMING,
SEE PLAN
CONCRETE SLAB ON
METAL DECK, SEE PLAN
3/8" STIFNER PLATES NS/FS
ALIGNED w/ BEAM FLANGE ABOVE
3/8" STIFNER PLATES EACH SIDE ALIGNED w/ EDGE
OF BEAM FLANGES BELOW, TYP 4 PLACES. INSTALL
REINFORCEMENTS BEFORE STIFNER PLATES
3/16
3/16
FOR CONNECTION,
SEE DETAIL 1/S301.
STEEL BEAM,
SEE PLAN
EXIST STEEL
JOIST BEYOND
CONT. L3x3x1/4"
EDGE ANGLE
STEEL BEAM,
SEE PLAN
BEAM,
SEE PLAN
FOR CONNECTION,
SEE DETAIL 1/S301
HSS3x3x1/4
TUBE HANGER
3/16
ATTACH BRACE TO
BEAM w/ 2-SDS25600
SCREWS
EXIST WOOD BEAM,
SEE PLAN
EXIST ROOF TRUSS,
SEE PLAN
GLAZING,
SEE ARCH
2x4 BRACE @ EACH
EXIST TRUSS
ATTACH MULLION TO BEAM w/
VERTICAL SLIP CLIP CONNECTION
BY MANUFACTURER
5-10d NAILS
STOP REINF (IF REQ'D)
EA SIDE OF JOINT
PREMOLDED EXP
JOINT MATERIAL
CRACK CONTROL JOINT CONSTRUCTION JOINT EXPANSION JOINT @ WALL
NOTES:
1. USE CONSTRUCTION JOINT INSTEAD OF CRACK CONTROL
JOINT WHEREVER CONSTRUCTION IS STOPPED OR WHERE
CALLED FOR ON PLAN."T"/21/8" CONTROL JOINT "T"/4"T"CONT VAPOR
RETARDER, TYP
BREAK BOND w/
CURING COMPOUND"T"1/2"
SAW CUT JOINT, CUT
BETWEEN 4 & 12 HOURS
AFTER CONC IS PLACED
PROVIDE FULL DEPTH
BULKHEAD HELD FIRMLY
IN A VERTICAL POSITION
WWF,
SEE PLAN
(1) #4 TOP
(2) #4 CONT w/
#3 @ 36" TRANSV1'-4"1'-0"SEE PLANT/SLAB EL,
MATCH EXIST
12" MINGLAZING,
SEE ARCH ATTACHMENT TO CONCRETE
BY MANUFACTURER
EXIST THICKENED
SLAB EDGE FTG
#4 DOWEL @ 24" OC, 12" LG w/
STD HK. EMBED 6". INSTALL w/
EPOXY PER GEN NOTES
T/EXIST SLAB EL
8"x8" THICKENED SLAB
EDGE w/ 1-#4 CONT
EXISTING SLOPING SLAB
TO BE REMOVED
3"EXIST 2'-0"x2'-0" THICKENED
SLAB FOOTING
NEW CONCRETE SLAB,
SEE PLAN
CUT AND REMOVE TOP OF
EXISTING THICKENED SLAB
FOOTING FOR DEPTH SHOWN
CUT AROUND COLUMN
EXISTING 12"
CMU COLUMN
#4 CONT ____________
S201
2
#4 DOWEL W/ 8" HOR LEG AND 6" EMBED W/
HOR LEG CTRD IN NEW SLAB. TYP 4 PLACES.
INSTALL W/ EPOXY PER GEN NOTES
1'-0"2'-6" x 2'-6"3" CLR T/FTG EL =
T/EXIST SLAB EL
POST & FTG
CL
EXIST
CONC SLAB
CUT & REMOVE EXIST SLAB TO
INSTALL NEW CONC FTG FOR
STAIR SUPPORT POST
3-#5 EW BOT
CONNECTION OF STAIR
POST BY STAIR MANUF
STAIR SUPPORT POST,
SEE PLAN
EXIST STEEL JOIST,
SEE PLAN
STEEL BEAM,
SEE PLAN
3/16 1 1/2 @ 48" MAX
3/16 1 1/2
@ EACH
DIAGNAL
EXIST SLAB
#3 BAR @ 24" OC, 30" LG
EMBED 6". INSTALL w/ EPOXY
PER GEN NOTES
T/EXIST SLAB EL
6"
COMPACTED SOIL TO 95%
MODIFIED PROCTOR DENSITY
CONT #3 BAR
@ 12" OC
EXIST ROOF SHEATHING
EXIST ROOF TRUSS
EXIST STEEL BEAM
EXIST WOOD NAILER
GLAZING,
SEE ARCH
ATTACH MULLION TO BEAM w/
VERTICAL SLIP CLIP CONNECTION
BY MANUFACTURER
EXISTING TRUSS
TOP CHORD
EXIST TRUSS WEB
MEMBERS
EXIST TRUSS
BOTTOM CHORD
OP WALL BEAM AND
HANGER, SEE PLAN
ADDED 2x6 SUPPORTS (#2 SYP).
ATTACH EACH END TO EXIST
w/ 2-SDS25300 SCREWS
EXIST TRUSS
WEB MEMBERS
EXISTING
ROOF TRUSS
2x4 BLOCKING BETWEEN EXISTING TRUSSES.
ATTACH w/ 4-10d TOENAILS EACH END
GLAZING,
SEE ARCH
ATTACH MULLION TO BEAM w/
VERTICAL SLIP CLIP CONNECTION
BY MANUFACTURER
EXISTING
ROOF TRUSS
2x4 BLOCKING BETWEEN EXISTING TRUSSES.
ATTACH w/ 4-10d TOENAILS EACH END
2x6 BRACE AT EACH END OF
WALL AND @ 4'-0" OC MAX
6-10d, TYP
DATE
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHITECTURE, INC. AND SHALL
NOT BE COPIED IN ANY FORM OR MANNER WITHOUT
WRITTEN AUTHORIZATION OF ITS DESIGNER/CREATOR
SHEET NO.
PROJECT
SHEET PRINTED ON:FILE PATH:REVISIONS
9133 R.G. Skinner Parkway
Jacksonville, Florida 32256
Ph: (904) 483-5200
email: mail@McVeighMangum.com
E N G I N E E R I N G · I N C
www.McVeighMangum.com
Atlanta · Charlotte · Jacksonville · Raleigh
CA 6330
Eng. of Record:License No.:7/29/2021 4:05:33 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvt16 APRIL 2021
200801
S201SPORTS BAR, DUMB WAITER, AND STAIR SECTIONS Atlantic BeachFleet LandingColeman RemodelFloridaDesigner
80678Timothy R. Moore
SCALE: NTSS201
5 REINFORCEMENT OF EXIST BEAM
SCALE: NTSS201
6 2ND FLOOR LANDING SECTION
SCALE: NTSS201
7 BACK OF CANTILEVER CONNECTION
SCALE: NTSS201
4 SECTION
SCALE: NTSS201
1 TYP SLAB ON GRADE JOINTS
SCALE: NTSS201
2 TYPICAL TURNDOWN
SCALE: NTSS201
3 SECTION AT EXISTING TE FOOTING
SCALE: NTSS201
8 STAIR POST FOOTING DETAIL
SCALE: NTSS201
9 DUMB WAITER FRAMING
SCALE: NTSS201
10 NEW TO EXISTING SLAB TIE IN
NO. DATE DESCRIPTION
SCALE: NTSS201
11 SECTION AT 2ND FLOOR EXTENSION
SCALE: NTSS201
12 OP WALL BEAM SUPPORT
SCALE: NTSS201
13 WALL BRACE DETAIL
A
A
B
B
SINGLE PLATE CONN
CONNECTION TABLE
CL SUPPORTED
BEAM
MAX
3"
4"3"3 1/2"
MAX
2 1/2"
MAX
2 3/4"
4"
3 1/2"
SUPPORTING
MEMBER
EDGE
PL 5/16"
CONNECTION
ANGLE OR PL
CONNECTION
TYPE
SUPPORTED BEAM
1.
2.
3.
4.
5.
6.
7.
CONN
TYPE
SINGLE PLATE
CONNECTION MINIMUM
SUPPORTED
MEMBER SIZEDOUBLE
ANGLESIZE SIZE LENGTHLENGTH
FACTORED
LOAD
CAPACITY
SINGLE
ANGLE
SINGLE
PLATE
NOTES:
1. CONNECTION BOLTS SHALL BE 3/4"Ø A325-N BEARING TYPE. BOLT LIMIT STATE IN SINGLE SHEAR = 17.9 KIPS.
2. CONNECTION ANGLE THICKNESS:
5/16" FOR DOUBLE ANGLE CONNECTIONS TYPE 2 THRU 7.
3/8" FOR SINGLE ANGLE CONNECTIONS TYPE 2 THRU 7.
3. SINGLE PLATE CONNECTIONS ARE BASED ON FLEXIBLE CONNECTIONS WITH STANDARD HOLES.
4. ANY CONNECTION THAT IS OUTSIDE THE LIMITS OF THE CONNECTION TABLE SHALL BE DESIGNED BY THE
SPECIALTY ENGINEER LICENSED IN THE STATE OF PROJECT AND SHALL BE SUBMITTED AS SIGNED AND
SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL.
5. ALL CONNECTIONS WITH AXIAL LOADS SHOWN ON PLAN SHALL BE DESIGNED BY THE SPECIALTY ENGINEER
LICENSED IN THE STATE OF THE PROJECT AND SHALL BE SUBMITTED AS SIGNED AND SEALED SHOP
DRAWINGS AND CALCULATIONS FOR APPROVAL.
6. BOLTED/WELDED SINGLE AND DOUBLE ANGLE CONNECTIONS MAY BE USED PROVIDED THAT THE WELDS
ARE SIZED TO RESIST THE LOADS SHOWN IN ACCORDANCE WITH AISC STANDARDS.
DOUBLE &
SINGLE ANGLE
CONNECTION
7 L4x3 1/2
L4x3 1/2
L4x3 1/2
L4x3 1/2
L4x3 1/2
L4x3 1/2
L6x4x3/8
6
5
4
3
2
1
1' - 8 1/2"
1' - 5 1/2"
1' - 2 1/2"
11 1/2"
8 1/2"
5 1/2"
2 1/2"
PL 5/16"x4"
PL 5/16"x4"
PL 5/16"x4"
PL 5/16"x4"
PL 5/16"x4"
PL 5/16"x4"
- -
217k 112k 108k
89k
81k
62k
39k
23k
- -
93k
74k
55k
35k
18k
176k
112k
64k
39k
23k
16k
W36, W33
W30, W27
W24, W21
W18, W16
C6, WT
W10, C10, W8, C8
W14, C15, W12, C12
2 1/2"
4"1 1/4"1 1/4"3" SPACINGMAX
2 1/2"
WEB FACE OF
SUPPORTING
MEMBER
2 1/2"2 1/2"2 1/2" (TYP)
1/4
1 3/4"TYP 3" SPACINGMIN 1 1/4"TYP ALL
SINGLE PL
CONN
TYPES
SECTION A-A
BOLTED DOUBLE ANGLE CONN
SECTION B-B
BOLTED SINGLE ANGLE CONN3"WEB FACE OF
SUPPORTING
MEMBER
CL SUPPORTED
BEAM
1' - 8 1/2"
1' - 5 1/2"
1' - 2 1/2"
11 1/2"
8 1/2"
5 1/2"
CONC FLOOR ON
METAL DECK,
SEE PLAN
STEEL JOIST,
SEE PLAN
1/8
T/JOIST EL,
SEE PLAN
T/SLAB EL,
(MATCH EXIST)
CONT L3x3x1/4
1/8 2
L6x4x7/16 (LLV)x1'-0" LG
2-3/4" EPOXY ANCHORS
w/ 6" MIN EMBED
ELEV SHAFT
EXIST MASONRY WALL
EXIST 20"
MASONRY BEAM
CONC FLOOR ON
METAL DECK,
SEE PLAN
STEEL JOIST,
SEE PLAN
1/8
T/JOIST EL,
SEE PLAN
T/SLAB EL,
(MATCH EXIST)
CONT L3x3x1/4
1/8 2
L6x4x7/16 (LLV)x1'-0" LG
2-3/4" EPOXY ANCHORS
w/ 6" MIN EMBED
EXIST MASONRY WALL
EXIST 20"
MASONRY BEAM
CONC FLOOR ON
METAL DECK,
SEE PLAN
EXIST STEEL
JOIST
EXIST STEEL JOIST
3/16 2@12
SEE NOTE 1
CONT
L4x4x1/4"
NEW SLAB & METAL DECK,
SEE PLAN
EXIST CONC SLAB
STEEL JOIST,
SEE PLAN
NOTES:
1) AT CONTRACTOR OPTION, ANGLE MAY BE OMITED IF EXISTING SLAB
IS CUT BACK 1.5" ONTO EXISTING JOIST FOR NEW DECK BEARING.
EXIST STEEL BEAM
EXIST CONC SLAB
SEE NOTE 1
NOTE:
1) CUT EXISTING DECK BACK OVER EXISTING
BEAM FLANGE FOR DISTANCE SHOWN.
2 1/2"
BEAM, ANGLE, & CONNECTION
CL
CONNECTION ROD
BY STATUE MANUF
L3x3x1/4"x0'-6" LG
3/8" STIFNER PLATES
NS/FS CTRD ON VERT
ANGLE LEG
3/16
STEEL BEAM,
SEE PLAN
BEAM, ANGLE, & CONNECTION
CL
CONNECTION ROD
BY HOOD MANUF
L3x3x1/4"x0'-6" LG
3/8" STIFNER PLATES NS/FS
CTRD ON VERT ANGLE LEG
3/16
STEEL BEAM,
SEE PLAN
EQ EQ
AT SIM WHERE TWO CONN RODS ARE
REQUIRED, PROVIDE AS SHOWN.
INCREASE ANGLE LENGTH AS NEEDED
BEAM
CL
3/8" STIFNER
PLATES
3/8" STIFNER
PLATE
STEEL BEAM,
SEE PLAN
BEAM
CL
T/SCREEN EL,
SEE ARCH
T/STEEL EL 4"PRE-ENGINEERED CUSTOM
STEEL TUBE & GLASS SCREEN,
SEE ARCH. ATTACHMENT AT T&B
FLANGE OF BEAM BY MANUF
L2x2x1/4x-BRACING
@ 5'-0" OC MAX
STEEL BEAM,
SEE PLAN
COL BEYOND
CL
SEE PLAN
BEAM
CL
CONNECTION ROD
BY HOOD MANUF
MC8x18.7
3/8" STIFNER PLATE
3/16
STEEL BEAM,
SEE PLAN
FOR CONNECTION,
SEE DETAIL 1/S301.
CONNECTION
CL
w/ EQUIP PURCHACED
CONTRACTOR COORD
EQ EQ
3/16
2"
CL BEAM
3/16
CL
BEAM
CL
COL
CL COL
SEE PLANSEE PLAN
L4x4x5/16x8 1/2" LG CONNECTION
ANGLE. SEE CONN TYPE 3 FROM
1/S301 FOR REMAINDER OF
CONNECTION INFO
STEEL BEAM,
SEE PLAN
FOR CONNECTION,
SEE 1/S301
STEEL BEAM,
SEE PLAN
EXISTING W8x31
STEEL COLUMN
2-10d @ EACH BEARING
LOCATION, TYP
CONT 2x8 RUNNING
FLAT ALLONG TOP OF
TRUSS BOT CHORDS
EXISTING ROOF TRUSS
BOTTOM CHORD
1/2" ALL THREAD ROD FOR DUCT
AND SCREEN ATTACHMENT.
MAX SPACING = 24"
MAX LOAD = 300#
DATE
THIS DRAWING, ITS DESIGN CONCEPT AND ITS DETAIL ARE
THE SOLE PROPERTY OF AG ARCHITECTURE, INC. AND SHALL
NOT BE COPIED IN ANY FORM OR MANNER WITHOUT
WRITTEN AUTHORIZATION OF ITS DESIGNER/CREATOR
SHEET NO.
PROJECT
SHEET PRINTED ON:FILE PATH:REVISIONS
9133 R.G. Skinner Parkway
Jacksonville, Florida 32256
Ph: (904) 483-5200
email: mail@McVeighMangum.com
E N G I N E E R I N G · I N C
www.McVeighMangum.com
Atlanta · Charlotte · Jacksonville · Raleigh
CA 6330
Eng. of Record:License No.:7/29/2021 4:05:35 PMBIM 360://200801-Fleet Coleman Remodel/201162 Coleman Bldg at Fleet Landing_STRU_R20.rvt16 APRIL 2021
200801
S301HOOD, STATUE SUPPORT AND ELEVATOR LOBBY SECTIONS Atlantic BeachFleet LandingColeman RemodelFloridaDesigner
80678Timothy R. Moore
SCALE: NTSS301
1 BEAM TO GIRDER & COLUMN CONNECTIONS
SCALE: NTSS301
2 FLOOR ATTACHMENT AT ELEVATOR
SCALE: NTSS301
3 FLOOR ATTACHMENT AT CMU WALL
SCALE: NTSS301
4 DECK SPLICE AT EXISTING JOIST
SCALE: NTSS301
5 DECK SPLICE AT EXISTING BEAM
SCALE: NTSS301
10 STATUE SUPPORT SECTION
SCALE: NTSS301
6 TYPICAL HOOD SUPPORT SECTION
SCALE: NTSS301
7 SCREEN SECTION
SCALE: NTSS301
8 EXTENDED HOOD SUPPORT SECTION
SCALE: NTSS301
9 PLAN VIEW OF CONNECTION
NO. DATE DESCRIPTION
SCALE: NTSS301
11 SUPPORT AT EXISTING TRUSSES