10-662 (2)-026GENERAL STRUCTURA NOTES
GENERAL CONDITIONS:
1. THE CONTRACTOR SHALL CHECK, REVIEW AND VERIFY ALL PLANS, DIMENSIONS AND SITE
CONDITIONS. IF CONDITIONS VARY FROM THAT INDICATED ON THE PLANS, THE
CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER iN WRITING BEFORE
PROCEEDING WITH THE WORK.
2. IN CASE OF DISCREPANCY BETWEEN SCALED DRAWINGS AND INDICATED DIMENSIONS,
THE INDICATED DIMENSIONS SHALL GOVERN. ENGINEER SHALL BE NOTIFIED IN WRITING OF
ANY DISCREPANCY BEFORE PROCEEDING WITH THE WORK.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER PERFORMANCE OF THE
WORK, COORDINATION WITH OTHER TRADES, CONSTRUCTION METHODS, SAFETY AND
SECURITY ON THE JOB SiTE. THE OWNER ENGINEER AND/OR AGENTS OR EMPLOYEES ARE
NOT RESPONSIBLE OR LIABLE FOR THE ABOVE AND SHALL BE HELD HARMLESS FROM
ANY AND ALL CLAIMS, LOSSES, SUITES AND LEGAL ACTION WHATSOEVER ARISING FROM
THE PERFORMANCE OF THE WORK ON THiS PROJECT.
4. THE CONTRACTOR SHALL COMPLY WiTH ALL LOCAL GOVERNMENTAL REGULATIONS
REGARDING CONSTRUCTION SAFETY. ALL LOCAL GOVERNMENTAL REGULATIONS
REGARDING BARRICADES, LIGHTS, SIGNALS, ETC, SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR SAFE AND CONVENIENT MEANS OF ACCESS AND EGRESS TO ALL PARTS OF
THE OPERATION SHALL BE MAINTAINED.
5. THE EXISTENCE AND LOCATION OF EXISTING UNDERGROUND UTILITIES OR STRUCTURES
ARE NOT GUARANTEED AND SHALL BE INVESTIGATED AND VERIFIED BEFORE STARTING
WORK EXCAVATION IN THE VICINITY OF EXISTING STRUCTURES AND UTILITIES SHALL BE
CAREFULLY DONE, BY HAND IF NECESSARY. THE CONTRACTOR SHALL BE HELD
RESPONSIBLE FOR ANY DAMAGES TO, AND FOR MAINTENANCE AND PROTECTION OF,
EXISTING UTILITIES AND STRUCTURES. THE ENGINEER SHALL BE NOTIFIED IN WRITING IF ANY
CONFLICTS EXIST.
6. REFERENCE SHALL BE MADE TO THE ARCHITECTURAL, MECHANICAL, AIR CONDITIONING
AND ELECTRICAL DRAWINGS FOR LOCATION, SIZE, AND DETAILS OF OPENINGS, RECESSES,
PROJECTIONS, BEVELS, PITCHES, INSERTS, SLEEVES, CONDUITS, PiPING SLOT, ETC., TWAT
ARE REQUIRED TO BE LOCATED AND iN PLACE BEFORE PLACING CONCRETE OR THAT
INFLUENCE THE FORMING OR FINISH OF THE CONCRETE. DISCREPANCIES SHALL BE
BROUGHT TO THE ATTENTION OF THE ENGINEER IN WRITING BEFORE PROCEEDING WITH THE
WORK
i. OPENING iN SLABS AND WALLS FOR DUCTS AND OTHER MECHANICAL AND ELECTRICAL
EQUIPMENT SHALL BE COORDINATED BY THE CONTRACTOR TO BE SURE THE OPENINGS
WILL ACCOMMODATE THE ACTUAL EQUIPMENT TO BE USED. TO THE EXTENT POSSIBLE, ALL
OPENING SIZES AND LOCATIONS SHALL BE PRECISELY DETERMINED EARLY iN THE JOB
AND THE i1FORMATION FORWARDED TO ALL SUBCONTRACTORS TO ENSURE THAT THE
SUBMITTED SHOP DRAWINGS WiLL REFLECT CORRECT AND COORDINATED OPENINGS. A
SUITABLE NOTE SMALL BE PLACED ON ALL SHOP DRAWINGS BEFORE THEY ARE
SUBMITTED TO THE ARCHITECT -ENGINEER, STATING THAT THE OPENINGS HAVE BEEN
COORDINATED AND CORRECTED AS INDICATED. IF iT IS NOT POSSIBLE TO DETERMINE THE
EXACT SiZE AND LOCATION OF SOME OPENINGS PRiOR TO SHOP DRAWINGS SUBMITTAL,
THE CONTRACTOR SHALL SO NOTE ON SHOP DRAWINGS AS A WARNING TO
SUBCONTRACTORS TO PRECLUDE DIFFICULTIES DURING CONSTRICTION.
S. WORK iS TO BE PERFORMED CONCURRENTLY BY OTHER CONTRACTORS OR UTILITIES
WiTHIN THE SITE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE
HIS WORK WiTH OTHER CONTRACTORS OR UTILITY COMPANIES AND AS DIRECTED BY THE
ENGINEER
L PROJECT DEWATERING REQUIREMENTS SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR A GEOTECHNiCAL ENGINEER AND HYDROLOGIST SHALL BE RETAINED BY
THE CONTRACTOR TO CONSIDER THE EFFECT OF DEWATERING ON ALL STRUCTURES AND
UTILITIES WITHIN THE PROJECT SITE AND THE SURROUNDING AREA OF THE PROJECT. THE
p CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ANY DAMAGES TO, AND FOR
MAINTENANCE AND PROTECTION OF, EXISTING UTILITIES AND STRUCTURES WITHIN THE
PROJECT SITE AND THE SURROUNDING AREA OF THE PROJECT.
SCOPE OF SERVICE:
THE STRUCTURAL ENGINEER OF RECORD HAS DESIGNED AND IS RESPONSIBLE FOR ONLY
THE SPECIFIC STRUCTURAL COMPONENTS SHOWN iN THIS SET OF STRUCTURAL
CONSTRUCTION DOCUMENTS. THE SERVICES OF A SPECIALTY OR DELEGATED ENGINEER IF
REQUIRED, MUST COMPLY WiTH THE SCOPE OF SERVICES AS OUTLINED iN THE PROJECT
CONSTRUCTION DOCUMENTS.
SHOP DRAWINGS:
1. REVIEW OF SUBMITTAL iS FOR GENERAL COIFORMANCE WITH THE DESIGN CONCEPT AS
PRESENTED BY THE CONTRACT DOCUMENTS. NO DETAILED CHECK OF QUANTITIES OR
DIMENSIONS WiLL BE MADE.
2. SHOP DRAWINGS ARE TO BE SUBMITTED IN A TiMELY MANNER ALLOWING ADEQUATE TiME
FOR PROCESSING. AN AVERAGE SUBMITTAL WILL BE REVIEWED WITHIN 14 CALENDAR DAYS
OF RECEIPT BY ENGINEER ALL SUBMITTAL SHALL BE ACCOMPANIED BY A LETTER OF
TRANSMITTAL, AND BEAR EVIDENCE OF CONTRACTOR'S APPROVAL.
3. SHOP DRAWINGS REQUIRING A DELEGATED PROFESSIONAL ENGINEER ARE FABRICATION
AND ERECTION DRAWINGS PREPARED FOR BUT NOT LiMiTED TO THE FOLLOWING ITEMS:
ALUMINUM OR LIGHT GAGE STEEL EXTERIOR WALL SYSTEMS, PREFABRICATED STEEL
STAIRS, HANDRAILS, PRE CAST CONCRETE COMPONENTS, POST -TENSIONING
SYSTEMSPREFABRiCATED WOOD COMPONENTS, STRUCTURAL STEEL CONNECTION DETAILS,
OPEN WEB STEEL JOISTS, FORM WORK AND FALSE WORK SHORING AND RESHORING.
4. SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS FOR REVIEW. SHOP DRAWINGS MUST BE
CHECKED AND APPROVED BY CONTRACTOR AND SEALED BY SPECIALTY OR
DELEGATED FLORIDA PROFESSIONAL ENGINEER IF REQUIRED, PRIOR TO SUBMISSION.
FAILURE TO DO SO WILL BE CAUSE FOR REJECTION.
5. REPRODUCTION OF CONTRACT STRUCTURAL DRAWINGS ARE NOT TO BE SUBMITTED AS
SHOP DRAWINGS. CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC
PRODUCTS UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED.
6. ALL CHANGES AND ADDITIONS MADE ON RE -SUBMITTAL MUST BE CLEARLY FLAGGED
AND NOTED. THE PURPOSE OF THE RE -SUBMITTAL MUST BE CLEARLY NOTED ON THE
LETTER OF TRANSMITTAL. REVIEW OF THE RE -SUBMITTAL WiLL BE LIMITED TO THOSE ITEMS
CAUSING THE RESUBMISSION.
1 REVIEW OF SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF ANY CONTRACT
REQUIREMENTS, EVEN IF SUCH ITEMS ARE NOT SHOWN ON SHOP DRAWINGS. EN3NEER
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS AS A
RESULT OF REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE
GOOD BY CONTRACTOR IRRESPECTIVE OF RECEIPT OR REVIEW OF SHOP DRAWINGS BY
ENGINEER
S. SHOP DRAWINGS NOT MEETING THE ABOVE CRITERIA OR SUBMITTED AFTER FABRICATION
WILL NOT BE REVIEWED.
STRUCTURAL DESIGN CRITERIA:
I. PROJECT WIND DESIGN CRITERIA SHALL BE iN ACCORDANCE WiTH ASCE-1-05, MINIMUM
DESIGN LOADS FOR BUILDINGS AND OTHER STRICTURES, WIND LOADS SECTION 6. DESIGN
WIND SPEED 150 MPH, EXPOSURE C AND IMPORTANCE FACTOR 1.0.
3. BUILDINGS DESIGNED FOR FOLLOWING SUPERIMPOSED DEAD AND LiVE LOADS:
RESIDENTIAL 40 PSF LL 30 PSF DL
TERRACE 60 PSF LL 20 PSF DL
4. ALL STRUCTURAL COMPONENTS AND SYSTEMS SHALL BE DESIGNED FOR SELF WEIGHT,
SUPERIMPOSED DEAD LOADS, CONCENTRATED LOADS SHOWN ON PLANS, AND THE LIVE
LOADS SHOWN ABOVE.
CODES AND SPECIFICATIONS:
1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE 2001 FLORIDA BUILDING
COOE/WIGH WIND VELOCITY (FBC) AND ALL OTHER APPLICABLE LOCAL GOVERNMENTAL
CODES OR REGULATIONS. THE MOST STRINGENT REQUIREMENT SHALL GOVERN.PROJECT
SHALL BE DESIGNATED A HIGH WIND VELOCITY ZONE FOR REFERENCED BUILDING CODE,
2. THE MOST STRINGENT OR COSTLY REQUIREMENTS SHALL GOVERN IF CONFLICT EXISTS
BETWEEN PROJECT SPECIFICATIONS AND PROJECT GENERAL STRUCTURAL NOTES AND/OR
TRADE SPECIFICATION AND PRACTICES INCLUDED AS PART OF PROJECT SPECIFICATIONS
OR NOTES. THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY DISCREPANCY BEFORE
PROCEEDING WiTH THE WORK, AND MAKE THE FINAL DETERMINATION OF GOVERNING
REQUIREMENTS. ALL REFERENCED STANDARDS, SPECIFICATIONS AND PRACTICES SHALL
BE LATEST EDITION, U.ON.
lljji. � �� _ .•,
1. DADE COUNTY (FLORIDA) PRODUCT CONTROL APPROVAL SHALL BE REQUIRED FOR ALL
WINDOWS, DOORS, LOUVERS AND ALL OTHER BUILDING ENVELOPE COMPONENTS. ALL
PRODUCTS SHALL BE LARGE MISSILE IMPACT RATED AND SHALL COMPLY WITH PROJECT
WIND LOAD, WATER INTRUSION AND SIZE REQUIREMENTS.
2. SHOP DRAWINGS AND WIND AND STRUCTURAL CALCULATIONS SHALL BE PREPARED BY
A DELEGATED PROFESSIONAL ENGINEER AND SUBMITTED FOR REVIEW.
3-SHOP DRAWINGS, DADE COUNTY PRODUCT APPROVALS AND MANUFACTURER'S iTERATURE
SHALL IDENTIFY THE SPECIFIC PROJECT, SHALL LIST ALL DESIGN CRITERIA, SHALL
IDENTIFY DESIGN STANDARDS USED AND SHALL SHOW ALL DETAILS NECESSARY FOR
PROPER ERECTION. COMPARATIVE ANALYSIS AND EQUIVALENT ANCHOR CALCULATIONS
SHALL BE SUBMITTED iF REQUIRED.
4. DOORS AND WINDOWS SHALL BE ERECTED IN A MANNER WHICH ALLOWS FOR VISUAL
INSPECTION OF ALL ELEMENTS AND CONNECTIONS.
SAFEGUARDS:
1. RAILINGS, STAIR -RAILINGS, HANDRAILS AND OTHER SIMILAR SAFEGUARDS SHALL BE
DESIGNED PER THE REQUIREMENTS FLORIDA BUILDING CODE.
2. SHOP DRAWINGS AND MANUFACTURER'S LITERATURE SHALL IDENTIFY THE SPECIFIC
PROJECT, SHALL LiST ALL DESIGN CRITERIA, SHALL IDENTIFY DESIGN STANDARDS USED
AND SMALL SHOW ALL DETAILS NECESSARY FOR PROPER ERECTION.
3. SHOP DRAWINGS AND WIND (F EXTERIOR) AND STRUCTURAL CALCULATIONS SHALL BE
PREPARED BY A DELEGATED PROFESSIONAL ENGINEER AND SUBMITTED FOR REVIEW.
GEOTECHNiCAL REPORT:
I. COMPLETE GEOTECHNiCAL REPORT PREPARED BY AROAMAN AND ASSOCIATES, INC.
DATED JANUARY 4t17, 2004 (FILE No. 05-2260) INCLUDING REVISIONS AND ADDEDUMS iS
INCORPORATED INTO GENERAL STRUCTURAL NOTES BY REFERENCE.
2. SHOULD CONDITIONS BE ENCOUNTERED THAT ARE DIFFERENT FROM SOIL EXPLORATORY
RESULTS INCLUDED iN GEOTECHNiCAL REPORT, THE ENGINEER SHALL BE NOTIFIED IN
WRITING BEFORE PROCEEDING WITH THE WORK
NZ: = I OTT 13T-11 d 1
I. REMOVE EXISTING TOP SOIL, TOP 1.0 FOOT MINIMUM, INCLUDING ALL VEGETATION, ROOT
SYSTEMS, MUCK SILTS OR ANY OTHER DELETERIOUS MATERIAL WITHIN THE BUILDING AREA
PLUS FIVE (5) FEET ON ALL SIDES, iF WITHIN BUILDING PROPERTY AND NOT OBSTRUCTED
BY EXISTING STRUCTURES.
2. GRADE AND COMPACT EXISTING SUITABLE MATERIAL WITH A SELF PROPELLED ROLLER
OF A MINIMUM WEIGHT OF TEN (10) TONS AT A MAXIMUM SPEED OF TWO (2) FEET PER
SECOND, TO ACHIEVE A MINIMUM DENSITY OF S5% - AASHTO METHOD D, T-180 TO A DEPTH
OF TWO (2) FEET. iN ADDITION, A MINIMUM OF TEN (10) OVERLAPPING PASSES N EACH OF
THE TWO PERPENDICULAR DIRECTIONS SMALL BE REQUIRED. ALL VOIDS SMALL BE FILLED
IN ACCORDANCE WiTH PARAGRAPH 3 BELOW.
3. UPON COMPLETION OF I AND 2 ABOVE, BRING THE SiTE TO CONSTRUCTION GRADE BY
PLACING CLEAN WELL GRADED GRANULAR NON -COHESIVE AND NON -PLASTIC FILL
MATERIAL IN LiFTS NOT EXCEEDING 8 NCHES IN THICKNESS AND COMPACTED TO MINIMUM
DENSITY OF 95% AASHTO METHOD D, T-180. ALL FILL MATERIAL TO PASS 3 1/2 INCH SIEVE.
4. AFTER EXCAVATIONS FOR THE FOOTINGS AND/OR GRADE BEAMS ARE MADE AND THE
BOTTOM SURFACES OF THE EXCAVATIONS GRADED, THE SURFACE SHALL BE COMPACTED
USING A VIBRATING PLATE OF NOT LESS THAN 250 POUNDS STATIC WEIGHT FOR SIX (6)
PASSES IN EACH OF THE TWO PERPENDICULAR DIRECTIONS.
5. RECOMPACTiON WiLL BE REQUIRED iN ALL DISTURBED AREAS.
6. DENSITY TESTING AND INSPECTIONS FOR COMPLIANCE WITH THE ABOVE SPECIFICATIONS
WiLL BE REQUIRED. AT LEAST ONE FIELD DENSITY TEST PER 15M SQUARE FEET OF
COMPACTED EXISTING MATERIAL OR FILL MATERIAL PER LiFT, PER 20 LINEAL FEET OF
WALL FOOTINGS AND PER SPREAD FOOTING SHALL BE PERFORMED TO VERIFY
COMPACTING COMPLIANCE. TESTING AND INSPECTIONS SHALL BE PERFORMED BY A SOILS
ENGINEERING LABORATORY DESIGNATED BY THE OWNER AND ENGINEER IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO COORDINATE TESTING AND INSPECTION WiTH THE SOILS
LABORATORY. ANY WORK NOT INSPECTED AND APPROVED BY THE SOILS LABORATORY
SMALL BE REJECTED.
1. SITE PREPARATION iS APPLICABLE AT ALL AREAS TO RECEIVE MAJOR OR ANCILLARY
STRUCTURES SUCH AS SIDEWALKS, FENCES, ETC.
_1. k w I
I. BASED ON THE SOILS INVESTIGATION REPORT MADE BY ARDAMAN 4 ASSOCIATES, INC.
DATED JANUARY 4TH, 2004 (FILE No. 05-2260) THE FOUNDATIONS HAVE BEEN DESIGNED
FOR A 2500 PSF SOiL BEARING CAPACITY, CONTRACTOR MUST FOLLOW ITS FOUNDATION
RECOMENDATiONS.
2. ALL FOOTING SHALL BE A MINIMUM OF 1'-61' BELOW FINISH FLOOR ELEVATION OR 1'-61"
BELOW FINISH GRADE, WHICHEVER IS LOWER UNLESS OTHERWISE NOTED U.0A
CONCRETE SLABS ON GRADE:
1. ALL CONCRETE SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACi
302 RECOMMENDED PARCTiCE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION, U ON.
SLABS ON GRADE SHALL BE PLACED BY THE STRIP CAST METHOD. SLAB WORK SHALL
BE CLASS 13.
2. ALL CONCRETE SLABS ON GRADE SHALL BE A MINIMUM OF 4 INCHES THICK AND
REINFORCED 6X6 - WIA X WIA GALVANIZED WELDED WIRE MESH. PROVIDE ADDITIONAL
LAYER A MINIMUM OF V-6" WIDE, ALONG ALL CONSTRUCTION JOINTS, ADJACENT TO WALLS
AND BUILDING PERIMETER WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
3. PROVIDE KEYED CONSTRUCTION JOINTS AT COLUMN CENTER LiNES, AT ALL
DISCONTINUOUS OR ISOLATED AREAS AND AT CENTERS NOT EXCEEDING 20 FEET. AMOUNT
OF GROUND FLOOR SLAB PLACED AT ONE TIME, BETWEEN CONSTRUCTION JOINTS, SHALL
BE LIMITED TO AN AREA OF 600 SQUARE FEET AND TO A MAXIMUM LENGTH OF 30 FEET IN
ONE OIRECTION.0 UT JOINTS AT CENTERS NOT EXCEEDING 20'-0" AND PERPENDICULAR TO
CONSTRUCTION JOINTS SHALL BE PERMITTED. CUTTING SHALL BE STARTED AS SOON AS
CONCRETE HAS HARDENED SUFFICIENTLY TO PREVENT AGGREGATE DISLODGEMENT BY
SAW. COORDINATE CONSTRUCTION JOINTS WITH ARCHITECTURAL FINISHES. SHOP DRAWINGS
ARE REQUIRED.
4. NO WORKMEN OR MATERIALS SHALL BE ALLOWED ON ANY CONCRETE SLAB UNTIL
SUFFICIENT TIME HAS ELAPSED SO THAT FINISH WILL NOT BE DAMAGED AND CURING
COMPOUND HAS DRIED. CURING COMPOUND SHALL BE PROTECTED.
5. NO TRAFFIC OR HEAVY LOADS SHALL BE ALLOWED ON ANY CONCRETE SLAB FOR A
MINIMUM OF TEN (10) DAYS AFTER COMPLETION.
6. CONTRACTOR SHALL PROTECT ALL SLABS FORM DAMAGE AND SHALL REPAIR OR
REPLACE DAMAGED SLAB SECTIONS AT NO COST TO THE OWNER
'11. FLOOR SLABS ON GRADE ARE TO BE PLACED ON CLEAN WELL GRADED GRANULAR
NONCO-1ESIVE AND NON -PLASTIC FILL, COMPACTED TO AT LEAST 3596 AASHTO METHOD D,
T-180. PREPARE SUBGRADE AS INDICATED UNDER SITE PREPARATION.
S. PROVIDE TOOLED JOINTS MINIMUM 1 INCH DEEP, IN ALL SIDEWALKS AT A MAXIMUM
SPACING OF 5 FEET ON CENTER AND ISOLATION JOINTS WITH FILLER AT A MAXIMUM
SPACING OF 20 FEET ON CENTER PROVIDE ISOLATION JOINTS WITH FILLER AT ALL
CHANGES iN SIDEWALK DIRECTION.
CONCRETE:
1. ALL POURED IN PLACE CONCRETE SHALL BE AS FOLLOWS:
A. BEAMS, COLUMNS, STRUCTURAL SLABS, GRADE BEAMS, FOUNDATIONS, PILES
4000 P,61 AT 28 DAYS
B. ALL OTHER CONCRETE 30M P.S.i. AT 28 DAYS
C. ALL CONCRETE TO BE STANDARD WEIGHT, U.ON.
D. COARSE AGGREGATE SiZE SHALL NOT EXCEED 3/4 INCH, EXCEPT iN FOOTINGS IN WHiCH
AGGREGATE SiZE SHALL NOT EXCEED i INCH.
2. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI-301 SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDINGS AND ACI-318 BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE LATEST EDITION, AND ACI-305R HOT WEATHER CONCRETING, UON-
CONTRACTOR SHALL MAINTAIN A COPY OF ACI-301 AT JOB SITE.
3. ADMIXTURES REQUIRE WRITTEN APPROVAL, U.ON.
4. THE CONTRACTOR SHALL TAKE APPROPRIATE MEASURES FOR THOSE INSTANCES WHEN
THE CONCRETE MIGHT EXCEED 30 DEGREES F AT TIME OF PLACEMENT. CONCRETE WITHOUT
AN ASTM C434-TYPE D ADMIXTURE SHALL NOT BE USED IF THE CONCRETE TEMPERATURE
AT TiME OF PLACEMENT EXCEEDS W DEGREES F.
5. EXPOSED CONCRETE SHALL HAVE THE TOP SURFACE COATED WiTH ANTi HYDRO CLEAR
CURE NON -YELLOWING IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS AND
RECOMMENDATIONS OR AN APPROVED EQUAL. COORDINATE WITH ARCHITECTURAL
FINISHES.
6. FORMS AND SNORES FOR CONCRETE SLABS AND BEAMS SHALL BE DESIGNED TO
WITHSTAND THE DEAD LOAD OF THE CONCRETE AND THE CUMULATIVE LOADS OF
SUPPORTING SLABS, BEAMS, PLACING EQUIPMENT, AND PERSONNEL. ALL FORM WORK
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR CONTRACTOR IS RESPONSIBLE FOR
ADEQUACY OF FORMS AND SHORING AND FOR SAFE PRACTICE IN THEIR USE AND
REMOVAL. FOR MULTi-STORY WORK CONTRACTOR IS TO MAINTAIN A MINIMUM OF TWO
FLOORS 100 PERCENT SHORED AND TWO FLOORS 50 PERCENT SHORED. ALL BEAMS TO
BE SHORED A MINIMUM OF 28 DAYS. SHOP DRAWINGS CERTIFIED BY A FLORIDA
PROFESSIONAL ENGINEER ARE REQUIRED.
I. MINOR CRACKS IN CONCRETE ARE TO BE ANTICIPATED. CONTRACTOR SHALL BE
RESPONSIBLE FILLING AND SEALING ALL CRACKS. CONTRACTOR SHALL SUBMIT TO
ENGINEER IN WRITING LOCATION AND DESCRIPTION OF ALL CRACKS AND PROPOSED
METHOD FOR REPAIRING SAID CRACKS PRIOR TO THE START OF REPAIR WORK
8. EXPANSION JOINT FILLER SHALL BE STRIPS OF PROPER WIDTH OF FLEXIBLE, CLOSED
CELL, EXPANDED POLYURETHANE, URETHANE OR POLYESTER SEALED ON BOTTOM TO
PREVENT DROPOUT.
% ALL CONSTRUCTION JOINTS INDICATED ON DRAWINGS FOR BEAMS OR SLABS SHALL BE
KEYED AND BONDED. CONCRETE SURFACE TO BE BONDED SMALL BE ROUGH AND
UNIFORM WiTH NO LAITANCE, LOOSENED AGGREGATE OR DAMAGED CONCRETE. BONDING
COMPOUND SHALL BE WELDCRETE BY LARSEN PRODUCTS CORP. FOR SLABS AND
SIKADUR 35 BY SIKA CORPORATION FOR BEAMS, STRUCTURAL SLABS OR EARTH
RETAINING STRUCTURES. APPLY BONDING AGENT IN STRICT ACCORDANCE WITH
MANUFACTURE RECOMMENDATIONS.
10. WATERSTOPS SHALL BE 6 INCHES WIDE BY 3/16 INCH THICK EXTRUDED POLYVINYL
CHLORIDE. WATERSTOPS ARE REQUIRED IN ALL SUBSURFACE VAULT/PIT AND RETAINING
WALL WORK EVEN IF NOT INDICTED ON DRAWINGS. ALL JOINTS OR SPLICES TO BE HEAT
FUSED.INSTALL IN STRICT ACCORDANCE WITH MANUFACTURE RECOMMENDATIONS,
11. PERFORM SLUMP TEST AND MOLD 5 TEST SPECIMENS FOR EACH 50 CUBIC YARDS OR
FRACTION THEREOF, FOR EACH CLASS OR STRENGTH OF CONCRETE PLACED EACH DAY IN
ACCORDANCE WITH ASTM-C31, C3S AND C143. HOLD ONE SPECIMEN FOR TESTING AT 45
DAYS IF 28 DAY TEST DOES NOT MEET SPECIFICATIONS.
12. CONTINUOUS DOVETAIL SLOT ANCHORS SHALL BE CAST N ALL COLUMNS AND SLABS
WERE MASONRY ADJOINS SAME, UNLESS CONCRETE IS PLACED USING MASONRY SURFACE
AS FORM. ANCHORS AND DOVETAIL SMALL BE HOT DIPPED GALVANIZED OR STAINLESS
STEEL. PROVIDE ONE ANCHOR AT EVERY SECOND COURSE OF BLOCK UP TO 3 STORIES
AND EVERY COURSE ABOVE 3 STORIES GROUT CELLS FULL HEIGHT AT ANCHOR
LOCATIONS.
13. FILL N ALL HOLES AND OPENINGS LEFT IN CONCRETE OR MASONRY. MiX,PLACE AND
CURE CONCRETE/CEMENT TO BLEND WITH IN PLACE CONSTRUCTION. PROVIDE OTHER
MISCELLANEOUS FILLING REQUIRED TO COMPLETE THE WOSK.
14. CONCRETE WORK SHALL BE PLUMB, TRUE TO LiNE, LEVELI AND TO THICKNESS AND SiZE
SPECIFIED. MINIMUM ALLOWABLE TOLERANCES FOR CONCRETE CONSTRUCTION BASED ON
ACTUAL DIMENSIONS ARE AS INDICATED UNDER MASONRY SECTION OF GENERAL NOTES
AND ACi-301, WHICHEVER iS MORE STRINGENT.
REINFORCING STEEL:
I. REINFORCING STEEL SHALL BE DOMESTIC DEFORMED BARS, FREE FROM LOOSE RUST
AND SCALE AND COiIFORMING TO THE LATEST ASTM A615 GRADE 60 SPECIFICATION.
REINFORCING STEEL TO BE WELDED SHALL CONFORM TO THE LATEST ASTM A615
SPECIFICATION.
2. PLACING AND DETAILING SMALL BE iN ACCORDANCE WiTH ACi 315 MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES. ALL
ACCESSORIES SHALL HAVE UP -TURNED LEGS AND PLASTIC DIPPED AFTER FABRICATION.
3. COLUMN DOWELS: SAME SIZE AND NUMBER AS VERTICAL ABOVE, SPLICED WITH CLASS B
SPLICES OR MINIMUM 18 INCHES, U.ON. PROVIDE STANDARD HOOKS AT ALL
NON -CONTINUOUS ENDS OF VERTICAL REiNF CEMENT, EXTEND TO TOP OF BOTTOM STEEL
IN FOOTINGS AND BOTTOM OF TOP STEEL IN BEAMS OR SLABS. PROVIDE RIGID TEMPLETS
FOR DOWEL LOCATION.
4. MINIMUM CONCRETE COVER FOOTINGS 3 N., COLUMNS 1 - 1/2 IN. EXPOSED 2 INCHES,
BEAMS 1 - 1/2 IN. EXPOSED 2 INCHES, INTERIOR SLABS 3/4 iN. EXPOSED 1 1/2 INCHES,
COVER SHALL BE MEASURED TO TIES WHERE REQUIRED.
S. FOOTING, GRADE BEAM, BEAM AND SLAB REINFORCEMENT SHALL BE SPLICED WITH
CLASS B SPLICES OR 18 INCHES MINIMUM. SPLICES FOR TOP BARS SHALL BE ONLY AT
MIDDLE OF SPAN AND BOTTOM BARS ONLY AT SUPPORTS. TOP AND BOTTOM BARS AT
NON -CONTINUOUS ENDS SHALL BE DETAILED TO FULLY DEVELOP BAR IN TENSION, HOOKS
TO BE HORIZONTAL AT CORNERS OR INTERSECTIONS.
6. COLUMN REINFORCEMENT SPLICED BY LAPPING SHALL BE DETAILED TO FULLY
DEVELOP BAR IN TENSION, U.ON.
I. ADDED REINFORCEMENT: BOTTOM BARS START AT NON -CONTINUOUS EDGES FOR END
SPAN. TOP BARS CENTERED OVER SUPPORTSt PROVIDE BARS AT OUTER AND INNER
q
CORNERS OR INTERSECTION FACES TOP AND BOTTOM, SAME SIZE AS BEAM
n -
REINFORICEMENT, MINIMUM 36 BAR DIAMETERS OR 3'- 0". NOT REQUIRED WITH HOOKED
BARS, IF HOOKS ARE OVER 2"- 0" IN LENGTH. MINIMUM PROJECT REQUIREMENTS.
^ _ - _ _ - _ ~ ,
8. TEMPERATURE REINFORCEMENT N SLABS PERPENDICULAR TO MAIN STEEL N SECOND
LAYER. 4 iN. -*3 • 12 iN„ 5 IN. -04 a 15 iN., 6 IN,. -04 A 12 K i IN. AND 8 iN. -04 • 10 IN. ON
CENTER, U.ON_ MINIMUM LAP AT SPLICE IS 18 INCHES, STAGGER SPLICES.
S. REINFORCEMENT SHOWN ON PLANS IS BOTTOM UNLESS MARKED "T" (TOP BARS).
PROJECT Na, 10034.00
10. ALL TIES SHALL SEISMIC TIESt O.UX
11. SHOP DRAWINGS ARE REQUIRED.
Kane Residence
6695 SW 69 Ave
LINTELS:
South Miami, FL
I. DOOR AND WiNDOW OPENINGS iN MASONRY WALLS TO HAVE CONCRETE LINTELS. LINTELS
TO BE INTEGRAL WiTH THE TIE BEAM WHEN HEAD OF THE OPENING IS 16 INCHES OR LESS
BELOW, ADDITIONAL 2 0 5 BOTTOM WHERE DROPS ARE 4 INCHES OR MORE. ADD
OWNER
ADDITIONAL TIES AT 12 INCHES ON CENTER AROUND DROP REINFORCEMENT FOR DROPS
OVER 6 INCHES.
Jahn and Ellie Kane
2. MINIMUM LINTEL 12 INCHES DEEP WITH 2 05 TOP AND BOTTOM AND 03 TIES AT 5 INCHES
6695 SW 69 Ave
South Miami, FL
ON CENTER FOR SPANS LESS THAN 4 FEET, 16 INCHES DEEP WITH 2 05 TOP AND BOTTOM
WiTH 03 TIES AT i INCHES ON CENTER CONTINUOUS FOR SPANS UP TO 8 FEET. USE HALF THE
REINFORCEMENT FOR 4 INCHES WALLS.
3. MINIMUM BEARING SHALL BE 8 i>`L EACH SIDE. PROVIDE ONE (1) • 5 AND GROUT BLOCK
CELL AT EACH SIDE OF OPENiNG.LINTELS SPANNING BETWEEN COLUMNS SHALL BE
INTEGRAL WITH COLUMNS.
err SET 06/03/11
4. LINTELS OVER 8 FEET SHALL BE APPROVED BE ENGINEER AND SHOP DRAWINGS WiLL
PERMIT SET 06/23/11
BE REQUIRED
S. POURED LINTELS ARE REQUIRED FOR EXTERIOR WALLS.
TALL WORK SHALL BE DONE iN ACCORDANCE WITH AC1530 BUILDING CODE REQUIREMENTS
FOR MASONRY STRUCTURES AND AC1530J SPECIFICATION FOR MASONRY STRUCTURES.
2. PROVIDE MINIMUM TiE BEAMS 8 iR X 12 iN. WITH 2 05 TOP AND BOTTOM FOR 8 INCH
MASONRY WALLS, 4 IN. X 12 iN. BEAMS WITH 1 0 5 TOP AND BOTTOM FOR 4 INCH MASONRY
WALLS. PROVIDE 03 TIES AT 12 INCHES ON CENTER WiTH 6 ADDITIONAL TIES AT 4 INCHES ON
CENTER AT ALL CORNERS AND INTERSECTIONS iN EACH DIRECTION, FOR ALL TIE BEAMS.
THESE ARE MINIMUM TIE BEAM REQUIREMENTS, SEE STRUCTURAL DRAWINGS FOR
ADDITIONAL REQUIREMENTS.
3. TIE COLUMNS SHALL BE A MINIMUM OF 8 X 12 IN. WITH FOUR (4) 0 5 AND • 3 TIES AT 8
INCHES ON CENTER U.OAL THESE ARE MINIMUM TIE COLUMN REQUIREMETS, SEE STRUCTURAL
DRAWINGS FOR ADDITIONAL REQUIREMENTS.
4. TiE BEAMS AND TiE COLUMNS SHALL BE POURED AFTER BLOCK WALLS ARE ERECTED.
5. HORIZONTAL JOINT REINFORCEMENT SHALL BE PROVIDED, CONTINUOUS EVERY COURSE
OF BLOCK, START AT TOP OF FOOTINGS, SLABS OR BEAMS. OUR-O-WAL LADUR TYPE,
EXTRA HEAVY, SiZED FOR WIDTH OF SPECIFIED MASONRY WALL, OR APPROVED EQUAL.
USE PREFABRICATED CORNERS AND TEES AT ALL WALL INTERSECTIONS. MINIMUM LAP
SPLICE IS 12 INCHES. OVERLAP DISCONTINUES ENDS INTO COLUMNS A MINIMUM OF 12 INCHES.
6. MASONRY UNITS SHALL BE HIGH STRENGTH CONCRETE BLOCK CONFIRMING TO ASTM
C30. MORTAR SHALL BE TYPE M IN ACCORDANCE WITH ASTM C210. TEST ONE SET (THREE
SPECIMENS) IN ACCORDANCE WITH ASTM C210 FOR EVERY 5A00 SF OF WALL AREA.
't. GROUT FOR FILLED CELLS SHALL BE COARSE (PEA ROCK GROUT) CONFORMING TO
ASTM C41fv WiTH A MINIMUM COMPRESSIVE STRENGTH OF 3AWO P51 IN 28 DAYS IN
ACCORDANCE WiTH ASTM C33. TEST SAMPLES FOR COMPRESSION SHALL BE TAKEN EVERY
THIRTY YARDS OR LESS. NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF
ENGINEER
S. FILLED CELLS REQUIRED AT ALL CORNERS, INTERSECTIONS AND ENDS OF WALLS,
INCLUDING WINDOW AND DOOR OPENINGS. ADD 145 BAR AT ALL FILLED CELLS DEVELOP
INTO CONCRETE AND STANDARD HOOK AT DISCONTINUOUS ENDS, MINIMUM LAP SPLICE iS
30 INCHES.
10. CRACKS IN MASONRY ARE TO BE ANTICIPATED. CONTRACTOR SHALL BE RESPONSIBLE
FILLNG AND SEALING ALL CRACKS. CONTRACTOR SHALL SUBMIT TO ENGINEER IN WRITING
LOCATION AND DESCRIPTION OF ALL CRACKS AND PROPOSED METHOD FOR REPAIRING
SAID CRACKS PRIOR TO THE START OF REPAIR WORK
Pablo Carazzini rAR - 91716
i1. JOINT REINFORCEMENT SHOP DRAWINGS REQUIRED.
12. CONCRETE MASONRY SHALL BE PLUMB, TRUE TO LiNE, WiTH LEVEL COURSES I
ACCURATELY SPACED AND BUILT TO THICKNESS AND BOND PATTERN. ALLOWABLE
TOLERANCES FOR CONCRETE MASONRY CONSTRUCTION BASED ON ACTUAL DIMENSIONS
ARE AS FOLLOWS:
A. VARIATION FROM PLUMB iN THE LINES AND SURFACES OF VERTICAL ELEMENTSt
I. WALLS AND ARISES:
a. IN 10 FEET 1/4 INCH
b. IN ANY STORY OR 20 FEET 3/8 INCH
c. iN 40 FEET OR MORE 1/2 INCH
2. FOR COLUMNS, BUILDING CORNERS, CONTROL JOINTS AND OTHER CONSPICU0t"r4gSS0UTH MIALY
a. IN ANY STORY OR 20 FEET 1/4 NCH BUILDING DEPT.
b. iN 40 FEET OR MORE i/2 INCH
B. VARIATION FROM THE LEVEL OR GRADES INDICATED ON THE DRAWINGS: STRUCTU SECTION
I. FOR BEAMS, LINTELS, SILLS, PARAPETS, HORIZONTAL GROOVES AND OTHER Luigi Vitalini AR -13513
CONSPICUOUS LINES: �,p}�apVE1) 8 ----�
a. IN 20 FEET i/4 INCH ak
b. IN 40 FEET OR MORE 1/2 INCH
C. VARIATION OF THE LiNEAR BUILDING LiNES FROM ESTABLISHED POSITION iN PLAN: 1.
RELATED PORTION OF COLUMNS, WALLS AND PARTITIONS.
a. IN ANY BAY OR 20 FEET 1/4 INCH
b. iN 40 FEET OR MORE 1/2 INCH
D. VARIATION IN CROSS SECTIONAL DIMENSIONS OF COLUMNS AND IN THE THICKNESS OF
WALLS SHALL BE PLUS OR MINUS 1/8 INCH.
REINFORCED MASONRY:
I. MASONRY UNITS SHALL HAVE A MINIMUM PRISM STRENGTH BASED ON AVERAGE NET
AREA OF IWO PSi iN 28 DAYS IN ACCORDANCE WITH ASTM C140. MASONRY UNITS SHALL
BE A MiNIMU.IM OF 50% SOLID.
2. ONE SET OF MASONRY UNITS SMALL BE TESTED IN ADVANCE OF BEGINNING OPERATIONS
AND ONE SET FiELD TESTED DURING CONSTRUCTION FOR EACH 5A00 SF OF WALL AREA. vital I n I c�'� TESTING SHALL BE iN ACCORDANCE WITH ASTM C140. zini
3. MASONRY UNITS SHALL WAVE 3/8 INCH FILL BEDDING. MORTAR PROTRUDING INTO CELL ARCH I TECTS
CAVITIES, THAT ARE TO BE REINFORCED AND GROUTED, SHALL BE REMOVED. ALLOW A 300 Aragon avenue, Suite 3301 Corm Gables, FL 33134
MINIMUM OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT. tel: 305.567.0602 1 fax: 305.446.3197 1
4. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60, LAP CONTINUOUS REINFORCEMENT www.vcmiami.com FL Registration AA26001654
48 BAR DIAMETERS, U:ON. USE BAR SPACERS IN EVERY FOURTH (4) COURSE WHERE CELLS
ARE TO BE GROUTED. PROVIDE CLEANOUT AND TIE OPENINGS FOR EACH GROUTED CELL.
PROVIDE 3/4 INCH DIAMETER UEEP14OLES AT A VERTICAL SPACING OF 4'-0" ON CENTER
FRANCISCO CUELLO JR. My NC.
Consulting Civil/Structural Engineer
141 ALHAMMU CIRCLE
SUITE 200
CORAL GABLES, R. 33134
(305) 561-0125
EB: 0009E+813
Reci. No. 40081