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Reinforced Concrete.
1. Comply with ACI 301 and 318.
2. Provide structural concrete with a minimum ultimate compressive design strength of
3,000 psi in 28 days.
3. Use normal weight concrete for all structural members.
4. Provide ASTM A-615 grade 60 reinforcing steel. Reinforcing shall be accurately
placed, rigidly supported and firmly tied in place, with appropriate bar supports and
spacers. Lap bottom steel over supports and top steel at midspan (u.o.n.). Hook
discontinuous ends of all top bars and all bars in walls, u.o.n. Provide cover over
reinforcing as follows:
Element bottom 14.2 sides
Footings 3" 2" 311
Beams above grade 1 1/2" 1 1/2" 1 1/2"
Columns - - 1 1/2"
Slabs on grade 2" 1" 299
5. Tension development length and lap splice lengths shall be as follows:
TENSION DEVELOPMENT
LENGTH FOR BARS (IN)
REBAR
TOP
BARS
OTHER
BARS
#3
22
17
#4
29
22
#5
36
28
#6
43
33
#7
63
48
#8
1 72
j 55
LAP SPLICE LENGTH
FOR BARS (IN)
TRIBUTARY AREA
ZONE 4 (PSF)
ZONE 5 (PSF)
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30 sf. to 4• sf
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(rc = 3,000 PSI, cover 2: Db, spacing 2: 2Db for beams
& columns, spacing 2: 3Db for others bars.
Top bars are horizontal bars with more than 12 inches
of concrete cost below bars.)
6. Where specified, provide plain, cold-drawn electrically-welded wire reinforcement
conforming to ASTM A-185. Supply in flat sheets only. Lap splice two cross wire
spacing.
7. Utilities shall not penetrate beams or columns but may pass through slabs and walls
individually, u.o.n. For openings 24" long or less, cut reinforcing and replace
alongside opening with splice bars of equivalent area with 48 bar dia. lap. Prepare
and submit shop drawings for openings longer than 24". For rectangular openings
12" long or longer, add 1#5 x 6' mid depth diagonal at all 4 corners.
8. Where reinforcing steel congestion permits, conduit and pipes up to I" diameter may
be embedded in concrete per ACI 318, section 6.3. Space at 3 diameters o.c. Place
between outer layers of reinforcing if conduits are significantly congested, additional
reinforcing perpendicular to piping may be required. Requests to embed larger pipes
shall be accompanied by a detailed description and be submitted to the Architect for
evaluation.
9. Provide construction joints In accordance with ACI 318, section 6.4. Provide keyways
and adequate dowels. Submit drawings showing location of construction joints and
direction of pour for review.
10. Provide 3/4" chamfer for all exposed corners.
11. Provide reinforcing steel placer with a set of structural drawings for field reference.
Inspect reinforcing steel placing from structural drawings.
Concrete Masonry:
1. Construct masonry in accordance with ACI 530/ASCE 5, "Building Code Requirements
for Masonry Structures"; and ACI 530.1/ASCE 6, "Specifications for Masonry
Structures".
2. The structure is supported by bearing walls, u.o.n. Erect masonry prior to casting
concrete columns within bearing walls or casting beams and slabs supported by
bearing walls.
3. Use 50% solid, nominal 8 "x8 "x16", concrete masonry units conforming to ASTM C90.
block net area compressive strength shall be 1,900 psi. Lay up units In running
bond. Sawcut units which are not in multiples of 8". Units shall be at least 8" long.
Bond corners by lapping ends 8" In successive vertical courses. Design of walls is
based on a f'rn of 1,500 psi.
4. Use type S mortar in accordance with ASTM C270 except use type M mortar below
grade. Head and bed joints shall be 3/8" for the thickness of the face shell.
Webs are to be fully mortared in all courses of piers, columns and pilasters; in the
starting course; and where an adjacent cell Is to be grouted. Remove mortar
protrusions extending 1/2" or more into cells to be grouted.
5. Use standard (9 gouge) horizontal joint reinforcing in every other course. Joint
reinforcing and anchors in exterior walls shall conform to ASTM a 153 class b2, with
a coating thickness of 1.50 oz sf; conform to ASTM a 641 in interior walls. Overlap
discontinuous ends 6". Use prefabricated corners and fees. Use truss type, except use
ladder type in walls with vertical reinforcing. Extend joint reinforcing a minimum of
4" into fie columns.
6. Use fine grout conforming to ASTM C476, with a minimum compressive strength of
2,500 psi in 28 days. Aggregate to conform to ASTM C404 for fine grout, with slump
of 8" to 10". Grout all masonry containing reinforcing, All cells of 4 hour rated
walls, and where indicated on the drawings. Allow mortar to cure 24 hours prior to
grouting. Provide cleanout openings at the base of cells containing reinforcing steel to
clean the cell and to fie the vertical bar to the dowel. In high-lift grouting, Use
4'-0" (max.) lifts, with 1/2 hour to 1 hour between lifts. Vibrate each lift and
reconsolidate the previous lift.
7. Use ASTM A-615 grade 60 reinforcing steel. Reinforce walls where indicated on the
drawings and at all intersections, each side of openings and at the ends of walls.
Use bar spacers at 10 ft. o.c. where grout pour height exceeds 10 ft.
8. At bond/fie beam corners and intersections, place 1 #5 x 5'-0" T & B corner bar,
with 30" legs each way, of the exterior face.
9. Reinforced masonry wall construction shall be inspected by an Engineer or Architect
in accordance with ACI 530.1/ASCE 6.
10. Where anchor bolts, wedge anchors or anchors set in epoxy are set in a masonry
wall, fill cells with grout for bolted course, one course above and two courses below.
11. Provide lintels or headers with min. 8" bearing over all masonry openings.
12. Use pressure-treated wood for wood in contact with masonry.
SOIL STATEMENT
SOIL CONDITIONS OBSERVED AT THE SITE LOCATED AT
7030 SW 63 AVENUE CONSIST • UNDISTURBED SAND.
THE PRESUMED BEARING CAPACITY IS 2000 PSF.
ENGINEER
• RECORD WILL VERIFY IF SOIL CONDITIONS
DIFFER DURING EXCAVATION. A SIGNED AND SEALED
LETTER WILL BE PROVIDED TO THE BUILDING OFFICIAL
PRIOR TO CONSTRUCTION SUBSTANTIATING SOIL
ASSUMPTIONS.
Pre-Engineered Wood Trusses:
1. Design and fabricate all timber in conformance with the "National Design Specification
for Wood Construction" and Florida Building Code, 2010 edition, and the TPI-1
"National Design Standard for Metal Plate Connected Wood Truss Construction".
2. In accordance with rule 61G15-31.003 of the Florida Administrative Code, the truss
system Engineer, a delegated Engineer, shall design the truss system. The truss
system Engineer shall submit shop drawings and calculations for review to
Architect/Engineer for the assemblage of prefabricated, engineered wood trusses and
truss girders, together with all bracing, connections and other structural elements and
all spacing and location criteria (truss placement plan), that, in combination, function
to support the dead, live and wind loads applicable to the roof truss system. The
truss system does not include walls, or any other structural support systems. These
shop drawings and calculations shall be signed and sealed by the truss system
Engineer.
3. In accordance with rule 61G15-31.003 of the Florida Administrative Code, the truss
design Engineer, a delegated Engineer, shall design the individual trusses of the truss
system, but does not design the truss system. The truss design Engineer shall submit
shop (piece) drawings and calculations for each different truss of the truss system
such that each truss will function to support the dead, live and wind loads applicable
to each truss and truss girder that together comprise the truss system. These shop
drawings and calculations shall be signed and sealed by the truss design Engineer.
4. The truss system Engineer and the truss design Engineer shall each be responsible
for their own work. However, they may be the same individual providing two separate
services.
5. The loads, layouts and connections provided on the structural construction documents
are the minimums to be followed by the truss system Engineer and the truss design
Engineer.
6. Use stress-rated timber for all wood structural members. Do not use wood structural
members with a bending stress less than 1,200 psi or a modulus of elasticity less
than 1,400,000 psi when used at 19% maximum moisture content.
7. Pressure treatment of all structural lumber shall be in accordance with AWPA
standards C1 and C2, latest editions with a waterborne preservative in accordance
with standard P5, latest edition. All lumber to be kiln -dried after treatment to a
moisture content not to exceed 19% oven-dry basis, per standard C2. All lumber
4"x4" in. (nominal size) and larger In dimension to be treated to the soil and fresh
water retention and penetration requirements of standard C2. All lumber less than
4"x4" (nominal size) to be treated to the above ground requirements of standard C2.
8. Minimum design loads for roof trusses:
20 psf LL top chord
15 psf DL top chord
10 psf DL bottom chord
200 lb concentrated LL on any single bottom chord panel point
Wind pressure based on ASCE-7. See pressure diagrams on sheet S1.0.
Wood Construction:
1. All wood construction and connections shall conform to AITC 'American Institute of
Timber Construction" manual, and the 'National Design Specification for Wood
Construction', 2005 edition, and Florida Building Code, chapter 23.
2. All member sizes are to be as shown on drawing.
3. All wood in contact with concrete or masonry shall be pressure treated.
4. All bolts and bolted connections shall conform to ASTM A307. Use washers between
wood and all bolt heads and nuts.
5. All metal wood connectors shall be galvanized and shall be manufactured by Simpson
Strong Tie Co., or approved equivalent.
6. All joists shall be laterally supported at ends by solid blocking.
7. Where beams or columns are formed of two (2) or more members, they shall be full
length and fastened together per chapter 23 of the Florida Building Code.
Structural Steel:
1. Fabricate and erect structural steel in conformance with RISC "Specification for the
design, fabrication and erection of structural steel for buildings", with commentary,
and all OSHA requirements.
2. Structural steel shapes shall be fabricated from the following materials:
0. Plates and bars: ASTM A36, Fy=36 ksi.
b. Cold-formed hollow structural sections (HSS)
1. Square and rectangular sections: ASTM A500, grade B, Fy=46 ksi.
3. All shop and field welding shall conform to the AWS D1.1 structural welding code by
the American Welding Society. Use E70 series welding electrodes, u.o.n. where
necessary, remove galvanizing or primer prior to welding.
4. Use A-307 bolts for all erection bolts and bolts less than 3/4" diameter, u.o.n.
Anchor rods shall be ASTM F1554 grade 36 threaded with nuts and washers each
end.
5. Setting base and bearing plates: clean concrete and masonry bearing surface of
bond-reducing materials and clean bottom of base and bearing plate.
a. Set base or bearing plate on wedges or other adjusting devices.
b. Tighten anchor rods after structural steel frame has been plumbed. Do not
remove wedges or shims but, if protruding, cut off flush with edge of base or
bearing plate prior to packing with grout.
C. Pack or pour non-shrink grout solidly between bearing surface and base or
bearing plate. Ensure that no voids remain. Finish exposed surfaces, protect
grout and allow to cure.
d. For proprietary grout materials, comply with manufacturer's instructions.
e. Base plates must be grouted a minimum of 72 hours prior to placing concrete
slabs on supporting steel structure.
6. Cut, drill, or punch holes perpendicular to metal surfaces. Ream holes that must be
enlarged to admit bolts as permitted by architect. Do not enlarge unfair holes by
burning or using drift pins.
7. Do not splice structural steel members except where indicated on the drawings.
8. See Architectural and Mechanical drawings for miscellaneous steel not shown on the
Structural drawings.
9. Refer to Architectural drawings for painting and fireproofing of structural steel. Do
not paint steel surfaces in contact with concrete or fireproofing.
Expansion Anchors:
1. Use wedge-type expansion anchors such as the Hilti Kwik bolt 11, ITW ramset red
head trubolt wedge, powers rawl power -stud, Simpson strong-tie wedge-all or
accepted equivalent. Follow manufacturer's specifications for use and Installation.
2. Confirm the absence of reinforcing steel by drilling a 1/4" diameter pilot hole for
each anchor. Do not cut reinforcing steel without approval of the Structural Engineer.
3. Provide anchor embedment, spacing and edge distance as shown on the drawings.
WIND LOAD PRESSURE FOR WINDOWS & DOORS
Kd 0.85
TRIBUTARY AREA
ZONE 4 (PSF)
ZONE 5 (PSF)
LLJ
11 sf. to • sf
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30 sf. to 4• sf
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2 OVERHA
50 sf to 99 sf
3 OVERHANG
100 sf to 1•• sf
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NOTES:
1 . ZONE (5) IS DEFINED • ANY DOOR OR WINDOW WITHIN 3'-0"
FROM ANY CORNER OF THE BUIILDING. ALL OTHER LOCATIONS
ARE DEFINED AS ZONE @ .
2. VALUES INDICATED CAN BE INTERPOLATED.
3. FOR Kd = 1.0, MULTIPLY VALUES BY 1.18.
4. FOR ULTIMATE VALUES, MULTIPLY VALUES IN TABLE BY 1.67.
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NOTES:
1. FOR Kd = 1.0, MULTIPLY VALUES BY 1.18.
2. THE FIGURES SHOWN REPRESENT GROSS VALUES. TO OBTAIN
NET UPLIFT VALUES ONLY 10 PSF OF DEAD LOAD SHALL BE
DEDUCTED FROM THEM.
3. FOR ULTIMATE VALUES, MULTIPLY VALUES IN TABLE BY 1.67.
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