09-709-028GENERAL:
1. THE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT,
DESIGN AND EXTENT OF THE WORK AND ARE PARTIALLY DIAGRAMMATIC. THEY
ARE NOT INTENDED TO BE SCALED FOR ROUGH- IN MEASUREMENTS, OR TO
SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF.
2. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE
TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY 51MILAR 51TUATION
ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION
15 SHOWN.
3. PRIOR TO START OF CONSTRUCTION, THE CONTRACTOR AND ALL THE
SUBCONTRACTORS SHALL VERIFY ALL GRADES, LINES, LEVELS, DIMENSIONS AND
COORDINATE EXISTING CONDITIONS AT THE JOB SITE WITH THE PLANS AND
SPECIFICATIONS. THEY SHALL REPORT ANY INCONSISTENCIES OR ERRORS IN
THE ABOVE TO THE ARCHITECT/ENGINEER BEFORE COMMENCING WORK. THE
CONTRACTOR AND HIS SUBCONTRACTORS SHALL LAY OUT THEIR WORK FROM
ESTABLISHED REFERENCE POINTS AND BE RESPONSIBLE FOR ALL LINES,
ELEVATIONS AND MEASUREMENTS IN CONNECTION WITH THEIR WORK_
4. IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS, GENERAL NOTES
OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN
WRITING OF SUCH OMISSION OR ERROR PRIOR TO PROCEEDING WITH ANY WORK
WHICH APPEARS IN QUESTION. IN THE EVENT OF THE CONTRACTOR'S FAILING TO
GIVE SUCH AN ADVANCED NOTICE, HE SHALL BE HELD RESPONSIBLE FOR THE
RESULTS OF ANY SUCH ERRORS OR OMISSIONS AND THE COST OF RECTIFYING
THE SAME.
5. THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS AND
SPECIFICATIONS TOGETHER WITH THE ARCHITECTURAL, MECHANICAL,
ELECTRICAL AND OTHER TRADE DRAWINGS AND SHOP DRAWINGS, TO LOCATE
DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, BOLT
SETTING, SLEEVES, DIMENSIONS, ETC. NOTIFY ARCHITECT/ENGINEER, IN
WRITING, OF ANY POTENTIAL CONFLICTS BEFORE PROCEEDING WITH THE WORK.
STRUCTURAL OBSERVATIONS:
1. DADE COUNTY REQUIRES THAT THE ENGINEER -OF- RECORD SUBMIT A
STATEMENT, AT THE COMPLETION OF THE CONSTRUCTION WORK, REGARDING
THE COMPLIANCE OF THE WORK WITH THE APPROVED PERMIT PLANS.
2. IN ORDER TO COMPLY WITH THE ABOVE, A/E MUST BE RETAINED AS THE
STRUCTURAL INSPECTOR, AND NOTIFIED AT LEAST 24 HOURS
PRIOR TO ANY CONCRETE PLACING OR OTHER OPERATIONS THAT WILL CONCEAL
STRUCTURAL ELEMENTS. UNLESS EVERY STRUCTURAL ELEMENT WAS
ADEQUATELY OBSERVED BY THE A /E, THE A/E WILL NOT ISSUE THE REQUIRED
"STATEMENT OF INSPECTION ".
3. IT 15 UNDERSTOOD THAT A/E WILL NOT BE HELD RESPONSIBLE
AND LIABLE FOR ANY OF THE CONTRACTOR'S WORK WHICH WAS NOT PROPERLY
OBSERVED BY THE A/E OR FOR ANY WORK, APPROVED BY OTHER INSPECTING
ENGINEER (OTHER THAT THE A /E -OF- RECORD) WHICH MODIFIES OR CHANGES
THE STRUCTURAL PERMIT RECORD DOCUMENTS.
STRUCTURAL DESIGN CRITERIA:
I. THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA
BUILDING CODE - (2004 EDITION)
2. WIND LOAD CRITERIA:
BASED ON ANSI /ASCE 1 -05. BASIC WIND VELOCITY 146 MPH,
OCCUPANCY CATEGORY 11 (AT HURRICANE OGEANLINE), EXPOSURE "C ".
3. ROOF DESIGN LOADS:
DEAD LOADS:....... 25 PSF
LIVE LOADS: ....... 20 PSF
4. ROOMS:
SUPERIMPOSED DEAD LOADS:........ 25 PSF
LIVE LOADS: . ... . ... . ... . ...... 40 PSF
5. STAIRS 4 BALCONIES:
SUPERIMPOSED DEAD LOADS:........ 25 F5F
LIVE LOADS: ................... 50 PSF
TERMITE PROTECTION:
1. CONTRACTOR TO PROVIDE A CERTIFICATE OF COMPLIANCE FROM A LICENSED PERT
CONTROL COMPANY STATING:
"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF
SUBTERRANEAN TERMITES, TREATMENT IS IN ACCORDANCE WITH RULES AND
LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES ".
G;EENEER L 5T�UCTUf;R L NOTE5
FOUNDATIONS:
I. BASED ON THE GEOTECHNICAL EXPLORATION REPORT PREPARED BY ALL STATE
ENG. 4 TESTING CONSULTANTS, INC., MAX ALLOWABLE BEARING CAPACITY OF THE
SOIL SHALL BE 2,500 PSF.
AT THE TIME OF CONSTRUCTION, A LICENSED (ARCHITECT) (REGISTERED
PROFESSIONAL ENGINEER) SHALL SUBMIT TO THE BUILDING OFFICIAL A
SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS BEEN
OBSERVED AND THE FOUNDATION CONDITIONS ARE 51MILAR TO TH05E
UPON WHICH THE DESIGN 15 BASED.
2. NATURAL GRADE (OR FILL) BELOW FOOTINGS SHALL BE COMPACTED TO 95%
MODIFIED PROCTOR (ASTM D- 1551).
3. TOP OF WALL FOOTINGS TO BE AT THE SAME ELEVATION AS TOP OF COLUMN
PAD FOOTINGS. STEP WALL FOOTING FROM HIGHER COLUMN FOOTING TO THE
LOWER ONE (AS DETAILED ON THE PLANS).
4. TOP OF ALL FOOTINGS TO BE A MINIMUM 1' -O" BELOW THE TOP OF CONCRETE
SLAB ON GRADE (UNLESS OTHERWISE NOTED) OR MINIMUM 1' -O" BELOW
FINISHED GRADE, WHICHEVER IS LOWER. IN THE EVENT THAT THE BLAB STEPS
ON EACH SIDE OF THE FOOTING, THE FOOTING SHALL BE 1' -0" BELOW TOP OF THE
LOWER SLAB.
5. REINFORCING IN THE CONTINUOUS WALL FOOTINGS (MONOLITHIC AND
NON - MONOLITHIC) SHALL BE SPLICED 36 BAR DIAMETERS MINIMUM AND SHALL
EXTEND CONTINUOUSLY THRU ALL FOOTING PADS.
6, ALL LONGITUDINAL REBARS IN THE CONTINUOUS WALL FOOTINGS, SHALL BE
CONTINUED AT BENTS AND CORNERS BY BENDING THE REBARS 48 BAR
DIAMETERS AROUND THE CORNERS OR ADDING MATCHING CORNER BARS,
EXTENDING 48 BAR - DIAMETERS INTO FOOTING EACH SIDE OF CORNER OR BENT.
1. ALL FOOTINGS SHALL BE 12" MINIMUM THICKNESS.
CONCRETE SLABS ON GRADE:
L ALL INTERIOR AND EXTERIOR SLABS AND WALKWAYS AS SHOWN ON THE
STRUCTURAL OR ARCHITECTURAL PLANS, SHALL BE FOUR INCHES THICK
MINIMUM REINFORCED WITH 6 X 6 - WIA X WIA WELDED WIRE FABRIC (UNLESS
OTHERWISE NOTED).
2. WIRE MESH SHALL HAVE A MINIMUM OVERLAP OF 12" UNLESS OTHERWISE NOTED
IN PLANS,
3. ALL SLABS ON GRADE TO BE CONSTRUCTED IN ACCORDANCE WITH LATEST
A.C.I - "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION" (A.C.I. - 302.1R).
4. JOINTS SHALL BE PROVIDED IN ALL INTERIOR SLABS ON GRADE, DIVIDING THE
SLAB INTO SQUARE PANELS. SEE PLAN FOR 5AW -GUT, CONTRACTION AND
ISOLATION JOINT INFORMATION.
5. PROVIDE 5AW -GUT JOINTS AT ALL SIDEWALKS AT A MAXIMUM SPACING OF
FIVE FEET ON CENTERS AND ISOLATION JOINTS AT 20 FEET O.G. (U.O.N.).
6. FILL MATERIAL SHALL BE PLACED IN LIFTS NOT EXCEEDING 12" AND
COMPACTED TO SEM MODIFIED PROCTOR (ASTM D -1551) WITHIN A DISTANCE OF 3
FEET BEYOND ALL FOOTING EDGES. TAKE AT LEAST ONE DENSITY TEST FOR
EACH 1,600 SQFT. OF AREA AND 12" BELOW SURFACE. SEND RESULTS OF THE
TEST TO OWNER, ARCHITECT AND ENGINEER.
CONCRETE AND REINFORCING:
1- CONCRETE DESIGN AND REINFORCEMENT IN ACCORDANCE WITH "BUILDING
CODE REQUIREMENTS FOR REINFORCED CONCRETE" (A.C.I. 318 -02 / 318R -02)
AND WITH "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" (A -C.I. 315R -94).
2. ALL CONCRETE WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDING" (A.C.I. 301 - LATEST EDITION).
PRODUCTION OF CONCRETE, DELIVERY, PLACING AND CURING TO BE IN
ACCORDANCE WITH "HOT WEATHER CONCRETING" (A.C.I. 3058 - LATEST
EDITION).
3. ALL CONCRETE TO BE REGULAR WEIGHT WITH AN COMPRESSIVE STRENGTH
OF 3,000 P.B.I. AT 28 DAYS. MAXIMUM SLUMP 3" MIN. TO 5" MAX.
4. ALL REINFORCING TO BE NEW BILLET STEEL CONFORMING AS PER
ASTM A -615 GRADE 60, FABRICATED IN ACCORDANCE WITH C.R5.1. MANUAL OF
STANDARD PRACTICE AND PLACED IN ACCORDANCE WITH A.C_I. 315 AND C.R.51
MANUAL OF STANDARD PRACTICE.
5. CONCRETE COVER UNLESS OTHERWISE DETAILED ON DRAWINGS:
FOOTINGS: (BOTTOM) ........3"
(TOP 4 SIDES) "
SLABS ON GRADE: ...... MID DEPTH OF SLAB
COLUMNS AND BEAMS: ..... 1 -1/2"
6. COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS
VERTICAL REBARS ABOVE. LAP 36 BAR DIAMETER OR MINIMUM OF 18 INCHES,
U.ON- PROVIDE RIGID TEMPLETS FOR DOWEL LOCATION. PROVIDE STANDARD
HOOKS AT TOP OF ALL VERTICAL REINFORCEMENT AT NONCONTINUOUS
COLUMNS (U- O.N.).
1. ALL DOWELS FOR COLUMNS SHALL BE SECURED IN POSITION PRIOR TO
CONCRETING. PUSHING THE DOWELS INTO POSITION IN WET CONCRETE IS NOT
PERMITTED.
8. BEAM REINFORCEMENT: LAPPED 36 BAR DIAMETER OR MINIMUM 18 INCHES
(SEE BEAM DIAGRAM ON PLAN). BOTTOM BARS SPLICED ONLY AT SUPPORTS, TOP
BARS SPLICED ONLY AT MID -SPAN. ALL TOP BARS HOOKED AT NONCONTINUOUS
EDGES (U.ON.). ALL HOOKS TO BE STANDARD 90 DEGREE HOOKS AS REQUIRED
(U.ON.).
9. ADDED REINFORCEMENT: PROVIDE ADDITIONAL CORNER BARS BENT 36
INCHES MINIMUM EACH WAY AT "L" AND "T" CORNERS IN OUTER FACES OF ALL
BEAMS TO MATCH ALL HORIZONTAL BAR (TOP, BOTTOM AND INTERMEDIATE
RE BARS ).
10. BEE PLAN FOR MINIMUM SIZE CONCRETE TIE BEAM REQUIREMENTS_
MASONRY WALLS-
I- ALL REINFORCED MASONRY WALL'S SHALL BE PROVIDED WITH 01b DUR- -O -WALL
LADDER TYPE HORIZONTAL REINFORCEMENT AT 1' -4" VERTICALLY LAPPED 1 -1/2"
AND EXTENDED 4" INTO CONCRETE COLUMNS. PROVIDE SPECIAL HORIZONTAL
REINFORCING AT T AND L 11 INTERSECTION. PROVIDE DOVE -TAIL ANCHORS AT
16" O.C. VERTICALLY FOR ALL MASONRY PLACED ADJACENT TO ALREADY IN
PLACE COLUMNS.
2. CONCRETE MA50NRY UNITS: ASTM C90, GRADE N -1, MODULAR, MINIMUM NET
COMPRESSIVE STRENGTH AT 28 DAYS F'c W 1900 PSI.
3. MORTAR: A5TM C210, TYPE S. MORTAR ALL FACE SHELLS, AND CRO55 SHELLS AROUND
ALL GROUT FILLED CELLS WITH A MINIMUM STRENGTH 2000 PSI (USE PORTLAND TYPE
CEMENT).
4. DENOTES BEARINGS CONC. BLOCK WALL. INSTALL BLOCK BEFORE CASTING
ADJACENT COLUMNS AND BEAMS.
5. GROUT: ASTM 0416. COARSE GROUT. SLUMP 8" MINIMUM ± 11" MAXIMUM COMPRESSIVE
STRENGTH AT 28 DAYS = 3000 FBI. SUBMIT DESIGN MIX FOR REVIEW.
6. DESIGN FM = 1500 PSI.
1. ANY MASONRY OPENINGS BETWEEN 3 AND 8 FT. IN WIDTH SHALL HAVE VERTICAL
BAR5 IN CONCRETE FILLED CELLS ON EACH SIDE OF OPENING AS INDICATED IN THE
FOUNDATION PLAN (AND ANY OTHER FLOOR IF APPLICABLE). THESE REBARS SHALL
BE HOOKED AT THE FOUNDATION AND AT THE TIE BEAM AND LAPPED 48 BAR DIAMETER
MINIMUM.
8. PLACE ALL MASONRY UNITS IN RUNNING BOND.
9. PROVIDE KNOCK -OUTS AT BASE OF ALL CELLS CONTAINING REINFORCING.
10. MAXIMUM POUR LIFT = 4'-0"
11. INTERSECTING WALLS:
BONDED AT LOCATIONS WHERE THEY MEET OR INTERSECT BY THE FOLLOWING METHOD:
FIFTY PERCENT OF THE UNITS AT THE INTERSECTION SHALL BE LAID IN AN OVERLAPPING
MASONRY BONDING PATTERN, WITH ALTERNATE UNITS HAVING A BEARING OF NOT LESS
THAN 3 INCHES ON THE UNIT BELLOW.
12. VERTICAL REINFORCEMENT SHALL BE SPLICED 48 BAR DIAMETER MINIMUM_
13. PROVIDE VERTICAL REINFORCEMENT AS INDICATED ON FOUNDATION PLAN AT EACH SIDE
OF WALL OPENING AND G) INTERSECTING WALLS.
14. SPECIAL INSPECTION 15 REQUIRED.
WELD ING:
I. WELDING SHALL BE DONE WITH E -10 ELECTRODES.
2. WELDERS SHALL BE AW5 CERTIFIED.
STRUCTURAL STEEL: (SHOP DRAWINGS REQUIRED)
1. ALL STRUCTURAL STEEL TO BE DOMESTIC A.S.TJ11. A -36 (N-36 K.61) AND
DESIGNED IN ACCORDANCE WITH THE LATEST A1 6.C. "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS"
AND THE A.I.S.C. CODE OF STANDARD PRACTICE.
2. STEEL TUBES TO BE DOMESTIC STEEL CONFORMING TO A.B.T.M. A -500 GRADE
B (N=46 K.S.I.). TUBE AND PIPE COLUMNS TO BE CONCRETE FILLED WITH VENT
HOLES TOP, MIDDLE AND BOTTOM.
3. ALL COLUMN BASE AND CAP PLATES SHALL BE 3/4" THICK (UNLESS
OTHERWISE NOTED). WIDTH AND LENGTH AS REQUIRED FOR PROPER BOLTING
AND AS INDICATED ON THE PLANS AND DETAILS,
4. ALL WELDING TO BE IN ACCORDANCE WITH A.W.S. LATEST "STRUCTURAL
WELDING CODE - STEEL ". CLEAN AND RUSTPROOF ALL FIELD WELDS WITH
HEAVY DUTY RLISTPROOFING PAINT.
5. BEAMS 4 COLUMNS SPLICE LOCATIONS TO BE REVIEWED BY ARCHITECT/ENGINEER
PRIOR TO ORDERING MATERIALS.
PLi'WOOD D IAPHRAGM:
I. DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF
"A.P.A. DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE FLORIDA
BUILDING CODE.
2. PLYWOOD ROOF DECKING SHALL BE 19/32" MINIMUM THICKNESS, AND SHALL
BE CONTINUOUS OVER TWO OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR
TO THE SUPPORTS.
3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 10d GALV. NAILS,
SPACED AT 6" O.C. MAX. AT SUPPORTED EDGES AND AT 6" O.C. ALONG THE
INTERMEDIATE SUPPORTS. UNLESS OTHERWISE NOTED IN PLANS.
GABLE ENDS NAIL SPACING SHALL BE 4" ON CENTERS MAXIMUM. UNLESS
OTHERWISE NOTED IN PLANS.
4. INSPECTIONS; COMPLY WITH THE FLORIDA BUILDINGS CODE.
WOOD TRUSSES: (DELEGATED ENGINEERED SHOP DRAWING
REQUIRED)
1. DESIGNED AND FABRICATED IN ACCORDANCE WITH "NATIONAL DESIGN
SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENERS" BY NFPA
(LATEST REVISION).
2. TRUSSES SHALL BE DESIGNED, SIGNED AND SEALED BY A FLORIDA
REGISTERED PROFESSIONAL ENGINEER, WHO SHALL BE ASSIGNED AS A
DELEGATED ENGINEER FOR THE CONTRACTOR THE DELEGATED ENGINEER SHALL
DESIGN AND INDICATE ON THE SHOP DRAWINGS ALL TRUSS COMPONENTS,
TEMPORARY BRACING, BRIDGING, HARDWARE, METAL HANGERS, ANCHORS AND
METAL SHAPES AS REQUIRED BY DESIGN OR AS INDICATED ON THE PLANS. ALL
METAL PARTS TO BE GALVANIZED.
3. SHOP DRAWINGS SHALL COMPLY WITH THE TRU55 LAYOUT SHOWN IN THE
STRUCTURAL DRAWINGS.
4. TRUSS DESIGNER ENGINEER SHALL INDICATE THE NET WIND UPLIFT
REACTIONS FOR EACH TRUSS AND GIRDER TRUSS CONSIDERING THE
PRESSURE ZONES AS INDICATED IN ANSI /ASCE 1 -98.
THE 517E OF CONNECTORS AND AMOUNT OF NAILS SHALL BE SELECTED BASED
ON THE WIND FORGES /GRAVITY LOADS AT EACH CONNECTION.
5. ALL BEATS FOR THE WOOD GIRDER TRUSSES WILL BE DESIGNED BY THE A/E
AND WILL BE COMPLETED AFTER RECEIVING THE PRE- ENGINEERED WOOD
TRU55 SHOP DRAWINGS, SHOWING LOCATIONS OF GIRDERS AND END
REACTIONS AT THEIR BEARING POINTS.
6. THE STRUCTURAL PLANS INDICATE ALL THE REQUIRED LATERAL PERMANENT
BRIDGING, AS RECOMMENDED BY THE "TRUSS PLATE INSTITUTE% TRU55
DESIGNER ENGINEER SHALL PROVIDE INFORMATION AND SHOW ON PLAN, ALL
LATERAL BRACING OF ANY TRU55 INDIVIDUAL MEMBERS, AS REQUIRED BY
TRUSS DESIGN.
1. TRUSSES SHALL BE INSTALLED WITH OUT OF PLUMB AND OUT OF PLANE
TOLERANCES, AS PER THE "TRUSS PLATE INSTITUTE" . ANY TRU55 EXCEEDING
THE SPECIFIED TOLERANCE MUST BE REALIGNED OR REPLACED.
8. INSTALLATION OF TRUSSES LONGER THAN 35 FT. OR HIGHER THAN ro FT. SHALL
BE MADE UNDER THE DIRECT SUPERVISION OF A LICENSED BUILDING OR
GENERAL CONTRACTOR OR A LICENSED STRUCTURAL ENGINEER OR ARCHITECT.
SHOP DRAWINGS AND DELEGATED ENGINEERING:
1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW ONLY
AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR
CONSTRUCTION METHODS, DIMEN51ON5 AND OTHER TRADE REQUIREMENTS,
AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE A/E
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING
DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF
REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE
GOOD BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW
OF DRAWINGS BY THE A/E AND EVEN THOUGH WORK 15 DONE IN ACCORDANCE
WITH SUCH DRAWINGS.
2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE
STRUCTURE, ALL RELATED SHOP DRAWINGS, DELEGATED ENGINEERING,
PRODUCT APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED
INFORMATION, MUST BE REVIEWED AND ACCEPTED BY THE A/E AND APPROVED
BY THE BUILDING DEPARTMENT.
3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION,
OUTLINED IN THE FLORIDA BUILDING CODE_
4. ALL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY WITH ALL THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE. SHOP DRAWINGS SHALL CONTAIN
ALL INFORMATION SHOWN ON THE STRUCTURAL PLANS (RELATED TO THE
DELEGATED DESIGN) INCLUDING ALL DESIGN LOADS, IN ADDITION TO THE
INFORMATION REQUIRED BY THE DELEGATED ENGINEER'S DESIGN.
5. A/E SHALL REVIEW ALL SHOP DRAWINGS, PREPARED AND SIGNED AND
SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER, ONLY FOR
GENERAL COMPLIANCE WITH THE DESIGN INTENT, REQUIRED LOADING AND
COORDINATION WITH THE STRUCTURE DESIGNED BY A /E.
STrIJCTUR /.L SFCi'I,"
#V'PROVED BY.
BOTAS Engineering, Inc.
7075 NN 12th 3ttect. 5 111te / 12.
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PLi'WOOD D IAPHRAGM:
I. DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF
"A.P.A. DESIGN /CONSTRUCTION GUIDE - DIAPHRAGMS" AND THE FLORIDA
BUILDING CODE.
2. PLYWOOD ROOF DECKING SHALL BE 19/32" MINIMUM THICKNESS, AND SHALL
BE CONTINUOUS OVER TWO OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR
TO THE SUPPORTS.
3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 10d GALV. NAILS,
SPACED AT 6" O.C. MAX. AT SUPPORTED EDGES AND AT 6" O.C. ALONG THE
INTERMEDIATE SUPPORTS. UNLESS OTHERWISE NOTED IN PLANS.
GABLE ENDS NAIL SPACING SHALL BE 4" ON CENTERS MAXIMUM. UNLESS
OTHERWISE NOTED IN PLANS.
4. INSPECTIONS; COMPLY WITH THE FLORIDA BUILDINGS CODE.
WOOD TRUSSES: (DELEGATED ENGINEERED SHOP DRAWING
REQUIRED)
1. DESIGNED AND FABRICATED IN ACCORDANCE WITH "NATIONAL DESIGN
SPECIFICATIONS FOR STRESS GRADE LUMBER AND ITS FASTENERS" BY NFPA
(LATEST REVISION).
2. TRUSSES SHALL BE DESIGNED, SIGNED AND SEALED BY A FLORIDA
REGISTERED PROFESSIONAL ENGINEER, WHO SHALL BE ASSIGNED AS A
DELEGATED ENGINEER FOR THE CONTRACTOR THE DELEGATED ENGINEER SHALL
DESIGN AND INDICATE ON THE SHOP DRAWINGS ALL TRUSS COMPONENTS,
TEMPORARY BRACING, BRIDGING, HARDWARE, METAL HANGERS, ANCHORS AND
METAL SHAPES AS REQUIRED BY DESIGN OR AS INDICATED ON THE PLANS. ALL
METAL PARTS TO BE GALVANIZED.
3. SHOP DRAWINGS SHALL COMPLY WITH THE TRU55 LAYOUT SHOWN IN THE
STRUCTURAL DRAWINGS.
4. TRUSS DESIGNER ENGINEER SHALL INDICATE THE NET WIND UPLIFT
REACTIONS FOR EACH TRUSS AND GIRDER TRUSS CONSIDERING THE
PRESSURE ZONES AS INDICATED IN ANSI /ASCE 1 -98.
THE 517E OF CONNECTORS AND AMOUNT OF NAILS SHALL BE SELECTED BASED
ON THE WIND FORGES /GRAVITY LOADS AT EACH CONNECTION.
5. ALL BEATS FOR THE WOOD GIRDER TRUSSES WILL BE DESIGNED BY THE A/E
AND WILL BE COMPLETED AFTER RECEIVING THE PRE- ENGINEERED WOOD
TRU55 SHOP DRAWINGS, SHOWING LOCATIONS OF GIRDERS AND END
REACTIONS AT THEIR BEARING POINTS.
6. THE STRUCTURAL PLANS INDICATE ALL THE REQUIRED LATERAL PERMANENT
BRIDGING, AS RECOMMENDED BY THE "TRUSS PLATE INSTITUTE% TRU55
DESIGNER ENGINEER SHALL PROVIDE INFORMATION AND SHOW ON PLAN, ALL
LATERAL BRACING OF ANY TRU55 INDIVIDUAL MEMBERS, AS REQUIRED BY
TRUSS DESIGN.
1. TRUSSES SHALL BE INSTALLED WITH OUT OF PLUMB AND OUT OF PLANE
TOLERANCES, AS PER THE "TRUSS PLATE INSTITUTE" . ANY TRU55 EXCEEDING
THE SPECIFIED TOLERANCE MUST BE REALIGNED OR REPLACED.
8. INSTALLATION OF TRUSSES LONGER THAN 35 FT. OR HIGHER THAN ro FT. SHALL
BE MADE UNDER THE DIRECT SUPERVISION OF A LICENSED BUILDING OR
GENERAL CONTRACTOR OR A LICENSED STRUCTURAL ENGINEER OR ARCHITECT.
SHOP DRAWINGS AND DELEGATED ENGINEERING:
1. ALL SHOP DRAWINGS SHALL BE SUBMITTED FOR A/E REVIEW ONLY
AFTER THEY HAVE BEEN THOROUGHLY REVIEWED BY THE CONTRACTOR FOR
CONSTRUCTION METHODS, DIMEN51ON5 AND OTHER TRADE REQUIREMENTS,
AND STAMPED WITH THE CONTRACTOR'S APPROVAL STAMP. THE A/E
ASSUMES NO RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ENGINEERING
DESIGN BY DELEGATED ENGINEERS, ERRORS OR OMISSIONS AS A RESULT OF
REVIEWING ANY SHOP DRAWINGS. ANY ERRORS OR OMISSIONS MUST BE MADE
GOOD BY THE CONTRACTOR, IRRESPECTIVE OF RECEIPT, CHECKING OR REVIEW
OF DRAWINGS BY THE A/E AND EVEN THOUGH WORK 15 DONE IN ACCORDANCE
WITH SUCH DRAWINGS.
2. BEFORE STRUCTURAL INSPECTIONS CAN BE MADE ON A PORTION OF THE
STRUCTURE, ALL RELATED SHOP DRAWINGS, DELEGATED ENGINEERING,
PRODUCT APPROVAL, MANUFACTURER'S DATA AND OTHER RELATED
INFORMATION, MUST BE REVIEWED AND ACCEPTED BY THE A/E AND APPROVED
BY THE BUILDING DEPARTMENT.
3. ALL SHOP DRAWINGS SHALL CONTAIN THE MINIMUM INFORMATION,
OUTLINED IN THE FLORIDA BUILDING CODE_
4. ALL DELEGATED ENGINEER'S SHOP DRAWINGS SHALL COMPLY WITH ALL THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE. SHOP DRAWINGS SHALL CONTAIN
ALL INFORMATION SHOWN ON THE STRUCTURAL PLANS (RELATED TO THE
DELEGATED DESIGN) INCLUDING ALL DESIGN LOADS, IN ADDITION TO THE
INFORMATION REQUIRED BY THE DELEGATED ENGINEER'S DESIGN.
5. A/E SHALL REVIEW ALL SHOP DRAWINGS, PREPARED AND SIGNED AND
SEALED BY THE CONTRACTOR'S DELEGATED ENGINEER, ONLY FOR
GENERAL COMPLIANCE WITH THE DESIGN INTENT, REQUIRED LOADING AND
COORDINATION WITH THE STRUCTURE DESIGNED BY A /E.
STrIJCTUR /.L SFCi'I,"
#V'PROVED BY.
BOTAS Engineering, Inc.
7075 NN 12th 3ttect. 5 111te / 12.
Afi.m1. Fl.tid. 3x126
C.A• �' °7/95`.
r'
FAMMA 10TAS,Fr,
FL FE.*N Q'4j829 ,•
t: t� n
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Date:
Drawn:
Checked: N.C. /J.M.R.
Proj. No.:
Cad File:
JOSE M. REQUEJO
FL. RA. 15570
S-9
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