05-1471(2)-003CODES AND SPECIFICATIONS
A. The Florida Building Code, 2001 Edition.
SPECIALTY ENGINEER REQUIREMENTS
A. The Florida State Board of Professional Engineers has issued statements on
responsibilities of professional engineers, pursuant to Rule 21H- 19.00(3).
B. Certain components of the structure require the work of a Specialty Engineer for the
design of those components. All procedures stated in the statements shall apply to
this project.
C. Steel pan stairs shall be designed by the Fabricators Specialty Engineer and shall
include stringers, treads, handrails, landings, pan inserts and all supports and
connections. Shop drawings shall be submitted for review and must be signed and
sealed by a Registered Engineer in the state of Florida.
D. Handrails assemblies and their support connections shall be designed by the
Fabricator's Specialty Engineer. Shop drawings shall be submitted for review and must
be signed and sealed by a Registered Engineer in the state of Florida. Design loads
shall meet the minimum requirements of the governing building code.
DESIGN LOADS
A. Superimposed Dead Loads
1. Ceiling & Mechanical
- 15 psf
B. Live Loads
1. Roof
- 50 psf
2. Level 2
- 75 psf
3. Lobbies & Stairs
- 100 psf
4. Slab -On -Grade
- 100 psf
FOUNDATION / SLAB -ON -GRADE
A. All footings have been designed assuming an allowable bearing pressure of 2500 psf.
B. All topsoil, vegetation, debris and surface soils containing organic material should be
removed from the site.
C. The exposed subgrade shall be densified prior to placing any fill. The densification
shall be achieved by a heavy vibratory roller having a static weight of at least
12,000 pounds. Each pass should overlap the preceding pass by at least 30 %.
Sufficient passes should be made over the building area (plus a margin of 5.0 feet
outside building perimeter lines). Compaction should continue until the soil density
24 inches below the existing subgrade is at least 98% of the Modified Proctor
maximum dry density (ASTM D- 1557). If the placement of utilities disturbs any
previously compacted soils, these soils shall be re- compacted and re- tested.
D. The contractors attention is drawn to groundwater elevations discussed in the
geotechnical report.
E. Well- points may be needed so that the ground water level is maintained at least two
feet below footing bottom during compaction and construction.
F. Concrete placement shall occur immediately after footing excavation and placement
of reinforcement. Any free standing water shall be pumped out of the excavation
prior to concrete placement.
G. Slab -On -Grade shall be reinforced with Welded Wire Reinforcement (WWR), supplied in
flat sheets. Lap ends and sides one cross wire plus 2 Chairs must be used to
support the WWR 1" from the top of the slab, unless noted otherwise.
H. Slab -On -Grade shall be constructed following the recommendations of the 'Guide for
Concrete Floor and Slab Construction" ACI 302.
CONCRETE AND REINFORCING STEEL
Location 28 -day Comp. Max Size Slump Max. W/C
Strength (psi) Aggregate Range Ratio
Footings 3000 NW 1" 3" to 5" 0.50
Slab -On -Grade 4000 NW 1" 3" to 5" 0.45
Metal Deck Slabs 3500 LW 3/4" 5" to 8" 0.48
Masonry Walls 3000 NW 3/8" 7" to 9" 0.50
And Tie Beams
NW = Normal Weight Concrete (145 pcf)
LW = Sand -Light Weight Concrete (116 pcf)
A. All reinforcing steel to be new billet steel, conforming to ASTM A -615, Grade 60.
B. All welded wire reinforcement shall conform to ASTM A -185.
C. Reinforce housekeeping and topping slabs with WWR 6x6- W2.9xW2.9 unless heavier
reinforcement is called for on the drawings.
D. Provide cover to all reinforcement steel meeting the requirements of ACI 318.
STRUCTURAL STEEL
A. All structural steel shall conform to the following ASTM specification, unless noted
otherwise on plan:
Rolled W Shapes ASTM A992, Grade 50
Rolled C & MC Shapes ASTM A36
Angles ASTM A36
Round HSS ASTM A500, Gr B (Fy =42 ksi)
Square & Rectangular HSS ASTM A500, Gr B (Fy =46 ksi)
B. All bolts shall conform to ASTM A325N, provide hardened washers under part being
turned.
C. All connections shall conform to the minimum standards:
1. Minimum plate thickness: 3/8"
2. Minimum bolt diameter. 3/4"
3. Minimum weld: 3/16"
4. Minimum design load on any connection: 16 kips
D. Anchor rods shall conform to ASTM F1554 grade 36.
E. All shop and field welding shall conform to AWS Structural Welding Code, ANSI /AWS
D1.1.
F. Design connections for all beams to support half of the uniform capacity shown in
AISC "Tables for Allowable Loads on Beams" for the given section and span unless
otherwise shown on plan.
G. Grout below base plates shall be non - shrink, non - metallic grout with a minimum
compressive strength of 8000 psi.
H. Hot -dip galvanize all structural steel items and their connections permanently
exposed to weather after fabrication.
METAL DECKS
A. General
1. The metal deck and instillation are to comply with the requirements of the Steel
Deck Institute (SDI).
2. Reference construction documents for type, size, gage and finish of metal deck.
3. Deck shall be placed in a minimum two span condition. Single spans are not
permitted unless specifically shown in the documents.
4. Provide a minimum bearing of 2' at all supports.
5. Provide continuous 18 gage ridge plates and valley plates as required.
6. Welding of deck shall be in accordance with ANSI /AWS D1.3 "Structural Welding
Code - Sheet Steel'
7. Steel deck shall be stored off the ground with one end elevated to provide
drainage.
8. Do not attach any mechanical items such as light fixtures, ducts, and piping to
the metal deck.
B. Metal Roof Deck
1. Attach roof deck as follows:
a. Weld deck to each supporting member using 5/8" diameter puddle welds in a
36/7 pattern.
b. Weld deck at perimeter and all roof openings using 5/8" diameter puddle
welds at 6" o.c.
c. Side laps shall be screwed using #10 TEK screws at 12" o.c.
2. All roof deck welds are to be painted with zinc rich paint.
C. Composite Metal Deck
1. Composite metal deck acts as a permanent for and as the positive bending
reinforcement for the structural concrete.
2. Refer to the construction documents for the slab thickness and reinforcement.
3. Attach composite deck as follows:
a. Weld deck to each supporting member using 5/8" diameter puddle welds at
each low flute.
b. Weld deck to supporting members running parallel with the deck flutes with
5/8" diameter puddle welds at 12" o.c.
c. Side laps shall be screwed using #10 TEK screws at midspan or 36" o.c. -
whichever is smaller.
CONCRETE MASONRY
A. General
1. Refer to the structural specifications.
2. See architectural drawings for the extent of masonry walls. Non -load bearing
walls may not be shown on the structural drawings.
B. Concrete masonry units
1. Concrete strength of masonry units (based on net area) shall be at least
1900psi (F'm= 1500psi).
2. Units shall conform to ASTM C55 or ASTM C90 and sampled in accordance with
ASTM 040.
C. Mortar
1. Use only portland cement /lime, type M or S, mortar conforming to ASTM C270.
Provide an average compressive strength at 28 days of at least 1800 psi.
D. Grout
1. Mix Designs
a. For filling spaces 4" or larger in both horizontal directions, use "Coarse
Grout" with a minimum compressive strength of 3000 psi. The grout shall
be tested in accordance with ASTM C1019. For filling spaces less than 4" in
one or both horizontal directions, use "Fine Grout" proportioned per ASTM
C476.
b. Use 3000 psi normal- weight concrete for filling spaces 10" and larger in
both directions. The grout shall be tested in accordance with ASTM C1019.
c. All grout mix design submittals shall include the results of the tests
performed in accordance with ASTM C1019.
d. Slump range at point of final discharge: 8" to 11'.
e. The use of admixtures is not allowed.
2. Lift limits
a. Grout pours shall not exceed 5 ft /lift, unless cleanouts are provided in the
bottom coarse of each 5 foot lift.
b. Mechanically vibrate all lifts in excess of 1 foot.
c. Shall be stopped 1 1/2' below bed joint.
3. Provide clean -outs for all grout pours exceeding 5 feet.
E. Reinforcement
1. Provide vertical reinforcement in cells of concrete masonry units (fully embedded
in grout) as shown on drawings. Minimum reinforcement of exterior, perimeter,
or load- bearing masonry shall be as follows:
a. (3) #5 at each comer
b. (1) #5 at all intersections
c. (1) #5 at both sides of openings up to 6 feet wide
d. (2) #5 or (1) #7 at both sides of openings over 6 feet wide
e. (1) #5 at maximum spacing of 48" o.c.
f. Heavier reinforcement may be required by details in the drawings.
2. At a minimum, provide horizontal bond beams reinforced with (2) #5 at every
floor level and at the roof.
3. Terminate all vertical reinforcement in the bond beam at roof level with a
standard hook. Terminate at highest bond beam if masonry does not extend to
roof or grouted cell is not continuous to roof. The hook shall extend to the
uppermost horizontal reinforcement at the bond beam and shall have a minimum
embedment at 6'.
4. Terminate all horizontal reinforcement of discontinuous ends of bond beam and
into vertical grouted cells with a standard hook. Provide comer bars such that
horizontal reinforcement is continuous around building comers.
5. Minimum lap of all reinforcement shall be 48 bar diameters. Do not lap vertical
reinforcement at intersecting bond beams; reinforcement shall be continuous
through intersecting bond beams.
6. Provide horizontal reinforcement in bed joints every other course (max. 16"
spacing). Reinforcement shall be truss -type with 9 gage side rails fabricated
from high- strength, cold -drawn wire conforming to ASTM A82. Trusses shall be
galvanized after fabrication. Also place three rows of reinforcement 0 8" o.c.
immediately above all wall openings, and at the tops of walls. Side lap rails a
minimum of 6 ".
7. All vertical reinforcement must be held in place with pre - formed wire ties.
F. Control joints
1. Control joints shall be provided in all concrete masonry construction at locations
indicated on the architectural drawings and specifications. Specific control joint
details are as shown in the architectural drawings. In addition, place joints in
accordance with the following minimum requirements:
a. Maximum spacing = 25 ft.
b. Maximum length /height ratio = 2.5 to 1
2. Placement guidelines
a. At all changes in wall height
b. At all changes in wall thickness
c. At all chases, recesses, and penetrations
d. At sides of wall openings
1) openings 6 ft. or less - one side, at the end of the lintel
2) openings over 6 ft. - both sides, at the ends of the lintel
3. Horizontal wall reinforcing shall be stopped each side of control joints.
G. Notes
1. Masonry walls shall be braced either by other intersecting walls or by anchors to
the structure above, as shown in the structural drawings.
2. Block lintels shall be specially formed u- shaped lintel units with reinforcing bars,
or precast units designed for the weight of masonry above. See typical details.
Temporarily shore all lintels as required to prevent deflection that may occur
before grout has cured.
3. All masonry walls shown on the architectural and structural drawings have been
designed to resist the required code vertical and lateral forces in the final
constructed configuration only. It is the responsibility of the contractor to
adequately brace the walls for vertical and lateral loads that could possibly be
applied prior to completion of construction.
4. Provide solid grouted u- blocks under all window sills.
ADHESIVE AND MECHANICAL FASTENERS
A. General
1. All anchors are to be installed in strict accordance with the manufacturer's
procedures and recommendations.
2. All anchors are subject to testing at the engineer's discretion.
B. Adhesive Anchors
1. Pre - approved adhesive fasteners are as follows:
a. For standard instillations in concrete and grouted masonry:
1) Ramset / Red Head - Epcon A7
2) Hilti - HIT HY150
b. For instillations with oversized or cored drilled holes in concrete:
1) Ramset / Red Head - Epcon C6
2) Hilti - HIT RE 500
c. For instillations in hollow masonry:
1) Ramset / Red Head - Epcon A7 with screen tube
2) Hilti - HIT HY 20 with screen tube
2. Provide minimum embedment as follows:
Anchor Size Embedment
1/2" 4 1/2'
5/8" 5 5/8"
3/4" 6 3/4"
7/8" 7 7/8"
1" 9"
Rebar Size Embedment
#3 4 1/2"
#4 6"
#5 9"
#6 11"
#7 13"
#8 15"
#9 17"
#10 20"
#11 24"
C. Mechanical Anchors (expansion anchors, wedge bolts)
1. Pre - approved mechanical fasteners are as follows:
a. For standard instillations in concrete and grouted masonry:
1) Ramset / Red Head - Trubolt
2) Hilti - Kwik Bolt III
2. Provide minimum embedment as follows:
Anchor Siz Embedmen
3/8" 3"
1/2' 4 1/8"
5/8" 5 1/8"
3/4" 6 5/8"
7/8" 8"
is 9 1/2'
D. Alternate manufactures may be used with written approval by the engineer. All
suggested alternates are to have ICBO approval.
SUBMITTALS
A. The general contractor shall submit for engineer review shop drawings for the
following items:
1. Reinforcing Steel
2. Concrete Mix Designs
3. Structural Steel
4. Metal Decks
5. Masonry Products
6. Light Gauge (Cold Formed Steel) Metal Roof System ( *, #)
7. Embedded Items (Plates, Angles, Bolts, Etc.)
8. Elevators
Items marked ( *) shall have shop drawings signed, sealed & dated by a registered
engineer in the state of Florida.
Items marked ( #) shall have calculations signed, sealed & dated by a registered
engineer in the state of Florida.
B. All shop drawings must be reviewed and stamped by the general contractor prior to
submittal.
C. Submit manufacturers literature for all materials and products used in construction
on the project.
ADJACENT BUILDINGS AND PROPERTY
A. The general contractor shall ensure that all construction methods used will not cause
damage to the adjacent buildings and property. This shall include all foundation
installation.
B. The contractor is advised to perform photographic surveys and other documentation
of the adjacent buildings before the start of construction.
CONTRACTOR RESPONSIBILITY
A. The Contract Structural Drawings and Specifications represent the finished structure
and, except where specifically shown, do not indicate the means or methods of
construction. The Contractor shall supervise and direct the work and shall be solely
responsible for all construction means, methods, procedures, techniques, and
sequence. The Engineer shall not have control or charge of, and shall not be
responsible for, construction means, methods, procedures, techniques, or sequence,
for safety precautions and programs in connection with the work, for the acts or
omissions of the contractor, subcontractor, or any other persons performing and of
the work, or for the failure if and of them to carry out the work in accordance with
the Contract Documents.
�f6"0 WIRE CABLE TIES W/
CABLE CLAMPS, ALL GALVANIZED.
COORD. W/ M.E.P.
EQUIPMENT TIE -DOWN, 3 "OX1 O" STD. PIPE
WITH CAP PLATE & Nz "0 BAR LOOP. BASE
TO BE Yin PLATE W/ (4) WO WEDGE
BOLTS. PROVIDE (4) TOTAL, COORDINATE
LOCATION W/ M.E.P.
I I
PRE FABRICATED
EQUIPMENT CURB
�K� X
1
FASTEN NEW EQUIP. TO CURB
W/ 3" LONG, -is "0 GALV.
SCREWS & WASHERS, (3) EACH
SIDE, (12) TOTAL
FASTEN NEW CURB TO EXISTING
SLAB W/ 3&%2' TAP -CONS
0 6" O.C., ALL 4 -SIDES
NOTES:
1. NEW EQUIPMENT NOT SHOWN FOR CLARITY.
2. IF HOLES IN EQUIP. BASE ARE PRE - DRILLED AND GREATER
THAN Y'O, PROVIDE LARGER DIAMETER SCREWS AS REQUIRED.
EXISTING CONCRETE
SLAB.
EXISTING STEEL
BAR JOIST.
ROOF TOP EQUIP. ATTACHMENT DETAIL
SCALE: 1 " = 1' -0"
Notes:
Revisions:
Seal:
Consultants:
DECAROWILLSON
STRUCTURAL ENGINEERS
1705 N. 16TH STREET, TAMPA, FLORIDA 33605
PHONE (813) 817.4707 FAx (813) 262.2338
CERTIFICATE OF AUTHORIZATION #. 25896
JOHN L. DECARO, P.E. No. 56031
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ARCHITECTS •INTERIOR-- DESIGNERS -
Tarrapc, Office-_
The Edgerrater -Bui; ding
600 South Magnolia Avenue -
Suite 150
Tampa, Florida 33606
Phone (813) 251 -0565
Fax (813) 251 -0567
Miami Office
4240 Southwest 3rd Street
Miami, Florida 33134
Phone (305) 441 -7617
Fax 05) 774 -1123
Nicholas Puglisi Architect License #AR12460
ELEMENTS State License #AA0002341
T • A
WEST GABLES BRANCH
5880 BIRD ROAD
MIAMI, FLORIDA
Drawing No. /Date 05 -02 -05
S -1.0
05 -111
Drawing Title /Scale /Drawn by VW
GENERAL NOTES
Consultants:
DECAROWILLSON
STRUCTURAL ENGINEERS
1705 N. 16TH STREET, TAMPA, FLORIDA 33605
PHONE (813) 817.4707 FAx (813) 262.2338
CERTIFICATE OF AUTHORIZATION #. 25896
JOHN L. DECARO, P.E. No. 56031
1�
Nun •
AN
• ��-
. V7 AIV`�
E L 1-H. E--1_T 6___
ARCHITECTS •INTERIOR-- DESIGNERS -
Tarrapc, Office-_
The Edgerrater -Bui; ding
600 South Magnolia Avenue -
Suite 150
Tampa, Florida 33606
Phone (813) 251 -0565
Fax (813) 251 -0567
Miami Office
4240 Southwest 3rd Street
Miami, Florida 33134
Phone (305) 441 -7617
Fax 05) 774 -1123
Nicholas Puglisi Architect License #AR12460
ELEMENTS State License #AA0002341
T • A
WEST GABLES BRANCH
5880 BIRD ROAD
MIAMI, FLORIDA
Drawing No. /Date 05 -02 -05
S -1.0
05 -111
Drawing Title /Scale /Drawn by VW
GENERAL NOTES