10-1035-024GENERAL STRUCTURAL NOTES
1. PILE FOUNDATIONS:
BASED ON SOIL BORINGS AND RECOMMENDATIONS MADE BY
PROFESSIONAL SERVICE INDUSTRIES, THE FOUNDATIONS HAVE BEEN
DESIGNED WITH AUGERCAST PILES, WITH THE FOLLOWING CAPACITY
AND MINIMUM PILE PENETRATION DEPTHS.
16" DIAMETER, 125 TONS IN COMPRESSION, AND 80 TONS IN
TENSION. 40' MINIMUM PENETRATION AND MINIMUM ROCK SOCKET 10
FEET.
ALL COMPRESSION PILES SHALL BE REINFORCED WITH A CAGE OF
5 % VERTICAL BARS AND 03 1111 12" c/c TIES FOR THE TOP I5 FEET
AND 1 09 THE FULL LENGTH OF THE PILE.
ALL TENSION PILES SHALL BE REINFORCED WITH A CAGE OF 6 08
VERTICAL BARS AND 03 ID 12" c/c TIES FOR THE THE FULL LENGTH
OF THE PILE.
ALL PILES LABELED "TENSION" ARE TENSION PILES, AND MUST
PROVIDE A MINIMUM 24" LENGTH OF EXPOSED PILE REINFORCING
STEEL TO BE EMBEDDED IN THE PILE CAP.
ALL PILES IN 1 -PC AND 2 -PC PILE CAPS MUST BE PROVIDED WITH A
MINIMUM OF 24" LENGTH OF EXPOSED PILE REINFORCING STEEL TO
BE EMBEDDED INTO THE PILE CAP (OR GRADE BEAM).
2. CONCRETE:
ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRESSIVE
STRENGTH OF 4,000 PSI IN 28 DAYS, EXCEPT FOR SLABS ON GRADE
THAT SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH OF 3,000
PSI IN 28 DAYS. AGGREGATES TO BE CLEAN AND WELL GRADED,
MAXIMUM SIZE R ". CONCRETE SLUMP: 3" MIN. TO 5" MAX.
VERTICAL CONCRETE DROP NOT TO EXCEED 8' -0" (UN.O.)
3. CONCRETE COVER-
TO BE AS FOLLOWS: BOTTOM TOP SIDES
FOOTINGS 3" 2" 31'
GRADE BEAMS 311 211 211
WALLS - -- - -- 11/211
COLUMNS
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MNS - -- - -- 111/2
BEA ► IS 1112II 11/2II 111/211
SLABS 111 III III
4. REINFORCING STEEL:
TO BE NEW HIGH STRENGTH BILLET STEEL DEFOFTIED AS PER ASTM A-
305, AND CONFORMING TO ASTM A -615, GRADE 60.
LAP CONTINUOUS TOP AND BOTTOM BARS 48 -5AR DIAMETERS, AT MID -
SPAN FOR TOP, AND AT SUPPORTS FOR BOTTOM. PROVIDE "L" BARS
30" X 30" FOR TOP AND BOTTOM BARS, AT ALL CORNERS OF ALL TIE
BEAMS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS FOR
STRUCTURAL BEAMS (NON TIE - BEAMS). REINFORCING STEEL TO BE
DETAILED AND FABRICATED IN ACCORDANCE WITH "MANUAL OF
STANDARD PRACTICE OF DETAILING REINFORCING CONCRETE
STRUCTURES ", AND THE ACI BUILDING CODE 318, LATEST EDITION.
SUBMIT SHOP DRAWINGS FOR APPROVAL.
5. MASONRY:
A. ALL CONCRETE BLOCK TO BE GRADE N -2, CONFORMING TO ASTM
C -90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF
1,900 PSI, AND A PRISM STRENGTH OF 1,500 PSI
(MINIMUM). MORTAR SHALL BE TYPE M, WITH A MINIMUM
STRENGTH OF 2,500 PSI (USE PORTLAND TYPE CEMENT).
TEST MASONRY UNITS AND MORTAR BY TESTING: LAB AT A RATE
OF EVERY 1,000 SQUARE FEET OF WALLS ERECTED.
B. MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 8
GAUGE DEFORMED GALVANIZED STEEL, SPACED AT 16" C/C
VERT. EXTEND HORIZONTAL REINFORCING 4" INTO ADJACENT
COLUMNS. PROVIDE TRUSS TYPE FOR NON - REINFORCED MASONRY
AND LADDER TYPE FOR REINFORCED MASONRY.
C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 48
BAR DIAMETERS MINIMUM. PROVIDE FULL BED OF MORTAR FOR
REINFORCED MASONRY.
D. A TIE- BEAM 8" X 12 ", WITH FOUR "5 CONT. AND 03 TIES
AT 48" C /C. BEAM MUST BE DOWELED INTO WALLS AT EACH
END, AND AT INTERSECTIONS. AT INTERMEDIATE POINTS,
PROVIDE LATERAL BRACING, AS SHOWN IN DETAILS IN PLANS.
E. PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN
OUT BLOCK CELLS OF ALL MORTAR DROPPINGS. MAXIMUM
VERTICAL DROP FOR GROUTING IS 4' -011.
F. AT THE END OF EACH DAY COVER ALL MASONRY WALLS.
6. STRUCTURAL STEEL:
SHALL CONFORM TO ASTM A512, GRADE 50, DETAILED, FABRICATED
AND ERECTED IN ACCORDANCE AISC SPECIFICATIONS, LATEST
EDITION. STEEL TUBES TO CONFORM TO A -500, GRADE B (fy= 46
KSI). SUBMIT SHOP DRAWINGS FOR APPROVAL BEFORE FABRICATION.
ALL STRUCTURAL STEEL EXPOSED TO THE ELEMENTS TO BE HOT
DIPPED GALVANIZED.
i. WELDING:
ALL WELDING TO BE DONE BY DADE COUNTY CERTIFIED WELDERS
HOLDING CURRENT WELDING CERTIFICATES, AND MUST PRESENT SAME
AT JOB SITE AT ALL TIMES. ALL WELDING PER PLANS AND PER
GUIDELINES OF THE AMERICAN WELDING SOCIETY.
8. WIND DESIGN CRITERIA:
ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, HAVE BEEN DESIGNED
PER THE GUIDELINES OF THE ASCE 1-2002 BUILDING CODE.
FOR WIND UPLIFT ON THE ROOFS, SEE INDIVIDUAL ROOF PLANS FOR
DIAGRAMS AND TABLES DICTATING THE ZONES AND THE NET UPLIFT
FORCES.
9. SLABS ON FILL:
FILL AND BACKFILL TO BE COMPACTED UNDER THE SUPERVISION OF A
SPECIALTY ENGINEER TO A MINIMUM OF 95% OF MAXIMUM DRY
DENSITY FOR ALL LAYERS AS VERIFIED BY FIELD DENSITY TESTS.
TESTS SHALL BE MADE IN ACCORDANCE WITH METHODS OF TESTS FOR
MOISTURE DENSITY RELATIONS OF SOILS, ASTM D -1551 MODIFIED TO
USE 25 BLOWS ON FIVE LAYERS WITH A 10 POUND HAMMER DROPPING
18 INCHES. IN ADDITION, A MINIMUM OF ONE IN -PLACE FIELD
DENSITY TEST SHALL BE PERFORMED FOR EACH 2500 SQUARE FEET,
OR FRACTION THEREOF, FOR EACH LIFT OF COMPACTED SOIL, AND
SUCH TESTING SHALL BE PERFORMED IN ACCORDANCE WITH EITHER
ASTM D 1556, STANDARD TEST METHOD FOR DENSITY OF SOIL IN-
PLACE BY THE SANDCONE* OR ASTM D 2522, STANDARD TEST METHODS
FOR DENSITY OF SOIL AND SOIL AGGREGATE IN PLACE BY NUCLEAR
METHODS OR OTHER APPROVED METHODS. COMPACTION LAYERS NOT TO
EXCEED 12 ". BACKFILL MATERIAL TO BE APPROVED BY SOIL
ENGINEER SLABS TO BE PLACED CONTINUOUSLY, HOWEVER, MUST BE
SAW CUT SAME DAY IT 15 PLACED AND LIMITED TO 400 SF, AND
15 FEET IN ANY DIRECTION. COORDINATE WITH ARCHITECTURE FOR
LOCATIONS OF THE SAW CUTS. SUBMIT LAYOUT OF ALL SAW CUTS FOR
APPROVAL. SAW CUT TO BE A MINIMUM OF 1 INCH DEPTH AND 114
INCH WIDTH. PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL
(10 MIL). REFER TO ARCHITECTURE FOR REQUIRED SOIL POISONING
BENEATH ALL SLABS ON GRADE.
10. EXCAVATIONS:
GENERAL CONTRACTOR TO NOT EXCAVATE ADJACENT TO OR NEAR NEW
STRUCTURES AFTER THEY HAVE BEEN CONSTRUCTED. EXCAVATIONS
FOR UTILITIES ADJACENT TO OR NEAR NEW STRUCTURES TO BE
COMPLETED BEFORE THE NEW STRUCTURES ARE CONSTRUCTED.
COORDINATE ALL UTILITIES WITH STRUCTURAL DRAWINGS. IF
CONFLICTS EXIST CONTACT ARCHITECT AND STRUCTURAL ENGINEER.
GENERAL CONTRACTOR TO EXERCISE CAUTION DURING EXCAVATIONS
ADJACENT TO THE EXISTING STRUCTURES. IF THERE EXISTS A
DEVIATION OF THE EXISTING FOUNDATION FROM WHAT 15 SHOWN IN
THESE PLANS, CONTACT ARCHITECT AND STRUCTURAL ENGINEER
GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR THE BRACING AND
LATERAL SUPPORT, AND FOR MAINTAINING THE INTEGRITY OF THE
EXISTING STRUCTURE DURING ALL PHASES OF THE CONSTRUCTION.
11. SHOP DRAWINGS:
NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT/ENGINEER'S
REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR
CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE
REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE
CONTRACTOR'S APPROVAL SEAL. ENGINEER ASSUMES NO
RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR
OMISSIONS, AS A RESULT OF CHECKING AND REVIEWING ANY SHOP
DRAWINGS.
12. METAL STUDS:
SHALL CONFORM TO THE AMERICAN IRON AND STEEL INSTITUTE
(LATEST EDITION) AS FOR FABRICATION, ERECTION AND DETAILING.
STEEL STUDS TO BE HOT DIPPED GALVANIZED, WITH G -90
GALVANIZING, AS PROVIDED BY DALE INDUSTRIES. PROVIDE Fy = 33
KSI MINIMUM YIELD STRESS FOR 18, 20, 22, AND 25 GAUGES.
PROVIDE N = 50 KSI MINIMUM YIELD STRESS FOR 16, 14, AND 12
GAUGES. SUBMIT MILL REPORTS AND SHOP DRAWINGS FOR APPROVAL
BEFORE FABRICATION. PROVIDE MINIMUM 20 GAUGE METAL CEE-
STUDS 11 -5/8 X 3 -5/8 ") SPACED AT 16" C /C, FOR ALL INTERIOR
PARTITIONS, AS INDICATED IN THE ARCHITECTURE. NOTE, IF
ARCHITECTURE DENOTES A HEAVIER GAUGE OR CLOSER SPACING, THEN
USE THE HEAVIER GAUGE AND CLOSER SPACING.
13. DEWATERING: ( IF APPLICABLE )
MUST EVACUATE ALL WATER FROM WITHIN FORMWORK BEFORE
PLACEMENT OF ANY CONCRETE. AFTER DEWATERING AND BEFORE
PLACING CONCRETE, MUST RINSE THE REINFORCING STEEL CLEAN OF
ALL DELETERIOUS MATERIAL IF PREVIOUSLY LEFT SUBMERGED.
14. DETAILS AND SECTIONS:
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED
TO BE TYPICAL, AND SHALL BE CONSTRUED TO APPLY TO ANY
SIMILAR SITUATION ELSEWHERE ON THE PROJECT, UNLESS A
DIFFERENT DETAIL, OR SECTION, IS SHOWN.
15. GENERAL:
IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS,
SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR MUST
NOTIFY THE ARCHITECT AND ENGINEER, IN WRITING, OF THE SAME
PRIOR TO PROCEEDING WITH THE WORK IN QUESTION. IN THE EVENT
THAT THE CONTRACTOR FAILS TO GIVE NOTICE, OR PROVIDE
SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR IS RESPONSIBLE
FOR THE RESULTS OF SUCH ERRORS OR OMISSIONS, AND FOR ALL
COSTS FOR RECTIFYING SAME AND FOR ANY DELAYS OR ANY OTHER
COSTS INCURRED BY SAME.
THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER
WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS
TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS,
RECESSES, OPENINGS, REGLETS, BOLT SETTINGS, SLEEVES,
DIMENSIONS, ETC- POTENTIAL CONFLICTS SHALL BE TRANSMITTED
TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE
WORK. CONTRACTOR TO PROVIDE ADEQUATE TIME FOR RESPONSE FROM
ARCHITECT/ENGINEER
16. SHORING: AND RE- SHORING:
CONTRACTOR WILL PROVIDE SHORING AND RE- SHORING DRAWINGS,
ALONG WITH RE- SNORING SCHEDULE FOR ALL ELEVATED STRUCTURAL
COMPONENTS, INCLUDING BUT NOT LIMITED TO: BEAMS, SLABS, AND
PRECAST JOISTS. DRAWINGS TO BE SIGNED AND SEALED BY A
FLORIDA REGISTERED PROFESSIONAL CIVIL OR STRUCTURAL
ENGINEER, FOR REVIEW AND APPROVAL BY THE ARCHITECT AND THE
STRUCTURAL ENGINEER NO ELEVATED WORK MAY PROCEED WITHOUT
THIS SUBMITTAL AND ITS APPROVAL BY ARCHITECT AND ENGINEER.
CONTRACTOR TO ALSO RETAIN SAME ENGINEER TO PROVIDE FIELD
INSPECTIONS, ALONG WITH REPORTS, THAT ALL OF THE SHORING AND
RE- SHORING IS COMPLETED AS PER HIS DRAWINGS AND
SPECIFICATIONS, FOR EACH LEVEL OF WORK SHORING SCHEDULE TO
PROVIDE TIME THAT SHORES MAY BE REMOVED IN ORDER TO REMOVE
FORMWORK
NOTE, IF THESE SHORING AND RE- SHORING CONFLICT WITH ANY
DIRECTIVES CONTAINED IN THE JOB SPECIFICATIONS, THEN THE
GOVERNING GUIDELINES WILL BE THESE.
11. CONSTRUCTION JOINTS:
FOR CONSTRUCTION JOINTS IN SLABS ON FILL REFER TO SLABS ON
FILL SECTION AND COORDINATE WITH ARCHITECTURE. FOR BEAMS,
PROVIDE BULKHEADS AT MID -SPAN OF BEAM, AND PROVIDE BEAM
POCKET, 4" DEEP X 2/3 DEPTH OF BEAM X 2/3 WIDTH OF BEAM,
CENTERED IN THE BEAM. PROVIDE EXPOSED REINFORCING TO
ADEQUATELY SPLICE THE REINFORCING FOR A CLASS "C" TENSION
LAP SPLICE. FOR SLABS, PROVIDE BULKHEADS AT A MID -SPAN
LOCATION OF SLAB, AND PROVIDE A CONTINUOUS SHEAR KEY,
CENTERED IN THE SLAB FACE. PROVIDE EXPOSED REINFORCING
STEEL TO SPLICE THE REINFORCING. CONTRACTOR TO SUBMIT, FOR
APPROVAL, LOCATIONS OF BULKHEADS FOR ALL STRUCTURAL ELEMENTS
THROUGHOUT JOB, PRIOR TO COMMENCEMENT OF ANY WORK
15 PREFABRICATED METAL STAIRS/I..ADDERS: ( IF APPLICABLE )
CONTRACTOR TO PROVIDE FOR ALL PRE - FABRICATED METAL STAIRS
AND METAL LADDERS, SIGNED AND SEALED SHOP DRAWINGS, BY
FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL
BEFORE FABRICATION. CONNECTIONS OF THESE STAIRS AND LADDERS
ALSO TO BE INCLUDED IN THE SHOP DRAWINGS.
19. PRE- FABRICATED CANOPIES: IF APPLICABLE )
CONTRACTOR TO PROVIDE SIGNED AND SEALED SHOP DRAWINGS, BY A
FLORIDA REGISTERED PRDFESSIONAL ENGINEER, FOR THE COMPLETE
CANOPY ASSEMBLY INCLUDING : ROOF SYSTEM, CONNECTIONS,
COLUMNS, AND FOUNDATION CONNECTIONS. SUBMIT SHOP DRAWINGS
FOR APPROVAL PRIOR TO FABRICATION.
DESIGN TO BE IN ACCORDANCE WITH ANSI -A58.1 -1982 WIND LOADING
REQUIREMENTS, FOR LATERAL AND UPLIFT, AND GRAVITY LOADS.
20. PRE- FABRICATED GLASS CURTAINS WALLS AND
FIXED AND SLIDNG GLASS DOOR SYSTEMS: ( IF APPLICABLE )
CONTRACTOR TO PROVIDE SIGNED AND SEALED SHOP DRAWINGS, AND
SIGNED AND SEALED CALCULATIONS, BY A FLORIDA REGISTERED
PROFESSIONAL ENGINEER, FOR THE FOLLOWING ITEMS:
1. THE COMPLETE GLASS CURTAIN WALL ASSEMBLY AND COMPONENTS
INCLUDING: GLASS, CONNECTIONS, AND FRAMES. SUBMIT SHOP
DRAWINGS FOR APPROVAL PRIOR TO FABRICATION.
2. ALL FIXED AND SLIDING GLASS DOOR SYSTEMS /ASSEMBLIES
INCLUDING: GLASS, CONNECTIONS, AND FRAMES.
DESIGN TO BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE
CONSTRUCTION GUIDELINES.
21. GROUTING WITH HIGH STRENGTH NON - SHRINK GROUT:
USE OF A HIGH STRENGTH NON - SHRINK GROUT TO BE USED AS
INDICATED IN THESE DOCUMENTS, OR AS REQUIRED FOR STRUCTURAL
REPAIRS OR PATCHING. USE MASTER=LOW 928 OR EQUAL (SUBMIT TO
ENGINEER FOR SUBSTITUTION). GROUT TO BE MIXED AS PER
RECOMMENDATIONS OF MANUFACTURER AREAS TO GROUTED MUST BE
THOROUGHLY CLEANED OF ALL DEBRIS AND DELETERIOUS MATERIALS.
GROUT THICKNESS TO BE AS SHOWN IN DOCUMENTS, HOWEVER,
THICKNESS NOT TO EXCEED RECOMMENDATIONS OF MANUFACTURER. IF
REQUIRED, PROVIDE SEVERAL LAYERS, AS REQUIRED, IN ORDER TO
ATTAIN REQUIRED TOTAL THICKNESS.
22. ANCHORING EPDXY:
FOR ANCHORING REINFORCING STEEL IN EXISTING CONCRETE USE
HILTI HIT HY 150 INJECTION ADHESIVE ANCHOR OR EQUAL. OTHER
AVAILABLE EPDXIES ARE MADE BY ULTRA BOND OR RAWL. DRILL
HOLES 1/8" BIGGER THAN THE DIAMETER OF THE REINFORCING STEEL
(STEEL ROD). THE DEPTH OF THE HOLES ARE TO BE A MINIMUM OF
5 ", UNLESS OTHERWISE NOTED IN THESE PLANS, OR UNLESS'
OTHERWISE INSTRUCTED BY THE MANUFACTURER'S RECOMMENDATIONS.
23. EXPANSION BOLTS:
ALL EXPANSION BOLTS, NOTED IN PLANS, ARE TO BE HILTI TYPE
EXPANSION BOLTS, OR EQUAL. FOR SUBSTITUTION, SUBMIT TO
STRUCTURAL ENGINEER FOR REVIEW AND HIS APPROVAL.
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ARCHITECT:
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- 'BERMELLO AJAMIL & PARTNERS, INC.
Architecture Engineering Planning
Interior Design Landscape Architecture
9_n01 Sc*uth Bays4iore-Drive 10th Floor
n IMiami, Florida 33133
(305) 859 -2050 Fax (305) 860 -3700
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PLANNING ARCHITECT:
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WILMOT SANZ
A R C H I T E C T U R E
P L A N N I N G
18310 Montgomery 27" Avenue
Gaithersburg. ar7d 20879
301 -590 -2900 (Fox 301 -580 -8150
STRUCTURAL ENGINEER:
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❑RAMON R. DONNELL PE. 0017680
CML /STFUCTURAL
OAIDA M. ■PgpEDSRwO J. DUOUESNE0.cP�p�,WW
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t" STATE OF R.OMA - AMOMATt077 N. TM
08+2-c 2008
MEP ENGINEER:
AltAbdo
2121 Ponce de Leon Blvd.,
Suite 350, Coral Gables, FL 33134
k7m—rd ConyAW'g neen 1 phone: 305.569.1692
fax: 305.569.1693
Dallas . Houston . Nashville . Miami . Richmond
cord project number.
IT CONSULTANT:
V ENE BURTON & ASSOCIATES
3 General George Patton Drive 5848 west 1 -20, Suite 150
klin,Tenrrersee37067 Arlington, Texu76017
w :615.3763100 Phone. :817.5632486
: 615.376.3114 Far 817.563.2753
.ure: -- gbaire_cam
Medical Equipment and Communications Planners
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REVISIONS:
PROJECT NAME:
SMH- CLINICAL EXPANSION
FOUNDATION PACKAGE
PHASE 11
PROJECT ADDRESS:
7400 S.W. 62nd Ave.
South Miami, Florida 33143
UU M NI. 114U. 40U51.100
SCALE: AS SHOWN
DATE: 07-09 -2010
DRAWN:
CHECKED: BH
CADD FILE: MINSTITUTIONAL
DRAWING TITLE:
GENERAL
STRUCTURAL NOTES
& TYPICAL DETAILS
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