HomeMy WebLinkAboutAPPROVED REVISION S2-01 Notes & Schedules REVISION 1 - Maverick Boats Plant Expansion 04-08-21STRUCTURAL NOTES
CONTRACTOR NOTE:
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY
PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. WIEDER ENGINEERING, INC. IS NOT
RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY
PRECAUTIONS AND PROGRAMS.
CODES AND STANDARDS
1. WIND LOADS ARE PER ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES, FOR A 160 MPH WIND SPEED (124 MPH NOMINAL WIND SPEED), EXPOSURE C,
ENCLOSED BUILDING (+/-0.18 INTERNAL PRESSURE COEFFICIENT) AND RISK CATEGORY II
2. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE:
A. FLORIDA BUILDING CODE 7TH EDITION (2020)
B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318)
C. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301)
D. MANUAL OF STD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315)
E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR
BUILDINGS. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - (AISC) ASD/ 9TH EDITION
F. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI
530, 530.1/ASCE 5, 6/TMS 402, 602)
3. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY
THEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT
STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE SIGNED AND SEALED
PRE-ENGINEERED METAL BUILDING SHOP DRAWINGS AS WELL AS THE ARCHITECTURAL,
MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN
THESE DRAWINGS WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT.
4. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS,
DEPRESSIONS, FINISHES, INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC.
5. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL
MEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION
WILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S FAILURE TO COMPLY
WITH THIS REQUIREMENT.
6. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER
BEFORE PROCEEDING WITH ANY WORK.
7. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIED
AND COORDINATED WITH THE PRE-ENGINEERED METAL BUILDING AND ARCHITECTURAL
DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION.
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT IN WRITING BEFORE
PROCEEDING WITH ANY WORK.
8. ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL
AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN.
A:1Xd/_1111111wd4,1m1z144:141],tie] 1111111111101111
1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OF
SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN
ENGINEER REGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL CONTRACTOR'S
RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP DRAWINGS ARE SUBMITTED
IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND RESUBMISSIONS AS REQUIRED. ALL
SPECIALTY ENGINEERED PRODUCTS SHALL BE DESIGNED FOR THE APPROPRIATE GRAVITY LOADS
AND WIND LOADS INCLUDING UPLIFT AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS
SHALL BE DESIGNED FOR LATERAL LOADS TO ASSURE STABILITY.
FOUNDATION
1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE
WITH THE SUBSURFACE SOIL EPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION
REPORT PREPARED BY ANDERSON ANDRE CONSULTING ENGINEERING, INC, DATED NOVEMBER 4,
2020 (AACA File No. 20-249)
2. BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2500 PSF
3. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS
ENGINEER BEFORE COMMENCING WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS
ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.
4. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MIN. OF 18" BELOW EXTERIOR FINISH GRADE.
5. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE
EVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT
STRUCTURES, UTILITIES, PIPING, ETC.
6. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF
EXISTING FOUNDATION OR STRUCTURES.
7. CENTERLINE OF FOOTINGS: SHALL COINCIDE WITH CENTERLINE OF COLUMNS UNO
8. ALL PILES SHALL BE HELICAL ANCHOR TYPE WITH A MINIMUM ALLOWABLE TENSION CAPACITY OF
45 KIPS (ASD w/ A FACTOR OF SAFETY OF 2)
CONCRETE
1. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS:
A. A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI @ 28 DAYS FOR FOUNDATIONS]
B. A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI @ 28 DAYS FOR SLABS ON GRADE &
SHALL HAVE SRA ECLIPSE ADMIXTURE AT MINIMUM OF 1 '/2 GAL/CY
C. SLUMPS SHALL BE 5 INCHES +/- 1 INCH
D. CONCRETE SHALL HAVE 2% +/-1.5% ENTRAPPED AIR
E. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.40
F. JOBSITE WATER SHALL NOT BE ADDED
2. FLY ASH AND SLAG SHALL BE LIMITED TO A MAXIMUM OF 25% OF THE CEMETICIOUS MATERIAL IN
ANY CONCRETE MIX AND SHALL NOT BE USE TOGETHER. FLY ASH AND/OR SLAG SHALL NOT
BEUSED UNLESS DOCUMENTATION IS PROVIDED THAT THESE PRODUCTS ARE COMPATIBLE WITH
THE SRA ECLIPSE ADMIXTURE PRODUCT SPECIFIED ABOVE
3. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS.
4. LAP ALL BARS PER ACI MINIMUM REQUIREMENTS FOR TENSION LAP SPLICE BUT NOT LESS THAN
48 BAR DIAMETERS. LAP ALL WWF A MINIMUM OF 12 INCHES
5. ALL HOOKS SHOWN IN STEEL REINFORCING BARS SHALL BE PER ACI RECOMMENDATIONS (NOT
LESS THAN 12 BAR DIAMETERS PAST BEND) LINO
6. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A185. PLACE FABRIC (OR REINF.) IN THE
CENTER OF THE SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT X-0" O.0
7. ALL REINFORCING STEEL SHALL COMPLY WITH ASTM A615 GRADE 60
8. AT CORNERS OF CONCRETE WALLS, BEAMS, TIE BEAMS, BOND BEAMS AND CONTINUOUS WALL
FOOTINGS, PROVIDE (1) MATCHING HORIZONTAL BARS X 5'-0" BENT BAR FOR EACH HORIZONTAL
BAR SCHEDULED AT EACH FACE.
MASONRY
1. MASONRY UNITS SHALL BE, LOAD BEARING ASTM C90 AND SHALL BE TESTED IN ACONFOMANCE
WITH ASTM C140. MASONRY SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND (UNO)
2. THE COMPRESSIVE STRENGTH OF MASONRY (F-M) SHALL BE 1,500 PSI AS CALCULATED IN
ACCORDANCE WITH ASTM C1314.
3. ALL MORTAR SHALL BE TYPE M OR S ONLY, IN ACCORDANCE WITH ASTM C270
4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM C476 AND HAVING A MINIMUM
COMPRESSIVE STRENGTH OF 2,500 PSI AND HAVE A SLUMP OF 9" +/- 2"
5. PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT REINFORCEMENT (9 GA.) AT
16" ON CENTER VERTICAL IN ALL MASONRY WALLS USING PREFABRICATED CORNER AND T
INTERSECTIONS.
7. PROVIDE EXPANSION JOINTS IN MASONRY WALLS AT LOCATIONS OF FLOOR EXPANSION JOISNTS.
TIE BEAM AT TOP OF WALL SHALL NOT HAVE ANY EXPANSION JOINTS
STEEL
1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE 9Tx Ed.
OF THE AISC CODE. STRUCTURAL STEEL SHALL CONFORM TO:
A. ASTM A992 GRADE 50 FOR ALL WIDE FLANGE BEAMS
B. ASTM A36 FOR MISCELLANEOUS STEEL SHAPES (ANGLES, PLATES, CHANNELS, ETC.)
C. SQUARE OR RECTANGULAR HSS SHALL CONFORM TO ASTM A500 GRADE B (FY=46 KSI).
D. ROUND HSS SHALL CONFORM TO ASTM A500, GRADE B (FY=42 KSI). ROUND HSS WITH A
WALL THICKNESS GREATER THAN 5/8, SHALL CONFORM TO ASTM A53, GRADE B (FY=35 KSI)
E. ALL STEEL SHALL BE HOT DIP GAVANIZED
F. ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND ERECTION
G. STEEL BEAMS INSTALLED IN PARALLEL WITH STEEL BAR JOISTS MUST HAVE CAMBER
EQUAL TO BAR JOISTS.
2. ALL WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN
WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE
OF WORK REQUIRED.
3. ALL BOLTED CONNECTIONS SHALL USE 3/4" DIAMETER, A325 HIGH STRENGTH BOLTS UNO
4. ALL CONNECTIONS SHALL BE FULL DEPTH DOUBLE CLIP ANGLE CONNECTIONS UNO (BOLTS TO BE
AT 3-INCH O/C VERTICAL UNO)
5. ALL CONNECTIONS TO HOLLOW STRUCTURAL (HSS) COLUMNS ARE TO BE THRU-PLATE UNO
6. ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY SEPARATED TO PREVENT
GALVANIC AND CORROSIVE EFFECTS.
7. ALL ANCHOR BOLTS SHALL BE ASTM A36 THREADED ROD (OR EQUAL) DIAMETER, SPCING AND
LOCATION SHALL BE PER THE SIGNED AND SEALED PRE-ENGINEERED MATAL BUILDING
ENGINEERS APPROVED SHOP DRAWINGS
8. ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES
(STRUCTURAL WELDING CODE - STEEL AWS D1.1)
9. SHEAR CONNECTORS TO BE HEADED STUD TYPE (BY NELSON OR EQUAL), ASTM A/108, GRADE 1015
OR 1020, COLD FINISHED CARBON STEEL, WITH DIMENSIONS COMPLYING WITH AISC
SPECIFICATIONS.
STEEL STAIRS
ENGINEERED CONCRETE FILLED STEEL STAIR SYSTEM AND ALL CONNECTIONS OF THE SAME TO THIS
STRUCTURE SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. SUBMIT
SHOP DRAWINGS BEARING THE EMBOSSED SEAL AND THE SIGNATURE OF THE ENGINEER FOR REVIEW
PRIOR TO FABRICATION. THE CONFIGURATION OF THE STEEL STAIR SYSTEM SHALL BE SHOWN ON THE
ARCHITECTURAL DRAWINGS. STEEL STAIR SYSTEM AND ALL CONNECTIONS SHALL BE DESIGNED FOR
ALL APPLICABLE LOADS AS INDICATED ON THE PLANS AND IN ALL APPLICABLE BUILDING CODES. THE
LOADS SHALL BE CLEARLY INDICATED ON ALL SHOP DRAWINGS. SHOP DRAWINGS SHALL SHOW AND
SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE STEEL STAIR SYSTEM AS WELL AS CONNECTIONS TO
AND LOADS IMPOSED UPON THESTRUCTURAL SYSTEM SHOWN OF THESE PLANS.
JOISTS
1. ALL JOISTS SHALL HAVE A SHOP COAT OF RUST INHIBITIVE NON -BITUMINOUS PAINT.
2. JOIST FABRICATOR SHALL HAVE A SPECIALTY ENGINEER REGISTERED IN THE STATE OF FLORIDA
SIGN AND SEAL ALL STEEL JOIST SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL CONTAIN A
STATEMENT CERTIFYING THAT THE STEEL JOISTS CAN SAFELY RESIST THE WIND UPLIFT FORCES
AS NOTED.
3. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED TO THE REQUIREMENTS OF THE
SPECIFICATIONS OF THE STEEL JOIST INSTITUTE FOR K SERIES. MANUFACTURER SHALL BE A
MEMBER OF THE STEEL JOIST INSTITUTE. PROVIDE BRIDGING IN ACCORDANCE WITH SJI
STANDARDS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
DECK
1. FLOOR DECK TO BE: GALVANIZED; 0.6 C (9/16") 22 GAGE FORM DECK
AS MANUFACTURED BY VULCRAFT/NUCOR OR APPROVED EQUAL. FLOOR DECK MUST COMPLY
WITH STEEL DECK INSTITUTE STANDARDS. ALL FLOOR DECK SHALL BE CONTINUOUS OVER A
MINIMUM OF THREE SPANS.
SHOP DRAWINGS
1. SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE FOLLOWING:
A. CONCRETE MIX DESIGNS
B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC
C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACESSORIES
D. STRUCTURALSTEEL
E. PRE-ENGINEERED STEEL JOISTS
F. STEEL DECK.
G. PRE-ENGINEERED STEEL STAIRS.
H. PRE-ENGINEERED METAL BUILDINGS.
2. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY ENGINEER
REGISTERED IN THE STATE OF FLORIDA
HELICAL PILES
1. ALL MATERIALS USED FOR THE HELICAL PILES SHALL BE HOT DIP GALVANIZED
PER ASTM A153 CLASS B-1
2. HELCAL PILES SHALL BE INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT
MANUFACTURER (CHANCE HELICAL PILES OR APPROVED EQUAL)
3. HELICAL PILES SHALL BE SS200 AND INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE
PRODUCT MANUFACTURER.
4. MATERIAL SHALL COMPY WITH THE FOLLOWING SPECIFICATIONS:
A. SHAFT: ROUND-CORNERD SQUARE SOLID STEEL BAR PER ASTM A29 Fy= 90 KSI
B. COUPLING BOLTS: ASTM A193 GRADE B7 HEX BOLTS (TYPE X)
C. HELIX PLATES: ASTM A656 OR A1018 Fy= 80 KSI
D. BRACKET BODY: ASTM A36 AND ASTM 570 GRADE 50
5. THE HELICAL PILES SHALL BE INSTALLED TO DEVELOP THE MIN. TENSILE LOAD OF:
TENSION (T) = 90 KIPS (ULTIMATE) T = 45 KIPS (WORKING)
6. THE INSTALLER SHALL REVIEW THE GEOTECHINCAL ENGINEERING REPORT TO DETERMINE THE
REQUIRED MINIMUM DEPTH AND/OR TORQUE NEED TO ACHIEVE THE RATED CAPCITIES INDICATED.
7, INSTALLATION SHALL BE MONITORED AND CERTIFIED BY AN INDEPENDENT ENGINEER STATING
THAT THE INSTALLATION IS IN COPLIANCE WITH THE DESIGN DOCUMENTS. SUBMIT PILE LOG
WITH CERTIFICATION PRIOR TO PLACING FOUNDATIONS.
8. THE CAPCITY OF THE HELICAL SYSTEM IS A FUNCTIO OF MAY ELEMENTS NOT LIMITED TO THE
CAP BRACKET, PIER SHAFT, HELIXES AND BEARING STRATA AS WELL AS THE QUALITY OF PIER
INSTALATION.
9. THE CAP PLATE SHALL BE WELDED TO THE HELICAL PILE SHAFT TO DEVELOP THE RATED
DESIGN TENSION LOAD (FULL PENETRATION WELD)
_ _A_ _A�
EDGE OF SLAB
O
HAIRPIN BAR DETAL
3/4"=V-0"
(1) #7 HAIRPIN BAR
ANCHOR BOLTS BY
METAL BUILDING
MANUFACTURER
CONCRETE COVER SCHEDULE
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 OR LARGER 2"
#5 OR SMALLER 1 1 /2"
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
SLABS, WALLS, JOISTS (#11 AND SMALLER) 3/4"
BEAMS, COLUMNS (PRIMARY REINF., TIES, STIRRUPS, SPIRALS) 1 1 /2"
CONCRETE FOR COASTAL CONSTRUCTION EXTERIOR CONDITIONS
WALL & SLABS 2"
OTHER MEMBERS 2 1/2"
MASONRY WALL SCHEDULE
MARK
THICKNESS
REINFORCING
MW-1
8" CMU
#5 @ 48" O.C.
MW-2
8" CMU
#6 @ 24" O.C.
(ALL CELLS GROUTED SOLID)
MASONRY WALL NOTES:
1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. GALVANIZED
LATERAL REINFORCING @ 16" O.C. HORIZ. EXTEND REINFORCING
6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL.
2. ADJACENT TO ANY EXTERIOR WALL OPENING AND AT CORNERS
& WALL INTERSECTIONS, PLACE (1) SCHEDULED VERTICAL
REINFORCING IN CELL GROUTED SOLID, FULL HEIGHT, U.N.O.
3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH 2500
PSI GROUT MIX.
EDGE OF SLAB
cc
2" DEEP SAWCUT (OR 1/3 x SLAB
THICKNESS) WITHIN 24 HOURS OF
POUR (DO NOT INTERRUPT MESH)
CONTROL JOINT
WIND LOAD SCHEDULE (ASD)
COMPONENTS
&
CLADDING
ROOF WIND LOADS
WALL WIND LOADS
(SEE NOTE 1)
ROOF AREA
WALL AREA
1
2
3
4
5
PRESSURE (PSF)
+16.1
+16.1
+16.1
+36.2
+36.2
SUCTION (PSF)
-39.5
-66.3
-99.8
-39.2
-48.2
1. EXTERIOR GLAZED OPENINGS IN BUILDINGS SHALL COMPLY WITH 7th EDITION FBC 2020 BY EITHER
BEING DESIGNED FOR IMPACT RESISTANCE OR BEING PROTECTED BY IMPACT PROTECTIVE SYSTEMS.
2. CORNER DISTANCE, A = 12.5 FEET ASSUMED TRIBUTARY AREA = 10 SF MRH = 33 FEET
2x4 x CONT. WWF OR REINFORCING BARS
KEY JOINT CONTINUOUS THRU
CONSTRUCTION JOINT
x x �p
CONSTRUCTION JOINT
TYPICAL SLAB -ON -GRADE
NOTE: CONTROL JOINTS SHALL CREATE N.T.S.
PANELS OF 625 SQ. FEET (MAXIMUM)
16" LAP
IT 2'-6»
BARS TO MATCH
/ FOOTING BARS
LAP
2'-6" T (MIN.)
SEE PLAN AND FOOTING SCHEDULE
FOR SIZE AND REINFORCING
TYPICAL STEP
FOOTING DETAIL
EDGE OF SLAB
HAIRPIN
4"
N.T.S.
jp+ = i -v
O
HAIRPIN BAR DETAL
3 /4"=1 '- 0"
HORIZONTAL JOINT REINFORCING
NOT SHOWN - DISCONTINUOUS
AT JOINT, TYPICAL
VERTICAL REINFORCING
EACH SIDE OF JOINT
A A
I I
® 5
I I
ELEVATION
PREFORMED GASKET
1/2"t BACKER BAR & CAULK
JOINT EACH SIDE
PLAN VIEW
(MCJ) MASONRY CONTROL JOINT DETAIL
Scale: N.T.S.
NOTES:.
1) TIE BEAMS CONTINUOUS OVER JOINT, TYPICAL U.N.O.
2) MCJ TO ALIGN W/ SLAB EXPANSION JOINT
O
HAIRPIN BAR DETAL
3/4"=V-0"
(1) #7 HAIRPIN BAR
ANCHOR BOLTS BY
METAL BUILDING
MANUFACTURER
12"
nHlrCr'IIV dF'1rC UC I HL
3 /4"=1 '- O"
c
C
BEAM SCHEDULE
MARK
SIZE WxH
(inches)
REINFORCING
STIRRUPS
REMARKS
BOTT
TOP
INT
TIES
SPACING
BB-1
8 x 16
1 #5
1 #5
-
_
_
MASONRY BOND
BEAM
BB-2
8 x 8
-
-
1 #5
_
_
MASONRY BOND
BEAM
L-1
8F18
1 #5
1 #5
-
-
-
PRECAST LINTEL
BY CASTCRETE
(SEE SECT. 1 /S3.01)
FOOTING SCHEDULE
IL
MARK
(W
x x
D)
REINFORCING
REMARKS
F40
4'-0"
x 4'-0"
x 18"
(5) #6 EACH WAY BOTT.
PAD
F50
5'-0"
x 5'-0"
x 24"
(6) #7 EACH WAY BOTT.
PAD
F70
7'-0"
x
7'-0"
x 2'-6"
(7) #7 EACH WAY TOP & BOTT.
PAD
(9) #7 SHORT WAY TOP & BOTT. &
PAD W/(2) HELICAL
F6080
6'-0"
x
8'-0"
x 2'-6'
(7) #7 LONG WAY TOP & BOTT.
TENSION PILES
(SEE DETAILS)
PAD W/(2) HELICAL
F8080
8-0"
x
8'-0"
x 2'-6"
(9) #7 EACH WAY TOP & BOTT.
TENSION PILES
(SEE DETAILS)
(3) #5 CONT. BOTT. &
TS20.12
2'-0"
x CONT.
x 12"
#5 @ 24" O.C. TRANSV. BOTT.
THICKENED SLAB
(3) #5 CONT. TOP & BOTT. &
TS24.24
2'-0"
x
CONT.
x 2'-0"
#3 STIRRUPS @ 16" O.C.
THICKENED SLAB
(3) #5 CONT. TOP & BOTT. &
TS28.24
2'-4"
x
CONT.
x 2'-0"
#3 STIRRUPS @ 16" O.C.
THICKENED SLAB
(5) #6 CONT. TOP & BOTT. &
THICKENED SLAB
TS48.18
4'-0"
x
CONT.
x 1'-6"
#3 STIRRUPS @ 18" O.C.
SEE 2/S6.01
TE-1
12"
x
CONT.
x 12"
(2 ) # CONT. BOTT.
5
THICKENED SLAB
EDGE
TE-2
12"
CONT.
24"
(2) #5 CONT. BOTT. &
THICKENED SLAB
x
x
(1) #5 CONT. TOP
EDGE
(4) #5 CONT. BOTT. &
F30.14
3'-O"
x CONT.
x 14"
#5 @ 24" O.C. TRANSV. BOTT.
AT TRUCK WELL
ANCHOR BOL
METAL BUILD
MANUFACTUR
EDGE OF E
CONCRETE PIER SCHEDULE
2'-0"
"P-1"
24"x24" CONCRETE PIER
W/(8) #6 VERTICAL &
#3 TIES @ 6" O.C.
V-2" 4"
0
I
N
O
HAIRPIN BAR DETAL
3/4"=1 '- 0"
a r.
65
Digitally signed by Allen Wieder,
PE FL 43444
Allen Wieder, DIN: cn=Allen Wieder, PE FL 43444,
o=Wieder Engineering, Inc, ou,
PE FL 43444 email=awieder@wiederengineerin
g.com, c=US
Date: 2021.04.08 13:14:54-04'00'
wieclpp �vt ineeNLl2 inc.
STRUCTURAL ENGINEER
11718 SE FEDERAL HWY #373 uo #28036 (772) 546-5823
HOBE SOUND, FL 33455 FAX: (772) 545-3734
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