HomeMy WebLinkAboutRevision20-0029 BASE_Main Bldg_Permit Set_R2_10-20-2021 E_SIGN FOUNDATION PLAN
SCALE: 1/8" = 1'-0"
+/-PSF WIND DESIGN PRESSURES (POUNDS PER SQUARE FOOT)
1 2 3 4 5 6
A
E
D
C
B
A
E
D
C
B
25'-0"
32/-34
32/-34
P-1
TE-1 TE-1
P-1
TE-1 TE-1
P-1P-1
TE-1 P-3
TE-1TE-1TE-1TE-1P-2
P-2
P-2
P-3TE-1
P-1 P-1 P-1 P-1
TE-1TE-1TE-1TE-1P-3
P-2
P-2
P-2
P-3
TE-1TE-1TE-1TE-125'-0"25'-0"25'-0"25'-0"
5'-4 1/2"19'-7 1/2"
125'-0"
25'-0"25'-0"25'-0"25'-0"25'-0"
20'-4"4'-8"
125'-0"20'-0"80'-0"20'-0"20'-0"20'-0"80'-0"20'-0"20'-0"20'-0"6" MIN. THICK (F'c = 4,000 PSI)
CONCRETE SLAB ON GRADE, REINF.
W/ 6x6 - W2.9 x W2.9 WWF
ON 6 MIL VAPOR BARRIER ON
TREATED, WELL COMPACTED SOIL
1 2 3 4 5 610'-0"5'-11 1/2"14'-0 1/2"32/-4210'-3"1'-4"9'-9"10'-0"20'-0"6'-1 1/2"1'-3"1'-3"11 1/2"
25/-28
10'-0"15'-0"
2'-4"22'-8"
F-1
F-1
F-1
F-1
F-1
400S162-54 VERTICAL CFS STUDS @ 16" O.C. MAX.; METAL STUD INTERIOR BEARING WALLS.1'-4"13'-10 1/2"32/-41FDFD
400S162-54 VERTICAL CFS STUDS @ 16" O.C. MAX.; METAL STUD INTERIOR NON-BEARING WALLS.
32/-34
30/-3832/-4132/-4132/-42S2
1 TYP.
S2
2
TYP.
S2
3
S2
4
48" HIGH CMU KNEEWALL
REINFORCED W/ #5 VERT.
REBAR @ 48" O.C. MAX.
SPACING AND AT EACH
END OF WALL; TYP.
48" HIGH CMU KNEEWALL REINF. W/ #5 VERT. REBAR SPACED @ 4FT O.C. MAX.; & AT ENDS OF WALL.
400S162-54 VERTICAL CFS STUDS @ 12" O.C. MAX.; METAL STUD INTERIOR BEARING WALLS.
PREFABRICATED METAL BUILDING; SEE METAL BUILDING MFG.'S PLANS, SECTIONS AND DETAILS.
S2
5
1200S162-68 VERTICAL CFS STUDS @ 16" O.C. MAX.; METAL STUD INTERIOR NON-BEARING WALLS.
FOUNDATION SCHEDULE
MARK
TE-1
W x D x L
16" x 16" x CONT.
REINFORCEMENT NOTES
THICKENED EDGE FOOTER(2) #5 CONT.
P-1
ANCHOR BOLTS
(F1554 GRADE 36 HEX HEAD BOLT)
50" x 16" x 63"(5) #5 E.W. T&B RIGID FRAME FOOTERS 8" EMBED. MIN.
P-2 38" x 16" x 48"(4) #5 E.W. T&B RIGID FRAME FOOTERS 8" EMBED. MIN.
P-3 44" x 16" x 44"(3) #5 E.W. T&B RIGID FRAME CORNER FOOTERS 8" EMBED. MIN.
F-1 16" x 16" x CONT.BELL FOOTER(2) #5 CONT.
STRUCTURAL-GENERAL NOTES
DESIGN CRITERIA AND LOADS
1.WIND DESIGN:
WIND SPEED (MPH) V(ADJ)=124 V(ULT)=160
RISK CATEGORY II
EXPOSURE CATEGORY C
ENCLOSURE CLASSIFICATION ENCLOSED
INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.18
TOPOGRAPHIC FACTOR KZT =1.0
2.DESIGN LIVE LOADS:
a. ROOF LIVE LOAD 20 PSF
b. ATTIC SPACE WITH STORAGE LIVE LOAD 20 PSF
3.DESIGN DEAD LOADS:
a. METAL BLDG. ROOF DEAD LOAD, TOTAL PER M.B.M.
b. SHOWRM / OFFICE / LAB / RESTRM / BREAKRM ROOF, TOTAL 15 PSF
4.THE CONTRACTOR HAS THE RESPONSIBILITY TO NOTIFY THE SER OF ANY ARCHITECTURAL,
MECHANICAL, ELECTRICAL, OR PLUMBING LOAD IMPOSED ONTO THE STRUCTURE THAT DIFFERS
FROM, OR THAT IS NOT DOCUMENTED ON THE ORIGINAL CONTRACT DOCUMENTS (ARCHITECTURAL/
STRUCTURAL/ MECHANICAL/ ELECTRICAL OR PLUMBING DRAWINGS). PROVIDE DOCUMENTATION OF
LOCATION, LOAD, SIZE AND ANCHORAGE OF ALL UNDOCUMENTED LOADS IN EXCESS OF 400
POUNDS. PROVIDE MARKED-UP STRUCTURAL PLAN INDICATING LOCATIONS OF ANY NEW
EQUIPMENT OR LOADS. SUBMIT PLANS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO
INSTALLATION.
5.LOADS ON THE STRUCTURE DURING CONSTRUCTION SHALL NOT EXCEED THE DESIGN LOADS AS
NOTED IN DESIGN CRITERIA & LOADS BELOW OR THE CAPACITY OF PARTIALLY COMPLETED
CONSTRUCTION AS DETERMINED BY THE CONTRACTOR'S SSE FOR BRACING/SHORING.
GENERAL REQUIREMENTS
1.THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA BUILDING
CODE (FBC)", SIXTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS ADOPTED AND MODIFIED
BY THE AUTHORITY HAVING JURISDICTION (AHJ).
2.WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF THE
STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC SECTION IN A
CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE ENTIRE STANDARD.
3.REFER TO THE ARCH'L, CIVIL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR ADD'L
INFORMATION INCLUDING BUT NOT LIMITED TO: DIMENSIONS, ELEVATIONS, SLOPES, DOOR AND
WINDOW OPENINGS, NON-BEARING WALLS, STAIRS, FINISHES, DRAINS, WATERPROOFING, RAILINGS,
CURTAIN WALLS, DEPRESSIONS, MECHANICAL UNIT LOCATIONS, & OTHER NONSTRUCTURAL ITEMS.
4.THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION AND ALL
JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF OCCUPATIONAL
SAFETY AND HEALTH).
AB - ANCHOR BOLT
AFF - ABOVE FINISHED FLOOR
AHJ - AUTHORITY HAVING JURISDICTION
ALT - ALTERNATE
APPROX - APPROXIMATELY
ARCH - ARCHITECT
BOTT - BOTTOM
BRG - BEARING
CCCL - COASTAL CONST. CONTROL LINE
CFS - COLD FORMED STEEL
CMU - CONCRETE MASONRY UNIT
COL - COLUMN
CONC - CONCRETE
CONT - CONTINUOUS
D&E - DRILLED AND EPOXY
DBL - DOUBLE
DIA - DIAMETER
DIM - DIMENSION
DN - DOWN
EA - EACH
ELEV - ELEVATION/ELEVATOR
ENGR - ENGINEER
EW - EACH WAY
E - EXISTING
EXP - EXPANSION
EXT - EXTERIOR
FBC - FLORIDA BUILDING CODE
FF - FINISH FLOOR
FND - FOUNDATION
FT - FEET/FOOT
FTG - FOOTING
ABBREVIATIONS
HORIZ - HORIZONTAL
IN - INCH/INCHES
INT - INTERIOR
MAS - MASONRY
MAX - MAXIMUM
MFR - MANUFACTURER
MIN - MINIMUM
MISC - MISCELLANEOUS
MPH - MILES PER HOUR
N - NEW
NTS - NOT TO SCALE
OC - ON CENTER
PSF - POUNDS PER SQUARE FOOT
PT - PRESSURE TREATED
REV - REVISION/REVISED
SPECS - SPECIFICATIONS
SCHED - SCHEDULE
SYP - SOUTHERN YELLOW PINE
TYP - TYPICAL
UNO - UNLESS NOTED OTHERWISE
VERT - VERTICAL
VIF - VERIFY IN FIELD
W/- WITH
W/O - WITHOUT
WRB -WEATHER RESISTANT BARRIER
WWF - WELDED WIRE FABRIC
WWM - WELDED WIRE MESH
#5 - STEEL REINFORCING BAR (REBAR) #5 (5/8")
37.ALL REINFORCING BARS MARKED "CONTINUOUS" SHALL BE LAPPED 36 DIA. AT SPLICES AND
CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BARS AT CENTER BETWEEN
SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS AT NON-CONTINUOUS ENDS WITH
STANDARD HOOKS. U.O.N.
38.ALL WALLS (OTHER THAN SHEARWALLS) AND COLUMNS SHALL BE DOWELED INTO FOOTINGS,
WALLS, BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING AS THE BARS ABOVE. USE
A (30) BAR DIAMETER LAP EXCEPT WHERE SPECIFICALLY INDICATED. FOR SHEARWALL VERTICAL
REINFORCING USE CLASS A TENSION SPLICE LENGTHS.
39.VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES. SPLICE BARS IN WALLS,
BEAMS, GRADE BEAMS ETC., (UNLESS OTHERWISE NOTED) AS FOLLOWS: TOP BARS AT CENTER
LINE OF SPAN, BOTTOM BARS AT THE SUPPORT.
40.THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR SAFE ADEQUATE SHORING, RE
-SHORING, BRACING AND FORMWORK. GENERAL CONTRACTOR SHALL CONTRACT A STATE OF
FLORIDA REGISTERED ENGINEER TO PREPARE SHORING AND RE-SHORING PLANS TO BE
SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL.
41.THE LONGITUDINAL REINFORCING STEEL IN BOND BEAMS, WALLS AND FOOTINGS SHALL BE
CONTINUOUS AROUND CORNERS. SEE TYPICAL DETAILS.
42.CONCRETE LAP SPLICE, FOR LAP SPLICE LENGTHS, IN NO CASE SHALL BE LESS THAN 24 INCHES.
STEEL STUDS
1.ALL PRODUCTS TO BE MANUFACTURED BY THE CURRENT MEMBERS OF THE STEEL STUD
MANUFACTURERS ASSOCIATION.
1.ALL GALVANIZED STUDS AND JOISTS SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE
MINIMUM REQUIREMENTS OF 1996 AISI STANDARDS.
2.ALL STRUCTURAL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND
STEEL INSTITUTE (AISI) “SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL
MEMBERS”.
3.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS. WEB STIFFENERS,
ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES REQUIRED FOR A
COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE MANUFACTURER FOR THE
STEEL MEMBERS USED.
4.FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING. SCREWS OR
WELDS SHALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION. ALL
WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH PAINT. WIRE TYING OF
COMPONENTS SHALL NOT BE PERMITTED.
5.STUDS SHALL ADHERE TO ASTM A 653/653 M STEEL, [G60 (Z180)] GALVANIZED , CHANNEL SHAPED
WITH LIPPED FLANGES, PUNCHED WEB, SIZE, THICKNESS AND GRADE AS SHOWN ON DRAWINGS.
6.TRACKS SHALL ADHERE TO ASTM A 653/653 M STEEL, SAME DESIGNATION, COATING, AND
THICKNESS AS STUDS EXCEPT AS OTHERWISE NOTED, CHANNEL SHAPED, SOLID WEB, DEPTH
COMPATIBLE WITH STUDS, SIZE, THICKNESS AND GRADE AS SHOWN ON DRAWINGS.
7.INSTALL COLD-FORMED METAL FRAMING PLUMB, SQUARE, TRUE TO LINE AND SECURELY
FASTENED AS SHOWN ON DRAWINGS.
8.CUT MEMBERS BY SHEARING OR SAWING. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY
FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT AGAINST
ABUTTING MEMBER.
9.INSTALL MEMBERS IN SINGLE PIECE LENGTHS EXCEPT THAT TRACKS MAY BE SPLICED,
BUTT-WELDED, OR EACH LENGTH ANCHORED TO A COMMON BUILDING FRAME ELEMENT.
10.INSTALL INSULATION IN FRAMING SPACES MADE INACCESSIBLE AFTER ERECTION.
11.REPAIRS AND TOUCH-UP: CLEAN DAMAGED SURFACES & COATINGS. TOUCH-UP FIELD WELDS AND
DAMAGED GALVANIZED SURFACES WITH GALVANIZING REPAIR COMPOUND.
12.TOLERANCES:
a)VARIATION FROM PLUMB, LEVEL, AND TRUE TO LINE: 1/8 INCH IN 10 FEET (1:960).
b)MEMBER SPACING: NOT MORE THAN 1/8 INCH (3 MM) PLUS OR MINUS FROM SPACING
INDICATED.
14.FRAME CORNERS WITH THREE STUDS.
15.INSTALL ACCESSORIES AS REQUIRED. PROVIDE APPROPRIATE FASTENERS IN ALL PREDRILLED
HOLES BACKED BY ANOTHER FRAMING MEMBER.
16.BRIDGING CLIP FOR COLD ROLLED CHANNEL BRIDGING: SECURE TO STUD WEB BY INSERTING TABS
THROUGH WEB SLOTS AND WITH 2 SCREWS. SECURE TO CHANNEL WITH ONE SCREW.
17.FASTENERS
a)SCREWS TO BE CORROSION RESISTANT COATED, SELF-DRILLING, PAN OR HEX WASHER
HEAD. PROVIDE SCREW TYPE AND SIZE AS REQUIRED PER STRUCTURAL DRAWINGS, FOR
THE SPECIFIC CONDITION AND THICKNESS OF MATERIALS BEING JOINED.
b)ANCHOR BOLTS AND STUDS TO BE IN ACCORDANCE WITH ASTM A 307, GRADE A, CARBON
STEEL, WITH HEX-HEAD CARBON STEEL NUTS AND FLAT STEEL WASHERS. HOT-DIP ZINC
COATED IN ACCORDANCE WITH ASTM A 153. PROVIDE BOLT OR STUD TYPE AND SIZE AS
SHOWN ON DRAWINGS.
c)EXPANSION ANCHORS TO BE IN ACCORDANCE WITH FEDERAL SPECIFICATION FF-S-325,
GROUP II, TYPE 4, CLASS 1. PROVIDE BOLTS LISTED OR APPROVED BY ONE OR MORE OF
THE FOLLOWING AND OF DIAMETER AND LENGTH AS SHOWN ON DRAWINGS.
d)POWDER ACTUATED FASTENERS TO BE IN ACCORDANCE WITH FEDERAL SPECIFICATION
FF-P-395B. MANUFACTURER FROM AISI 1062 OR 1065 STEEL, AUSTEMPERED TO A MINIMUM
CORE HARDNESS OF 50 TO 54 HRC AND ZINC PLATED IN ACCORDANCE WITH ASTM B 633.
PROVIDE FASTENERS OF THE TYPE, DIAMETER AND LENGTH AS SHOWN ON DRAWINGS.
PRE-ENGINEERED METAL BUILDING
1.THE PRE-ENGINEERED BUILDING SHALL CONSIST OF ROOF DECK, RIGID FRAMES, CANOPY
FRAMING, GUTTERS, DOWNSPOUTS AND FLASHING AS REQUIRED.
2.DEVIATION FROM BAY SPACING SHOWN ON THE PLANS SHALL NOT BE PERMITTED.
3.SUBMIT TRUSS SHOP DRAWINGS SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE
OF FLORIDA FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE LAYOUT,
DESIGN LOADS, AND ALL OTHER INFORMATION REQUIRED FOR PROPER INSTALLATION.
4.THE MANUFACTURER SHALL BE REGULARLY ENGAGED IN METAL BUILDING DESIGN AND
MANUFACTURING.
5.THE DESIGN SHALL BE IN ACCORDANCE WITH AISC, AISI AND MBMA (METAL BUILDING SYSTEMS
MANUAL” DESIGN PRACTICES. THE TOTAL DRIFT SHALL BE LIMITED TO H/360.
6.LATERAL SUPPORT OF MASONRY WALLS AND VENEERS BY CONTINUOUS STEEL WIND GIRT SHALL
BE DESIGNED AND PROVIDED BY METAL BUILDING SUPPLIER. MASONRY WALL SHALL NOT BE USED
FOR LATERAL SUPPORT.
7.FOUNDATION WORK SHALL NOT COMMENCE UNTIL FINAL PRE-ENGINEERED METAL BUILDING SHOP
DRAWINGS AND CALCULATIONS ARE REVIEWED AND APPROVED. FOUNDATIONS ARE SUBJECT TO
CHANGE BASED ON MANUFACTURER'S FINAL DOCUMENTATION FOR CONSTRUCTION.
5.THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND EXTENT OF
THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK. ARCHITECTURAL
DRAWINGS SHALL GOVERN THE WORK FOR ALL DIMENSIONS.
6.PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS AND
DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL NOTES.
7.ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS MAY BE
SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ARCHITECT/ENGINEER FOR
REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE TECHNICAL
DOCUMENTATION OR THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT OF MATERIALS
SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT REQUIRE SUBSTANTIAL
EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS AUTHORIZED BY THE OWNER.
8.ALL STANDARD NOTES AND DETAILS CONTAINED HEREIN ARE TYPICAL UNLESS NOTED OTHERWISE.
9.ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF THE
BUILDING & AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY FROM THE STRUCTURE.
10.SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE
CONTRACT DOCUMENTS ONLY. IT SHALL BE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, DIMENSIONS,
ELEVATIONS, ETC.
11.SHOP DRAWINGS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMITTAL TO THE
ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
12.CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY CLOUDED AND NOTED.
ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE-SUBMITTAL.
STRUCTURAL CERTIFICATION
1.I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL PORTION OF THE
FLORIDA BUILDING CODE SIXTH EDITION.
2.I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE ADEQUATE
RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC.
FOUNDATION AND SLABS ON GRADE
1.FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING PRESSURE OF
2,000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING PRESSURE IS OBTAINED
PRIOR TO FOOTING PLACEMENT.
2.REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN:
a.MINIMUM DEPTH BELOW FINISHED GRADE......................1'-0"
b.MAXIMUM ALLOWABLE BEARING CAPACITY.....................2,000 PSF
c.MODULUS OF SUBGRADE REACTION.............................. 160 PCI
d.PASSIVE LATERAL PRESSURE........................................... 250 PSF
e.ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF
f.ACTIVE LATERAL PRESSURE (RESTRAINED)……………35 PSF
g.COEFFICIENT OF SLIDING FRICTION………………………0.4
3.ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION SHALL BE
DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO
AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND STRUCTURES.
4.WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON
SLAB CHAIRS SPACED AT 3' -0 O.C.. MAXIMUM.
5.REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH COMPACTED,
MOISTURE-TREATED, NON-EXPANSIVE FILL MATERIAL. FILL AREA SHALL EXTEND 1 FOOT BEYOND
FOUNDATION FOOTPRINT.
6.THE FILL MATERIAL BELOW THE SLAB ON GRADE SHALL BE A DENSE-GRADED AGGREGATE THAT IS
GENERALLY GRADED BETWEEN THE 11
2-INCH AND No. 4 SIEVES. THE DENSE-GRADED AGGREGATE
SHOULD BE OF SIMILAR GRADATION AND MATERIAL TYPE AS LOCAL DOT-APPROVED ROAD
SUBBASE STONE MATERIAL, IN ACCORDANCE WITH ACI STANDARDS AND GUIDELINES.
7.FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION, ORGANIC SOILS
AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR OTHERWISE UNSUITABLE
MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS.
8.SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA. DEPRESS SLABS ON GRADE
FOR FLOOR FINISHES PER ARCHITECTURAL DRAWINGS.
9.FOUNDATIONS SHALL BEAR ON EITHER COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL
FILL AS PER THE GEOTECHNICAL REPORT. EXTERIOR PERIMETER FOOTINGS SHALL BEAR NOT LESS
THAN 24 INCHES BELOW FINISH GRADE, UNLESS OTHERWISE SPECIFIED BY THE GEOTECHNICAL
ENGINEER AND/OR THE BUILDING OFFICIAL.
10.PROVIDE (2) 6 MIL 'VISQUEEN' VAPOR BARRIER UNDER ALL SLABS ON FILL (UNLESS OTHERWISE
NOTED ON PLANS).
11.COLUMNS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING SLABS ON FILL SHALL BE
ISOLATED BY PRE-MOLDED JOINT FILLER (1/2" THICK) COMPLYING WITH ASTM D1752, TYPE 1.
12.TOPS OF FOOTINGS AND SLABS ON GRADE SHALL BE AS SHOWN ON PLANS WITH VERTICAL
CHANGES AS INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS
APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS TO ENSURE THAT THE
EXTERIOR PERIMETER FOOTINGS BEAR NO LESS THAN 24 INCHES BELOW FINISH GRADE, OR AS
OTHERWISE INDICATED BY THE GEOTECHNICAL ENGINEER OR BUILDING OFFICIAL.
13.NON-EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12 INCHES
AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM DENSITY (ASTM D 1557).
14.AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION.
15.GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND BRACING
OF EXCAVATIONS.
16.GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS,
ETC., AS REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS
SHALL BE PROVIDED AS REQUIRED FOR THE SUPER-STRUCTURE. SHOP DRAWINGS SHOWING THE
POSITION OF OPENINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER PRIOR TO
PLACEMENT OF CONCRETE.
17.LOCATE SAWCUTS PER PLAN OR IF NOT SHOWN ON PLANS COMPLY WITH ACI 224.3.
18.IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER
THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER.
CONCRETE
1.ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318 "BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE" AND ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS".
2.REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A 615 GRADE 60.
3.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 "SPECIFICATION FOR WELDED STEEL WIRE
FABRIC FOR CONCRETE REINFORCEMENT, FLAT SHEETS ONLY.
4.HOOKED ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A 36.
5.HEADED MACHINE BOLTS SHALL BE IN ACCORDANCE WITH ASTM F1554.
6.ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH TESTED IN
ACCORDANCE WITH ASTM STANDARDS, FLORIDA BUILDING CODE AND ACI 318 (LATEST EDITION).
TEST CYLINDERS MUST BE TAKEN EVERY 50 CUBIC YARDS OF CONCRETE PRIOR TO PLACEMENT.
TESTING LAB SHALL PROVIDE COPIES OF CONCRETE TESTS RESULTS TO ENGINEER'S OFFICE FOR
REVIEW.
7.THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE
STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM. THE SPECIFIED SLUMP
IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES. CONCRETE SHALL BE STANDARD
WEIGHT CONCRETE (145 PCF).
ITEM OF STRENGTH AGG SLUMP WATER/CEMENT
CONSTRUCTION (PSI) (IN) (IN) (LB/LB)
FOUNDATIONS & SOG 4,000 3/4 4-6 0.45
8.FORMWORK SHALL COMPLY WITH "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK" (ACI
347R).
9.CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM OF SEVENTY
PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING
SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS.
10.CONCRETE ON EXPOSED SLABS, BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED
WITH "ALKYL-ALKYOXY SILANE SEALER" OR ENGINEER-APPROVED EQUAL IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS.
11.TRANSPORTATION, PLACING, AND CURING OF CONCRETE SHALL COMPLY WITH ACI 318 BUILDING
CODE (LATEST EDITION). DO NOT USE SILICATE BASED SURFACE DENSIFIER FOR CURING.
12.ALL CONCRETE EXPOSED TO WEATHER SHALL BE DESIGNED WITH A CORROSION INHIBITOR.
13.ALL CONCRETE SHALL CONTAIN AN ENGINEER-APPROVED ASTM C494 TYPE 'D' ADMIXTURE
(WATER-REDUCING RETARDER). USE OF FLY ASH IS PERMITTED.
14.REINFORCING STEEL SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE.
15.ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED AFTER FABRICATION.
ACCESSORIES FOR REINFORCING SHALL BE INSTALLED IN ACCORDANCE WITH ACI 315 CURRENT
EDITION.
16.ALL REINFORCING SHALL BE DETAILED & FABRICATED FOLLOWING THE REQUIREMENTS OF ACI 315.
17.WELDED WIRE FABRIC SHALL BE SUPPORTED ON SLAB BOLSTERS. USE FLAT SHEETS ONLY.
18.REINFORCEMENT SHOP DRAWINGS, FABRICATION AND PLACING SHALL CONFORM TO ACI 315, ACI
318 AND ACI SP66.
19.COMPLETE SHOP DRAWINGS FOR FABRICATION AND PLACING OF REINFORCING STEEL SHALL BE
SUBMITTED FOR APPROVAL. NO FABRICATION MAY BEGIN UNTIL DRAWINGS ARE COMPLETED AND
APPROVED.
20.LAP SPLICES FOR REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 318. ALL UNSPECIFIED
LAP SPLICES SHALL BE MAXIMUM LENGTH.
21.WELDING OF REINFORCING STEEL SHALL BE DONE IN STRICT ACCORDANCE WITH THE AMERICAN
WELDING SOCIETY "REINFORCING STEEL WELDING CODE", A.W.S. D1.4. PREHEATING OF
REINFORCING SHALL BE BASED ON THE CARBON EQUIVALENT DETERMINED FROM REINFORCING
MILL REPORTS. GRADE 40 REINFORCING SHALL BE WELDED WITH E7018 LOW HYDROGEN
ELECTRODES, AND GRADE 60 REINFORCING SHALL BE WELDED WITH E9018 LOW HYDROGEN
ELECTRODES.
22.EXPOSED REINFORCEMENT, INSERTS AND PLATES INTENDED FOR BONDING WITH FUTURE
EXTENSIONS SHALL BE PROTECTED FROM CORROSION.
23.CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
a.NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
ROOF SLAB 1”
STRUCTURAL SLABS AND WALLS 3/4”
BEAMS AND COLUMNS (PRIMARY REINFORCEMENT,
TIES, STIRRUPS AND SPIRALS) 1 1/2”
25.NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE.
26.CONCRETE BEAMS CAST OVER MASONRY WALLS SHALL BE POURED AFTER THE BLOCK WALLS
BELOW ARE IN PLACE. REINFORCING SHALL BE CONTINUOUS THROUGH BEAM WITH MINIMUM LAP
SPLICES OF 48 BAR DIAMETERS AND BENT BARS AT CORNERS. USE METAL LATH, MORTAR OR
SPECIAL UNITS TO CONFINE CONCRETE TO AREA REQUIRED, IN ACCORDANCE WITH ACI 530.1
(SOLID METAL OR FELT CAVITY CAPS ARE PROHIBITED)
27.REMOVE ALL DEBRIS FROM FORMS AND FLOOR DECK BEFORE POURING.
28.ALL CONCRETE PLACED SHALL BE VIBRATED BY MECHANICAL VIBRATORS.
29.CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS AND COLUMNS)
SO AS TO CAUSE SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR TRUNKS OF
VARYING LENGTHS SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED 5
FEET, AND A SUFFICIENT NUMBER SHALL BE USED TO ENSURE THE CONCRETE IS BEING KEPT
LEVEL AT ALL TIMES.
30.ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE MANUAL OF
STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE.
31.SUPPORT BARS SHALL BE #5 OR GREATER, & NOT SPACED MORE THAN 4' -0" 0/C. SUPPORT BARS
AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1' -6" PAST OUTERMOST CHAIR
OR SUPPORT BAR.
32.A MINIMUM OF 3 SUPPORT BARS & 3 INDIVIDUAL HIGH CHAIRS FOR EACH SUPPORT BAR SHALL BE
PROVIDED FOR TOP REINFORCING.
33.PLASTIC TIPPED COLUMN SPACERS SHALL BE PROVIDED FOR VERTICAL COLUMN REINFORCING
STEEL, SUCH THAT A 2" MINIMUM CLEARANCE IS MAINTAINED.
34.NO DEVIATION FROM THE STRUCTURAL PLANS SHALL BE PERMITTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF THE STRUCTURAL ENGINEER. ALL REINFORCING DETAILS TO BE SUBMITTED
TO THE CONTRACTING OFFICER FOR HIS APPROVAL.
35.ALL REINFORCING BARS SHALL BE SECURELY HELD IN PLACE DURING CONCRETE POURING. IF
REQUIRED, ADDITIONAL BARS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT
FOR THE BARS.
36.BARS SUPPORTS SHALL BE PLASTIC TIPPED FOR EXPOSED CONCRETE. LEGS OF FOUNDATIONS
CHAIRS SHALL BE GALVANIZED. PLASTIC "DONUT" SPACERS WILL BE REQUIRED FOR STEEL
AGAINST FORMS IN CONCRETE BEAMS & WALLS IF FIELD CONDITIONS WARRANT.
This item has been digitally signed and sealed by
Rodolfo Villamizar, P.E. on
Printed copies of this document are not considered
signed and sealed and the signature must be
verified on any electronic copies.
10/20/2021
20-0029SHEET
OF AS NOTED123456DATE:
20-0029
2INDIAN RIVER SPIRITS3200 N. KINGS HIGHWAYRVAERCW20-00291835 - 20TH STREETVERO BEACH, FL 32960PH. (772) 569-0035FX. (772) 778-36177JAN 2020RODOLFO VILLAMIZAR
FL. P.E.#61000 ST. LUCIE COUNTYFLORIDAMELBOURNE, FL - PH (321) 253-1510FT. PIERCE, FL - PH (772) 468-9055MOIA BOWLES VILLAMIZAR & ASSOCIATESCONSULTING ENGINEERING CA #3728REVISIONSDATEODOL F V LIL
No. 61000
STATE OF
ROFL ADI RF
O
RP
ISSE
ANO INEEE N GL
ENSECILROAM
Z
I
A
R
10-20-202111-20-2020PERMIT SETCOORD. W/ BLDG DEPT.01-22-2110-20-21BY CONTRACTORPROPOSEDFOUNDATION PLANS1
1
2
2
ATTIC SPACE FRAMING PLAN
SCALE: 1/8" = 1'-0"
1 2 3 4 5 6
A
E
D
C
B
A
E
D
C
B
1 2 3 4 5 6
S2
1 TYP.
S2
2
TYP.
S2
3
S2
4
1
1
1
1
1
1 800S250-54 CFS METAL JOISTS @ 12" O.C. MAX.; TYP.
2
2
2
600S250-54 CFS VERTICAL STUDS @ 12" O.C. MAX.; TYP.
S2
5
TYPICAL FOOTING INTERSECTION DETAIL
SCALE: 1/2" = 1'-0"
CORNER
PLAN AT PAD
PERPENDICULAR
FOOTING PENETRATION DETAIL
SCALE: N.T.S.
SAW CUT DETAIL
SCALE: 3/4" = 1'-0"SCALE: 1/2" = 1'-0"
TYPICAL FOOTER DETAIL
PREFABRICATED METAL BUILDING;
SEE METAL BUILDING MFG.'S
PLANS AND CONNECTION DETAIL; TYP.
(2) MASONRY U-BLOCK
W/ #5 REBAR x CONT.
STUCCO FINISH
PER ARCHITECT
METAL FLASHING
PER ARCHITECT
CENERLINE OF
BASEPLATE
42" HIGH 8" CMU WALL
W/ #5 VERT. IN FILLED
CELLS @ 48" O.C MAX.
A.B. EMBED.
PER SCHEDULE
A.B. DESIGNED & FURNISHED
BY METAL BUILDING MFG.
FOOTER PER SCHEDULE
WALL GIRT DESIGNED FOR
220 PLF LOAD PER
METAL BUILDING MFG.
1
2" LDT @ 12" O.C. MAX.
W/ 3.5" MIN.EMBED
WALL GIRT PER
METAL BUILDING MFG.
SECTION
SCALE: 1/2" = 1'-0"
3
S2
INSULATION PER
ARCHITECTURALS
CONCRETE BELL
FOOTER PER PLAN
& SCHEDULE
CONCRETE SLAB
PER PLAN
CONCRETE SLAB
PER PLAN
600S250-54 50 KSI METAL
STUDS @ 12" O.C.
600T250-54 METAL TRACK
W/ 0.145" DIA PAF TO SLAB
@ 12" O.C. W/ (3) #8 SCREWS
EA. STD EA. FLANGE
800s250-54 50 ksi METAL
STUDS JOIST PER PLAN
600T250-54 METAL TRACK
W/ (3) #8 SCREWS EA.
STD EA. FLANGE
STC SIMPSON ROOF TRUSS CLIPS
W/ (2) #8 CBSDQ158S TO TRACK &
(1) #8 CBSDQ158S TO JOIST TYP.
SECTION
SCALE: 1/2" = 1'-0"
2
S2
1200S162-68 50 KSI CFS STUDS;
SEE PLAN FOR MAXIMUM
SPACING; PLACE EA. VERTICAL
CFS STUD DIRECTLY ALIGNED
WITH EA. CFS FLOOR JOIST; TYP.
INSULATION PER
ARCH'L DWGS.
CONCRETE SLAB
PER PLAN
CONCRETE SLAB
PER PLAN
1200T200-68 METAL TRACK
W/ 0.145" DIA PAF TO SLAB
@ 12" O.C. W/ (3) #8 SCREWS
EA. STD EA. FLANGE
1200T200-68 METAL TRACK
W/ (3) #8 SCREWS EA.
STD EA. FLANGE 1200S162-68 50 METAL
STUDS @ 16" O.C CONNECT
TO ROOF FRAMING.
METAL BUILDING ROOF GIRTS
CONT. 3 5/8"-20 Ga
METAL TRACK
(2) 6"x 15
4" x 20GA, BLOCKING
BETWEEN GIRTS W/ 2x2x3x20GA.
CLIP W/ (2) #8 EA. LEG; TYP.
BRACE VERTICAL STUD WALL TO
FLOOR JOIST W/ 16 GAUGE, 50KSI
VERTICLIP SLB1200 @ 4FT O.C.
MAX. W/ (5) #12-14 HWH SCREWS
TO JOIST & (2) #12-14 HWH
SCREWS TO STUD; TEKS
"SELECT" SCREWS; TYP.
2x P.T. NAILERS
AS REQUIRED
SECTION
SCALE: 1/2" = 1'-0"
1
S2
800S250-54 50 KSI
CFS JOISTS; SEE PLAN
INSULATION; SEE ARCH'L.
CONCRETE BELL
FOOTER PER PLAN
& SCHEDULE
CONCRETE SLAB
PER PLAN
FINISHES; SEE ARCH'L.
600S250-54 50 KSI CFS
STUDS; SEE PLAN FOR
SPACING; PLACE EA.
VERTICAL CFS STUD
DIRECTLY ALIGNED WITH
EA. CFS FLOOR JOIST;
TYP.
600T250-54 METAL TRACK
W/ (3) #8 SCREWS EA.
STD EA. FLANGE T&B
600T250-54 METAL TRACK
W/ 0.145" DIA PAF TO SLAB
@ 12" O.C. W/ (3) #8 SCREWS
EA. STD EA. FLANGE
STC SIMPSON ROOF TRUSS CLIPS
W/ (2) #8 CBSDQ158S TO TRACK &
(1) #8 CBSDQ158S TO JOIST TYP.
DECKING; SEE ARCH'L.
SECTION
SCALE: 1/2" = 1'-0"
4
S2
800S250-54 50 KSI
CFS JOISTS; SEE PLAN.
INSULATION PER ARCH'L
CONCRETE BELL
FOOTER PER PLAN
& SCHEDULE
CONCRETE SLAB
PER PLAN
FINISHES PER ARCH'L
600S250-54 50 KSI
METAL STUDS @ 12" O.C.
W/ (3) #8 SCREWS EA.
FLANGE T&B
800T250-54 CFS JOIST TRACK
W/ (2) #8 TEKS SCREWS EA.
JOIST, EA. FLANGE; TYP.
600T250-54 METAL TRACK
W/ 0.145" DIA PAF TO SLAB
@ 12" O.C. W/ (3) #8 SCREWS
EA. STD EA. FLANGE
STC SIMPSON ROOF TRUSS CLIPS
W/ (2) #8 CBSDQ158S TO TRACK &
(1) #8 CBSDQ158S TO JOIST TYP.
800S250-54 50 KSI CFS
JOISTS; SEE PLAN.
DECKING;
SEE ARCH'L
600S250-54 50 KSI METAL
STUDS @ 12" O.C.
ANCHOR SCHEDULE
5/8" DIAM.11" W/ 3" THREAD & 8" MIN. EMBED.
SIZE REMARKSLENGTH
NOTE: ALL ANCHOR BOLTS, NUTS, AND WASHER MATERIAL SHALL BE HOT DIP
GALVANIZED AS PER ASTM A123/A153
A194 GRADE 2H HEAVY HEX NUT
W/ F436 WASHER
F1554 GRADE 36
3/4" DIAM.18" W/ 3" THREAD & 15" MIN. EMBED.A193 B7
SCALE: 3/4" = 1'-0"
TYPICAL 4' MASONRY WALL DETAIL
CLEANOUT AT
EA. DOWEL; TYP.
6" THICK CONCRETE
SLAB W/ 6x6 W2.9xW2.9
WWF ON 6 MIL VAPOR
BARRIER; TYP.
FOOTER PER SCHEDULE
#5 DOWELS @ EA. VERT.
W/ 90° HOOK; TYP.
8" CMU IN RUNNING BOND
W/ #5 VERT. IN FILLED
CELLS @ 48" O.C MAX.
(2) MASONRY U-BLOCK
W/ #5 REBAR x CONT.
STUCCO FINISH
PER ARCHITECT
METAL FLASHING
PER ARCHITECT
PREFABRICATED METAL BUILDING;
SEE METAL BUILDING MFG.'S
PLANS AND CONNECTION DETAIL; TYP.
METAL STUD WALL
PER SECTIONS
WALL GIRT DESIGNED FOR
220 PLF LOAD PER
METAL BUILDING MFG.
1
2" LDT @ 12" O.C. MAX.
W/ 3.5" MIN.EMBED
WALL GIRT PER
METAL BUILDING MFG.
This item has been digitally signed and sealed by
Rodolfo Villamizar, P.E. on
Printed copies of this document are not considered
signed and sealed and the signature must be
verified on any electronic copies.
10/20/2021
SECTION
SCALE: 1/2" = 1'-0"
5
S2
1200S162-68 50 KSI CFS STUDS;
SEE PLAN FOR MAXIMUM
SPACING; PLACE EA. VERTICAL
CFS STUD DIRECTLY ALIGNED
WITH EA. CFS FLOOR JOIST; TYP.
INSULATION PER
ARCH'L DWGS.
CONCRETE SLAB
PER PLAN
CONCRETE SLAB
PER PLAN
1200T200-68 METAL TRACK
W/ 0.145" DIA PAF TO SLAB
@ 12" O.C. W/ (3) #8 SCREWS
EA. STD EA. FLANGE
1200T200-68 METAL TRACK
W/ (3) #8 SCREWS EA.
STD EA. FLANGE 1200S162-68 50 METAL
STUDS @ 16" O.C CONNECT
TO ROOF FRAMING.
METAL BUILDING ROOF GIRTS
CONT. 3 5/8"-20 Ga
METAL TRACK
(2) 6"x 15
4" x 20GA, BLOCKING
BETWEEN GIRTS W/ 2x2x3x20GA.
CLIP W/ (2) #8 EA. LEG; TYP.
2x P.T. NAILERS
AS REQUIRED
20-0029SHEET
OF AS NOTED123456DATE:
20-0029
2INDIAN RIVER SPIRITS3200 N. KINGS HIGHWAYRVAERCW20-00291835 - 20TH STREETVERO BEACH, FL 32960PH. (772) 569-0035FX. (772) 778-36177JAN 2020RODOLFO VILLAMIZAR
FL. P.E.#61000 ST. LUCIE COUNTYFLORIDAMELBOURNE, FL - PH (321) 253-1510FT. PIERCE, FL - PH (772) 468-9055MOIA BOWLES VILLAMIZAR & ASSOCIATESCONSULTING ENGINEERING CA #3728REVISIONSDATEODOL F V LIL
No. 61000
STATE OF
ROFL ADI RF
O
RP
ISSE
ANO INEEE N GL
ENSECILROAM
Z
I
A
R
10-20-202111-20-2020PERMIT SETCOORD. W/ BLDG DEPT.01-22-2110-20-21BY CONTRACTORPROPOSEDFRAMING PLAN, ANDSTRUCTURAL NOTESS2
1
1