13-240-022NEEM
General Notes:
1. The governing code for this project is the Florida Buiding Code, 2010 edition. This
code prescribes which edition of each referenced standard applies to this project.
2. To the best of our knowledge, the structural drawings and comply with the applicable
requirements of the Governing Buiding Code.
3. Construction is to comply with the requirements of the Governing Building Code and
all other applicable Federal, State, and local codes, standards, regulations and laws.
4. The structural .documents are to be used in conjunction with the architectural
documents. If a conflict exist, notify the Architect.
5. Details labeled "Typical" apply to all situations that are the same or similar to those
specifically referenced, whether or not they are keyed in at each location. Questions
regarding the applicability of typical details shall be resolved by the Architect.
6. Openings shown on structural drawings are only pictorial. See the Architectural and
M.E.P. drawings for the size and location of openings in the structure.
7. Contractors who discover discrepancies, omissions or variations in the contract
documents during bidding shall immediately notify the Architect. The Architect will
resolve the condition and issue a written clarification.
S. The general contractor shall coordinate all contract documents with field conditions
and dimensions and project shop drawings prior to construction. Do not scale
drawings; use only printed dimensions. Report any discrepancies in writing to the
Architect prior to proceeding with work. Do not change size or location of structural
members without written instructions from the structural Engineer of record.
9. The contractor shall protect adjacent property, his own work and the public from
harm. The contractor is solely responsible for construction means and methods, and
jobsite safety including all OSHA requirements.
10. The structure is designed to be structurally sound when completed. Prior to
completion, the contractor is responsible for stability and temporary bracing, including,
but not limited to, masonry walls. Wherever the contractor is unsure of these
requirements, the contractor shall retain a Florida Licensed Engineer to design and
inspect the temporary bracing and stability of the structure.
11. Design superimposed loads:
Occupancy LIVE LOAD DEAD LOAD
Roof 20 PSF 25 PSF
12. Design wind loads
Governing code ASCE 7 -10
Basic wind speed V = 175 MPH
Building category II
Directionality factor Kd = 0.85
Exposure- MWFRS C
- Components and cladding C
Internal pressure coefficient GCpi = t0.18 (Enclosed)
Mean roof height <15' -0"
Shop Drawings and other submittals:
I
1. Submittals for special structural, load- carrying items that are required by codes or
standards to resist forces must be prepared by, or under the direct supervision of, a
delegated engineer. Examples include precast concrete, prefabricated wood
components, open web steel joists and joist girders, post- tensioning systems, Tilt -Up
panels, structural steel connections, structural light gage steel framing, exterior
enclosure systems and shoring and reshoring.
2. A delegated Engineer is defined as a Florida licensed Engineer who specializes in and
undertakes the design of structural components or structural systems included in a
specific submittal prepared for this project and is an employee or officer of, or
consultant to, the contractor or fabricator responsible for the submittal. The delegated
Engineer shall sign, seal and date the submittal, including calculations and drawings.
3. The trade contractor is responsible for confirming and correlating dimensions at the
job sites, for tolerances, clearances, quantities, fabrication processes and techniques
of construction, coordination of the work with other trades and full compliance with
the contract documents.
4. The general contractor /construction manager shall review and approve submittals and
shall sign and date each drawing prior to submitting to the Architect. This approval
is to confirm that the submittal is complete, complies with the submittal requirements
and is coordinated with field dimensions, other trades, erection sequencing and
constructibility.
5. The structural Engineer reviews submittals to confirm that the submittal is in general
conformance with the design concept presented in the contract documents. Quantities
and dimensions are not checked. Notations on submittals do not authorize changes to
the contract sum. Checking of the submittal by the Structural Engineer shall not
relieve the contractor of responsibility for deviations from the contract documents and
from errors or omissions in the submittal.
6. In addition to the above, the structural Engineer's review of delegated Engineer
submittals is limited to verifying that the specified structural submittal has been
furnished, signed and sealed by the delegated Engineer and that the delegated
Engineer has understood the design intent and used the specified structural criteria.
No detailed check of calculations will be made. The delegated Enginner is solely
responsible for his /her design, including but not limited to the accuracy of his/ her
calculations and compliance with the applicable codes and standards.
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. Stud walls shall be 2"x8" at 16" o.c.
8. 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 NOTES
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. u.o.n.
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 tom sides
Footings 3" 2" 3"
Columns - - 1 1/2"
Slabs on grade 2" 1 " 2"
5. Tension development length and lap splice lengths shall be as follows:
TENSION DEVELOPMENT
LENGTH FOR BARS (IN)
REBAR
TOP
WARS
OTHER
BARS
#3
22
17
#4
29
22
#5
36
28
#W
43
33
#7
63
48
#8
72
j 55
LAP SPLICE LENGTH
FOR BARS (IN)
REWAR
TOP
BARS
OTHER
BARS
#3
28
22
#4
37
29
#5
47
36
#6
56
43
#7
a1
63
8
93
72
(F'c = 3,000 PSI, cover >_ Db, spacing ? 2Db for beams
& columns, spacing ;-�- 3Db for others bars.
Top bars are horizontal bars with more than 12 inches
of concrete cast 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 1" 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.
Slabs on Grade:
1. Use fill containing not more than 10% passing #200 sieve and maximum 1 inch
diameter. Compact to 95% of maximum dry density as determined by modified
proctor ASTM D -1557. Each layer of fill shall not exceed 6" loose thickness.
Compact prior to placement of the next layer.
2. In sidewalks and walkways, locate isolation joints at 20 ft. o.c. maximum score and
tool between isolation joints in equal bays of 5 ft. or less.
3. See the Architectural drawings for slab on grade depressions and other requirements.
Expansion Anchors:
1. Use wedge -type expansion anchors such as the Hilti Kwik bolt II, 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.
Chemical Adhesive for anchoring reinforcing bars. threaded bars and anchor bolts:
1. Use an epoxy, acrylic or polyester resin adhesive system such as the Hilti Hit HY150,
ITW ramset /red head epcon A7 or C6 injection system, powers rawl power -fast
system, Simpson strong -tie AT or ET, allied fastener allied gold a -1000, 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. Refer to manufacturer's installation instructions for appropriate drill size. Thoroughly
clean hole including removal of dust prior to filling with epoxy.
4. Provide anchor embedment, spacing and edge distance as shown on the drawings.
5. Threaded rods are A -36 galvanized steel, u.o.n.
SOIL STATEMENT
SOIL CONDITIONS OBSERVED AT THE SITE LOCATED AT
6461 SW 74 STREET CONSIST OF UNDISTURBED SAND.
THE PRESUMED BEARING CAPACITY IS 2000 PSF.
ENGINEER OF 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.
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 E" long.
Bond corners by lapping ends 8" in successive vertical courses. Design of walls is
based on a fm 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 gauge) horizontal joint reinforcing in every other course. Joint
reinforcing and anchors in exterior walls shall conform to ASTM a 153 class 162, 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 tees. Use truss type, except use
ladder type in walls with vertical reinforcing. Extend joint reinforcing a minimum of
4" into tie 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 tie 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 /tie beam corners and intersections, place 1 #5 x 5' -0" T & B corner bar,
with 30" legs each way, at 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. E" bearing over all masonry openings.
12. Use pressure -- treated wood for wood in contact with masonry.
WIND LOAD PRESSURE
FOR TRUSS
DESIGN
Kd =0.85
ROOF ZONE
a =3' -0"
PRESSURE (PSF)
i
10 SF
20 SF
50 SF
-43.4
100 SF
1
-36.6
38.3
-35.6
-34.3
-49.8
-33.2
2
-63.7
36.3
-58.6
-51.9
35.0
-46.8
3
-63.7
100 sf to 199 sf
-58.6
-51.9
33.9
-46.8
2 OVERHANG
-74.7
1
3 OVERHANG
N W O
-74.7
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.
N I
��i,
t
U
WIND PRESSURE DIAGRAM
;..
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 some 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.
S. Minimum design loads for roof trusses:
20 psf LL top chord
15 psf DL top chord
10 psf LL 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.
9. CD for wind shall not exceed 1.6 for wood members. No stress increase allowed for
metal plates.
WIND LOAD PRESSURE FOR WINDOWS & DOORS
Kd = 0.85
TRIBUTARY AREA
ZONE 4 (PSF)
ZONE 5 (PSF)
a =3' -0"
`"i0 NO
i
W
0 sf to 10 sf
40
-43.4
40
-53.5
11 sf. to 29 sf
38.3
-41.7
38.3
-49.8
30 sf. to 49 sf
36.3
-39.6
36.3
-46.4
50 sf to 99 sf
35.0
-38.4
-35.0
-42.3
100 sf to 199 sf
33.9
-37.3
33.9
-41.7
NOTES:
1. ZONE Q IS DEFINED AS ANY DOOR OR WINDOW WITHIN X' -X"
FROM ANY CORNER OF THE BUIILDING. ALL OTHER LOCATIONS
ARE DEFINED AS ZONE (9) .
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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