10-285-032STRUCTURAL GENERAL NOTES:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE
ARCHITECTURAL, MECHANICAL, ELECTRICAL DRAWINGS, SHOP DRAWINGS
AND SPECIFICATIONS. ANY DISCREPANCIES SHALL BE BROUGHT TO
THE ATTENTION OF THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION.
ANY VARIATIONS IN ACTUAL FIELD CONDITIONS AND DIMENSIONS FROM
THOSE SHOWN ON THE CONTRACT DOCUMENTS (DRAWINGS) SHALL BE
REPORTED TO THE ENGINEER FOR DETERMINING THE NEED OF REDESIGN
PRIOR TO CONSTRUCTION.
COORDINATE ALL OPENINGS, CHASES, SLEEVES, ITEMS TO BE EMBEDDED IN
CONCRETE WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE BRACING AND SHORING
OF STRUCTURAL MEMBERS, WALLS AND NON— STRUCTURAL ITEMS DURING
CONSTRUCTION, AS REQUIRED, PROCEDURES AND SEQUENCES OF
CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE
CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND
INSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF
CONSTRUCTION.
ALL STRUCTURAL WOOD AND SHEATHING SHALL BE IN ACCORDANCE WITH THE
STANDARDS AND SPECIFICATIONS OF THE AMERICAN INSTITUTE OF TIMBER
CONSTRUCTION, UNLESS OTHERWISED NOTED WOOD MEMBERS SHALL BE SOUTHERN
PINE No.1 OR BETTER.
GLULAM BEAM SHALL BE DOUGLAS FIR WITH THE FOLLOWING MIMINUM PROPERTIES:
Fb = 3000 PSI
Fv = 300 PSI
E = 2.1 X 10"6 PSI
SHOP DRAWINGS:
PRIOR TO ANY FABRICATION, ALL SHOP DRAWINGS FOR REINFORCING
STEEL,STRUCTURAL STEEL AND WOOD TRUSSES SHALL BE REVIEWED BY THE GENERAL
CONTRACTOR BEFORE SUBMITTAL FOR PROFESSIONAL CERTIFICATION,
TO BE SIGNED & SEALED BY REGISTERED ENGINEER IN THE STATE OF FLORIDA.
TYPICAL DETAILS:
UNLESS OTHERWISE NOTED, DETAILS SHOWN ON THE DRAWINGS ARE TO BE
CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS.
ARCHITECTURAL DRAWINGS:
SEE ARCHITECTURAL DRAWINGS FOR LOCATION, DIMENSIONS, ELEVATIONS
AND FINISH DETAILS FOR ALL WALKWAYS AND OTHER
EXTERIOR SLABS ON GRADE NOT SHOWN ON STRUCTURAL DRAWINGS.
SEE ARCHITECTURAL DRAWINGS FOR SLAB FINISHES AND DETAILS.
SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION OF DEPRESSED
SLAB AREAS AND FLOOR DRAINS.
HORIZONTAL JOINT:
REINFORCING SHALL BE #9 GAGE LADDER TYPE AT 16 INCHES ON CENTER
(DUR —O —WALL OR SIMILAR)
STRUCTURAL STEEL
STRUCTURAL STEEL FABRICATION SHALL BE BASED ON THE AISC
"SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF
STRUCTURAL STEEL FOR BUILDINGS ".
1— TYPE OF MEMBER ASTM SPEC. FY
A— PLATES, SHAPES, A50 50KSI
ANGLES & RODS
B— STRUCTURAL TUBING ASTMA -500 46KSI
C— ANCHOR BOLTS A307 UNLESS
EMBEDDED IN OTHERWISE NOTED)
D— CONNECTION BOLTS A325F (UNLESS
(3/4" UNLESS SHOWN OTHERWISE NOTED)
E— EXPANSION BOLTS- -
HLTI KWIK 3
EXPANSION BOLTS
WELDING:
WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND
SHALL BE PERFORMED BY CERTIFIED WELDERS. USE E70XX ELECTRODES.
ALL WELDS SHALL BE 3/16" MINIMUM, UNLESS OTHERWISE NOTED.
CONNECTIONS:
SHOP AND FIELD CONNECTIONS SHALL BE HIGH STRENGTH BOLTS OR BY
WELDING, AND BOLTED CONNECTIONS SHALL BE DETAILED FOR MAXIMUM
END REACTION OF SUPPORTED END ELEMENTS, ALL WELD SHALL DEVELOP
THE FULL STRENGTH OF MEMBERS TO BE WELDED.
PAINT:
ALL STRUCTURAL STEEL TO BE SHOP PRIMED W/ "GRAY" RUSTOLEUM AND
ONE COAT OF FIELD GREY RUSTOLEUM.
SUMMARY OF SPECIAL INSPECTION:
DESCRIPTION OF TYPE OF INSPECTION REQUIRED
LOCATION, REMARKS, ETC.
CONCRETE MASONRY UNITS SHALL BE LOAD BEARING GRADE N -1 UNITS
HAVING A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI, CONFORMING
TO ASTM C90 FOR RESULTING F'M NOT LESS THAN 1500 PSI.
USE 2 CELL HOLLOW CMU UNITS FOR ALIGNMENT OF WEBS, AS PER
ACI 530, ACI 530.1
MAXIMUM LIFT: 4' -0"
MORTAR AND GROUT COMFORMING TO ASTM —C476 WITH A 8" TO 1 1 " MIN. SLUMP.
RAAnT A n
SHALL CONFORM TO ASTM C -270, TYPE M WITH A COMPRESSIVE STRENGTH
OF 2500 PSI ON THE NET AREA AT 28 DAYS.
GROUT:
SHALL BE CONCRETE CONSISTING OF NATURAL SAND FINE AGGREGATE AND
NORMAL WEIGHT COARSE AGGREGATES CONFORMING TO GRADING SIZE
NUMBER 8 OF ASTM C33, TYPE: PORTLAND CEMENT CONFORMING TO ASTM
C150. AND SHALL HAVE A COMPRESSIVE STRENGTH (F'C) OF 3000 PSI
AT 28 DAYS.
REINFORCING STEEL
1— REINFORCING STEEL:
SHALL CONFORM TO ASTM A615 -75, GRADE 60, FY = 60,000 P.S.I.
2— POSITION VERTICAL REINFORCING STEEL IN EXACT CENTER OF FILLED
CELLS OR AS SHOWN. PLACE GROUT IN LIFTS NOT TO EXCEED 4' -0" IN
HEIGHT. PROVIDE VERTICAL BARS AT ALL CORNERS, INTERSECTIONS, AND
EACH SIDE OF OPENINGS. PROVIDE TWO #6 FULL HEIGHT EACH SIDE OF
OPENINGS AND AT DISCONTINUOUS END OF ALL MASONRY WALLS AND GROUT
SOLID FULL HEIGHT UNLESS OTHER WISE NOTED . PROVIDE CLEANUPS AT BOTTOM
OF EACH POUR
3— DETAILING:
REINFORCING STEEL SHALL BE DETAILED ( INCLUDING HOOKS AND
BENDS)
IN ACCORDANCE WITH ACI 315 -05 AND 318 -05. LAP ALL CONTINUOUS
REINFORCEMENTS 48 BAR DIAMETERS.
PROVIDE BARS AT ALL WALL INTERSECTIONS
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE
FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY
THE STRUCTURAL ENGINEER. WELDING OF REINFORCING STEEL SHALL
BE PERFORMED USING LOW HYDROGEN ELECTRODES, AND IN
ACCORDANCE WITH AWSD12 -75, REINFORCING STEEL WELDING CODE.
4— EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE AND VERTICAL
BARS THE FULL STORY, OR BOTH, AS FAR AS POSSIBLE AND HOOK.
5— PROTECTION OF REINFORCING STEEL: CONCRE E
COVER INCHES)
A— FOOTING AND OTHER UNFORMED
SURFACES, EARTH FACE 3"
B— FORMED SURFACES IN DIRECT
CONTACT WITH EARTH 2"
C— BEAMS, COLUMNS, AND SURFACES
EXPOSED TO WEATHER (TO TIES
AND STIRRUPS) 1-1/2"
D— SLABS AND WALLS (INTERIOR FACE) UNLESS
OTHERWISE NOTED 1"
6— ALL REINFORCING STEEL SHALL BE SECURELY HELD IN PLACE FOR
CONCRETE PLACEMENT. ADDITIONAL BARS OR STIRRUPS SHALL BE
PROVIDED FOR SUPPORT OF ALL BARS AS REQUIRED.
CONTRACTOR SHALL PROVIDE SHOP DRAWINGS SIGNED AND SEALED BY A
REGISTERED ENGINEER IN THE STATE OF FLORIDA OF THE FOLLOWING
ITEMS TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO
CONSTRUCTION:
A) REINFORCING STEEL
B) STRUCTURAL STEEL
C) PREFABRICATED WOOD TRUSSES.
THESE DRAWINGS AND SPECIFICATIONS COMPLY, TO THE BEST OF MY
KNOWLEDGE WITH THE APPLICABLE MINIMUM FLORIDA BUILDING CODE
2007 REQUIREMENTS.
2.
3.
4,
5.
7.
PREFAB- WOOD TRUSSES:
1. DESIGNED AND FABRICATED IN ACCORDANCE WITH 'NATIONAL DESIGN SPECIFICATIONS
FOR STRESS GRADE LUMBER AND ITS FASTENERS' BY NFPA AND THE TRUSS PLATE
INSTITUTE (TPI) (LATEST REVISION),
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.
TRUSS DESIGNER ENGINEER SHALL INDICATE THE NET WIND UPLIFT AND GRAVITY LOAD REACTIONS
FOR EACH TRUSS AND GIRDER TRUSS.
STRAPS SHALL BE PROVIDED FOR EACH TRUSS BEARING, BASED ON THE UPLIFT COMPUTATIONS
INDICATED ON THE TRUSS SHOP DRAWINGS AND THE FOR APPROVED PLANS. CONTRACTOR SHALL
USE LONG ENOUGH STRAPS, TO ALLOW STAGGERING OF THE NAILS AND CLEARING THE STEEL
SPIKE PLATES (TRUSS JOINT CONNECTION).
ALL SEATS FOR THE WOOD GIRDER TRUSSES WILL BE DESIGNED BY A/E AND WILL BE COMPLETED
AFTER RECEIVING THE PRE — ENGINEERED WOOD TRUSS SHOP DRAWINGS, SHOWING LOCATIONS OF
GIRDERS AND END REACTIONS AT THEIR BEARING POINTS.
THE STRUCTURAL PLANS INDICATE ALL THE REQUIRED LATERAL PERMANENT BRIDGING, AS
RECOMMENDED BY THE 'TRUSS PLATE INSTITUTE'. TRUSS DESIGNER ENGINEER SHALL PROVIDE
INFORMATION AND SHOW ON PLAN, ALL LATERAL BRACING OF ANY TRUSS INDIVIDUAL MEMBERS,
AS REQUIRED BY TRUSS DESIGN.
INSTALLATION OF TRUSSES LONGER THAN 35 FT. OR HIGHER THAN 6 FT. SHALL BE PERFORMED
UNDER THE DIRECT SUPERVISION OF A LICENSED BUILDING OR GENERAL CONTRACTOR AND A LICENSED
STRUCTURAL ENGINEER OR ARCHITECT.
TEMPORARY BRACING SHALL BE REQUIRED DURING THE ERECTION OF ROOF TRUSSES TO KEEP THE TRUSSES
IN A TRUE AND PLUMB POSITION AND TO PREVENT TOPPLING OF THE TRUSSES DURING ERECTION, UNITIL
THE ROOF SHEATHING IS APPLIED.
CITBUILDING DEPT.
STRUCTVRAti/"�7lo"
WPR13VE0EY:— V
ABRAHAM ARVELO. P,
CT
ARVELO AND ASSOCIATES, IN 3 # 3es�s
STRUCTURAL ENGINEE�S u
4848 SW 74th CT., MIAMI, FL S '
(305) 667 -7628
CERTIFICATE# EB -DOOT 21 • • • E%L
ISSUANCES
DATE TITLE
10/08/09 SITE PLAN APPROVAL
PAZ COMMENTS
BID
T ?E[D[[T
CONSTRUCTION
1)
SPECIAL PLACING INSPECTION BY TESTING LABORATORY REQUIRED
DESIGN CRITERIA
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FOR ALL FOUNDATION AND CONCRETE .
GOVERNING BUILDING CODE: WIND VELOCITY: 146 MPH
2)
SPECIAL INSPECTION BY OWNER'S REPRESENTATIVE OR TESTING LAB
FLORIDA BUILDING CODE 2007 PER ASCE 7 -05 STANDARDS.
U1
REQUIRED FOR ALL BUILDINGS AND SITE PAVING CONCRETE SLAB ON
DESIGN LOADS: EXPOSURE "C" BUILDING CATEGORY 2
to
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GRADE.
A) LIVE LOADS: IMPORTANCE FACTOR =1.0
INTERNAL PRESSURES COEFFICIENTS:
3)
ALL STRUCTURAL WELDING OR CONNECTION SHALL BE INSPECTED BY
ROOF = 30 PSF INTERNAL PRESSURES COEFFICIENTS:
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QUALIFIED TESTING LAB UPON COMPLETION REPORT OF INSPECTION
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AND COMPLIANCE TO BE FILED WITH BUILDING DEPARTMENT BY THE
B) S.I. DEAD LOADS = 20 PSF GCPi= +0.18
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TESTING LAB.
GCPi = -0.18
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REFER TO S -2 FOR NET UPLIFTS Kd =1.0
4)
ALL BOLTED CONNECTIONS SHALL BE INSPECTED BY TESTING LAB OR
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QUALIFIED INSPECTOR AND FINAL INSPECTION AND COMPLIANCE
SOIL STATEMENT:
V
REPORT TO BE SUBMITTED TO THE OWNER.
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5)
ALL ROOF SYSTEM SHALL BE INSPECTED BY QUALIFIED INSPECTOR
THE ENGINEER HAS VISITED & OBSERVED THE SITE AND FOUND THE
CD
AND FINAL INSPECTION AND COMPLIANCE REPORT TO BE SUBMITTED
FOUNDATION CONDITIONS' ARE SAND AND LOOSE ROCK WHICH ARE SIMILAR TO THE
TO THE OWNER OR MANUFACTURER.
DESIGN BASIS. FURTHERMORE, UPON BREAKING OF GROUND, A
6)
GEOTECHNICAL ENGINEER TO VERIFY ALL SOILS AND FOUNDATIONS
LETTER SHALL BE SUBMITTED TO THE BUILDING OFFICIAL VERIFYING
CONDITIONS AS PER GEOTECHNICAL REPORT AND EARTHWORK NOTES OF
AND ATTESTING THAT THE SITE CONDITIONS ARE SIMILAR TO THOSE
a�
THIS SPECIFICATIONS.
WHICH THE DESIGN WAS BASED ON ASSUMED BEARING CAP. OF 2000 P.S.F.
7)
ALL CONCRETE SLABS, BEAMS, COLUMNS, FOOTINGS AND WALLS.
CONCRETE
THE CONTRACTOR SHALL COMPLY WITH ALL THE MANUFACTURER'S
SUMMARY OF CONTRACTORS SUBMITTALS TO EOR:
AND MATERIAL SPECIFICATIONS.
ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF
ACI 301 -05 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
1)
CONCRETE MIX DESIGN BY TESTING LABORATORY REQUIRED
BUILDINGS. STRUCTURAL CONCRETE SHALL BE NORMAL WEIGHT
FOR ALL FOUNDATION AND CONCRETE STRUCTURE .
CONCRETE CONFORMING TO ACI 318 -05 AND SHALL ATTAIN A
MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28
2)
SIGNED AND SEALED RAILINGS SHOP DRAWINGS
DAYS.(U.A.N.), CONCRETE SLUMP 3" + 1 " FOR FOOTINGS AND
AND CALCULATIONS BY A FLORIDA REGISTERED ENGINEER.
SLAB ON FILL, AND 4" + 1 " FOR ALL OTHER CONCRETE. MAKE
PRIOR TO FABRICATION.
SLUMP TESTS WHEN CYLINDERS ARE MADE AND AT OTHER TIMES
3)
SIGNED AND SEALED PREFAB WOOD TRUSSES SHOP DRAWINGS
AS NECESSARY TO VERIFY SLUMP.
AND CALCULATIONS BY A FLORIDA REGISTERED ENGINEER.
PRIOR TO FABRICATION.
SLAB REINFORCING:
ALL SLABS ON GRADE SHALL BE REINFORCED AS CALLED FOR ON DRAWINGS
OR SPECIFICATIONS.
MASONRY NOTES:
CONCRETE MASONRY UNITS SHALL BE LOAD BEARING GRADE N -1 UNITS
HAVING A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI, CONFORMING
TO ASTM C90 FOR RESULTING F'M NOT LESS THAN 1500 PSI.
USE 2 CELL HOLLOW CMU UNITS FOR ALIGNMENT OF WEBS, AS PER
ACI 530, ACI 530.1
MAXIMUM LIFT: 4' -0"
MORTAR AND GROUT COMFORMING TO ASTM —C476 WITH A 8" TO 1 1 " MIN. SLUMP.
RAAnT A n
SHALL CONFORM TO ASTM C -270, TYPE M WITH A COMPRESSIVE STRENGTH
OF 2500 PSI ON THE NET AREA AT 28 DAYS.
GROUT:
SHALL BE CONCRETE CONSISTING OF NATURAL SAND FINE AGGREGATE AND
NORMAL WEIGHT COARSE AGGREGATES CONFORMING TO GRADING SIZE
NUMBER 8 OF ASTM C33, TYPE: PORTLAND CEMENT CONFORMING TO ASTM
C150. AND SHALL HAVE A COMPRESSIVE STRENGTH (F'C) OF 3000 PSI
AT 28 DAYS.
REINFORCING STEEL
1— REINFORCING STEEL:
SHALL CONFORM TO ASTM A615 -75, GRADE 60, FY = 60,000 P.S.I.
2— POSITION VERTICAL REINFORCING STEEL IN EXACT CENTER OF FILLED
CELLS OR AS SHOWN. PLACE GROUT IN LIFTS NOT TO EXCEED 4' -0" IN
HEIGHT. PROVIDE VERTICAL BARS AT ALL CORNERS, INTERSECTIONS, AND
EACH SIDE OF OPENINGS. PROVIDE TWO #6 FULL HEIGHT EACH SIDE OF
OPENINGS AND AT DISCONTINUOUS END OF ALL MASONRY WALLS AND GROUT
SOLID FULL HEIGHT UNLESS OTHER WISE NOTED . PROVIDE CLEANUPS AT BOTTOM
OF EACH POUR
3— DETAILING:
REINFORCING STEEL SHALL BE DETAILED ( INCLUDING HOOKS AND
BENDS)
IN ACCORDANCE WITH ACI 315 -05 AND 318 -05. LAP ALL CONTINUOUS
REINFORCEMENTS 48 BAR DIAMETERS.
PROVIDE BARS AT ALL WALL INTERSECTIONS
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE
FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY
THE STRUCTURAL ENGINEER. WELDING OF REINFORCING STEEL SHALL
BE PERFORMED USING LOW HYDROGEN ELECTRODES, AND IN
ACCORDANCE WITH AWSD12 -75, REINFORCING STEEL WELDING CODE.
4— EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE AND VERTICAL
BARS THE FULL STORY, OR BOTH, AS FAR AS POSSIBLE AND HOOK.
5— PROTECTION OF REINFORCING STEEL: CONCRE E
COVER INCHES)
A— FOOTING AND OTHER UNFORMED
SURFACES, EARTH FACE 3"
B— FORMED SURFACES IN DIRECT
CONTACT WITH EARTH 2"
C— BEAMS, COLUMNS, AND SURFACES
EXPOSED TO WEATHER (TO TIES
AND STIRRUPS) 1-1/2"
D— SLABS AND WALLS (INTERIOR FACE) UNLESS
OTHERWISE NOTED 1"
6— ALL REINFORCING STEEL SHALL BE SECURELY HELD IN PLACE FOR
CONCRETE PLACEMENT. ADDITIONAL BARS OR STIRRUPS SHALL BE
PROVIDED FOR SUPPORT OF ALL BARS AS REQUIRED.
CONTRACTOR SHALL PROVIDE SHOP DRAWINGS SIGNED AND SEALED BY A
REGISTERED ENGINEER IN THE STATE OF FLORIDA OF THE FOLLOWING
ITEMS TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO
CONSTRUCTION:
A) REINFORCING STEEL
B) STRUCTURAL STEEL
C) PREFABRICATED WOOD TRUSSES.
THESE DRAWINGS AND SPECIFICATIONS COMPLY, TO THE BEST OF MY
KNOWLEDGE WITH THE APPLICABLE MINIMUM FLORIDA BUILDING CODE
2007 REQUIREMENTS.
2.
3.
4,
5.
7.
PREFAB- WOOD TRUSSES:
1. DESIGNED AND FABRICATED IN ACCORDANCE WITH 'NATIONAL DESIGN SPECIFICATIONS
FOR STRESS GRADE LUMBER AND ITS FASTENERS' BY NFPA AND THE TRUSS PLATE
INSTITUTE (TPI) (LATEST REVISION),
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.
TRUSS DESIGNER ENGINEER SHALL INDICATE THE NET WIND UPLIFT AND GRAVITY LOAD REACTIONS
FOR EACH TRUSS AND GIRDER TRUSS.
STRAPS SHALL BE PROVIDED FOR EACH TRUSS BEARING, BASED ON THE UPLIFT COMPUTATIONS
INDICATED ON THE TRUSS SHOP DRAWINGS AND THE FOR APPROVED PLANS. CONTRACTOR SHALL
USE LONG ENOUGH STRAPS, TO ALLOW STAGGERING OF THE NAILS AND CLEARING THE STEEL
SPIKE PLATES (TRUSS JOINT CONNECTION).
ALL SEATS FOR THE WOOD GIRDER TRUSSES WILL BE DESIGNED BY A/E AND WILL BE COMPLETED
AFTER RECEIVING THE PRE — ENGINEERED WOOD TRUSS SHOP DRAWINGS, SHOWING LOCATIONS OF
GIRDERS AND END REACTIONS AT THEIR BEARING POINTS.
THE STRUCTURAL PLANS INDICATE ALL THE REQUIRED LATERAL PERMANENT BRIDGING, AS
RECOMMENDED BY THE 'TRUSS PLATE INSTITUTE'. TRUSS DESIGNER ENGINEER SHALL PROVIDE
INFORMATION AND SHOW ON PLAN, ALL LATERAL BRACING OF ANY TRUSS INDIVIDUAL MEMBERS,
AS REQUIRED BY TRUSS DESIGN.
INSTALLATION OF TRUSSES LONGER THAN 35 FT. OR HIGHER THAN 6 FT. SHALL BE PERFORMED
UNDER THE DIRECT SUPERVISION OF A LICENSED BUILDING OR GENERAL CONTRACTOR AND A LICENSED
STRUCTURAL ENGINEER OR ARCHITECT.
TEMPORARY BRACING SHALL BE REQUIRED DURING THE ERECTION OF ROOF TRUSSES TO KEEP THE TRUSSES
IN A TRUE AND PLUMB POSITION AND TO PREVENT TOPPLING OF THE TRUSSES DURING ERECTION, UNITIL
THE ROOF SHEATHING IS APPLIED.
CITBUILDING DEPT.
STRUCTVRAti/"�7lo"
WPR13VE0EY:— V
ABRAHAM ARVELO. P,
CT
ARVELO AND ASSOCIATES, IN 3 # 3es�s
STRUCTURAL ENGINEE�S u
4848 SW 74th CT., MIAMI, FL S '
(305) 667 -7628
CERTIFICATE# EB -DOOT 21 • • • E%L
ISSUANCES
DATE TITLE
10/08/09 SITE PLAN APPROVAL
PAZ COMMENTS
BID
T ?E[D[[T
CONSTRUCTION
THE USE OF THESE PLANS AND SPEC7
ICATIONS SHAH. BE RESTRICPBD TO THE
ORIGINAL SITE FOR WHICH THEY WERE
PREPARED AND PUBLICATION THEREOF IS
E aIMSSLY LIT = TO SUCH USE.
REPRODUCTION, PUBLICATION OR RE -USE
BY ANY NETIM. IN WHOLE OR IN PART',
■ THOUT Kamm WRTTm C0?MNT BY
THE ARCHITECT IS STRICTLY PROIOBLTED.
TTTTE TO THE PLANS AND SPECOICATIONS
RENADIS WRS THE ARCHITECT WITHOUT
PRE7UDICE. VISUAL CONTACT WITH IBM
PLANS AND SPECIFICATIONS MALL
CONSTTTUT•E PRW FASCIB EVIDENCE OF
THE ACCEPTANCE OF THESE RESTRICTIONS.
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■ THOUT Kamm WRTTm C0?MNT BY
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PRE7UDICE. VISUAL CONTACT WITH IBM
PLANS AND SPECIFICATIONS MALL
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THE ACCEPTANCE OF THESE RESTRICTIONS.
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