HomeMy WebLinkAboutPARTIAL FOUNDATION PLAN,
I. CODES AND SPECIFICATIONS.
A. GENERAL BULDING CODE:
I. STRUCTURAL WORK SHALL BE IA ACCORDANCE WITH FLORIDA BUILDING
CODE, 2001 EPHIN (PBC 2001) '
B. CONCRETE:
I. BUILDING CODE REQUIREMENTS FOR REINFORCED 'CONCRETE (ACI 318)
2. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301).
C. STRUCTURAL STEEL:
I. SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, LOAD AND
RESISTANCE FACTOR DESIGN, AMERICAN INSTITUTE OF STEEL
CONSTRUCTION.
2. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE
STRESS DESIGN AND PLASTIC DESIGN, AMERICAN INSTITUTE OF
STEEL CONSTRUCTIONS, AISC.
3. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES,
AISC.
D. MASONRY STRUCTURES:
I. ACI 530-88/A5CE BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES.
2. ACI 530.1-88/A5CE SPECIFICATIONS FOR MASONRY STRUCTURES.
II. ADJACENT BUILDINGS AND PROPERTY,
A. THE CONTRACTOR SHALL ENSURE THAT ALL CONSTRUCTION METHODS
USED WILL NOT CAUSE DAMAGE TO THE ADJACENT BUILDINGS AND
PROPERTY. THIS SHALL INCLUDE ALL FOUNDATION INSTALLATION.
B. THE CONTRACTOR IS ADVISED TO PERFORM ALL PHOTOGRAPHIC
SURVEYS AND OTHER DOCUMENTATION OF THE ADJACENT BUILDINGS
BEFORE THE START OF CONSTRUCTION,
III. DESIGN CRITERIA.
A. MECHANICAL EQUIPMENT LOADS:
THE GENERAL CONTRACTOR SHALL SUBMIT ACTUAL WEIGHTS OF EQUIPMENT TO
BE USED IN THE PROJECT TO THE STRUCTURAL ENGINEER FOR VERIPICATION OF
LOADS USED IN THE DESIGN AT LEAST TWO WEEKS PRIOR TO FABRICATION AND
CONSTRUCTION OF THE SUPPORTING STRUCTURE.
B. LIVE LOADS:
I. LIVE LOADS (PSF)
a. UNIFORM ROOF LIVE LOA 20
b. WIND UPLIFT SEE WIND PRESSURE TABLES
c. OFFICE 50
2. DEAD LOADS (PSF)
a, RCAF 10 AND 5 FOR UPLIFT CALCULATIONS
c. PUBLIC AREAS 100
d. CORIDDORS 10D
3, WIND VELOCITY, 13OMPH (1=1.0)
C. RAILING/BARRIER LOADS (FBC 1608.2).
I, HANDRALS: 200 LBS. CONCENTRATED LOAD IN ANY DIRECTIONOR 50
LBS/FT, IN ANY DIRECTION, WHICHEVER PRODUCES
GREATEST STRESS,
P. BUILDING MOVEMENT AND DEFLECTIONS. THE 'BUILDING MOVEMENT SPECIFIED HEREIN
IS
ANTICIPATED TO OCCUR AND SHOULD BE CONSIDERED BY THE CONTRACTOR IN THE
PERPORMANCE OF THE WORK.
I. SPANDREL BEAM DEFLECTIONS, THE FOLLOWING PROVISION SHOULD BE MADE
FOR SUPERIMPOSED LOAD DEFLECTION OF ONE FLOOR RELATIVE TO AN ADJACENT
FLOOR IN THE DESIGN, FABRICATION, AND ERECTION OF THEBUILOING CLADDING:
a. TYPICAL SPANDREL BEAM - ' /8" SUPERIMPOSED LOAD DEPLECTION IS
DEFINED AS ALL DEFLEC11ON ANTICIPATED TO OCCUR APTER THE
CLADDING HAS BEEN ERECTED. THE RELATIVE DEFLECTION ABOVE DOES NOT
INCLUDE THE FLOOR DEFLECTION CAUSED BYTHE WEIGHT OF THE CLADDING
ITSELF OR THE DEAD LOAD DEFLECTION OF THE FLOOR FRAMING ITSELF, NOR
DOES IT INCLUDE ANY ALLOWANCE FOR BRICATION OR ERECTION
OLERANCES.
2. FLOOR DEFLECTIONS, THE FOLLOWING PROVISION FOR SUPERIMPOSED LOAD
DEFLECTIONS SHALL BE MADE IN THE DESIGN, FABRICATION, AND INSTALLATION OF
ALL PARTITIONS, GLASS WALLS, AND OTHER ELEMENTS SUPPORTED BY AND ATTACHED
TO THE STRUCTURE:
a. TYPICAL FLOOR MEMBERS - SPAN/360 BUT NOT LESS THAN 3/8'
b. TYPICAL ROOF MEMBERS - SPAN/360 BUT NOT LESS THAN 3/8"
3, LATERAL FRAME DEFLECTION (DRIFT). THE FOLLOWING PROVISION FOR
LATERAL FRAME DEFLECTION IN THE PLANE OF THE WALL OF ONE FLOOR
RELATIVE TO AN ADJACENT FLOOR SHALL BE MADE IN THE DESIGN,
FABRICATION AND INSTALLATION OF THE BUILDING CLADDING:
a, TYPICAL FLOOR TO FLOOR - FLOOR HEIGHT/180
IV. FOUNDATIONS :
ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 p9F ON
COMPACTED FILL. BEFORE CONSTRUCTION COMMENCES, SOIL BEARING CAPACITY
SHALL BE VERIFIED BY A SUBSURFACE INVESTIGATION, AS WELL AS FIELD AND
LABORATORY TESTS PERFORMED BY A CERTIFIED TESTING LABORATORY, WHOSE
REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS FOR SITE
PREPARATION IN ORDER TO BEAR THE FOUNDATION LOADS. ABOVE REPORT
SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE
FOUNDATION CONSTRUCTION BEGINS.
V. SLAB -ON -GRADE CONSTRUCTION.
" R. SLAB -ON -GRADE CONSTRUCTION SHALL FOLLOW THE
RECOMMENDATIONS OF "GUIDE FOR CONCRETE FLOOR AND SLAB
CONSTRUCTION', ACI 302,IR-80.
13. SUBGRADE PREPARATION:
I. THE SOL SHALL BE PREPARED AND COMPACTED IN ACCORDANCE
WITH THE REQUIREMENTS OF THE GEOTECHNICAL REPORT.
2. THE MOISTURE CONTENT OF THE SUBGRADE, DEPENDING UPON
WEATHER CONDITIONS, MAY REQUIRE ADJUSTMENT TO LEVELS
SUITABLE FOR DEVELOPING APPROPRIATE COMPACTION.
3. ALL SUBGRADE PREPARATION SHALL BE MONITORED BY THE
CEOTECHNICAL ENGINEER, ALL UNSUITABLE MATERIAL AND SOFT
SPOTS
SHALL BE REMOVED AND BACKFILLED WITH SELECT FILL AND
COMPACTED IN ACCORDANCE WITH THE REQUIREMENTS OF SELECT
FILL BELOW.
C. SELECT FILL:
I. "SELECT FILL" SHALL BE CLEAN NON -ORGANIC SAND WITH LESS
THAN 12 PERCENT MATERIAL PASSING THROUGH A NO. 200 SIEVE.
ALL FILL SHALL BE COMPACTED TO AT LEAST g5Ye OF THE MODIFIED
PROCTOR (ASTM 0-1557),
2, THE FILL SOILS SHOULD BE PLACED, AND UNIFORMLY COMPACTED
IN CONTROLLED LIFTS WITH A THICKNESS CONSISTENT WITH
THE COMPACTION EQUIPMENT UTILIZED QN THE PROJECT. IN NO
CASE SHOULD THE LIFT THICKNESS EXCEED 12 INCHES (LOOSE
MEASURE).
D. REINFORCING STEEL:
I. LAP CONTINUOUS SLAB -ON -GRADE REINFORCING STEEL
48 BAR DIAMETERS AT SPLICES BUT NOT LESS THAN 12".
2. ALL REINFORCING STEEL FOR SLABS ON GRADE SHALL BE
CHAIRED WITH SLAB BOLSTERS DESIGNED FOR SUPPORT ON SOIL TO
PROVIDE SPECIFIED COVER TO REINFORCING STEEL.
3. WERE FIBER MESH IS USED SEE NOTES SHEET 5100
A CONCRETE.
A. ALL CONCRETE SHALL BE NORMAL WEIGHT (145 PCF).
28-DAY
I COMPRESSIVE MAX.
STRENGTH MAX.SIZE W/C
USAGE (PSI) AGGREGATE RATIO
I. FOOTINGS '3000 I" 0.48
2. SLAB ON GRADE 3000 3/4" 0.48
4, ON METAL DECK 4000(NWT) 3/4" 0.48
B. CONCRETE SHALL BE PROPORTIONED FOR A MAXIMUM ALLOWABLE UNIT
SHRINKAGE OF 0.057a AT 28 PANS AS DETERMINED BY ASTM CI57..
C. SLUMP RANGE AT POINT OF DISCHARGE: 3" TO 6"
A. REINFORCING STEEL.
A. REINFORCING STEEL: ASTM A 615, GRADE 60
B. REINPORCNG STEEL TO BE WELDED: ASTM A 706
C. WELDED WIRE FABRIC: ASTM A 185 (FLAT SHEETS), MINIMUM YIELD
STRENGTH OF 70,000 PSI.
D. DEFORMED BAR ANCHORS: ASTM A06, MINIMUM YIELD STRENGTH 70,000
PSI,
E. REINFORCING STEEL COVER:
I. BOTTOM OF FOTNGS 3"
2, SIDES OF FOOTINGS 2"
3. COLUMN REINFORCEMENT (INCLUDING TIE5) 1-1/2"
4. BEAM REINFORCEMENT 1-1/2"
5. INTERIOR SLAB REINFORCEMENT I"
6. EXTERIOR SLAB REINFORCEMENT 2"
7. WALLS - INTERIOR SIDE I"
8. WALL - EXTERIOR AND SOIL SIDES 2"
q. ALL COVER SPECIFIED ABOVE IS TO BE PROVIDED FROM THE
INSIDE OF ANY ARCHITECTURAL REVEALS.
10. FOR ALL EXTERIOR CONDITIONS THE MIN. COVER SHALL BE 2"
F. WHERE SPLICE LENGTHS ARE NOT SPECIFIED,USE TENSION SPLICE -CLASS
B.
G. REINFORCING STEEL SHALL NOT BE TACK WELDED FOR ANY REASON,
WELDED REINFORCING STEEL SPLICES ARE NOT PERMITTED.
H, LAP ALL WELDED WIRE FABRIC A MINIMUM DISTANCE OF ONE CROSS WIRE
SPACING PLUS 2 NCI -ES.
VIII, STRUCTURAL STEEL.
A. STEEL SHALL CONFORM TO THE FOLLOWING ASTM
SPECIFICATION, UNLESS NOTED OTHERWISE ON PLAN:
I. ALL WIDE FLANGE SHAPES, WT 5HAPE5..A572 OR
Agg2M,GR.50 2. ALL ANGLES, CHANNELS AND STIFFENER
PLATES...................A36,CR.36
3. STRUCTURAL STEEL PIPE..............A53 (FY-35)
4. STRUCTURAL STEEL TUBE..............A500(FY-46)
5. BASE PLATES, AND CONNECTION PLATES (2"THICK OR
LESS) ........... A36 (FY=36)
4. ANCHOR BOLTS......................A325
B. CONNECTIONS:
CONNECTION DETAILS NOT COMPLETELY DETAILED ON THE DRAWINGS,
NCLUDNG MATERIAL GRADE AND SIZES, WELD SIZES AND NUMBER OF
BOLTS SHALL BE DESIGNED BY THE CONTRACTOR IN ACCORDANCE WITH THE
SPECIFICATIONS
D. BOLTED CONNECTIONS:
I. MOMENT CONNECTIONS:
a. SPLICE PLATES FOR MOMENT CONNECTION5 SHALL USE
A4gO-SC
OR A325-5C BOLTS.
b. SHEAR CONNECTION FOR MOMENT -CONNECTED IEMBEPS SHALL USE
A4gO-SC OR A325-SC BOLTS.
2. ALL OTHER CONNECTIONS (UNLESS NOTED OTHERWISE)
a. 5/4" DIAMETER, A525-X OR A44510-X.
b. OVERSIZED AND LONC-SLOTTED HOLES NOT ALLOWED UNLESS
SHOWN ON STRUCTURAL DRAWINGS,
3. THE SHOP DRAWINGS SHALL CLEARLY INDICATE THE TYPE OF
BOLT USED N EACH CONNECTION AND THE ALLOWABLE VALUES USED
FOR THE VARIOUS BOLT TYPES.
4. THE FOLLOWING MINIMUM STANDARDS APPLY:
a. MINIMUM PLATE THICKNE55: 3/8"
b. MINIMUM BOLT DIAMETER: 3/4'
c. MINIMUM WELD: 3/16" THICK THROAT
E. WELDED CONNECTIONS:
I. ALL SHOP AND FELD WELDING SHALL CONFORM TO ASW STRUCTURAL
WELDING CODE -STEEL, ANSI/AW5 DLI
2. MINIMUM WELD: 3/16" THICK THROAT.
F. SPLICING OF STRUCTURAL STEEL WHERE NOT DETAILED IS PROHIBITED
WITHOUT PRIOR WRITTEN APPROVAL OF THE ARCHITECT/ENG,
G. BEAM CONNECTIONS:
I. FOR NON -COMPOSITE BEAMS, DESIGN CONNECTIONS FOR BEAMS TO
SUPPORT HALF OF THE UNIFORM CAPACITY SHOWN IN AISC "TABLES FOR
ALLOWABLE LOADS ON BEAMS" FOR THE GIVEN SECTION AND SPAN UNLESS
OTHERWISE SHOWN,
2. MINIMUM NUMBER OF BOLTS FOR CONNECTIONS SHALL BE AS POLLOWS:
WIDE FLANCE SHAPE MIN. NUMBER OF BOLTS
W36 q
W33 8
W30 7
W27 7
W24 6
W21 5
W18 5
W16 4
W14 3
W12 3
WIO AND SMALLER SHAPES 2
3, PROVIDE WEB REINFORCING WHERE REQUIRED DUE TO WEB CUT POR
CONNECTIONS
4. SHEAR TABS SHALL BE DESIGNED FOR CAPACITY OF BOLTED
CONNECTION AND ECCENTRICITY. MIN PLATE THICKNESS = 1/4 INCHES.
5. BEAM REACTIONS SHOWN ON PLANS ARE SERVICE (NON-FACTORED-ASO)
H. GALVANIZING:
1. HOT -DIP GALVANIZE AFTER FABRICATION ALL STRUCTURAL
STEEL ITEMS AND THEIR CONNECTIONS PERMANENTLY EXPOSED TO
WEATHER,
2. EXAMINE STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR
OTHER ITEMS TO BE GALVANIZED.
NON -SHRINK GROUT FOR BASE PLATES AND BEARING PLATES
I. NON-METALLIC, SHRINKAGE RESISTANT, PREMIXED, NON-
CORROSIVE, NON -STAINING PRODUCT CONTAINING PORTLAND
CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS, AND
PLUIDITY IMPROVING COMPOUNDS, AND SHALL CONFORM TO CORPS
OF ENGINEERS SPECIFICATION FOR NON -SHRINK CROUT,
CRP-C621-83.
2. TWENTY-EIGHT DAY COMPRESSIVE STRENGTH SHALL BE A
MINIMUM OF 4,000 PSI.
GROSS WIND PRESSURES FOR COMPONETS AND CLADDING (FBC 2001)
ZON`� I
ZONE 2
ZONE 3
ZONE 4
ZONE 5
(Ft)
(mph)
SF )
(P50
(P50
(p5f)
(PSO
(P50
10
130
1,00
<10
Iq,la
Iq.18
Iq.18
1 43.15
43.15
-47.14
-7q.10
-IIq.06
-46.74
-57.53
10
130
LOO
20
17A7
PA7
17,g7
4L24
41,24
-45A4
-70.6q
-g8,61
-44,83
-53.71
10
130
1.00
50
16.8
16.38
6.38
38.71
38.71
-44.35
-5q.56
-71.58
-42.31
-48.65
10
130
1.00
100
15,18
15,18
155
36.80
36.60
-43,15
-51.14
-51,14
-40.3q
-44.53
10
130
1,00
200
15J8
15.15
15:18
34.8q
34.8q
-43,15
-51.14
-51,14
-36.48
-41.01
10
130
1.00
>500
15.18
15.18
150
32.36
32.36
-43.15
-51.14
-51,14
-35A6
-35.g6
IA, I L. 1 1"'vI14IC
I XIII
MISCELLANEOUS.
A. REFER TO THE SPECIFIC
TIONS. q
B, SEE ARCHITECT'S DRAW
C. CONTROL JOINTS.
GS FOR THE EXTENT OF MASONRY WAILS.
B.
EPDXY ANCHORS MAY BE SUBSTITUTED FOR ANCHOR BOLTS ONLY WITH THE APPROVAL
I. CONTROL JOIN15
SHALL BE PROVIDED IN ALL CONCRETE
OF THE ENCINEER OF RECORD IN WRITING, EPDXY ANCHORS USED SHALL BE HILTI, RAWL,
MASONRY COAST
RATION Ai LOCATIONS INDICATED ON
OR APPROVED EQUAL.
ARCHITECTURAL DRAWINGS.
CONTROL JOINT SPACING
C.
PROVIDE DISSIMILAR METAL SEPERATORS AT ALL JUNCTIONS OF ALUMINUM SOFFIT FRAMING
SHALL NOT
D 2ON CENTER
AND STRUCTURAL STEEL.
2, HORIZONTALAL WALL
REINFORCING SHALL BE STOPPED EACH
D.
ALL NEW METAL STAIRS AND LANDINGS SHALL BE DESIGNED BY STAIR FABRICATOR FOR
SIDE OF
JOINTS.
A LIVE LOAD EQUAL TO 100 PSF AND FOR ALL FBC-2001 CODE APPLICABLE REQUIREMENTS.
3. SEE ARCHITECHITEC
ORAL DRAWINGS FOR SEALANT
COORDINATE ALL DIMENSIONS, ELEVATIONS, AND FINISH DETAILS WITH ARCH. DWGS.
REQUIREMENTS
SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS POR REVIEW AND
Al CONTROL JOINTS.
APPROVAL BEFORE PROCEEDNG WITH METAL STAIRS AND LANDINGS FABRICATION, )
P. MASONRY WALLS SHALL
BRACED EITHER BY OTHER NG
E.
E
TYPICAL DETAILS.
WALLS OR BY ANCHOR
TT N O THE STRUCTURE ABOVE, AS SHOW
SHOWN
DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS SHALL APPLY
THE STRUCTURAL DRAWINGS,
TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR
E. BLOCK LINTELS SHALL Bi
SPECIALLY FORMED U-SHAPED LINTEL
SIMILAR TO TH05E SPECIFICALLY DETAILED. THE APPLICABILITY, OF
UNITS WITH REINFORCING
BARS, OR PRECAST UNITS DESIGNED FOR
THE DETAIL TO ITS LOCATION ON THE PLANS CAN BE DETERMINED BY
THE WEIGHT OF MASONRY AEOVE.
SEE TYPICAL PETAL
THE TITLE OF THE DETAIL. SUCH DETAILS SHALL APPLY WHETHER OR
F. ALL MASONRY WALLS 511OWN
ON THE ARCHITECTURAL AND
NOT THEY ARE KEYED N AT EACH LOCATION, QUESTIONS REGARDING
STRUCTURAL DRAWINGS
HAVE BEEN DESIGNED TO RESIST TFB
APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THE
REQUIRED CODE VERTIC
L AND LATERAL FORCES N THE FINAL
ENGINEER.
CONSTRUCTED CONFIGU
TION ONLY, 11 IS THE RESPONSIBILITY OF
F.
CONTRACT DOCUMENTS.
HE CONTRACTOR TO AIDE
TELY BRACE THE WALLS FOR VERTICAL
IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN
AND LATERAL LOADS THAT
OULO POSSIBLY BE APPLIED PRIOR TO
ALL CONTRACT DOCUMENTS AND LATEST ADENDA AND TO SUBMIT SUCH
COMPLETION OF CONSTRICTION.
DOCUMENTS TO ALL SUBCONTRACiORS AND MATERIAL SUPPLIERS PRIOR
G, REFER TO ARCHITECTURlit,
DRAWINGS FOR EXTENT AND LOCATION
TO THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY
OF NON -LOAD -BEARING MA
ONRY WALLS
STRUCTURAL MEMBERS AND ERECTION IN THE FIELD.
H. MORTAR SHALL BE TYPE
S.
G.
DRAWING CONFLICTS.
I. REINFORCE WALLS WITH
LADDER TYPE REINFORCEMENT EQUAL TO
THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND
STANDARD PUR-O-WALI
IN BED JOINTS qGA-4 WIRE AT 16" O.C.
STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCIES BETWEEN EACH
MEASURED VERTICALLY
.N.O. PLACE PER MFR. RECOMMENDATIONS.
SET OF DRAWNGS AND WITHIN EACH SET OF DRAWINGS TO THE
J. NET AREA COMPRESSIVE
STRENGTH OF MASONRY (rm) SHALL BE AT
ARCHITECT AND ENGINEER PRIOR TO THE FABRICATION AND
LEAST 1500 PSI
INSTALLATION OF ANY STRUCTURAL MEMBERS,
K. GROUT CONP12ESSK/E S1
ENGTH (28 DAY) = 3000 PSI
H.
CONSTRUCTION RESPONSIBILITY,
X. METAL DECKING OT
ER THAN PRE-ENGNEERED METAL BUILDING ROOF
THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT
THE FINISHED STRUCTURE,
AND DO NOT INDICATE THE METHOD OR MEANS
A. ROOF DECK SHALL BE
1/2", 22 GA, GALVANIZED (00) TYPE B. ROOF DECK SHALL BE
OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE
CONTINUOUS OVER A MIN. OF
3 SPANS AS MFRP, BY VULCRAFT OR APPROVED EQUAL.
WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION
B. MANUFACiURER SHALL 13E
A MEMBER OF THE STEEL DECK INSTITUTE AND ALL DESIGN SHALL BE N
MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCE AND SAFETY,
ACCORDANCE WITH ALL APPLICABLE
STANDARDS.
THE ENGINEER DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT
C. ROOF DIAPHRAGM LOAD
CAPACITY SHALL BE A MINIMUM OF 300 PLF,
8E RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES,
D. MINIMUM FASTENING PAi
ERNS FOR POOP DIAPHRAGM ACTION SHALL BE AS FOLLOWS:
SEQUENCES, OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS
N CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE
112'k22
CAUCE TYPE B ROOF)xep-o.assxn,s.o.ro2ainr
CONTRACTOR, SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY
x xa• AvaE WEU a atwgars
OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE
(5) Ito TK scaws a mums
WORK N ACCORDANCE WITH THE CONTRACT DOCUMENTS.
E. DECK SUBMITTALS SHALI
BE SIGNED & SEALED BY A REGISTERED FLORIDA ENGINEER & INCLUDE
I.
CONFLICTS IN STRUCTURAL REQUIREMENTS.
THE INTENDED FASTENING PAT
ERNS AND SHALL INDICATE THE CAPACITY UNDER COMBINED STRESSES
WHERE CONFLICT EXISTS AMONG VARIOUS PARTS OF THE STRUCTURAL
DUE TO DIAPHRAGM ACTION &
NET UPLIFT LOADS.(SEE TABLES SHOWN ON
CONTRACT DOCUMENTS, STRUCTURAL DRAWINGS, GENERAL MOTES AND
DRAWINGS.)
SPECIFICATIONS, THE STRICTEST REQUIREMENTS SHALL GOVERN.
F. DECK SUBMITTALS SHALI
INCLUDE THE INTENDED FASTENING PATTERN AND THE CAPACITY OF
J.
SITE OBSERVATION BY THE STRUCTURAL ENGINEER.
EACH PATTERN IN DIAPHRAGM
ACTION.
PERIODIC SITE OBSERVATION BY PIELD REPRESENTATIVES OF
G. SEE SHEET 5-5.1 FOR
T UPLIFT LOADS.
BRAGA ENGINEERING SOLUTIONS, INC. IS SOLELY FOR THE PURPOSE OF
DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN
PRE-ENGINEERED MET
BUILDING:
ACCORDANCE WITH THE STRUCTURAL CONTRACT DOCUMENTS. THI5
I. iNE PRE-ENGINEERED MEi
BUILDING SHALL CONSIST OF ROOF DECK,
LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED AS EXHAUSTIVE
RIGID FRAMES, METAL WALL PI
NELS ON PRAMING, CANOPY FRAMNC, GUTTERS
OR CONTINUOUS TO CHECK THE QUALITY OR QUANTITY OF THE WORK,
AND DOWNSPOUTS, AND FLASHING.
DEVIATION FROM BAY SPACING SHOWN ON
BUT RATHER PERIODIC IN AN EFFORT TO GUARD THE OWNER AGAINST
THE PLANS SHALL NOT BE PE
MITTED TO SUIT MANUFACTURES STANDARDS.
READILY APPARENT DEFECTS OR DEFICIENCIES IN THE WORK OF THE
CONTRACTOR.
2. THE SYSTEM SHALL BE DES
NED AND DETAILED BY THE MANUFACTURER TO
K.
MAINTENANCE STATEMENT.
SUSTAIN THE DESIGN LOADS S
ECCEED. THE DESIGN SHALL BE IN
ALL STRUCTURES REQUIRED PERIODIC MAINTENANCE TO EXTEND LIFE5PAN
ACCORDANCE TO AISC AND AM
SPECIFICATIONS AND MBMA "METAL BUILDING
AND TO ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THE
SYSTEMS MANUAL' DESIGN PR
TICES, LATEST ISSUES,
ENVIRONMENT. A PLANNED PROGRAM OF MAINTENANCE SHALL BE
ESTABLISHED BY THE OWNER. THIS PROGRAM SHALL INCLUDE ITEMS
3. THE MANUFACTURE SHALL
REGULARLY ENLACED IN METAL BUILDING
SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL,
DESIGN AND MANUFACTURING.
URRENT MBMA MEMBERS ARE APPROVED, OTHERS
PROTECTIVE COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS,
SHALL SUBMIT PRODUCT DATA
FOR REVIEW,
EXPANSION JOINTS, CONTROL JOINTS, SPALO AND CRACKS IN
CONCRETE, AND PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS
4. ALL COLUMNS SHALL BE DE
IGNED AS UNBRACED BY THE MASONRY.
=XPOSED TO SALT ENVIROMENT OR OTHER HARSH CHEMICALS.
L.
REPRODUCTION.
5. SHOP DRAWINGS AND A LETTER
OF CERTIFICATION SHALL BE SUBMITTED FOR
THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS AND USE
REVIEW AND APPROVAL PRIOR
TO FABRICATION, AND SHOP DRAWINGS SHALL
OF CAD FILES BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR,
BEAR THE SICNATURE AND IMPRESSED
SEAL OF A PROPESSIONAL ENGINEER
FABRICATOR OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF
REGISTERED IN THE STATE OF
LORIDA. SHOP DRAWINGS SHALL INDICATE
SHOP DRAWINGS SIGNIPY HIS ACCEPTANCE OF ALL INFORMATION SHOWN
THE DESIGN LOADS, JOB NAME,
AND NUMBER. THEY SHALL INCLUDE DRAWINGS
HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE,
OF THE FRAMING MEMBERS WIT
THE CONNECTIONS, THE ANCHOR BOLT PLAN,
REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR
AND REACTIONS. STANDARD C
SHEETS OF THE ABOVE ARE NOT
HEREON,
ACCEPTABLE. STANDARD CUT IHEET5 MAY BE SUBMITTED POP SECONDARY
FRAMING CONNECTION DETAILS, IPLA5HINC, AND SHEETING DETAILS
M SUBMITTALS.
A. ALL SHOP DRAWINGS MUST BE REVIEWED
AND STAMPED APPROVED
BY THE GENERAL CONTRACTOR PRIOR
TO SUBMITTAL AND
COORDNATED
WITH THE ARCHITECTURAL SPEC
CATIONS.
B. THE GENERAL CONTRACTOR SHAL
SUBMIT FOR ENGINEER REVIEW
SHOP DRAWINGS FOR THE FOLLOWING
ITEMS:
I. STRUCTURAL STEEL (4
2. REINFORCING STEEL
3. STEEL STAIRS (s)
4. METAL ROOF DECK (•
5. CONCRETE MIX DE510
6. CONSTRUCTION JOINT
OCATIONS IN STRUCTURAL FLOORS.
7. PRE-ENGINEERED MET
il, BUILDING (+)
ITEMS MARKED (A) SHALL HAVE
OP DRAWINGS SEALED BY A
PROFESSIONAL ENGINEER REGISTE
ED N THE STATE OF FLORIDA.
ITEMS MARKED (#) SHALL BE SUE
TTED FOR ENGINEERS RECORD
ONLY.
C. MANUFACTURER'S LITERATURE: SIIBMIT
TWO COPIES OF
MANUFACTURER'S LITERATURE FOR
ALL MATERIALS AND PRODUCTS
USED IN CONSTRUCTION ON THE RROJECT.
7. DESIGN CALCULATIONS: THE GENE
AL CONTRACTOR SHALL SUBMIT
FOR ENGINEER REVIEW TWO SETS
OF DESIGN CALCULATIONS SEALED
BY A PROFESSIONAL ENGINEER REGISTERED
IN THE STATE OF
FLORIDA, FOR THE FOLLOWING ITEMS:
I, STRUCTURAL STEEL
2. STEEL STAIRS
3. METAL ROOF4.
PRE-ENGINEERED MEJONNECTION5
AL BUILDING
d
I. a INDICATES ND ZONE WIDTH IN FEET,
V INDICATES BASIC WIND SPEED IN MILES PER HOUR
I INDICATES HE BUILDINGS IMPORTANCE FACTOR
A INDICATES THE TRIBUTARY AREA IN SQUARE FEET.
2, GROSS PRIES URES ARE FOR WINDOWS, DOORS, VENEER,
LIGHT GAGE ETAL FRAMING, ROOFING AND ACCESSORIES,
TILT -WALL NO TILT -WALL COMPONENTS, AND OTHER
BUILDING COt PONENTS AND CLADDING,
3, GROSS PRES URES SHALL BE LINEARLY INTERPOLATED FOR (A)
NOT SHOWN q TABLE,
4. POSITIVE PRES RES INDICATE PRESSURES ACTING TOWARDS A
PROJECTED S RRACE. N GATIVE PRESSURES INDICATE PRESSURES
ACTING AWA FROM A PROJECTED SURFACE.
ZONE 5
ZONE 5
5. ROOF ZONES ARE I - 3.
6. WALL ZONES ARE 4 & 5.
7. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING THE SELF -
WEIGHT OF THE MATERIAL (MAX DEAD LOAD = 15PSF) WITH THE CROSS
WIND UPLIFT PRESSURES.
8, CANOPIES AND COVERED COMMON AREAS ARE TO BE DESIGN PER FBC
2001 WIND PRESSURES AND REQUIREMENTS. SEE TABLE FOR DESIGN
PRESSURES
q. THIS STRUCTURE IS LOCATED IN A HIGH VELOCITY HURRICANE PRONE REGION USING
INTERNAL PRESSURES COEFFICIENT OF (+-) 0,16 AND EXPOSURE CATEGORY C.
WIND DIAGRAM
N.T.S.
STRUCTURAL ABBREVIATIONS
®
AT
LOG,
ABBREV.
ABBREVIATION
LG1H.
ADD.
ADDITIVE
LT WT
ADD'L
ADDITIONAL
LG
ALT.
ALTERNATE/ALTERNATIVE
ALUM.
ALUMINUM
L
A.C.I.
AMERICAN CONCRETE INSTITUTE
LLH
A.I.S,C.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
LLV
A.I.S.I.
AMERICAN IRON AND STEEL INSTITUTE
A.S.T.M.
AMERICAN SOCIETY OF TESTING MATERIALS
A.W.S.
AMERICAN WELDING SOCIETY
A.B.
ANCHOR BOLTS
MID.
ARCH.
ARCHITECTURE/ARCHITECTURAL
MFR.
ASPH.
ASPHALT
M.B.
B.P.
BASE PLATE/BEARING PLATE
BM,
BEAM
BRG,
BEARING
B,M,
BENCH MARK
BIT,
BITUMINOUS, BITUMASTIC
BILL
BLOCK
B/
BOTTOM OF
130C.
BUILDING
B.U.
BULT-UP
BTWN
BETWEEN
DOT
BOTTOM
CIP
CAST IN PLACE
C.I.
CAST-IRON
C,S.
CAST -STEEL
CTR
CENTER
CTRD
CENTERED
CL.
CENTER LINE
C
CHANNEL
CUP.
CLEAR/CLEARANCE
COL.
COLUMN
CO,
COMPANY
CONIC.
CONCRETE
C.B.
CONCRETE BEAM
CC
CONCRETE COLUMN
C.M.
CONCRETE MASONRY
CMU
CONCRETE MASONRY UNIT
COORD.
COORDINATE
CONT.
CONTINUOUS
CONN.
CONNECTION
CONST,
CONSTRUCTION
CS.J.
CONSTRUCTION JOINT
C.J.
CONTRACTION JOINT
CMP,
CORRUGATED METAL PIPE
C,F,
CUBIC FEET (FOOT)
C.Y.
CUBIC YARD
PDA
DEFORMED BAR ANCHOR
DEPT.
DEPARTMENT
PIA,
DIAMETER
DIM.
DIMENSION
DIST.
DISTANCE
ON.
DOWN
DR,
DRAIN
DWG.
DRAWING
DIAG
DIAGONAL
PET
DETAIL
EA.
EACH
E.E.
EACH END
E.F.
EACH FACE
E.S.
EACH SIDE
E.W.
EACH WAY
ELEC.
ELECTRIC/ELECTRICAL
EL.,ELEV.
ELEVATION, ELEVATOR
ENGR.
ENGINEER
EQ. SP.
EQUAL SPACED
EXIST.
EXISTING
EXP.
EXPANSION
EXT.
EXTERIOR
F.S.
FAR SIDE
FT,
FEET/FOOT
PON.
FOUNDATION
FIN.
FINISH
FIN. OR,
FN15H GRADE
F.F.
FINISHED FLOOR
FLR.
FLOOR
F.D.
FLOOR DRAIN
PTC.
FOOTING
F.P.
FULL PENETRATION WELD
GA.
GAGE/GAUGE
GALV.
GALVANIZED
C.B.
GRADE BEAM
G.C.
GENERAL CONTRACTOR
GEN.
GENERAL
G.S.
GALVANIZED STEEL
G.L.
GRID LINE
HORIZ.
HORIZONTAL
HSA
HEADED STUD ANCHOR
HT.
HEIGHT
H,S.B,
HIGH STRENGTH BOLT (A-325)
I
MOMENT OF INERTIA
5 IN,
INCH
I.P.
INSIDE DIAMETER
INT.
INTERIOR
INV.
INVERT
I.F.
INSIDE FACE
JT.
JOINT
JST.
JOIST
K.
KIP
KWY.
KEYWAY
STRUCTURAL
SYMBOLS
5
XX
XX
VARIES
SEE PLAN
IN
SECTION / DETAIL MARK
ELEVATION MARK
RECESS IN SLAB
PLAN / DETAIL MARK
PLAN NOTE
SPAN DIRECTION
M.O.
MATL
MAX.
MECH
MIN.
MISC,
MPH.
MET.
N.S.
N.I.C.
N.T.S.
NO,
O.C.
OPNG.
O.F.
0.0,
PAR,
PAP.
P.C.
PCP
PEMB
PEN
PAP.
PL.
PLY.
PLF.
P.S.F.
P.S.I.
PREFAB.
P.T.
REF.
REINF
R.C.P
READ
R.W.
P.C.
SCHEO.
SPC.
SPECS.
SQ.
S.S.
STD.
STU.
SYN.
STRUCT
5PCG
SIM
STIFF
TEMP.
TENS.
THK.
THD,
T.B.
TOL.
T&B
T/
TDS.
TYP.
TS
TS F
U.N.O.
VERT
VOL,
LANDING
LENGTH
LIGHT WEIGHT
LONG
ANGLE
LONG LEG HORIZONTAL
LONG LEG VERTICAL
MIDDLE
MANUFACTURE/MANUFACTURER
MASONRY BEAM, MACHINE BOLT
MASONRY OPENING
MATERIAL
MAXIMUM
MECHANICAL
MINIMUM
MISCELLANEOUS
MILES PER HOUR
METAL
NEAR SIDE
NOT IN CONTRACT
NOT TO SCALE
NUMBER
ON CENTERS
OPENING
OUTSIDE FACE
OUTSIDE DIAMETER
PARALLEL
POWER ACTUATED PASTENER
PRECAST CONCRETE
POUNDS PER CUBIC FEET
PRE-ENGINEERED METAL BUILDING
PENETRATION
PREMOLDEO BITUMINOUS JOINT FILLER
PLATE
PLYWOOD
POUNDS PER LINEAR FOOT
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PREPABRICATED
PRESSURE TREATED
REFERENC�E
RENPORCINC
REINFORCED CONCRETE PIPE
REQUIRED
RETAINING WALL
POP DRAIN
SCHEDULE
SPACE/SPACES
SPECIFICATIONS
SQUARE
STAINLESS STEEL
STANDARD
STEEL
SYMMETRICAL
STRUCTURAL
SPACING
SIMILAR
STIFFENER
TEMPERATURE
TENSION
THICK
THPL:,'/THREADED
TIE ,BEAM
Tc7lfr'E-
TOP AND BOTTOM
TOP OF
TURN DOWN SLAB
TYPICAL
TUBE STEEL
THICKENED SLAB FOOLING
UNLESS NOTED OTHERWISE
VERTICAL
VOLUME
WF.
WALL FOOTING
WP.
WATERPROOF
W.S.
WELDED STUD
W.W.F.
WELDED WIRE FABRIC
W.H.
WEEP HOLE
WT.
WEIGHT, STRUCTURAL TEE SECTION
W
WIDE FLANGE SECTION
W/
WITH
W/0
WITHOUT
WO.
WOOD
W,P,
WORKING POINT
®
AT
4
POUNDS
K
1000 FOUNDS ( KIP)
+\-
PLUS OR MINUS
W
WIDE FLANGE
C
CHANNEL
iA
ANGLE
TS
TUBE STEEL
WT
TEE SECTION
¢
CENTERLINE
R
PROPERTY LINE, PLATE
0
DIAMETER
&
AND
SP
SECTION MODULUS
P
MOMENT OF INERTIA
FTC. OR PILE CAP MARk
T/ FTC. OR PLE CAP EL,
NOTES / SYMBOLS
"90
NEW OFFICE BUILDING & PRODUCTION FACILITY FOR:
C LASSIC TRUSS
7926 TUMBLESTONE DRIVE FT PIERCE, FLORIDA
� C
40TICE : The data in this document incorporates proprietary rights of INNOVATIVE QUEST II CORPORATION - fill servicearchitecture
i05 Kansas Woods Court Orlando, Florida 32824. Any party accepting this documerA does so in confidence and agrees that shall
rot be duplicated in whole or in part, nor disclose to others without the concord of INNOVATIVE QUEST II - fW semce architecture.
►WO
Dsgn'd
: S.B
Date
:09.15.03
Drwn
: S.B
Date
09.15.03
Chk'd
: S.B
Date
:09.15.03
Submitted
:09.15.03
Scale
: AS NOTED
Sheet Title
: GENERAL NOTES/
ABBREV./WIND
DIAGRAM
In n�n�sz
Sht. : 1 of 7
BRAGA engAineering
SC�I.i7"I"IC)NS, inc.
401 to eolc,,oi Or, 6uite 5
Orlando, Florida 32a04
Tel, 401-650-8558 Fax. 40T-84S-5115
u � s t 11
C O R P O R A TµI O N
full S rvi architecture
505 Kan 5as oods Court
Orlando, F rids 32824
phone: 407.4 8.3008
fax: 407.438. 006
e.rnail: IQ26bbell outhmet
000251
a
NOTES / SYMBOLS -
F7/NOTE B
I•
14"-8" 1\ 1/5102
IRRm.
U
CJ.
n
U
X
U
Y ASSUMED LOADS (TOTAL
BUILDING HT. = 16)
NOTE A:
Fy= +/-25 KIPS
Uz= —17 KIPS
NOTE B:
Fx= +/-18 KIPS
Fy= +/-18 KIPS
Fz= -13 KIPS
UPLIFT= 24 KIPS
A
TDE
U
PARTIAL FOUNDATION PLAN
SCALE:/8"=r-o"
CJ.
i f
TDE-2.33
III
w
z
J
U
F—
NOTE A
N
g
N
I" PIA. AR REO"D
6n
IF THREADS PROVIDED - 2 NUTS ARE ALSO ACCEPTABLE
MINIMUM ANCHOR BOLTS AT ALL COLUMNNS
NOT LESS THAN 4 ANCHOR BOLTS REQUIRED
FOOTINGS AND REINFORCING SCHEDULE
MARK
(L XIZW x 0)
REINS.
R INF.
REMARKS
F3
3'-0"x3'-0"xl2"
(3)—#5
(3)—#5
E.W.
F7x12
7'-0"xl2'-0"z30"
�5�—�6
6
�5)—�6
SHORT
LONG
F3x8
3'-0"x8'-0"xl8°
�6 —�5
((6 —�5
T
LONG
F7
7'—O"x7'-0"x30"
(5)—#6
(5)—#6
E.W.
F7x8
7"-0"x 8'-0"00"
q)—#6
5)—#6
q)—#6
�5)—#6
SHORT
LONG
TOE-1.33
CONT.xI'-4"xl6"
(3)—#6
--
CONT.
TDE-1,33A
CONTxr-4"02"
(3)—#6
--
CONT.
TOE-2.33
CONT.x2'-4"x24"
(3)—#7
--
CONT.
TDE-5.0
CONT.0'-0"001'
#6@I6"O.C.
(6)—#6
#6@16"O,C.
(6)—#6
SHORT
LONG
WF-1.33
CONT.zI"-4"xl2"
(3)—#5
--
CONT.
KEY PLAN
FOUNDATION / SLAB ON GRADE PLAN NOTES:
❑I SEE GENERAL NOTES ON SHEETS S—O,lo AND 5-0.2o
2] DO NOT SCALE DRAWINGS. SEE ARCHL. DRAWINGS
FOR ADDITIONAL DIMENSIONS NOT SHOWN, VERIFY
ALL DIMENSIONS WITH ARCHL. DRAWINGS PRIOR TO
START OF CONSTRUCTION. IF DISCREPANCIES SHOULD
OCCUR — CONTACT THE ARCHITECT IN WRITING FOR
CLARIFICATION BEFORE PROCEEDING.
❑3 PROVIDE CORNER BARS WHERE ALL FOOTINGS
CHANGE DIRECTION AND AT FOOTING INTERSECTIONS.
SEE I/5202 FOR FURTHER INFORMATION.
THE MAXIMUM SPACING OF CONC. SLAB ON GRADE CONTROL
JOINTS FOR ENCLOSED (INTERIOR) SPACED AT 15'—O"O.C.
(MAX.) SEE SECTION I/5-3.Ia FOR FURTHER INFORMATION.
❑5 SEE ARCHL. DRAWINGS FOR LOCATION / LIMITS AND
CONSTRUCTION INFORMATION FOR INTERIOR NON—BEARINC
PARTITION WALLS NOT SHOWN ON PLAN.
® FOR EXTERIOR CONCRETE WALK —WAY SLABS (NOT SHOWN)
SEE ARCHL. AND / OR CIVIL DRAWINGS FOR LIMITS THERE OF-
❑7 ASSUMED TOP OF SLAB ELEVATION SHALL BEE 0"-0", U.N.O,
SEE ARCH./CIVIL DRAWINGS FOR ACTUAL ELEVATION
❑8 INDICATES 8' MASONRY BEARING WALLS
REINFORCE WITH 2 #5 BARS VERT. AT LOCATIONS SHOWN
WITH MATCHING DOWELS. SEE PLAN FOR
OTHER LOCATIONS. EXTEND VERTICAL REINFORCING BARS TO UPPER
MOST CONC. BOND BEAM (SEE "ROOF FRAMING PLAN) AND TERMINATE
WITH STANDARD qO DEGREE HOOK.
MASONRY WALL CONTROL JOINTS PER DETAIL q/5201
VERIFY / COORD. LOCATIONS WITH ARCH"L. DRWGS.
10 FLOOR CONSTRUCTION: 6" (TOTAL) CONCRETE SLAB
REINFORCED WITH 6x6—W2.gxW2,q W.W.F. OVER VAPOR
BARRIER (SEE ARCHL. DRAWINGS) ON COMPACTED
51,BGRADE. COORDINATE ANY AND ALL SLAB SLOPES
DEPRESSIONS AND LIMITS THERE OF W/ARCHL. DRWGS,
(FLOOR DRAIN — F.D. AND FLOOR SINK — F.S. COORD.
LOCATIUONS WITH ARCHL. / PLUMBING DRAWINGS) FOR
ACTUAL TOP OF SLAB ELEVATIONS, SEE ARCH"L. AND /
OR CIVIL DRAWINGS.
El FIBER —REINFORCED CONCRETE IS AN ACCEPTABLE
ALTERNATIVE TO WELDED —WIRE FABRIC (WHERE TEMPERATURE
AND SHRINKAGE ARE THE BASIS FOR VESIGN). REINFORCED
CONCRETE FIBERS SHALL BE 100%
VIRGIN POLYPROPYLENE FIBRILLATED FIBERS AS
MANUFACTURED BY FIBER MESH CO. (OR APPROVED EQUAL)
APPLIED AT A MINIMUM RATE OF 11/2 Ibs/CY (0,1% BY
VOLUME) REFER TO MANUFACTURES MINIMUM REQUIREMENTS
FOR APPLICATION . IF FORK LIFTS, HIGH IMPACT LOADES OR
VERY CONCENTRATED HIGH LOADS ARE EXPECTED, DO NOT
USE FIBER REINFORCEMENT
12 FOUNDATION SIZES AND REINFORCEMENT WERE
CALCULATED ACCORDING THE THE A55UNED LOADS
SHOWN ON PLANS. PRE—ENGINEERED METAL BUILDING
FABRICATOR TO SUPPLY THE ACTUAL REACTIONS
MINIMUM TWO WEEKS PRIOR TO CONSTRUCTION OF
FOOTINGS. FOOTINGS SIZES MAY CHANGE IN SIZE
AND/OR REINFORCEMENT ACCORDING TO THE
ACTUAL REACTIONS
13 #6 HAIR PIN
14 EXISTING CONCRETE SLAB TO REMAIN
15 INDICATES 8" MASONRY "NON —BEARING" WALLS
NEW OFFICE BUILDING & PRODUCTION FACILITY FOR:
CLASSIC TRUSS
7926 TUMBLESTONE DRIVE FT PIERCE, FLORIDA
NOTICE: The data in this documem incorporates proprietary rights of INNOVATIVE QUEST II CORPORATION -adl eer0ce archtecture,
805 Kansas Woods Court Orlando, Florida 32824. Any parry accepting this document does ac in oo�dence and agrees That no
not be duplicated in whole or in part, nor disclose to others without the consent of INNOVATVE QUEST II -full service architecture.
Dsgn'd
: S.B
Date
09.15.03
Drwn
: S.B
Date
:09.15.03
Chk'd
S.B
Date
09.15.03
Submitted
09.15.03
Scale
AS NOTED
Sheet Title
Q. 03028
JOHN O. BRAGA, PE
Sht. : of 7
$RAGA en�Aineert.V
SC)I.L7"1"IONS, inc.
401 W. Colanlel a. Sulte 5
Orlando, Florida 32804
Tel, 401-850-8558 Fax, 401-54it-5115
1Uub\st II
C O R P O R A T I O N
full s rvioarchitecture
505 Kansas \ Woods Court
Orlando, Florida 32824
phone: 1407.448.3008
fax: 407.4383006
e.mail: IQ2Ca bell'south.n
000251
NOTES/SYMBOLS:
w
z
J
U
F—
TOE-1.33
6" SLAB - SEE ARCH
FOR DIMENSIONS
a
DE-2.33 TDE-2.33 TPE 2.33
13
10 1 10
a
4
F7x8/NOTE A 20 F7x8/ 1E A F7xl2/NOTE A I,7xl2/NOTE A
CJ
10 II
20
F \ E`rT/SLAB 0 L
0T7LL=q0
'-0
� 4F
w
z
S
LJ
z Y ASSUMED LOADS (TOTAL
14 BUILDING HT. = IE' .
NOTE A:
Fy= +/-25 KIPS
2 0 IS '+") Fz= -17 KIPS _
SC OR CJ UPLIFT= 35 KIPS
NOTE 6
Fx= +/-1E KIPS
Fy= +/-18 KIPS
Fz= -13 KIPS
UPLIFT= 24 KIPS
ME-5.0
III
o
m
I
w
M
M
I
ti
TDE-1.33A
LIE
TDE-2.33 M
F7 NOTE B
U V V
2/5102
F3A\SC-4x4
M
0
CJ.
CJ.
6" SLAB - SEE ARCH o
FOR DIMENSIONS{
PARTIAL FOUNDATION PLAN
SCALE: 1/8'=1'-0'
KEY PLAN
OFFICE BUILDING & PRODUCTION FACILITY FOR:
CLASSIC TRUSS
7926 TUMBLESTONE DRIVE FT PIERCE, FLORIDA
NOTICE: The data in this document incorporates proprietary rights of INNOVATIVE QUEST II CORPORATION -full service a.hk ture,
505 Kaleas Woods Court Orlando, Florida 32824. Any party accepting this document does win condidenos end agrees daft shall
not be duplicated in whole or In part, nor disclose to others without the consent of INNOVATIVE QUEST II -full servcee architedure.
Dsgn'd
S.B
Date
09.15.03
Drwn
: S.B
Date
09.15.03
ChK'd
S.B
Date
09.15.03
Submitted
:09.15.03
Scale
AS NOTED
Sheet Title
Z�
Q. 03028
JOHN O. BRAGA, PE
*.E.429293
It. : of 7
$RAGA en ineering
SOLI'IUl`•TS, inc
401 gl. Colons IDr 9uh.e 5
Orlando, Florida 32804
Tel, 40T-850-8888 Fax, 401-84S-5115
u 6s t
' C O R P O R A T 1 0 N
full s rvi architecture
505 Kansas oods Court
Orlando, F rida 32824
phone: 407.4 8.3008
fax: 407.438. 006
e.mail: IQ2@bell outh.net
AA 000251
e
1
MASONRY WALL
RHNF'G. IN GROUT
FILLED CELL, SEE
PLAN FOR SIZE
AND SPACING.
(TYP.)
ALL OWLS TO BE d
'
SEE PLAN FOR
TIED N PLACE s
CONC, SLAB ON
BEFORE PLACING r
GRADE
CONCRETE. (TYP.) ~
INFORMATION.
(TYP.) OIL
i/SLAB
x,
!x
EL. SEE PLAN
EXPANSION JOINT
MATERIAL (TYP.)
-OIL
T FTC
EL. SEE PLAN
FTC., SEE PLAN &
SCHEO. FOR SIZE
AND REINF., TYP.
" CLR.
eQ. e"
TYP.
EQ.
WF-(SEE PLAN)
3 INT. CMU WALL
DETAIL
5200 3/4" = 1'-0'
STEEL COLUMN, SEE PEMB PLANS AND SHOP DRAWINGS FOR
COLUMN SIZE, BASE PLATE REQUIREMENTS AND NUMBER OF
ANCHOR BOLTS REQUIRED. THE MIN. BOLT DIAMETER SHALL BE
3/4". COORD. THIS PETAL WITH THE ENGINEER. SET COLUMN
BASE PLATE I" ABOVE SLAB AND DRY-PAK BELOW WITH
PEMB GIRTS LOCATED
NON -SHRINK GROUT.
BY METAL MNF
PRE -MOLDED OP
SAW CUT JOINT,
ENOWALL COLUMNS ARE NOT TAPERED,
CUT ALTERNATE
F CROSS WIRES
SECTION IS SIMILAR
i =_
'�" SMOOTH OWEL X 24" LONG, GREASE ONE
o
END. USE SUPPORT CHAIRS THAT WILL MAINTAIN
~
'v
PERPENDICULAR ALIGNMENT OF DOWELS
#7 HAIRPIN AROUND ANCHOR BOLTS TO
EXTEND IN SOG, TYPICAL
4
•
"
a
4 4 p
4
1
a' 4 a°
0.
Q,
CONC. SLAB,
PROVIDE CONTROL IINTS
AT ALL COLUMNS AND OR
SEE PLAN
12'-6" O.C. MAX, UNLESS
SHOWN OR NOTED OTHERWISE
T/ SLAB
ON DRAWINGS. USE
REMOLDED STRIPS OR SAW CUT/
SLAB
EL. SEE PLAN
a
WITH "SOFT CUT SA
' AS SOON AS POSSIBLE WITHOUT
EL. SEE PLAN x x
e
- — — 4 — — — —
RAVELING CONCRETE
UP TO 12 HOURS AFTER POUR) CONST. JOINT MAY
BE USED N PLACE OF
X
a 4 d
CONTROL JOINTS.
USE CONST. JONTS AT ALL
\
•
—
/ 4
J I Al
COLD JOINTS
Cl
CONTROL
NT DETAIL CONSTRUCTION JOINT PETAL
TURN DOWN EDGE, SEE PLAN
M
CONTINIO 1RURN DOWN EDGE
oe
WIDTH - SEE PLAN
REINFORCEMENT THROUGH
SEE SCNED FOR
REINF AND FTC SIZE TURN DOWN EDGE BEYOND, SEE
PLAN
4
DETAIL
5 TYP SLAB JOINTS
6 RETAIL
5200
3/4" = 1'-0"
5200 3/4"
S2®� 3/4' = I'-0'
MASONRY WALL REINF'G. IN GROUT
FILLED CELL, SEE PLAN FOR SIZE
AND SPACING. (TYP.)
C04C.
SE
SLAB,
PLAN 1/2" JOINT W/ d
SEE PLAN FOR CONC. SLAB ON GRADE
JOINT FILLER MAT.
INFORMATION. (TYP.)
a a
ALL OWLS. TO BE TIED IN
m
PLACE BEFORE PLACING d_
i SLAB
i SLAB
CONC. (TYP.)
EL. SEE PLAN x
x z -�
EL. SEE PLAN
a o
SEE PLAN FOR CONC.
SLAB ON
fi
,X
''
GRADE INFORMATION.
(TYP.)
GRADE OR EXTERIOR v
_
_ EXPANSION JOINT MATERIAL
WALKWAY, SEE ARCH. OR
CIVIL, TYP.
d —III—
(TYP.)
OIL
T/SLAB
•
a
T FTG. _
X
EL. SEE PLAN
TURN DOWN EDGE, SEE PLAN
r2-#5
EL. 4-4"
_
O.C.
DOWEL 10 MATCH WALL REINF.
-
EXPANSION JOINT
MATERIAL (TYP.)
CONT.
W/90DIG. ACI STD. HOOK
T FTGEL.
SEE PLAN
L FTC., SEE PLAN
FOOTING, SEE PLAN & SCHED.
FOR SIZE AND REINF. TYP.
WF-1,33 FTC. WIDTH -SEE PLAN
EQ. B" EQ,
i
WF-(SEE PLAN)
8 DETAIL
9 DETAIL
52�0 3/4" = I'-0"
00 3/4' = I'-Ol
NOTES / SYMBOLS
NEW OFFICE BUILDING & PRODUCTION FACILITY FOR:
CLASSIC TRUSS
7926 TUMBLESTONE DRIVE FT PIERCE, FLORIDA
� C
NOTICE. The data in this document incorporates proprietary rights of INNOVATIVE QUEST It CORPORATION. full service archaeclum,
E03 Kansas Woods Court Orlando, Florida 32824. Any parry accepting this document does so in confidence and agrees that it shell
not be duplicated in whole or In part, nor disclose to others without the consent of INNOVATIVE QUEST II -full service amNhWnse,
S200
Dsgn'd
S.B
Date
09.15.03
Drwn
: S.B
Date
09.15.03
Chk'd
: S.B
Date
09.15.03
Submitted
:09.15.03
Scale
AS NOTED
Sheet Title
DETAILS
10.03028
Sht. : 5 of 7
BRAGA engAineering
so i7'I'IONS,1nc.
401 W. Colonlel Dr. Suite 5
Orlendo, Plorlda 32W4
Tel, 401-650-8866 Fax, 401-849-5115
I Uu &S t II
C O R P O R A T I O INfulls i; architecture
505 Kan as Zuds Court
Orlan o, Fda 32824
phone: I 4U7.448.3008
fax: 1 407.438�'4,006
email: I 102@bell�outh.net
0002514
NOTES / SYM OLS :
PEMB GIRTS LOCATED
BY METAL MNF
STEEL COLUMN, SEE PEMB PLANS AND SHOP ,DRAWINGS FOR
COLUMN SIZE, BASE PLATE REQUIREMENTS AND NUMBER OF
ANCHOR BOLTS REQUIRED. THE MIN, BOLT DIAMETER SHALL Be
3/4". COMO. THIS DETAIL WITH THE ENGINEER. SET COLUMN
BASE PLATE I" ABOVE SLAB AND DRY-PAK BELOW WITH
PRE -MOLDED OR SAW o NON -SHRINK GROUT.
NEW CONIC. SLAB, SEE CUT JOINT, IN ADDETION EXIST. CONC. SLAB, FIELD CNCz SOE PLAN SLAB,1/2' JOINT W/
PLANS FOR RENF. Ill JOINTS SHOWN IN VERIFY JOINT FILLER MAT, 8" CMU WALL, SEE PLAN FOR
PLAN REINF.
8' #5x24' AT 24"O.C.
d DRILL AND EPDXY TO
T/ SLAB i SLAB s
e ° oTY
EL. SEE PLAN —.-.—.— -.—. <. �. LTY
NTISNY 50 OR APPRNG SLAB OVED
A EL. SEE PLAN —•�,
EQUAL, MIN. 12" EMBED.
° LAB
zi-- p _ _ •� � o Z � SEE PLAN
4 Q lm • ° p .
�alik1/FTG. � p
#5x24" AT 24"O.C. _ TURN DOWN EDGE, SEE PLAN Q EL. -f-4" F o
DRILL AND EPDXY TO —III III I -
EXISTWG SLAB W/NILTY—I I— d 4 4 a p° D o° • p p° g EXIST. CONIC. SLAB, FBLD
HIT HY150 OR APPROVED I-0 I'-0" # 5 BAR AT 24° a VERIFY
EQUAL, MIN. 12" EMBED. 1 a p ° > °
DOWEL TO MATCH WALL REINF.
W/9001G. ACI STD. HOOK � WIDTH -SEE PLAN I'-0"
SEE SCHED FOR 10
WALL PTG., SEE PLAN REINF AND PTO SIZE
1 DETAIL 2 DETAIL 3 DETAIL
5201 3/4" 1-0° 2® 3/4° = I'-0" S201
3/4" = 1'-0"
t
C
d 4
d O
e e.
REINP. CONT. AT CONTROL 3/8"xl" (VERT.) JOINT AT
JOINT IN CONC. TIE BEAM. 3/8, EACH SIDE OF CONC. TIE
BEAM,
JOINT
AT TIE BM./BM.
PROVIDE 'VAPID CONTROL
JOINT RUBBER COMPOUND' BY
DUR-O-WALL AT MASONRY /
BOND BEAM JOINTS. (TYP.)
1117
STOP REINF. IN KNOCK-0
BOND BEAM. (TYP.) 3/8"
JOINT
AT BOND BEAM
PROVIDE "RAPID CONTROL
3/8 JOINT RUBBER COMPOUND" BY
JOINT DUR-O-WAL AT MASONRY
STOP "DUR-O-WAIL' ON EACH WALL JOINTS. (TYP.)
SIDE OF JOINT. (TYP.)
,
a
NEW OFFICE BUILDING & PRODUCTION FACILITY FOR:
CLASSIC TRUSS
7926 TUMBLESTONE DRIVE FT PIERCE, FLORIDA
� c
NOTICE : The data in this document incorporates proprietary rights of INNOVATIVE QUEST 11 CORPORATION -full service architecture,
5M Karoo Woods Court Orlando, Florida 32824, Any party accepting this document does so in confidence and agrees that It shall
not be duplicated in whole or in pan, nor disclose to others without the consent of INNOVATIVE QUEST II -full service archilect".
5201
i
REINF. FILLED CELL EACH SIDE KEEP JOINT FREE OF DEBRIS
OF JOINT W/(I)-#5 (VERT.) DURING CONSTRUCTION. (TYP.)
TYP.
AT POUNDATION
SPACING FOR CONTROL JOINT:
NOT TO EXCEED 20'-0'
I
9 MASONRY JOINTS
S201 3/41, = I"-011
Dsgn'd
: S.B
Date
09.15.03
Drwn
S.B
Date
09.15.03
Chk'd
S.B
Date
09.15.03
Submitted
:09.15.03
Scale
AS NOTED
Sheet Title
DETAILS
L
10.03028
r
Sh t. : 6 of 7
BRAGA eig�Aineering
St�L17"i IONS, inc.
401 W. Colonal Dr. 5u11e 5
Orlando, Florida 32804
Tel, 401-650-5858 Fax, 401-64S-5115
U S t II
C O R P O R A T I O N
full s rvi architecture
505 Kan as oods Court
Orlan o, F rida 32824
ed
Phone: 407.4 8.3008fax: 407.438. 006
email: IO2@bell outh.net
P.E.#59263—' 000251
_2_R 1?7
I
24" (MIN.) LAP
CORNERS
OUTSIDE CORNER BARS TO 24" (MIN.) LAP
MATCH SIZE AND NUMBER
WITH THAT OF HORIZONTAL
REINFORCING BARS. (TYP.)
a', a
i
'a'
4' °
a°
d
.d .. .. a
PROVIDE 2x4 a
KEYWAY (TYP.) ° —`
a a .—.
z
TYPICAL HORIZONTAL
REINFORCING.
d-. :.
INTERSECTIONS
I HORIZ• REINFORCING AT BEAMS, WALLS, & FOOTING
5202 3/4" = I'-0'
KEY JOIr
SEE PLA
SLAB ON
INFORMA
vcnr nr_1.1cnn�Is1� IN
TYP. AT
SHOWN ON
LE
TYP
C.
AB
:E PLAN
V V11 I. rr nLL I I V. ✓LE
PLAN & FTC, SCHEDULE
FOR SIZE AND REINFORCING.
4 DOOR OPENING DETAIL
5202 3/4" = 1'-0`
1/ SLAB
'47EL. SEE PLAN
III
I
TURN DOWN EDGE, SEE PLAN
CMU WALL, SEE
PLAN FOR SIZE AND
REINF.
1/2" JOINT W/
JOINT FILLER MAT.
-- -a
4 �
\ 4
p ,<
® I
8I
7 DETAIL
5202 3/4" = I'-0°
DOWEL TO MATCH WALL REINF.
W/9ODIG. ACI STD. HOOK
I
TURN DOWN EDGE, SEE PLAN
1
LINTEL SCHEDULE
ALL
IZE
TYPE
LINTEL
SIZE
MAXIMUM
SPAN
REINFORCING
STIRRUPS
8"
A
8110,
6'-0"
(2) #5
8"
B
5"06"
9'-4"
(2) #6
#3 Q 16" O.C.
8"
C
81106"
C.I.P. CONIC.
16'-0"
(2) #5 T&B
#3 Q 6" O.C.
CLOSED
8"
C
8"x24"
C.I.P. CONIC.
20'-0"
(2) #6 T&B
#3 Q 6" O.C.
CLOSED
12111
A 1
12"x8"
6"-0"
(2) #5
12" 1
B 1
12"x 16"
9.-4,11
(2) #6
#3 N 16" O.C.
I. 15EE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS.
2.1 PROVIDE I" OF BEARING AT EACH END FOR EACH FOOT OF CLEAR SPAN,
j7pll MINIMUM.
3. REINFORCING SHALL PROJECT A MINIMUM OF 6" BEYOND OPENING.
WALL REINF, SEE
PLAN. TYP,
FULL MORTAR BED
GROUT FILL
P.C. CONIC. LINTEL
SEE SCHED. TYP,
NOMINAL SCHEDULE
TYPE A
WALL REINF, SEE
PLAN. TYP,
FULL MORTAR BED
DOWELS TO MATCH
WALL REINF. TYP.
C.I.P. CONIC. LINTEL
SEE SCHED. TYP,
NOMINAL SCHEDULE
WIDTH
TYPE C
Y
f
I
TURN DOWN EDGE, SEE PLAN
WALL REINF, SEE
PLAN. TYP.
FULL MORTAR BED
O
z GROUT FILL
P.C. CONC. LINTEL
W/ STIRRUPS. SEE
SCHED. TYP.
NOMINAL SCHEDULE
WIDTH
TYPE B
CMU WALL, SEE
PLAN FOR SIZE AND
REIN.
T
CONNECTION BY
PREFAB STAIR
MFR., TYP.
NON —SHRINK
GROUT
L— J
r 1
�— #46-0" LONG
—a
as
a
IL `°
I
IS"
Q 121, O.C„ TYP,
� T/SLAB
EL. SEE PLAN
3 STEEL STAIR FTG. DETAIL
5202 3/411=1-0"
DOWELS TO MATCH WALL
VERTICALS. TYP.
SLAB ON GRADE, SEE
PLAN FOR REINF, TYP. 1
iI�I��1�
3" CLR.
TYP.
(2) #5 CONT.
CMU WALL, SEE PLAN
FOR SIZE & REINF, TYP.
W.W.F SHALL BE CONT
BELOW WALL, TYP.
•�. X. x., °.X
.
e °°''�--d a° �• I I I-
a -
THICKENED SLAB, SEE
PLAN & SCHED. FOR
SIZE & REINF, TYP.
6 THICKENED SLAB FOOTING
5202 3/40=1'-0"
NEW OFFICE BUILDING & PRODUCTION FACILITY FOR:
C L ASS I C T R US S
7926 TUMBLESTONE DRIVE FT PIERCE, FLORIDA
NOTICE: The data in this document incorporates proprietary rights of INNOVATIVE QUEST II CORPORATION -full service amhdeWae,
I Kansas Woods Court Orlando, Florida 32824. Any party aceepting this document does so In confidxce and agree. that a shall
not be duplicated in whole or in pan, nor disclose to others without the consent of INNOVATIVE QUEST It -hill service amMecture.
S202
Dsgn'd
: S.B
Date
:09.15.03
Di
: 8.13
Date
:09.15.03
Chk'd
: S.B
Date
:09.15.03
Submitted
:09.15.63
Scale
; AS NOTED
Sheet Title
: DETAILS
L
Sht. : 7 of
BRAGA ewineering
S0 1J IONS, inc.
Orl n Ooloalel a &04 5
Orlando, Florida 3a04
7e1, 401-650-6658 Fex: 407-849-5115
u L�s t
'CO RIP O RATION
full s rvi architecture
505 Kan as oods Court
Orlando, F ride 32824
phone: 1 407.4�8.3008
fax: 407.438:3006
e.mail: IC
2@bell�outh.net
0002514